General Motors Company
Customer Care and Aftersales
Pontiac Validation Plant 03
Swartz Creek, MI
Project Number 1201344 (SPEC-01804)
SPEC-01804
building renovations
Project Number 1201344 (SPEC-01804) (RFPS-01804),
Request For Professional Services: Template - GM OneSpec
Customer Care and Aftersales
Pontiac Validation Plant 03
Swartz Creek, MI
building renovations
Project Number 1201344 (SPEC-01804) (RFPS-01804),
Request For Professional Services: Template - GM OneSpec
Customer Care and Aftersales
Pontiac Validation Plant 03
Swartz Creek, MI
building renovations
Project Number 1201344 (SPEC-01804) (RFPS-01804),
Request For Professional Services: Template - GM OneSpec
Customer Care and Aftersales
Pontiac Validation Plant 03
Swartz Creek, MI
building renovations
Project Number 1201344 (SPEC-01804) (RFPS-01804),
Request For Professional Services: Template - GM OneSpec
Customer Care and Aftersales
Pontiac Validation Plant 03
Swartz Creek, MI
building renovations
Project Number 1201344 (SPEC-01804) (RFPS-01804),
Request For Professional Services: Template - GM OneSpec
Customer Care and Aftersales
Pontiac Validation Plant 03
Swartz Creek, MI
building renovations
Project Number 1201344 (SPEC-01804) (RFPS-01804),
Request For Professional Services: Template - GM OneSpec
Customer Care and Aftersales
Pontiac Validation Plant 03
Swartz Creek, MI
building renovations
Project Number 1201344 (SPEC-01804) (RFPS-01804),
Request For Professional Services: Template - GM OneSpec
Customer Care and Aftersales
Pontiac Validation Plant 03
Swartz Creek, MI
building renovations
Project Number 1201344 (SPEC-01804) (RFPS-01804),
Request For Professional Services: Template - GM OneSpec
Customer Care and Aftersales
Pontiac Validation Plant 03
Swartz Creek, MI
building renovations
Project Number 1201344 (SPEC-01804) (RFPS-01804),
Request For Professional Services: Template - GM OneSpec
Customer Care and Aftersales
Pontiac Validation Plant 03
Swartz Creek, MI
General Motors Company
Customer Care and Aftersales
Pontiac Validation Plant 03
Swartz Creek, MI
Project Manager
Michael Cunningham
Project Number 1201344 (SPEC-01804)
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
TABLE OF CONTENTS
DIVISION 01 - GENERAL CONDITIONS
PAGE NO.
1
01100 - SUMMARY
1
01100.1 GENERAL
1
1.1 Work Covered by Contract Documents
1
1.2 Contracts
1
1.3 Work Sequence
1
1.4 Work Under Other Contracts
1
01100.2 PRODUCTS
1
01100.3 EXECUTION
2
01140 - WORK RESTRICTIONS SITE DEMOLITION
01140.1 GENERAL
3
3
1.1 Occupancy Requirements
3
1.2 Notice To Public Utilities
3
1.3 Water and Snow Control
3
01140.2 PRODUCTS
4
01140.3 EXECUTION
4
01310 - PROJECT MANAGEMENT AND COORDINATION
01310.1 GENERAL
5
5
1.1 Summary
5
1.2 Project Meeting
5
01310.2 PRODUCTS
6
01310.3 EXECUTION
6
01322 - PHOTOGRAPHIC DOCUMENTATION
01322.1 GENERAL
7
7
1.1 Summary
7
1.2 Unit Prices
7
Page iv
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1.3 Submittals
7
1.4 Quality Assurance
8
1.5 Coordination
8
1.6 Extra Prints
8
01322.2 PRODUCTS
8
2.1 Photographic Media
8
01322.3 EXECUTION
8
3.1 PHOTOGRAPHS, GENERAL
8
3.2 CONSTRUCTION PHOTOGRAPHS
8
01340 - SUBMITTAL CODES
10
01340.1 GENERAL
10
1.1 Summary
10
01340.2 PRODUCTS
11
01340.3 EXECUTION
11
01731 - CUTTING AND PATCHING
01731.1 GENERAL
12
12
1.1 Related Documents
12
1.2 Summary
12
1.3 Submittals
12
01731.2 PRODUCTS
13
01731.3 EXECUTION
13
01732 - SELECTIVE DEMOLITION
01732.1 GENERAL
14
14
1.1 Summary
14
1.2 Definitions
14
1.3 Materials Ownership
15
1.4 Submittals
15
1.5 Quality Assurance
15
1.6 Project Conditions
16
Page v
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
01732.2 PRODUCTS
16
2.1 Repair Materials
16
01732.3 EXECUTION
16
3.1 Examination
17
3.2 Utility Services
17
3.3 Preparation
17
3.4 Pollution Controls
18
3.5 Selective Demolition
19
3.6 Patching and Repairs
20
3.7 Disposal of Demolished Materials
21
01782 - OPERATION AND MAINTENANCE DATA
01782.1 GENERAL
22
22
1.1 Summary
22
1.2 Definitions
22
1.3 Submittals
22
1.4 Coordination
23
01782.2 MANUALS
23
2.1 General Content
23
2.2 System & Equipment Operation & Maintenance Manuals
24
2.3 Product Operation & Maintenance Manuals
28
01782.3 EXECUTION
29
3.1 Manual Preparation
29
01820 - DEMONSTRATION AND TRAINING
01820.1 GENERAL
30
30
1.1 Summary
30
1.2 Submittals
30
1.3 Coordination
30
01820.2 PRODUCTS
31
2.1 Instruction Program
31
01820.3 EXECUTION
33
Page vi
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
3.1 Preparation
33
3.2 Instruction
33
DIVISION 02 - SITE CONSTRUCTION
02057 - SOILS AND AGGREGATES
02057.1 GENERAL
35
35
35
1.1 Summary
35
1.2 Submittals
35
1.3 Quality Assurance
36
1.4 Project Conditions
36
1.5 Material Use and Compaction
38
1.6 Field Quality Control
41
02057.2 PRODUCTS
41
02057.3 EXECUTION
42
02220 - SITE DEMOLITION
43
02220.1 GENERAL
43
1.1 Summary
43
1.2 Submittals
43
1.3 Quality Assurance
43
1.4 Project Conditions
43
02220.2 PRODUCTS
44
02220.3 EXECUTION
44
3.1 Demolition
44
3.2 Disposing of Waste Material
46
02221 - BUILDING DEMOLITION
02221.1 GENERAL
47
47
1.1 Summary
47
1.2 Quality Assurance
47
1.3 Project Conditions
47
Page vii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
02221.2 PRODUCTS
48
02221.3 EXECUTION
48
3.1 Demolition
48
3.2 Disposing of Waste Material
50
02260 - EXCAVATION SUPPORT AND PROTECTION
02260.1 GENERAL
51
51
1.1 Summary
51
1.2 System Description
51
1.3 Submittals
51
1.4 Quality Assurance
52
1.5 Delivery, Storage and Handling
52
1.6 Project Site Conditions
53
02260.2 PRODUCTS
53
2.1 Materials
53
02260.3 EXECUTION
53
3.1 Preparation
53
3.2 Soldier Piles and Timer Lagging
54
3.3 Sheet Piling
54
3.4 Internal Bracing
54
3.5 Tiebacks
54
3.6 Auger Cast Piling
54
3.7 Removal
54
3.8 Field Quality Control
55
02300 - EARTHWORK
56
02300.1 General
56
1.1 Summary
56
1.2 Submittals
56
1.3 Quality Assurance
57
1.4 Project Conditions
57
02300.2 PRODUCTS
58
Page viii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
2.1 Materials
58
02300.3 EXECUTION
59
3.1 Examination
59
3.2 Preparation
59
3.3 Clearing and Grubbing
60
3.4 Excavating
60
3.5 Rock Excavation
61
3.6 Disposing of Waste Material
61
3.7 Project Useable Material
61
3.8 Dewatering
61
3.9 Excavation Protection
61
3.10 Proofrolling
62
3.11 Filling and Backfilling
63
3.12 Grading
63
3.13 Stabilizing Subgrade
64
3.14 Aggregate Surface
64
3.15 Aggregate Shoulders
64
02530 - SANITARY SEWERAGE
65
02530.1 GENERAL
65
1.1 Summary
65
1.2 Quality Assurance
65
1.3 Submittals
65
1.4 Storage of Materials and Equipment
65
1.5 Record Documents
66
02530.2 PRODUCTS
66
2.1 Piping Materials
66
2.2 Drainage Structure Castings
66
2.3 Underground Structure Components
67
2.4 Miscellaneous Materials
67
02530.3 EXECUTION
68
3.1 General
68
Page ix
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
3.2 Existing Utilities and Services
68
3.3 Piping Earthwork
68
3.4 Piping Installation
69
3.5 Underground Structures
70
3.6 Miscellaneous Installation
70
3.7 Field Quality Control
70
3.8 Cleaning and Finishing
71
02630 - STORM DRAINAGE
72
02630.1 GENERAL
72
1.1 Summary
72
1.2 System Description
72
1.3 Submittals
72
1.4 Quality Assurance
73
1.5 Delivery, Storage and Handling
73
02630.2 PRODUCTS
73
2.1 Piping Materials
73
2.2 Drainage Structure Castings
74
2.3 Underground Structure Components
74
2.4 Miscellaneous Materials
75
02630.3 EXECUTION
76
3.1 General
76
3.2 Preparation
76
3.3 Installation
77
3.4 Underground Structures
78
3.5 Miscellaneous Installation
78
3.6 Field Quality Control
78
3.7 Cleaning
79
02740 - ASPHALT PAVEMENT
80
02740.1 GENERAL
80
Page x
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1.1 Summary
80
1.2 Submittals
81
1.3 Quality Assurance
81
1.4 Project Conditions
82
02740.2 PRODUCTS
83
2.1 Materials
83
2.2 Mixes
87
02740.3 EXECUTION
89
3.1 Preparation
90
3.2 Surface Preparation
91
3.3 Application
91
3.4 Installation Tolerances
93
3.5 Pavement Marking
95
3.6 Field Quality Control
95
3.7 Field Quality Control - Cold Recycled Base Course
96
3.8 Disposal
96
02751 - CONCRETE PAVEMENT
98
02751.1 GENERAL
98
1.1 Summary
98
1.2 References
98
1.3 Definitions
98
1.4 Submittals
99
1.5 Quality Assurance
99
1.6 Project Conditions
100
02751.2 PRODUCTS
100
2.1 Materials
100
2.2 Components
103
2.3 Mixes
106
02751.3 EXECUTION
107
3.1 Examination
107
3.2 Preparation
107
Page xi
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
3.3 Erection
108
3.4 Construction
109
3.5 Special Construction
110
3.6 Field Quality Control
110
3.7 Application
111
3.8 Protection
112
02920 - LAWNS AND GRASSES
113
02920.1 GENERAL
113
1.1 SUMMARY
113
1.2 SUBMITTALS
113
1.3 QUALITY ASSURANCE
113
1.4 DELIVERY, STORAGE, AND HANDLING
114
1.5 SCHEDULING
114
1.6 LAWN MAINTENANCE
114
02920.2 PRODUCTS
115
2.1 SEED
115
2.2 TOPSOIL
115
2.3 INORGANIC SOIL AMENDMENTS
116
2.4 FERTILIZER
116
2.5 MULCHES
116
2.6 EROSION-CONTROL MATERIALS
116
02920.3 EXECUTION
116
3.1 EXAMINATION
117
3.2 PREPARATION
117
3.3 INSTALLATION
118
3.4 RESTORATION
118
3.5 FIELD QUALITY CONTROL
119
3.6 CLEANING
119
3.7 PROTECTION
119
Page xii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
DIVISION 03 - CONCRETE
120
03000 - REFERENCES AND GENERAL REQUIREMENTS
03000.1 GENERAL
120
120
1.1 SUMMARY
120
1.2 DEFINITIONS
120
1.3 REFERENCED CODES, SPECIFICATIONS, AND STANDARDS
121
1.4 GENERAL REQUIREMENTS
123
1.5 QUALITY ASSURANCE
124
1.6 DELIVERY, STORAGE, AND HANDLING
125
03000.2 PRODUCTS
125
03000.3 EXECUTION
125
03100 - MATERIALS, ADMIXTURES, AND MIXES
03100.1 GENERAL
126
126
1.1 CONCRETE SPECIFICATION SECTION 03000 "REFERENCES AND GENERAL
REQUIREMENTS"
126
1.2 SUBMITTALS
126
1.3 DELIVERY, STORAGE, AND HANDLING
127
1.4 GENERAL REQUIREMENTS
128
03100.2 PRODUCTS
128
2.1 CONCRETE MATERIALS
128
2.2 PROPORTIONING AND DESIGNING CONCRETE MIXES
132
2.3 CONCRETE PRODUCTION
136
2.4 SOURCE QUALITY CONTROL
139
03100.3 EXECUTION
140
03120 - FORMS AND FORM ACCESSORIES
03120.1 GENERAL
141
141
1.1 CONCRETE SPECIFICATION SECTION 03000 "REFERENCES AND GENERAL
REQUIREMENTS"
141
1.2 SUBMITTALS
141
1.3 GENERAL REQUIREMENTS
141
Page xiii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
03120.2 PRODUCTS
142
2.1 FORM MATERIALS
142
03120.3 EXECUTION
142
3.1 FORMS
142
3.2 REMOVING FORMWORK
144
03130 - FINISHING AND TOLERANCES
03130.1 GENERAL
146
146
1.1 CONCRETE SPECIFICATION SECTION 03000 "REFERENCES AND GENERAL
REQUIREMENTS"
146
1.2 DELIVERY, STORAGE, AND HANDLING
146
03130.2 PRODUCTS
146
03130.3 EXECUTION
146
3.1 FINISHING UNFORMED SURFACES
146
3.2 FINISHING FORMED SURFACES
149
03150 - CURING AND PROTECTION
03150.1 GENERAL
153
153
1.1 CONCRETE SPECIFICATION SECTION 03000 "REFERENCES AND GENERAL
REQUIREMENTS"
153
1.2 SUBMITTALS
153
1.3 DELIVERY, STORAGE, AND HANDLING
153
03150.2 PRODUCTS
153
2.1 CURING MATERIALS
153
03150.3 EXECUTION
155
3.1 CURING AND PROTECTION
155
03160 - LIQUID HARDENERS, SEALERS, AND COATINGS
03160.1 GENERAL
159
159
1.1 CONCRETE SPECIFICATION SECTION 03000 "REFERENCES AND GENERAL
REQUIREMENTS"
159
1.2 SUBMITTALS
159
03160.2 PRODUCTS
159
2.1 HARDENERS
159
Page xiv
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
2.2 SEALERS AND COATING MATERIALS
03160.3 EXECUTION
160
160
3.1 EXAMINATION
160
3.2 PREPARATION
161
3.3 APPLICATION
161
3.4 PROTECTION
161
03170 - MISCELLANEOUS MATERIALS
03170.1 GENERAL
162
162
1.1 CONCRETE SPECIFICATION SECTION 03000 "REFERENCES AND GENERAL
REQUIREMENTS"
162
1.2 SUBMITTALS
162
1.3 DELIVERY, STORAGE, AND HANDLING
162
03170.2 PRODUCTS
163
2.1 MISCELLANEOUS MATERIALS
163
03170.3 EXECUTION
165
3.1 EXAMINATION
165
3.2 PREPARATION
165
3.3 APPLICATION
165
3.4 PROTECTION
165
03180 - FIELD QUALITY CONTROL
03180.1 GENERAL
166
166
1.1 CONCRETE SPECIFICATION SECTION 03000 "REFERENCES AND GENERAL
REQUIREMENTS"
166
03180.2 PRODUCTS
166
03180.3 EXECUTION
166
3.1 FIELD QUALITY CONTROL
166
03210 - REINFORCEMENT BARS AND WELDED WIRE FABRIC
03210.1 GENERAL
170
170
1.1 CONCRETE SPECIFICATION SECTION 03000 "REFERENCES AND GENERAL
REQUIREMENTS"
170
1.2 SUBMITTALS
170
Page xv
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1.3 DELIVERY, STORAGE, AND HANDLING
03210.2 PRODUCTS
171
171
2.1 REINFORCING MATERIALS
171
2.2 FABRICATION OF REINFORCING
172
2.3 SOURCE QUALITY CONTROL
173
03210.3 EXECUTION
173
3.1 REINFORCING
173
03240 - REINFORCING FIBERS
178
03240.1 GENERAL
178
1.1 Concrete Specification Section 03000 "References & General Requirements"
178
1.2 Submittals
178
1.3 Delivery, Storage & Handling
179
03240.2 PRODUCTS
179
2.1 Reinforcing Materials
179
03240.3 EXECUTION
181
3.1 Mixing
181
03300 - CAST-IN-PLACE CONCRETE
03300.1 GENERAL
182
182
1.1 REFERENCED CONCRETE SPECIFICATION SECTIONS
182
1.2 SUMMARY
182
1.3 SYSTEM DESCRIPTION
183
1.4 SUBMITTALS
183
1.5 DELIVERY, STORAGE, AND HANDLING
185
1.6 QUALITY ASSURANCE
185
03300.2 PRODUCTS
186
2.1 CONCRETE MATERIALS AND PROPORTIONING
186
2.2 ADMIXTURES
186
2.3 FORMS AND FORM ACCESSORIES
187
2.4 CURING MATERIALS
187
2.5 REINFORCEMENT BARS AND WELDED WIRE FABRIC
187
Page xvi
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
2.6 FLOOR FINISH MATERIALS (FOR SUPPORTED SLABS)
03300.3 EXECUTION
187
187
3.1 FORMS
187
3.2 REINFORCING
188
3.3 PRODUCTION OF CONCRETE
188
3.4 JOINTS
188
3.5 EMBEDDED ITEMS
188
3.6 CONCRETE PLACEMENT
189
3.7 SURFACE REPAIRS (DOES NOT APPLY TO CLASS D SURFACES)
191
3.8 FIELD QUALITY CONTROL
192
03400 - SLAB-ON-GROUND
193
03400.1 GENERAL
193
1.1 REFERENCED CONCRETE SPECIFICATION SECTIONS
193
1.2 SUMMARY
193
1.3 SYSTEM DESCRIPTION
194
1.4 SUBMITTALS
195
1.5 DELIVERY, STORAGE, AND HANDLING
197
1.6 QUALITY ASSURANCE
197
03400.2 PRODUCTS
199
2.1 CONCRETE MATERIALS AND PROPORTIONING
199
2.2 ADMIXTURES
200
2.3 FORMS AND FORM ACCESSORIES
200
2.4 REINFORCEMENT BARS AND WELDED WIRE FABRIC
200
2.5 REINFORCING FIBERS
200
2.6 FLOOR FINISH MATERIALS
200
2.7 RELATED MATERIALS
200
03400.3 EXECUTION
201
3.1 PREPARATION
201
3.2 PRODUCTION OF CONCRETE
202
3.3 CONSTRUCTION OF SLABS
202
3.4 SURFACE FINISHES
204
Page xvii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
3.5 CURING AND PROTECTION
204
3.6 SAWCUTTING JOINTS
204
3.7 JOINT FILLING
205
3.8 REPAIR RESTORATION
205
3.9 FIELD QUALITY CONTROL
206
03450 - PRECAST ARCHITECTURAL CONCRETE
03450.1 GENERAL
207
207
1.1 Summary
207
1.2 Definition
207
1.3 Performance Requirements
207
1.4 Action Submittals
207
1.5 Informational Submittals
208
1.6 Quality Assurance
209
1.7 Delivery, Storage, and Handling
209
1.8 Sequencing
210
03450.2 PRODUCTS
210
2.1 Manufacturers
210
2.2 Mold Materials
210
2.3 Reinforcing Materials
211
2.4 Prestressing Tendons
211
2.5 Concrete Materials
211
2.6 Steel Connection Materials
212
2.7 Stainless-Steel Connection Materials
213
2.8 Bearing Pads
213
2.9 Accessories
214
2.10 Grout Materials
214
2.11 Insulated Panel Accessories
214
2.12 Concrete Mixtures
214
2.13 Mold Fabrication
215
2.14 Fabrication
215
Page xviii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
2.15 Insulated Panel Casting
217
2.16 Fabrication Tolerances
217
2.17 Finishes
218
2.18 Source Quality Control
219
03450.3 EXECUTION
219
3.1 Examination
220
3.2 Installation
220
3.3 Erection Tolerances
221
3.4 Field Quality Control
221
3.5 Repairs
222
3.6 Cleaning
222
03500 - FLOOR TOPPING
223
03500.1 GENERAL
223
1.1 REFERENCED CONCRETE SPECIFICATION SECTIONS
223
1.2 SUMMARY
223
1.3 SYSTEM DESCRIPTION
224
1.4 SUBMITTALS
225
1.5 DELIVERY, STORAGE, AND HANDLING
227
1.6 QUALITY ASSURANCE
227
03500.2 PRODUCTS
229
2.1 CONCRETE MATERIALS AND PROPORTIONING
229
2.2 ADMIXTURES
229
2.3 FORMS AND FORM ACCESSORIES
229
2.4 CURING MATERIALS
229
2.5 REINFORCING FIBERS
229
2.6 FLOOR FINISH MATERIALS
230
2.7 RELATED MATERIALS
230
03500.3 EXECUTION
230
3.1 PREPARATION
230
3.2 PRODUCTION OF CONCRETE
231
3.3 CONSTRUCTION OF CONCRETE FLOOR TOPPING
231
Page xix
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
3.4 SURFACE FINISHES
233
3.5 SURFACE TREATMENTS
233
3.6 CURING AND PROTECTION
233
3.7 SAWCUTTING JOINTS
233
3.8 JOINT FILLING
233
3.9 REPAIR RESTORATION
233
3.10 FIELD QUALITY CONTROL
235
DIVISION 04 - MASONRY
236
04810 - MASONRY ASSEMBLIES
04810.1 GENERAL
236
236
1.1 SUMMARY
236
1.2 DEFINITIONS
237
1.3 PERFORMANCE REQUIREMENTS
237
1.4 SUBMITTALS
237
1.5 QUALITY ASSURANCE
238
1.6 DELIVERY, STORAGE, AND HANDLING
239
1.7 PROJECT CONDITIONS
239
1.8 SEQUENCING AND SCHEDULING
240
04810.2 PRODUCTS
240
2.1 MATERIALS
240
04810.3 EXECUTION
250
3.1 LAYING UP MASONRY
250
DIVISION 05 - METALS
259
05120 - STRUCTURAL STEEL
259
05120.1 GENERAL
259
1.1 SUMMARY
259
1.2 PERFORMANCE REQUIREMENTS
260
1.3 SUBMITTALS
261
Page xx
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1.4 QUALITY ASSURANCE
263
1.5 DELIVERY, STORAGE AND HANDLING
264
05120.2 PRODUCTS
264
2.1 Materials
264
2.2 Fabrication
267
2.3 Shop Painting
267
2.4 Source Quality Control
268
05120.3 EXECUTION
268
3.1 Examination
268
3.2 Preparation
269
3.3 Erection
269
3.4 Field Painting
270
3.5 Field Quality Control
270
05210 - STEEL JOISTS & JOIST GIRDERS
05210.1 GENERAL
271
271
1.1 SUMMARY
271
1.2 PERFORMANCE REQUIREMENTS
271
1.3 SUBMITTALS
271
1.4 QUALITY ASSURANCE
272
1.5 DELIVERY, STORAGE AND HANDLING
272
1.6 PROJECT CONDITIONS
272
05210.2 PRODUCTS
272
2.1 MATERIALS
272
2.2 MANUFACTURE
273
2.3 ACCESSORIES
273
2.4 CLEANING AND PAINTING
273
05210.3 EXECUTION
274
3.1 INSTALLATION
274
3.2 FIELD QUALITY CONTROL
274
3.3 CLEANING AND TOUCH UP PAINT
274
Page xxi
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
05310 - METAL ROOF DECK
275
05310.1 GENERAL
275
1.1 SUMMARY
275
1.2 SUBMITTALS
275
1.3 QUALITY ASSURANCE
275
1.4 DELIVERY, STORAGE AND HANDLING
276
1.5 PROJECT CONDITIONS
276
05310.2 PRODUCTS
276
2.1 MATERIALS
276
2.2 MANUFACTURER AND FABRICATION
277
05310.3 EXECUTION
278
3.1 INSTALLATION
278
3.2 FIELD QUALITY CONTROL
279
3.2 FIELD QUALITY CONTROL
280
3.3 CLEANING AND TOUCH-UP PAINTING
280
05400 - COLD-FORMED METAL FRAMING
05400.1 GENERAL
281
281
1.1 SUMMARY
281
1.2 PERFORMANCE REQUIREMENTS
281
1.3 SUBMITTALS
281
1.4 QUALITY ASSURANCE
282
1.5 DELIVERY, STORAGE AND HANDLING
282
05400.2 PRODUCTS
282
2.1 MANUFACTURERS
283
2.2 MATERIALS
283
2.3 ACCESSORIES AND MISCELLANEOUS MATERIALS
283
05400.3 EXECUTION
284
3.1 INSTALLATION
284
3.2 FIELD QUALITY CONTROL
285
Page xxii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
05500 - METAL FABRICATIONS
05500.1 GENERAL
286
286
1.1 SUMMARY
286
1.2 PERFORMANCE REQUIREMENTS
287
1.3 SUBMITTALS
287
1.4 QUALITY ASSURANCE
288
1.5 PROJECT CONDITIONS
288
1.6 COORDINATION
288
05500.2 PRODUCTS
288
2.1 MATERIALS
289
2.2 FABRICATION
292
2.3 FINISHES
293
2.4 STEEL LINTEL
294
2.5 SHELF ANGLE
295
2.6 STEEL FRAMES
295
2.7 STEEL CURBS AND SILLS
295
2.8 DOOR FRAMES
295
2.9 ANCHORS
295
2.10 LADDERS
296
2.11 STEEL PIPE RAILINGS
296
2.12 SAFETY CHAINS
297
2.13 STEEL STAIRS
297
2.14 TOILET PARTITION SUPPORT FRAMING
298
2.15 OPERABLE PARTITION SUPPORTS
298
2.16 PIPE GUARD POSTS
298
2.17 BAR GRATING
298
2.18 FLOOR PLATE
298
2.19 STAIR NOSINGS
299
2.20 MISCELLANEOUS FRAMING
299
2.21 GROUT
299
Page xxiii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
05500.3 EXECUTION
299
3.1 INSTALLATION
299
3.2 SETTING, BEARING AND LEVELING PLATES
300
3.3 INSTALLATION OF MISCELLANEOUS FRAMING AND SUPPORTS
300
3.4 NOSINGS, TREADS AND THRESHOLDS
300
3.5 TOUCHUP
300
05700 - ORNAMENTAL METAL
302
05700.1 GENERAL
302
1.1 SUMMARY
302
1.2 PERFORMANCE REQUIREMENTS
302
1.3 SUBMITTALS
302
1.4 DELIVERY, STORAGE AND HANDLING
303
1.5 QUALITY ASSURANCE
303
1.6 PROJECT CONDITIONS
304
05700.2 PRODUCTS
304
2.1 MANUFACTURERS
304
2.2 MATERIALS
305
2.3 GLASS PRODUCTS AND GLAZING MATERIALS
306
2.4 MISCELLANEOUS MATERIALS
307
2.5 FABRICATION
307
05700.3 EXECUTION
308
3.1 INSTALLATION
308
3.2 CLEANING
309
05810 - EXPANSION JOINT ASSEMBLIES
05810.1 GENERAL
310
310
1.1 SUMMARY
310
1.2 DEFINITIONS
310
1.3 PERFORMANCE REQUIREMENTS
311
1.4 SUBMITTALS
311
1.5 DELIVERY, STORAGE AND HANDLING
312
Page xxiv
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
05810.2 PRODUCTS
312
2.1 MATERIALS
312
2.2 ARCHITECTURAL JOINT SYSTEMS
313
2.3 FINISHES, GENERAL
319
2.4 ALUMINUM FINISHES
320
2.5 STAINLESS-STEEL FINISHES
321
2.6 COPPER-ALLOY FINISHES
321
05810.3 EXECUTION
321
3.1 PREPARATION
321
3.2 INSTALLATION
322
3.3 CLEANING AND PROTECTION
323
DIVISION 06 - WOOD AND PLASTICS
SECTION 06100 - ROUGH CARPENTRY
SECTION 06100.1 GENERAL
324
324
324
1.1 Summary
324
1.2 Performance Requirements
324
1.3 Submittals
325
1.4 Delivery, Storage and Handling
325
SECTION 06100.2 PRODUCTS
325
2.1 Wood Material
325
2.2 Fastening Materials
326
2.3 Wood Treatments
326
SECTION 06100.3 EXECUTION
327
3.1 Preparation
327
3.2 Furring and Grounds
328
3.3 Nailers, Blocking, Framing and Rough Bucks
328
3.4 Utility Panels and Shelving
328
3.5 Shelving and Clothes Rods
328
3.6 Temporary Roof Curb Rods
329
Page xxv
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
SECTION 06200 - FINISH CARPENTRY
SECTION 06200.1 GENERAL
330
330
1.1 Summary
330
1.2 Submittals
330
1.3 Quality Assurance
330
1.4 Site Conditions
331
1.5 Delivery, Storage and Handling
331
SECTION 06200.2 PRODUCTS
331
2.1 Materials and Fabrication
331
SECTION 06200.3 EXECUTION
334
3.1 Installation
334
DIVISION 07 - THERMAL AND MOISTURE PROTECTION
07170 - BENTONITE WATERPROOFING
07170.1 GENERAL
336
336
336
1.1 Summary
336
1.2 Quality Assurance
336
1.3 Submittals
336
1.4 Product Delivery, Storage and handling
337
1.5 Project Conditions
337
07170.2 PRODUCTS
338
2.1 Materials
338
07170.3 EXECUTION
338
3.1 General
338
3.2 Installation
339
3.3 Adjusting and Patching
339
07210 - BUILDING INSULATION
07210.1 GENERAL
340
340
1.1 Summary
340
Page xxvi
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1.2 Quality Assurance
340
1.3 Submittals
341
1.4 Product Delivery, Storage and handling
341
1.5 Project Conditions
341
07210.2 PRODUCTS
341
2.1 Materials
341
07210.3 EXECUTION
343
3.1 Installation
343
3.2 Adjusting and Patching
345
07412 - PREFORMED METAL SIDING
07412.1 GENERAL
347
347
1.1 Summary
347
1.2 Performance Requirements
347
1.3 Submittals
348
1.4 Quality Assurance
348
1.5 Product Delivery, Storage & Handling
349
1.6 Warranties
349
07412.2 PRODUCTS
349
2.1 Insulated Metal Siding
349
2.2 Acoustical Metal Siding
351
2.3 Uninsulated Metal Siding
352
2.4 Metal Draft Curtain
353
2.5 Materials
354
2.6 Finishes
355
2.7 Closures, Flashing & Trim
356
2.8 Dissimilar Materials Isolation
357
07412.3 EXECUTION
357
3.1 Installation
357
3.2 Cleaning and Touch-Up Painting
359
07413 - PREFORMED INSULATED METAL PANELS
Page xxvii
360
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
07413.1 GENERAL
360
1.1 Description
360
1.2 Performance Requirements
361
1.3 Submittals
361
1.4 Quality Assurance
362
1.5 Product Delivery, Storage and handling
363
1.6 Warranty
363
07413.2 PRODUCTS
363
2.1 Preformed Metal Panels
363
2.2 Panel Materials
364
2.3 Exterior Louvers
365
2.4 Finishes
365
2.5 Panel Flashing & Trim
366
2.6 Dissimilar Materials Isolation
366
07413.3 EXECUTION
367
3.1 Metal Panel Installation
367
3.2 Cleaning and Touch Up Painting
368
07540 - THERMOPLASTIC MEMBRANE ROOFING
07540.1 GENERAL
369
369
1.1 Summary
369
1.2 References
369
1.3 System Description
370
1.4 Submittals
370
1.5 Quality Assurance
371
1.6 Delivery, Storage, and Handling
371
1.7 Project Conditions
371
1.8 Warranties
371
07540.2 COMPONENTS
372
2.1 Manufacturers
372
2.2 Materials
372
2.3 Accessories
374
Page xxviii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
2.4 Membrane
375
2.5 Sheet Metal, Wood & Miscellaneous
377
07540.3 EXECUTION
379
3.1 Preparation
379
3.2 Installation - General
379
3.3 Installation of Insulation
381
3.4 Installation of Coverboard
381
3.5 Installation of Roof Membrane
381
3.6 Installation of Flashings
382
3.7 Installation of Walkway Pads
382
07720 - ROOF ACCESSORIES
383
07720.1 GENERAL
383
1.1 Summary
383
1.2 Performance Requirements
383
1.3 Submittals
383
1.4 Project Conditions
384
1.5 Delivery, Storage and handling
384
07720.2 PRODUCTS
384
2.1 Fabrication & Manufacture
384
07720.3 EXECUTION
387
3.1 Installation
387
3.2 Touch Up & Cleaning
388
07900 - JOINT SEALANTS
389
07900.1 GENERAL
389
1.1 Summary
389
1.2 Performance Requirements
390
1.3 Submittals
390
1.4 Quality Assurance
390
1.5 Product Delivery, Storage and handling
391
1.6 Project Conditions
391
Page xxix
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
07900.2 PRODUCTS
391
2.1 Materials
391
07900.3 EXECUTION
394
3.1 Preparation
394
3.2 Installation
394
3.3 Adjustment and Cleaning
395
DIVISION 08 - DOORS AND WINDOWS
396
08110 - STEEL DOORS AND FRAMES
396
08110.1 GENERAL
396
1.1 Summary
396
1.2 Perfornance Requirements
396
1.3 Submittals
397
1.4 Delivery, Storage & Handling
397
08110.2 PRODUCTS
398
2.1 Materials
398
2.2 Fabrication & Manufacturers
399
08110.3 EXECUTION
402
3.1 Installation
402
3.2 Field Quality Control
402
3.3 Adjusting & Cleaning
403
08120 - ALUMINUM DOORS AND FRAMES
08120.1 GENERAL
404
404
1.1 Summary
404
1.2 Perfornance Requirements
404
1.3 Quality Assurance
405
1.4 Submittals
405
1.5 Project Conditions
406
08120.2 PRODUCTS
406
2.1 Materials
406
Page xxx
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
2.2 Aluminum Finishes
408
2.3 Fabrication & Manufacturers
409
08120.3 EXECUTION
410
3.1 Installation
410
3.2 Adjusting & Cleaning
411
08450 - ALUMINUM ENTRANCES & STOREFRONT
08450.1 GENERAL
412
412
1.1 Summary
412
1.2 System Description
412
1.3 Performance Requirements
413
1.4 Submittals
414
1.5 Quality Assurance
414
1.6 Project Site Conditions
415
1.7 Product Delivery, Storage & Handling
415
08450.2 PRODUCTS
416
2.1 Materials
416
2.2 Aluminum Finishes
418
2.3 Fabrication
419
08450.3 EXECUTION
420
3.1 Installation
421
3.2 Field Quality Control
422
3.3 Adjusting & Cleaning
422
08710 - DOOR HARDWARE
423
08710.1 GENERAL
423
1.1 Summary
423
1.2 Quality Assurance
424
1.3 Submittals
425
1.4 Delivery, Storage & Handling
426
1.5 Certification
426
1.6 Coordination
426
Page xxxi
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1.7 Reused Doors
426
1.8 Maintenance Service
427
08710.2 PRODUCTS
427
2.1 Scheduled Door Hardware
427
2.2 Hinges
427
2.3 Continuous Gear hinges
427
2.4 Pivot Sets
428
2.5 Floor Closers
428
2.6 Flush Bolts
428
2.7 Surface Bolts
429
2.8 Dutch Door Bolts
429
2.9 Locksets & Latchsets
429
2.10 Deadlatches
429
2.11 Deadlocks MS
429
2.12 Electric Locksets
429
2.13 ADA Special Closers-Electric
429
2.14 Magnetic Locks
430
2.15 Roller Latches
430
2.16 Lock Guards
430
2.17 Exit Devices
431
2.18 Electric Strikes
431
2.19 Electric Power transfer
431
2.20 Push & Pull Hardware
431
2.21 Coordinators
432
2.22 Closers
432
2.23 Overhead Holders & Stops
432
2.24 Trim Protector Bars
433
2.25 Kick Plates
433
2.26 Mop Plates
433
2.27 Armor Plates
433
2.28 Door Edgings
433
Page xxxii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
2.29 Bumpers
433
2.30 Wall Stops
433
2.31 Floor Stops
434
2.32 Roller Bumpers
434
2.33 Wall Holders
434
2.34 Floor Holders
434
2.35 Electromagnetic Holders
434
2.36 Door Position Switches
434
2.37 Sliding Door Set
434
2.38 Folding Door Set
434
2.39 Astragals
435
2.40 Stop Applied Sound Seals
435
2.41 Automatic Door Bottoms
435
2.42 Weather Stripping
435
2.43 Sweeps
435
2.44 Thresholds
436
2.45 Key Cabinet
436
2.46 Miscellaneous
436
2.47 Fasteners
436
2.48 Finishes
436
2.49 Templates & Hardware Locations
437
2.50 Cylinders & Keying
437
08710.3 EXECUTION
438
3.1 Installation
438
08800 - GLAZING
441
08800.1 GENERAL
441
1.1 Performance Requirements
441
1.2 Quality Assurance
442
1.3 Submittals
443
1.4 Product Delivery, Storage & Handling
443
Page xxxiii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1.5 Project Conditions
443
08800.2 PRODUCTS
444
2.1 Glass
444
2.2 Glazing
447
08800.3 EXECUTION
448
3.1 Installation
448
3.2 Adjusting, Cleaning & Patching
449
08910 - GLAZED ALUMINUM CURTAIN WALL
08910.1 GENERAL
450
450
1.1 Summary
450
1.2 System Description
450
1.3 Performance Requirements
450
1.4 Submittals
452
1.5 Quality Assurance
453
1.6 Project Conditions
453
1.7 Product Delivery, Storage & Handling
454
08910.2 PRODUCTS
454
2.1 Materials
454
2.2 Aluminum Finishes
456
2.3 Fabrication
457
08910.3 EXECUTION
459
3.1 Installation
459
3.2 Field Quality Control
460
3.3 Adjusting & Cleaning
460
DIVISION 09 - FINISHES
461
09250 - GYPSUM BOARD
461
09250.1 GENERAL
461
1.1 Summary
461
1.2 Performance Requirements
462
Page xxxiv
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1.3 Submittals
462
1.4 Product Delivery, Storage & Handling
463
1.5 Project Site Conditions
463
09250.2 PRODUCTS
464
2.1 Materials
464
09250.3 EXECUTION
466
3.1 Installation
466
3.2 Adjusting & Patching
473
09300 - TILE
474
09300.1 GENERAL
474
1.1 Summary
474
1.2 Quality Assurance
474
1.3 Testing Agency
475
1.4 Submittals
475
1.5 Product Delivery, Storage & Handling
476
1.6 Environmental Requirements
476
1.7 Protection
477
1.8 Extra Materials
477
09300.2 PRODUCTS
477
2.1 Glazed Wall Tiles
477
2.2 Porcelain Mosaic Tile
477
2.3 Quarry Tile
478
2.4 Porcelain Paver Tile
479
2.5 Thresholds
479
2.6 Setting and Grouting Materials
480
2.7 Miscellaneous Materials
481
09300.3 EXECUTION
481
3.1 Preparation
481
3.2 General
482
3.3 Setting Beds
482
3.4 Control Joints
484
Page xxxv
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
3.5 Grouting
484
3.6 Thresholds
485
3.7 Field Quality Control
485
3.8 Adjusting & Cleaning
486
09510 - ACOUSTICAL TILE CEILINGS
09510.1 GENERAL
487
487
1.1 Summary
487
1.2 Performance Requirements
487
1.3 Submittals
488
1.4 Product Delivery, Storage & Handling
488
1.4 Product Delivery, Storage & Handling
489
1.5 Extra Stock
489
1.6 Project Conditions
489
09510.2 PRODUCTS
489
2.1 Materials
490
09510.3 EXECUTION
493
3.1 Preparation
493
3.2 Exposed Grid Lay-In Panel Ceiling
493
3.3 Adhesive Applied Acoustic Ceiling Tile
494
3.4 Fire Resistance Rated Ceiling
495
3.5 Adjusting & Cleaning
495
09671 - RESINOUS FLOORING
496
09671.1 GENERAL
496
1.1 Description
496
1.2 System Description
496
1.3 Quality Assurance
497
1.4 Submittals
497
1.5 Product Delivery, Storage & Handling
498
1.6 Project Conditions
499
Page xxxvi
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
09671.2 PRODUCTS
499
2.1 Materials
499
2.2 General
500
2.3 Inspection
500
2.4 Preparation
500
2.5 Installation
501
2.6 Patching & Cleaning
502
2.7 Repair Procedure
502
09671.3 EXECUTION
502
09900 - PAINTING & PAINT MATERIALS
09900.1 GENERAL
503
503
1.1 Summary
503
1.2 Definitions
505
1.3 Submittals
505
1.4 Quality Assurance
506
1.5 Delivery Storage & Handling
507
1.6 Project Conditions
508
09900.2 PRODUCTS
508
2.1 Manufacturers
508
2.2 Paint Materials, General
508
2.3 Preparatory Coats
509
2.4 Exterior Finish Coats
509
2.5 Interior Finish Coats
510
2.6 Interior Wood Stains & Varnishes
512
09900.3 EXECUTION
513
3.1 Examination & Acceptance Of Construction In Place
513
3.2 Preparation Of Surfaces
513
3.3 Paint Application
515
3.4 Colors
517
3.5 Mechanical & Electrical Identification
518
3.6 Column Identifying Marks
518
Page xxxvii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
3.7 Field Quality Control
519
3.8 Clean-Up
519
3.9 Protection
520
3.10 Painting Schedule
520
3.11 Inclusions
520
3.12 Exclusions
520
3.13 Exterior Ferrous Metal Systems
521
3.14 Exterior Concrete & Concrete Masonry Systems
522
3.15 Exterior Non-Ferrous Metal Systems
523
3.16 Exterior Wood Systems
523
3.17 Interior Ferrous Metal Systems
523
3.18 Interior Masonry Systems
525
3.19 Interior Gypsum Board Systems
525
3.20 Interior Gypsum Plaster Systems
526
3.21 Interior ConcreteSystems
527
3.22 Interior Wood Paint Systems
527
3.23 Interior Wood Clear Finish Systems
528
3.24 Wood Flooring Wax Finish
529
3.25 Wood Transparent Fire-Retardant Finish
529
3.26 Wood Painted Fire-Retardant Finish
529
3.27 High Heat Resistant Systems
529
3.28 Identification of Piping Systems
530
DIVISION 10 - SPECIALTIES
534
10160 - METAL TOILET COMPARTMENTS
10160.1 GENERAL
534
534
1.1 Summary
534
1.2 Submittals
534
1.3 Project Conditions
534
1.4 Warranty
534
Page xxxviii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
10160.2 PRODUCT
535
2.1 Toilet Partitions - General
535
2.2 Baked-Enamel Steel Toilet Partitions
535
2.3 Urinal Screens
535
2.4 Hardware and Accessories
535
2.5 Fabrication and Manufacture
536
10160.3 EXECUTION
536
3.1 Erection
536
10440 - BUILDING SIGNAGE
538
10440.1 GENERAL
538
1.1 Summary
538
1.2 Quality Assurance
538
1.3 Submittals
538
1.4 Delivery, Storage and Handling
538
1.5 Warranty
539
10440.2 PRODUCT
539
2.1 Materials
539
2.2 Fabrication
539
10440.3 EXECUTION
540
3.1 Inspection
540
3.2 Preparation
540
3.3 Installation
540
10441 - SITE SIGNAGE
542
10441.1 GENERAL
542
1.1 Summary
542
1.2 Scope of Work
542
1.3 Quality Assurance
542
1.4 Delivery, Storage and Handling
543
1.5 Electrical Work
543
1.6 Field Measurements
543
Page xxxix
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1.7 Utilities and Services
544
1.8 Earthwork
544
1.9 Submittals
544
1.10 Warranty
544
10441.2 PRODUCT
545
2.1 Adhesive Very High Bond Tape
545
2.2 Aluminum
545
2.3 Anchors and Fasteners
545
2.4 Plastics
545
2.5 Vinyl Film
546
2.6 Concrete
546
2.7 Alucobond
546
2.8 Icetron
547
2.9 Hardware
547
2.10 Acceptable Manufacturers
548
2.11 Fabrication
548
2.12 Finishes
549
2.13 Sign Graphics and Components
549
10441.3 EXECUTION
550
3.1 Inspection
550
3.2 Preparation
550
3.3 Demolition
551
3.4 Installation
551
3.5 Cleaning and Protection
551
10520 - FIRE-PROTECTION SPECIALTIES
10520.1 GENERAL
552
552
1.1 Summary
552
1.2 Submittals
552
1.3 Delivery, Storage and Handling
552
1.4 Quality Assurance
553
1.5 Coordination
553
Page xl
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1.6 Warranty
553
10520.2 PRODUCT
553
2.1 Materials
553
2.2 Portable Fire Extinguishers
554
2.3 Fire-Protection Cabinet <Insert drawing designation>
555
2.4 Mounting Brackets
557
2.5 Fabrication
557
10520.3 EXECUTION
557
3.1 Installation
557
10605 - WIRE MESH PARTITIONS
10605.1 GENERAL
559
559
1.1 Summary
559
1.2 Quality Control
559
1.3 Submittal
559
10605.2 PRODUCT
559
2.1 Materials and Fabrication
560
10605.3 EXECUTION
561
3.1 Installation
561
10810 - TOILET ACCESSORIES
562
10810.1 GENERAL
562
1.1 Summary
562
1.2 Performance Requirements
562
1.3 Submittals
562
1.4 Delivery, Storage and Handling
562
10810.2 PRODUCT
563
2.1 General
563
2.2 Anchorage Devices
563
2.3 Packaging and Finish
563
2.4 Materials
564
2.5 Fabrication
564
Page xli
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
2.6 Toilet Paper Holder (TPH)
564
2.7 Toilet Paper Dispenser (TPD)
564
2.8 Sanitary Napkin/Tampon Dispenser (SND)
565
2.9 Sanitary Napkin Receptacle (SNR)
565
2.10 Combination Paper Towel Dispenser And Receptacle (PTD/R)
565
2.11 Liquid Soap Dispensers (SD)
566
2.12 Mirrors With Shelf (MIR/S)
567
2.13 Mirrors Without Shelf (MIR)
567
2.14 Tilt Mirror (T/MIR)
567
2.15 Grab Bars (GB)
568
2.16 Waste Receptacle (WR)
568
2.17 Paper Towel Dispenser (PTD)
568
2.18 Toilet Seat Cover Dispenser (TSCD)
569
2.19 Janitor Closet Shelf With Hook And Mop Strip (JC/SHM)
569
2.20 Janitor Closet Shelf (JCS)
569
2.21 Electric Hand Dryer (EHD)
569
10810.3 EXECUTION
570
3.1 Installation
570
3.2 Adjusting and Cleaning
570
DIVISION 15 - MECHANICAL SYSTEMS
15050 - BASIC MECHANICAL MATERIALS AND METHODS
15050.1 GENERAL
571
571
571
1.1 Scope of Work
571
1.2 Quality Assurance
575
1.3 Submittals
578
1.4 Operating and Maintenance Personnel Training [D,S]
582
1.5 Operating and Maintenance Personnel Training [D,S]
582
1.6 Project Conditions
584
1.7 Guarantee/Warranty
585
Page xlii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1.8 Product Inspection, Delivery, Storage, Handling
585
15050.2 PRODUCTS
586
2.1 General
586
2.2 Lubricants
586
2.3 Miscellaneous Materials
587
15050.3 EXECUTION
588
3.1 General
588
3.2 Curbs and Housekeeping Pads
589
3.3 Installation and Application Instructions
589
3.4 Building and Other Surface Penetrations
591
3.5 Supporting Elements
592
3.6 Maintenance of Surface/Housekeeping
593
3.7 Painting and Finishing
593
3.8 Lockout Energy Control [D,S,U]:
593
3.9 Mechanical Systems Identification
596
3.10 Protective Coatings
599
3.11 Field Quality Control
599
3.12 System Operation
601
3.13 Follow-up Field Quality Control
602
3.14 Field Tests During Guarantee Period
602
3.15 Testing Services By Owner
602
3.16 Owner-Furnished Equipment Installation
602
15080 - THERMAL INSULATION
15080.1 GENERAL
604
604
1.1 Summary
604
1.2 Submittals
606
1.3 Owner-Furnished Products
607
15080.2 PRODUCTS
607
2.1 Calcium Silicate
607
2.2 Cellular Elastomer
607
2.3 Cellular Glass
608
Page xliii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
2.4 Fibrous Glass
608
2.5 Phenolic Foam
610
2.6 Polyethylene Foam
610
2.7 Polyurethane Foam
610
2.8 Polyisocyanurate Foam
611
2.9 Mineral Fiber
611
2.10 Jackets and Accessories
611
2.11 Miscellaneous Materials
613
15080.3 EXECUTION
614
3.1 Workmanship
617
3.2 Installation
617
3.3 Owner-Furnished Materials Installation
620
3.4 Field Quality Control
620
15100 - UNDERGROUND PIPING SYSTEMS
15100.1 GENERAL
622
622
1.1 SUMMARY
622
1.2 SYSTEM PERFORMANCE REQUIREMENTS
622
1.3 DEFINITIONS
623
1.4 QUALITY ASSURANCE
623
1.5 SUBMITTALS
623
1.6 RECORD DOCUMENTS
624
1.7 OPERATION AND MAINTENANCE DATA
624
1.8 PRODUCT DELIVERY, STORAGE, AND HANDLING
624
1.9 SPARE MATERIALS
625
15100.2 PRODUCTS
625
2.1 PIPING MATERIALS
625
2.2 Pipe Bonding
629
2.3 Dielectric Connections
630
2.4 Pipe Casing
630
2.5 Piping Transitions
631
Page xliv
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
2.6 VALVES
631
2.7 SAND TRAP
631
2.8 MISCELLANEOUS MATERIALS
631
2.9 THERMAL JOINING FILLER METAL
633
2.10 UNDERGROUND STRUCTURE
633
15100.3 EXECUTION
635
3.1 GENERAL
635
3.2 EXISTING UTILITIES AND SERVICES
635
3.3 PIPING EARTHWORK
636
3.4 PIPING INSTALLATION
636
3.5 PIPING INSTALLATION FOR SERVICE ENTRANCES
637
3.6 PIPING INSTALLATION FOR VENTS AND DRAINAGE INSTALLATION
637
3.7 CONSTRUCTION OF JOINTS
638
3.8 SYSTEM CONNECTIONS
642
3.9 SURFACE PENETRATIONS
643
3.10 UNDERGROUND STRUCTURES
643
3.11 FIELD QUALITY CONTROL
643
15105 - ABOVEGROUND PIPING SYSTEMS
15105.1 GENERAL
654
654
1.1 Piping Systems Descriptions
657
1.2 PIPE SYSTEM HANGERS
665
1.3 QUALITY ASSURANCE
666
1.4 SUBMITTALS
666
1.5 OPERATING AND MAINTENANCE PERSONNEL TRAINING
667
1.6 PROJECT COORDINATION
668
1.7 GUARANTEE/WARRANTY
668
15105.2 PRODUCTS
668
2.1 Steel Pipe and Fittings
668
2.2 Cast Iron Pipe and Fittings
678
2.3 Copper Pipe and Fittings
679
2.4 Plastic Pipe and Fittings
683
Page xlv
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
2.5 Pre-Insulated Jacketed Systems
693
2.6 Flange Gaskets
694
2.7 Bolting
697
2.8 Manufactured Pipe Hanger Component Materials
698
2.9 Manufactured Support Units
699
2.10 Miscellaneous Pipe Supporting Materials
699
2.11 Rooftop Pipe Supports
700
15105.3 EXECUTION
700
15110 - VALVES
735
15110.1 GENERAL
735
15110.2 PRODUCTS
736
2.1 General Service Valves
737
2.2 Ball Valves
743
2.3 Butterfly Valves
751
2.4 Check Valves
756
2.5 Needle Valves
762
2.6 Plug Valves
763
2.7 Special Service Valves
767
2.8 Underground Systems Valves
775
15110.3 EXECUTION
776
15120 - PIPING SPECIALTIES
778
15120.1 GENERAL
778
15120.2 PRODUCTS
778
2.1 Piping Specialties
779
2.2 Miscellaneous Materials
796
2.3 Hot Tap/Line Stop Services
802
15120.3 EXECUTION
802
3.1 General
802
3.2 Owner-Furnished Equipment Installation
803
3.3 Field Quality Control
804
Page xlvi
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
15130 - PUMPING EQUIPMENT
805
15130.1 GENERAL
805
15130.2 PRODUCTS
807
2.1 Sump Pumps
808
2.2 Sewerage Lift Station
811
2.3 Sanitary Lift Station
812
2.4 Lift Station
813
15130.3 EXECUTION
814
15300 - FIRE PROTECTION SYSTEMS
15300.1 GENERAL
817
817
1.1 RELATED DOCUMENTS
817
1.2 SUMMARY
817
1.3 DEFINITIONS
817
1.4 QUALITY ASSURANCE
818
1.5 SUBMITTALS
820
1.6 RECORD DOCUMENTS
821
1.7 OPERATION AND MAINTENANCE DATA
822
1.8 PROJECT CONDITIONS
822
1.9 NATIONAL ACCOUNTS
822
1.10 WARRANTY
822
15300.2 PRODUCTS
823
2.1 ABOVEGROUND PIPING MATERIALS
823
2.2 ABOVE GROUND VALVES
826
2.3 SPRINKLER SYSTEM COMPONENTS
827
2.4 ALARM DEVICES
830
2.5 PORTABLE FIRE EXTINGUISHERS
830
2.6 SUPPORTING ELEMENTS
831
2.7 MISCELLANEOUS MATERIALS
833
15300.3 EXECUTION
833
Page xlvii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
3.1 ABOVEGROUND PIPING INSTALLATION
833
3.2 SPRINKLER HEADS
835
3.3 BUILDING SURFACE PENETRATION SLEEVES AND CALKING
835
3.4 ESCUTCHEONS
835
3.5 PAINTING
836
3.6 SYSTEM IDENTIFICATION
836
3.7 CONTRACTOR FURNISHED THROUGH NATIONAL ACCOUNTS
836
3.8 FIELD QUALITY CONTROL
836
3.9 COMMISSIONING
836
3.10 DEMONSTRATION
837
15400 - PLUMBING FIXTURES & EQUIPMENT
15400.1 GENERAL
838
838
1.1 Summary
838
1.2 Project Conditions
838
15400.2 PRODUCTS
838
2.1 Plumbing Fixtures and Trim
838
2.2 Wash Fountain
859
2.3 Floor Drains
861
2.4 Cleanouts (CO)
865
2.5 P-Trap
865
2.6 Hub Outlet (HO)
865
2.7 Plaster Interceptor
865
2.8 Air Gap
866
2.9 Drinking Water Coolers
866
2.10 Waste Disposer
870
2.11 Miscellaneous Materials
871
2.12 Extension of Piping System
871
15400.3 EXECUTION
871
3.1 Drainage Specialties Installation
Page xlviii
871
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
15700 - HEATING, VENTILATING & AIR CONDITIONING
EQUIPMENT
15700.1 GENERAL
873
873
1.1 SUMMARY
873
1.2 QUALITY ASSURANCE
873
1.3 SUBMITTALS
874
1.4 RECORD DOCUMENTS
874
1.5 OPERATION AND MAINTENANCE DATA
874
1.6 PROJECT CONDITIONS
875
15700.2 PRODUCTS
875
2.1 FAN POWER TRANSMISSION
875
2.2 FANS
876
2.3 FAN DRIVE AND COUPLING GUARDS
881
2.4 ROOF CURBS
882
2.5 COILS
882
2.6 FILTERS
883
2.7 ROOF MOUNTED INTAKE HOOD TYPE A
885
2.8 GAS FIRED UNIT HEATERS
886
2.9 VENTILATING UNITS (COMMERCIAL GRADE)
887
2.10 HEATING AND VENTILATING UNIT (EXTERNAL ELECTRIC DUCT HEATER)
887
2.11 AIR CONDITIONING UNIT TYPE ACU
888
2.12 CENTRAL STATION AIR HANDLING UNIT TYPE CSAH
889
2.13 PACKAGED CENTRAL STATION AIR HANDLING SYSTEM TYPE PCS
889
2.14 ROOF MOUNTED AIR CONDITIONING UNIT (GAS HEAT) TYPE RMAC
891
2.15 FAN COIL UNIT
893
2.16 THRU THE WALL AIR CONDITIONING UNIT TYPE TWAC
894
2.17 SPLIT SYSTEM AIR CONDITIONING UNIT TYPE SSAC
895
15700.3 EXECUTION
895
3.1 INSTALLATION
895
3.2 OWNER FURNISHED EQUIPMENT INSTALLATION
896
3.3 FIELD QUALITY CONTROL
896
Page xlix
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
15800 - AIR DISTRIBUTION
897
15800.1 GENERAL
897
1.1 SUMMARY
897
1.2 QUALITY ASSURANCE
898
1.3 SUBMITTALS
898
15800.2 PRODUCTS
899
2.1 DUCTWORK MATERIALS
900
2.2 DUCTWORK SPECIALITIES
904
2.3 MISCELLANEOUS
916
2.4 DUCT SUPPORTS
917
15800.3 EXECUTION
917
3.1 DUCTWORK FABRICATION
918
3.2 DUCTWORK AND PLENUM FABRICATION
922
3.3 DUCT AND EQUIPMENT SUPPORT SYSTEM
923
3.4 DUCTWORK SPECIALTIES
925
3.5 FIELD QUALITY CONTROL
928
3.6 ADJUSTING AND CLEANING
928
15940 - SEQUENCE OF OPERATION
15940.1 GENERAL
931
931
1.1 RELATED DOCUMENTS
931
1.2 SUMMARY
931
1.3 ABBREVIATIONS
931
1.4 SYSTEM DESCRIPTION
931
1.5 CONTROL DIAGRAMS
965
15940.2 PRODUCTS
965
15940.3 EXECUTION
965
15950 - TESTING, ADJUSTING & BALANCING OF SYSTEMS
15950.1 GENERAL
966
966
1.1 SUMMARY
966
Page l
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1.2 QUALITY ASSURANCE
966
1.3 SUBMITTALS
967
1.4 BALANCING AGENCIES
967
15950.2 PRODUCTS
967
2.1 BALANCING, ADJUSTMENT AND ACCEPTANCE CRITERIA
967
2.2 TEST APPARATUS
968
15950.3 EXECUTION
968
3.1 GENERAL
968
3.2 AIR HANDLING SYSTEMS
969
3.3 HYDRONIC SYSTEMS
969
15960 - COMMISSIONING
972
15960.1 GENERAL
972
1.1 SUMMARY
972
15960.2 PRODUCTS
977
15960.3 EXECUTION
977
3.1 Commissioning Responsibility Matrix
984
3.2 Commissioning Log
989
3.3 Commissioning Plan Form (AHU)
994
DIVISION 16 - ELECTRICAL SYSTEMS
16010 - GENERAL REQUIREMENTS
16010.1 GENERAL
1006
1006
1006
1.1 Summary
1006
1.2 References
1008
1.3 General Requirements
1009
1.4 Submittals
1010
1.5 Lockout Energy Control
1011
1.6 Arc Flash Protection Labels
1013
1.7 Fingersafe Electrical Equipment
1013
1.8 Quality Assurance
1013
Page li
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1.9 Delivery, Storage and Handling
1014
1.10 Project Site Conditions
1014
1.11 Sequencing and Scheduling
1014
1.12 Warranty
1014
1.13 Maintenance
1014
16010.2 PRODUCTS
1014
2.1 Concrete
1015
2.2 Access Doors
1015
2.3 Sealing of Openings
1015
2.4 Sleeves
1016
2.5 Expansion Fittings
1016
2.6 Nameplates and Directories
1016
16010.3 EXECUTION
1016
3.1 Electrical Demolition Work
1016
3.2 Temporary Services
1017
3.3 Cutting and Patching
1017
3.4 Damage to Other Work
1018
3.5 Chases and Recesses
1018
3.6 Excavation and Backfill
1018
3.7 Equipment Foundations and Supports
1018
3.8 Structural and Mechanical Interferences
1018
3.9 Coordination with other Trades
1018
3.10 Assembly of Equipment
1018
3.11 Equipment Connections
1018
3.12 Testing Ducts and Conduit for Obstructions
1019
3.13 Phasing 600 Volts and Below
1019
3.14 Painting
1019
3.15 Field Quality Control
1019
3.16 Cleaning
1019
16050 - BASIC MATERIALS AND METHODS
Page lii
1021
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
16050.1 GENERAL
1021
1.1 Summary
1021
1.2 Quality Assurance
1021
1.3 Submittals
1021
1.4 Operation and Maintenance Manuals
1021
1.5 Safety Lock-Out Procedures
1021
1.6 Electrical Standards
1022
16050.2 PRODUCTS
1022
2.1 Supporting Devices
1022
2.2 Fire Stopping Materials
1024
2.3 Touch Up Paint
1024
16050.3 EXECUTION
1024
3.1 Electrical Equipment Installation
1024
3.2 Electrical Supporting Device Application
1024
3.3 Support Installation
1025
3.4 Fire Stopping
1026
3.5 Demolition
1026
3.6 Cutting and Patching
1026
3.7 Field Quality Control
1026
3.8 Refinishing and Touch Up Painting
1026
3.9 Cleaning and Protection
1026
16060 - GROUNDING
1028
16060.1 GENERAL
1028
1.1 Related Documents
1028
1.2 Summary
1028
1.3 Quality Assurance
1028
1.4 Submittals
1028
16060.2 PRODUCTS
1029
2.1 Ground Electrodes
1029
2.2 Wire and Cable Grounding Conductors
1029
2.3 Grounding Connections
1029
Page liii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
16060.3 EXECUTION
1030
3.1 Application
1030
3.2 Installation
1030
3.3 Connections
1031
3.4 Field Quality Control
1032
3.5 Adjusting and Cleaning
1032
16075 - ELECTRICAL IDENTIFICATION
16075.1 GENERAL
1033
1033
1.1 Related Documents
1033
1.2 Summary
1033
1.3 Submittals
1033
1.4 Quality Assurance
1033
1.5 Sequencing and Scheduling
1033
16075.2 PRODUCTS
1033
2.1 Manufacturers
1033
2.2 Identification
1034
2.3 Miscellaneous Identification Products
1036
2.4 Painting
1036
2.5 Phasing
1036
16075.3 EXECUTION
1036
3.1 Installation
1036
16120 - WIRE AND CABLE (600 VOLT & LESS INCL
MANUFACTURED WIRING SYSTEMS)
16120.1 GENERAL
1038
1038
1.1 SUMMARY
1038
1.2 RELATED DOCUMENTS
1038
1.3 SUBMITTALS
1038
1.4 QUALITY ASSURANCE
1039
1.5 PRODUCT STORAGE AND HANDLING
1039
16120.2 PRODUCTS
1039
Page liv
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
2.1 WIRE AND CABLE SYSTEMS
1039
2.2 ELECTRONIC CABLE
1042
2.3 OPTICAL FIBER CABLE
1042
2.4 OPTICAL FIBER CABLES AND CONNECTORS
1043
16120.3 EXECUTION
1043
3.1 INSTALLATION
1043
16130 - RACEWAYS AND BOXES
16130.1 GENERAL
1049
1049
1.1 RELATED DOCUMENTS
1049
1.2 SUMMARY
1049
1.3 QUALITY ASSURANCE
1049
1.4 SUBMITTALS
1049
1.5 OPERATION AND MAINTENANCE MANUAL
1049
16130.2 PRODUCTS
1049
2.1 MATERIALS
1050
16130.3 EXECUTION
1055
3.1 INSTALLATION
1055
16140 - WIRING DEVICES
1059
16140.1 GENERAL
1059
1.1 RELATED DOCUMENTS
1059
1.2 SUMMARY
1059
1.3 SUBMITTALS
1059
1.4 QUALITY ASSURANCE
1059
1.5 COORDINATION
1059
1.6 EXTRA MATERIALS
1060
16140.2 PRODUCTS
1060
2.1 WALL SWITCHES
1060
2.2 CONVENIENCE RECEPTACLE
1060
2.3 HOSPITAL GRADE RECEPTACLES
1061
2.4 DEVICE PLATES
1061
Page lv
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
2.5 MULTI-OUTLET ASSEMBLIES
1062
2.6 LIGHTING CONTACTOR
1062
2.7 TELEPHONE/POWER SERVICE POLES
1062
16140.3 EXECUTION
1063
3.1 INSTALLATION
1063
3.2 CLEANING
1063
16160 - UNDERGROUND RACEWAY SYSTEMS
16160.1 GENERAL
1064
1064
1.1 RELATED DOCUMENTS
1064
1.2 SUMMARY
1064
1.3 SUBMITTALS
1064
16160.2 PRODUCTS
1064
2.1 MATERIALS
1065
16160.3 EXECUTION
1065
3.1 INSTALLATION
1065
16410 - DISCONNECT SWITCHES & CIRCUIT BREAKERS
16410.1 GENERAL
1068
1068
1.1 SUMMARY
1068
1.2 RELATED DOCUMENTS
1068
1.3 SUBMITTALS
1068
1.3 SUBMITTALS
1069
1.4 QUALITY ASSURANCE
1069
16410.2 PRODUCTS
1069
2.1 MANUFACTURERS
1069
2.2 DISCONNECT SWITCHES
1069
16410.3 EXECUTION
1071
3.1 INSTALLATION
1071
3.2 SPECIAL SWITCH TESTING REQUIREMENTS FOR MANUFACTURERS
1071
3.3 FIELD QUALITY CONTROL
1072
3.4 CLEANING
1072
Page lvi
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
16420 - MOTOR CONTROL
1074
16420.1 GENERAL
1074
1.1 SUMMARY
1074
1.2 RELATED DOCUMENTS
1074
1.3 SUBMITTALS
1074
16420.2 PRODUCTS
1074
2.1 ADJUSTABLE SPEED DRIVES
1075
2.2 AUTOTRANSFORMER STARTERS
1075
2.3 MULTI-SPEED STARTERS
1075
2.4 THREE PHASE MAGNETIC MOTOR STARTERS FULL VOLTAGE COMBINATION
TYPE
1075
2.5 SINGLE PHASE MANUAL MOTOR STARTERS FRACTIONAL HORSEPOWER TYPE
1076
2.6 SOFTSTART MOTOR CONTROLLERS
1076
2.7 CONTROL DEVICES
1076
2.8 FUSES
1076
16420.3 EXECUTION
1076
3.1 INSTALLATION
1076
3.2 ADJUSTABLE SPEED DRIVE TESTING AND PERFORMANCE REQUIREMENTS
1077
16440 - PANELBOARDS
1078
16440.1 GENERAL
1078
1.1 Summary
1078
1.2 Related Documents
1078
1.3 Submittals
1078
1.4 Quality Assurance
1079
1.5 Extra Materials
1079
16440.2 PRODUCTS
1079
2.1 MATERIALS
1080
16440.3 EXECUTION
1082
3.1 Installation
1082
3.2 Electrical Testing
1083
Page lvii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
16450 - BUSWAY
1084
16450.1 GENERAL
1084
1.1 Summary
1084
1.2 Related Documents
1084
1.3 Submittals
1084
1.4 Extra Stock
1084
16450.2 PRODUCTS
1085
2.1 Materials
1085
16450.3 EXECUTION
1085
3.1 Installation
1085
3.2 Commissioning
1085
16460 - LOW VOLTAGE TRANSFORMERS
16460.1 GENERAL
1087
1087
1.1 SUMMARY
1087
1.2 RELATED DOCUMENTS
1087
1.3 SUBMITTALS
1087
1.4 QUALITY ASSURANCE
1088
1.5 EXTRA MATERIALS
1088
16460.2 PRODUCTS
1088
2.1 MATERIALS
1089
16460.3 EXECUTION
1090
3.1 INSTALLATION
1090
3.2 ELECTRICAL TESTING
1090
16490 - FUSES
1092
16490.1 GENERAL
1092
1.1 Summary
1092
1.2 Related Documents
1092
1.3 Submittals
1092
1.4 Quality Assurance
1092
Page lviii
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1.5 Extra Materials
1093
16490.2 PRODUCTS
1093
2.1 Manufacturers
1093
2.2 General
1093
2.3 Low Voltage Fuses - 600 Volts and Below
1093
16490.3 EXECUTION
1095
3.1 Examination
1095
3.2 Installation
1095
16510 - LIGHTING SYSTEMS (INCL ALL ASSOCIATED
EQUIPMENT)
16510.1 GENERAL
1096
1096
1.1 Summary
1096
1.2 Related Documents
1096
1.3 Quality Assurance
1096
1.4 Submittals
1096
16510.2 PRODUCTS
1097
2.1 LED Light Fixtures
1097
2.2 Approved Manufacturers
1097
16510.3 EXECUTION
1098
3.1 Installation
1098
16610 - FIRE ALARM SYSTEM
1100
16610.1 GENERAL
1100
1.1 Description
1100
1.2 System Description
1100
1.3 Related Works Specified In Other Sections
1101
1.4 Quality Control
1101
1.5 Equipment Supplier Qualifications
1101
1.6 Equipment Installer Qualifications
1101
1.7 Wiring
1102
1.8 Surge Protection
1102
Page lix
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1.9 Submittals
1102
1.10 Operation
1104
1.11 The Contractor Shall Provide The Following Items
1105
1.12 The Owner Shall Supply The Following Items
1106
1.13 Standards
1106
16610.2 PRODUCTS
1109
2.1 MANUFACTURERS AND MATERIALS
1109
2.2 AUTOMATIC FIRE DETECTION AND SUPPRESSION SYSTEMS
1131
2.3 AUTOMATIC FIRE PUMP SUPERVISION
1132
16610.3 EXECUTION
1132
3.1 INSTALLATION
1132
3.2 CABLE INSTALLATION
1133
3.3 INSTALLATION OF FIBER OPTIC CABLES
1133
3.4 FIELD QUALITY CONTROL
1134
3.5 INSTALLATION AND TESTING
1134
3.6 ON-SITE ASSISTANCE
1135
16620 - ACCESS CONTROL SYSTEM
16620.1 GENERAL
1139
1139
1.1 Description
1139
1.2 System Description
1139
1.3 Related Work Specified in Other Sections
1139
1.4 Quality Control
1139
1.5 Equipment Supplier Qualifications
1140
1.6 Equipment Installer Qualifications
1140
1.7 Wiring
1140
1.8 Surge Protection
1140
1.9 Submittals
1141
1.10 The Contractor Shall Supply the Following
1143
1.11 The Owner Shall Supply the Following
1143
1.12 Standards
1143
Page lx
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
16620.2 PRODUCTS
1146
2.1 Manufacturer and Materials
1146
16620.3 EXECUTION
1150
3.1 Installation
1150
3.2 Cable Installation
1150
3.3 Installation of Fiber Optic Cables
1151
3.4 Field Quality Control
1152
3.5 Installation & Testing
1152
3.6 On-Site Assistance
1152
APPENDICES
1156
Page lxi
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
DIVISION 01
GENERAL CONDITIONS
01100 - SUMMARY
01100.1 GENERAL
1.1 Work Covered by Contract Documents
A. Project Identification: Project consists of Demolition of an existing Administration building.
1. Project Location: 6060 Bristol Road, Swartz Creek, MI.
2. Owner: General Motors Corporation.
B. The Work consists of demolition of the existing Administration Building attached to the Swartz Creek CCA
Warehouse Facility. Construction of a new entry lobby, new Medical and Security areas within the existing
facility and new rest rooms within the existing warehouse. Utility connections to the plant will be separated
from the Administration Building allowing for demolition activities to proceed. Sitework will include
landscaping within the footprint of the demolished building and modifications to the south parking area and
driveways.
1.2 Contracts
A. Project will be constructed under a general construction contract under a design-build format.
1.3 Work Sequence
A. The Work shall be conducted in multiple phases.
1. Submit to the Owner’s Project Coordinator a proposed phasing sequence.
2. Construct work in phases to accommodate any separate contracts the Owner may have and to
accommodate the Owner’s use of any existing premises and/or completed new work.
1.4 Work Under Other Contracts
A. Separate Contract: Owner will award a separate contract for performance of certain construction operations at
the Project site. Those operations will be conducted simultaneously with work under this Contract.
B. Cooperate fully with separate contractors so work on those contracts may be carried out smoothly, without
interfering with or delaying work under this Contract.
01100.2 PRODUCTS
Gregory Eastman
Page 1
01100 - SUMMARY
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
NOT USED.
01100.3 EXECUTION
NOT USED.
END OF SECTION
Gregory Eastman
Page 2
01100 - SUMMARY
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
01140 - WORK RESTRICTIONS SITE DEMOLITION
01140.1 GENERAL
1.1 Occupancy Requirements
A. Full Owner Occupancy: See Construction General Conditions – GM 1638 3.19.B. Partial Owner Occupancy:
See Construction General Conditions – GM 1638 3.19.
1. Prepare a Certificate of Substantial Completion for each specific portion of the Work to be occupied
before Owner occupancy.
2. Obtain a Certificate of Occupancy from authorities having jurisdiction before Owner occupancy.
3. Before partial Owner occupancy, mechanical and electrical systems shall be fully operational, and
required tests and inspections shall be successfully completed. On occupancy, Owner will provide,
operate, and maintain mechanical and electrical systems serving occupied portions of building.
4. On occupancy, Owner will assume responsibility for maintenance and custodial service for occupied
portions of the building.
1.2 Notice To Public Utilities
A. If any of the Work involves excavating, demolishing, discharging of explosives or tunneling operations in an area
where a public utility has underground facilities, notify each such public utility prior to commencement of such
operations.
B. Deliver to each public utility a written notice of intent to perform such operations not less than two working days,
excluding Saturdays, Sundays and holidays, nor more than three months before commencing such operations.
C. The written notice of intent shall contain the name, address, and telephone number of the Contractor, the date and
type of operations to be conducted and the location and extent of such operations.
D. The requirement of notification does not apply if only nonpowered hand tools are to be used in performing
excavating or tunneling operations.
E. Governmental agencies that require the Contractor to obtain a permit for the work of this Contract, will require as
a condition of the permit that the Contractor shall comply with the requirements of all applicable governing laws.
1.3 Water and Snow Control
A. Control water from the commencement to the completion of the Work, keeping all parts of the site and the project
free from accumulation of water.
B. Provide, maintain and operate necessary pumping, bailing or well pointing equipment required for water control.
C. Remove snow and ice as necessary for the protection and prosecution of the Work and protect the Work against
weather damage.
Gregory Eastman
Page 3
01140 - WORK RESTRICTIONS SITE DEMOLITION
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
01140.2 PRODUCTS
NOT USED.
01140.3 EXECUTION
NOT USED.
END OF SECTION
Gregory Eastman
Page 4
01140 - WORK RESTRICTIONS SITE DEMOLITION
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
01310 - PROJECT MANAGEMENT AND COORDINATION
01310.1 GENERAL
1.1 Summary
A. This Section includes administrative provisions for coordinating construction operations on the Project including,
but not limited to, the following:
1. General project coordination procedures.
2. Conservation.
3. Coordination Drawings.
4. Administrative and supervisory personnel.
5. Project meetings.
B. Each contractor shall participate in coordination requirements. Certain areas of responsibility will be assigned to a
specific contractor.
1.2 Project Meeting
A. General: Requirements for weekly project meetings are defined in the Construction General Conditions – GM
1638 9.8, 9.10 and 3.3.3.
B. Preconstruction Conference: Schedule a preconstruction conference before starting construction, at a time
convenient to Owner, but no later than 15 days after execution of the Agreement. Hold the conference at Project
site or another convenient location. Conduct the meeting to review responsibilities and personnel assignments.
1. Attendees: Authorized representatives of Owner Contractor and its superintendent; major subcontractors;
manufacturers; suppliers; and other concerned parties shall attend the conference. All participants at the
conference shall be familiar with Project and authorized to conclude matters relating to the Work.
2. Agenda: Discuss items of significance that could affect progress, including the following:
a. Tentative construction schedule.
b. Phasing.
c. Critical work sequencing.
d. Designation of responsible personnel.
e. Procedures for processing field decisions and Change Orders.
f.
Procedures for processing Applications for Payment.
g. Distribution of the Contract Documents.
Gregory Eastman
Page 5
01310 - PROJECT MANAGEMENT AND COORDINATION
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
h. Submittal procedures.
i.
Preparation of Record Documents.
j.
Use of the premises.
k. Responsibility for temporary facilities and utilities.
l.
Parking availability.
m. Office, work, and storage areas.
n. Equipment deliveries and priorities.
o. First aid.
p. Security.
q. Progress cleaning.
r.
Working hours.
01310.2 PRODUCTS
NOT USED.
01310.3 EXECUTION
NOT USED.
END OF SECTION
Gregory Eastman
Page 6
01310 - PROJECT MANAGEMENT AND COORDINATION
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
01322 - PHOTOGRAPHIC DOCUMENTATION
01322.1 GENERAL
1.1 Summary
A. This Section includes administrative and procedural requirements for the following:
1. Preconstruction photographs.
2. Monthly construction photographs. GM 1638 2.1.M and Construction Special Conditions item 21.
3. Final Completion construction photographs.Related Sections include the following:
1. Division 1 Section "Submittal Procedures" for submitting construction photographs.
1.2 Unit Prices
A. Basis for Bids: Base number of construction photographs on four photographs per month over the duration of
Project. GM 1638 2.1.M and Construction Special Conditions item 21.
1.3 Submittals
A. Qualification Data: For firms and persons specified in "Quality Assurance" Article to demonstrate their
capabilities and experience. Include lists of completed projects with project names and addresses, names and
addresses of architects and owners, and other information specified.
B. Key Plan: Submit key plan of Project site and building with notation of vantage points marked for location and
direction of each photograph. Indicate elevation or story of construction. Include the same label information as
the corresponding set of photographs.
C. Construction Photographs: Submit two prints of each photographic view within seven days of taking
photographs.
1. Format: 8-by-10-inch smooth-surface matte prints on single-weight commercial-grade stock, mounted on
linen or card stock to allow a 1-inch wide margin and enclosed back to back in clear plastic sleeves that
are punched for standard 3-ring binder.
2. Identification: On back of each print provide an applied label or rubber-stamped impression with the
following information:
a. Name of Project.
b. Name and address of photographer.
c. Name of Contractor.
d. Date photograph was taken.
e. Description of vantage point, indicating location, direction (by compass point), and elevation or
story of construction.
Gregory Eastman
Page 7
01322 - PHOTOGRAPHIC DOCUMENTATION
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
3. Digital Images: Submit a complete set of digital image electronic files with each submittal of prints.
Identify electronic media with date photographs were taken. Submit images that have the same aspect
ratio as the sensor, uncropped.
1.4 Quality Assurance
A. Photographer Qualifications: An individual of established reputation who has been regularly engaged as a
professional photographer for not less than three years.
1.5 Coordination
A. Auxiliary Services: Cooperate with photographer and provide auxiliary services requested, including access to
Project site and use of temporary facilities including temporary lighting.
1.6 Extra Prints
A. Extra Prints: If requested by Owner, photographer shall prepare extra prints of photographs. Photographer shall
distribute these prints directly to designated parties who will pay the costs for the extra prints directly to
photographer.
01322.2 PRODUCTS
2.1 Photographic Media
A.
B. Digital Images: Provide images in JPEG format, with minimum sensor size of 8.0 megapixels.
01322.3 EXECUTION
3.1 PHOTOGRAPHS, GENERAL
A. Photographer: Engage a qualified commercial photographer to take construction photographs.
B. Date Stamp: Unless otherwise indicated, date and time stamp each photograph as it is being taken so stamp is
integral to photograph.
C. Field Office Prints: Retain one set of prints of progress photographs in the field office at Project site, available
at all times for reference. Identify photographs the same as for those submitted to Owner.
3.2 CONSTRUCTION PHOTOGRAPHS
A. Preconstruction Photographs: Before starting construction, take color photographs of Project site and
surrounding properties from different vantage points, as directed by Owner.
1. Take four photographs to show existing conditions adjacent to the property before starting the Work.
Gregory Eastman
Page 8
01322 - PHOTOGRAPHIC DOCUMENTATION
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
2. Take four photographs of existing buildings either on or adjoining the property to accurately record the
physical conditions at the start of construction.
B. Periodic Construction Photographs: Take four color photographs monthly with the cutoff date associated with
each Application for Payment. Photographer shall select vantage points to best show status of construction and
progress since the last photographs were taken. GM 1638 2.1.M and Construction Special Conditions item 21.
C. Owner-Directed Construction Photographs: From time to time, Owner will instruct photographer about number
and frequency of color photographs and general directions on vantage points. Photographer shall select actual
vantage points and take photographs to best show the status of construction and progress since the last
photographs were taken.
a. Commencement of the Work, through completion of subgrade construction.
b. Above-grade structural framing.
c. Exterior building enclosure.
d. Interior Work, through date of Substantial Completion.
D. Final Completion Construction Photographs: Take eight color photographs after date of Substantial Completion
for submission as Project Record Documents. Owner will direct photographer for desired vantage points.
1. Do not include date stamp.
E. Additional Photographs: Owner may issue requests for additional photographs, in addition to periodic
photographs specified. Additional photographs will be paid for by Change Order and are not included in the
Contract Sum.
1. Photographer will be given three days' notice, where feasible.
2. In emergency situations, photographer shall take additional photographs within 24 hours of request.
3. Circumstances that could require additional photographs include, but are not limited to, the following:
a. Special events planned at Project site.
b. Immediate follow-up when on-site events result in construction damage or losses.
c. Photographs to be taken at fabrication locations away from Project site. These photographs are not
subject to unit prices or unit-cost allowances.
d. Substantial Completion of a major phase or component of the Work.
e. Extra record photographs at time of final acceptance.
f.
Owner's request for special publicity photographs.
END OF SECTION
Gregory Eastman
Page 9
01322 - PHOTOGRAPHIC DOCUMENTATION
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
01340 - SUBMITTAL CODES
01340.1 GENERAL
1.1 Summary
A. Description
1. Submit shop drawings, product data, samples, and other types of submittals in accordance with the GM
1638 Construction General Conditions and the GM Construction Special Conditions for the Project.
2. Specific submittals to be furnished are specified in the other Sections of this Specification. They are
identified by a different typeface and bracketed code (e.g. Item [D].
B. Types of Submittals
1. The types of submittals identified in other Sections of this Specification are defined as follows:
a. B – Bill of Materials: A detailed description of an assembly or components, including quantity.
The Bill of Materials can be provided on shop drawings.
b. C – Certificate: A notarized form or letter attesting to the quality of workmanship or product as
measured by standards, codes, or criteria specified in the Specification.
c. D – Shop Drawings: Drawings, diagrams, schedules, illustrations, and similar data specifically
prepared for the work on this Project by the Contractor, Subcontractor, System Integrator,
Distributor, or Manufacturer to illustrate a product or particular portion of the work.
d. G – Guarantee: A written statement guaranteeing the product or a particular portion of the work
to be and remain free from defects in materials or workmanship for a definite period of time from
date of acceptance of the work. Refer to the Contract Documents, especially GM 1638
Construction General Conditions and the GM Construction Special Conditions for the Project, for
warrantee requirements.
e. L – Letter of Compliance: A written statement confirming that the product or a particular portion
of the work conforms to the requirements of the Contract Documents
f.
P – Product Data: Brochures, pictures, illustrations, diagrams, color charts, or similar printed
data of a manufactured product that is incorporated in the work.
g. Q – Qualification: Notarized statements attesting to the quality of workmanship, firm, or
individual as measured by standards, codes, or criteria specified in the Specification.
h. R – Record: Data substantiating the performance of a product or a particular portion of the work,
which does not require prior review and approval by the Architect-Engineer, but is required for
record purposes only. Performance data and other data may be required.
Gregory Eastman
i.
S – Samples: Physical examples of sufficient size to clearly illustrate functional characteristics of
the product or assembly, or to show color, texture, or pattern, as appropriate.
j.
T – Test Report: A Report from a qualified testing agency of actual tests conducted on products,
Page 10
01340 - SUBMITTAL CODES
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
j
Global Facilities Group
p
p
q
g g y
p
assemblies, or particular completed portions of the work, measured against standards, codes, or
criteria specified in the Specification. Each report shall state the values obtained for comparison
with the stated standard, code, or criteria specified in the Specification.
k. U – List of Units provided: List of units provided, with unit identifications per the Contract
Documents, unit descriptions, ratings, types, and catalog numbers as required for review
purposes.
01340.2 PRODUCTS
NOT USED.
01340.3 EXECUTION
NOT USED.
END OF SECTION
Gregory Eastman
Page 11
01340 - SUBMITTAL CODES
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
01731 - CUTTING AND PATCHING
Refer to GM 1638 Appendix A 5.
01731.1 GENERAL
1.1 Related Documents
A. Drawings and general provisions of the Contract, including General, Supplementary, and Special Conditions and other
Division 1 Specification Sections, apply to this Section.
1.2 Summary
A. This Section includes procedural requirements for cutting and patching.
B. Related Sections include the following:
1. Division 1 Section "Selective Demolition" for demolition of selected portions of the building for
alterations.
2. Division 7 Section "Through-Penetration Firestop Systems" for patching fire-rated construction.
3. Divisions 2 through 16 Sections for specific requirements and limitations applicable to cutting and
patching individual parts of the Work.
a. Requirements in this Section apply to mechanical and electrical installations. Refer to Divisions
15 and 16 Sections for other requirements and limitations applicable to cutting and patching
mechanical and electrical installations.
1.3 Submittals
A. Cutting and Patching Proposal: Submit a proposal describing procedures at least 10 days before the time cutting
and patching will be performed, requesting approval to proceed. Include the following information:
1. Extent: Describe cutting and patching, show how they will be performed, and indicate why they cannot
be avoided.
2. Changes to Existing Construction: Describe anticipated results. Include changes to structural elements
and operating components as well as changes in building's appearance and other significant visual
elements.
3. Products: List products to be used and firms or entities that will perform the Work.
4. Dates: Indicate when cutting and patching will be performed.
5. Utilities: List utilities that cutting and patching procedures will disturb or affect. List utilities that will be
relocated and those that will be temporarily out of service. Indicate how long service will be disrupted.
6. Structural Elements: Where cutting and patching involve adding reinforcement to structural elements,
submit details and engineering calculations showing integration of reinforcement with original structure.
Gregory Eastman
Page 12
01731 - CUTTING AND PATCHING
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
7. Owner's Approval: Obtain approval of cutting and patching proposal before cutting and patching.
Approval does not waive right to later require removal and replacement of unsatisfactory work.
01731.2 PRODUCTS
NOT USED.
01731.3 EXECUTION
NOT USED.
END OF SECTION
Gregory Eastman
Page 13
01731 - CUTTING AND PATCHING
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
01732 - SELECTIVE DEMOLITION
.
01732.1 GENERAL
1.1 Summary
A. This Section includes the following:
1. Demolition and removal of selected portions of a building or structure.
2. Demolition and removal of selected site elements.
3. Repair procedures for selective demolition operations.
B. Related Sections include the following:
1. Division 1 Section "Summary" for use of the premises and phasing requirements.
2. Division 1 Section "Work Restrictions" for restrictions on use of the premises due to Owner or tenant
occupancy.
3. Division 1 Section "Construction Progress Documentation" for preconstruction photographs taken before
selective demolition.
4. Division 1 Section "Photographic Documentation" for preconstruction photographs taken before selective
demolition.
5. Division 1 Section "Temporary Facilities and Controls" for temporary construction and
environmental-protection measures for selective demolition operations.
6. Division 1 Section "Cutting and Patching" for cutting and patching procedures for selective demolition
operations.
7. Division 2 Section "Building Demolition" for demolition of entire buildings, structures, and site
improvements.
8. Division 2 Section "Site Clearing" for site clearing and removal of above- and below-grade
improvements.
9. Division 15 Sections for demolishing, cutting, patching, or relocating mechanical items.
10. Division 16 Sections for demolishing, cutting, patching, or relocating electrical items.
1.2 Definitions
A. Remove: Detach items from existing construction and legally dispose of them off-site, unless indicated to be
removed and salvaged or removed and reinstalled.
B. Remove and Salvage: Detach items from existing construction and deliver them to Owner ready for reuse.
Gregory Eastman
Page 14
01732 - SELECTIVE DEMOLITION
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
C. Remove and Reinstall: Detach items from existing construction, prepare them for reuse, and reinstall them where
indicated.
D. Existing to Remain: Existing items of construction that are not to be removed and that are not otherwise indicated
to be removed, removed and salvaged, or removed and reinstalled.
1.3 Materials Ownership
A. Except for items or materials indicated to be reused, salvaged, reinstalled, or otherwise indicated to remain
Owner's property, demolished materials shall become Contractor's property and shall be removed from Project
site.
1.4 Submittals
A. Qualification Data: For firms and persons specified in "Quality Assurance" Article to demonstrate their
capabilities and experience. Include lists of completed projects with project names and addresses, names and
addresses of architects and owners, and other information specified.
B. Proposed Dust-Control and Noise-Control Measures: Submit statement or drawing that indicates the measures
proposed for use, proposed locations, and proposed time frame for their operation. Identify options if proposed
measures are later determined to be inadequate.
C. Schedule of Selective Demolition Activities: Indicate the following:
1. Detailed sequence of selective demolition and removal work, with starting and ending dates for each
activity. Ensure Owner's on-site operations are uninterrupted.
2. Interruption of utility services.
3. Coordination for shutoff, capping, and continuation of utility services.
4. Use of elevator and stairs.
5. Locations of temporary partitions and means of egress.
6. Coordination of Owner's continuing occupancy of portions of existing building and of Owner's partial
occupancy of completed Work.
D. Inventory: After selective demolition is complete, submit a list of items that have been removed and salvaged.
E. Predemolition Photographs: Show existing conditions of adjoining construction and site improvements, including
finish surfaces that might be misconstrued as damage caused by selective demolition operations. Submit before
Work begins.
1.5 Quality Assurance
A. Demolition Firm Qualifications: An experienced firm that has specialized in demolition work similar in material
and extent to that indicated for this Project.
B. Regulatory Requirements: Comply with governing EPA notification regulations before beginning selective
demolition. Comply with hauling and disposal regulations of authorities having jurisdiction.
C. Standards: Comply with ANSI A10.6 and NFPA 241.
D. Predemolition Conference: Conduct conference at Project site to comply with requirements in Division 1 Section
"Project Management and Coordination."
E. Predemolition Conference: Conduct conference at Project site to comply with requirements in Division 1 Section
Gregory Eastman
Page 15
01732 - SELECTIVE DEMOLITION
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
"Project Management and Coordination." Review methods and procedures related to selective demolition
including, but not limited to, the following:
1. Inspect and discuss condition of construction to be selectively demolished.
2. Review structural load limitations of existing structure.
3. Review and finalize selective demolition schedule and verify availability of materials, demolition
personnel, equipment, and facilities needed to make progress and avoid delays.
4. Review requirements of work performed by other trades that rely on substrates exposed by selective
demolition operations.
1.6 Project Conditions
A. Owner will occupy portions of building immediately adjacent to selective demolition area. Conduct selective
demolition so Owner's operations will not be disrupted. Provide not less than 72 hours' notice to Owner of
activities that will affect Owner's operations.
B. Maintain access to existing walkways, corridors, and other adjacent occupied or used facilities.
1. Do not close or obstruct walkways, corridors, or other occupied or used facilities without written
permission from authorities having jurisdiction.
C. Owner assumes no responsibility for condition of areas to be selectively demolished.
1. Conditions existing at time of inspection for bidding purpose will be maintained by Owner as far as
practical.
D. Storage or sale of removed items or materials on-site will not be permitted.
E. Utility Service: Maintain existing utilities indicated to remain in service and protect them against damage during
selective demolition operations.
1. Maintain fire-protection facilities in service during selective demolition operations.
01732.2 PRODUCTS
2.1 Repair Materials
A. Use repair materials identical to existing materials.
1. If identical materials are unavailable or cannot be used for exposed surfaces, use materials that visually
match existing adjacent surfaces to the fullest extent possible.
2. Use materials whose installed performance equal or surpass that of existing materials.
B. Comply with material and installation requirements specified in individual Specification Sections.
01732.3 EXECUTION
Gregory Eastman
Page 16
01732 - SELECTIVE DEMOLITION
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
3.1 Examination
A. Verify that utilities have been disconnected and capped.
B. Survey existing conditions and correlate with requirements indicated to determine extent of selective demolition
required.
C. Inventory and record the condition of items to be removed and reinstalled and items to be removed and salvaged.
D. When unanticipated mechanical, electrical, or structural elements that conflict with intended function or design are
encountered, investigate and measure the nature and extent of conflict. Promptly submit a written report to
Architect.
E. Engage a professional engineer to survey condition of building to determine whether removing any element might
result in structural deficiency or unplanned collapse of any portion of structure or adjacent structures during
selective demolition operations.
F. Perform surveys as the Work progresses to detect hazards resulting from selective demolition activities.
3.2 Utility Services
A. Existing Utilities: Maintain services indicated to remain and protect them against damage during selective
demolition operations.
B. Do not interrupt existing utilities serving occupied or operating facilities unless authorized in writing by Owner
and authorities having jurisdiction. Provide temporary services during interruptions to existing utilities, as
acceptable to Owner and to authorities having jurisdiction.
1. Provide at least three days' notice to Owner if shutdown of service is required during changeover.
C. Utility Requirements: Locate, identify, disconnect, and seal or cap off indicated utilities serving areas to be
selectively demolished.
1. Owner will arrange to shut off indicated utilities when requested by Contractor.
2. Arrange to shut off indicated utilities with utility companies.
3. If utility services are required to be removed, relocated, or abandoned, before proceeding with selective
demolition provide temporary utilities that bypass area of selective demolition and that maintain
continuity of service to other parts of building.
4. Cut off pipe or conduit in walls or partitions to be removed. Cap, valve, or plug and seal remaining
portion of pipe or conduit after bypassing.
D. Utility Requirements: Refer to Division 15 and 16 Sections for shutting off, disconnecting, removing, and sealing
or capping utilities. Do not start selective demolition work until utility disconnecting and sealing have been
completed and verified in writing.
3.3 Preparation
A. Dangerous Materials: Drain, purge, or otherwise remove, collect, and dispose of chemicals, gases, explosives,
acids, flammables, or other dangerous materials before proceeding with selective demolition operations.
B. Pest Control: Employ a certified, licensed exterminator to treat building and to control rodents and vermin before
and during selective demolition operations.
C. Site Access and Temporary Controls: Conduct selective demolition and debris-removal operations to ensure
Gregory Eastman
Page 17
01732 - SELECTIVE DEMOLITION
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
minimum interference with roads, streets, walks, walkways, and other adjacent occupied and used facilities.
1. Do not close or obstruct streets, walks, walkways, or other adjacent occupied or used facilities without
permission from Owner and authorities having jurisdiction. Provide alternate routes around closed or
obstructed traffic ways if required by governing regulations.
2. Erect temporary protection, such as walks, fences, railings, canopies, and covered passageways, where
required by authorities having jurisdiction.
3. Protect existing site improvements, appurtenances, and landscaping to remain.
4. Erect a plainly visible fence around drip line of individual trees or around perimeter drip line of groups of
trees to remain.
5. Provide protection to ensure safe passage of people around selective demolition area and to and from
occupied portions of building.
6. Provide temporary weather protection, during interval between selective demolition of existing
construction on exterior surfaces and new construction, to prevent water leakage and damage to structure
and interior areas.
7. Protect walls, ceilings, floors, and other existing finish work that are to remain or that are exposed during
selective demolition operations.
8. Cover and protect furniture, furnishings, and equipment that have not been removed.
D. Temporary Enclosures: Provide temporary enclosures for protection of existing building and construction, in
progress and completed, from exposure, foul weather, other construction operations, and similar activities.
Provide temporary weathertight enclosure for building exterior.
1. Where heating or cooling is needed and permanent enclosure is not complete, provide insulated temporary
enclosures. Coordinate enclosure with ventilating and material drying or curing requirements to avoid
dangerous conditions and effects.
E. Temporary Partitions: Erect and maintain dustproof partitions and temporary enclosures to limit dust and dirt
migration and to separate areas from fumes and noise.
F. Temporary Shoring: Provide and maintain interior and exterior shoring, bracing, or structural support to preserve
stability and prevent movement, settlement, or collapse of construction to remain, and to prevent unexpected or
uncontrolled movement or collapse of construction being demolished.
1. Strengthen or add new supports when required during progress of selective demolition.
G. Temporary Roofing Protection: Provide temporary protection for existing roof areas including temporary
walkways, plywood protection, platforms, and other protection. If drainage path on the roof is interrupted,
provide for drainage off the roof to prevent standing water.
3.4 Pollution Controls
A. Dust Control: Use water mist, temporary enclosures, and other suitable methods to limit spread of dust and dirt.
Comply with governing environmental-protection regulations.
1. Do not use water when it may damage existing construction or create hazardous or objectionable
conditions, such as ice, flooding, and pollution.
2. Wet mop floors to eliminate trackable dirt and wipe down walls and doors of demolition enclosure.
Vacuum carpeted areas.
B. Disposal: Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas.
Gregory Eastman
Page 18
01732 - SELECTIVE DEMOLITION
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1. Remove debris from elevated portions of building by chute, hoist, or other device that will convey debris
to grade level in a controlled descent.
C. Cleaning: Clean adjacent structures and improvements of dust, dirt, and debris caused by selective demolition
operations. Return adjacent areas to condition existing before selective demolition operations began.
3.5 Selective Demolition
A. General: Demolish and remove existing construction only to the extent required by new construction and as
indicated. Use methods required to complete the Work within limitations of governing regulations and as follows:
1. Proceed with selective demolition systematically, from higher to lower level. Complete selective
demolition operations above each floor or tier before disturbing supporting members on the next lower
level.
2. Neatly cut openings and holes plumb, square, and true to dimensions required. Use cutting methods least
likely to damage construction to remain or adjoining construction. Use hand tools or small power tools
designed for sawing or grinding, not hammering and chopping, to minimize disturbance of adjacent
surfaces. Temporarily cover openings to remain.
3. Cut or drill from the exposed or finished side into concealed surfaces to avoid marring existing finished
surfaces.
4. Refer to GM1638 Appendix A, Article 18 and Construction Special Conditions (Rev. 1) # 29 and 30. Do
not use cutting torches until work area is cleared of flammable materials. At concealed spaces, such as
duct and pipe interiors, verify condition and contents of hidden space before starting flame-cutting
operations. Maintain fire watch and portable fire-suppression devices during flame-cutting operations.
5. Refer to GM1638 Appendix A, Article 18 and Construction Special Conditions (Rev. 1) # 29 and
30.Maintain adequate ventilation when using cutting torches.
6. Remove decayed, vermin-infested, or otherwise dangerous or unsuitable materials and promptly dispose
of off-site.
7. Remove structural framing members and lower to ground by method suitable to avoid free fall and to
prevent ground impact or dust generation.
8. Locate selective demolition equipment and remove debris and materials so as not to impose excessive
loads on supporting walls, floors, or framing.
9. Dispose of demolished items and materials promptly.
10. Return elements of construction and surfaces that are to remain to condition existing before selective
demolition operations began.
B. Existing Facilities: Comply with Owner’s requirements for using and protecting elevators, stairs, walkways,
loading docks, building entries, and other building facilities during selective demolition operations.
C. Removed and Salvaged Items: Comply with the following:
1. Clean salvaged items.
2. Pack or crate items after cleaning. Identify contents of containers.
3. Store items in a secure area until delivery to Owner.
4. Transport items to Owner's storage area on-site designated by Owner.
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01732 - SELECTIVE DEMOLITION
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
5. Protect items from damage during transport and storage.
D. Removed and Reinstalled Items: Comply with the following:
1. Clean and repair items to functional condition adequate for intended reuse. Paint equipment to match new
equipment.
2. Pack or crate items after cleaning and repairing. Identify contents of containers.
3. Protect items from damage during transport and storage.
4. Reinstall items in locations indicated. Comply with installation requirements for new materials and
equipment. Provide connections, supports, and miscellaneous materials necessary to make item
functional for use indicated.
E. Existing Items to Remain: Protect construction indicated to remain against damage and soiling during selective
demolition. When permitted by Architect, items may be removed to a suitable, protected storage location during
selective demolition and cleaned and reinstalled in their original locations after selective demolition operations are
complete.
F. Concrete: Demolish in small sections. Cut concrete to a depth of at least 3/4 inch at junctures with construction
to remain, using power-driven saw. Dislodge concrete from reinforcement at perimeter of areas being
demolished, cut reinforcement, and then remove remainder of concrete indicated for selective demolition. Neatly
trim openings to dimensions indicated.
G. Concrete: Demolish in sections. Cut concrete full depth at junctures with construction to remain and at regular
intervals, using power-driven saw, then remove concrete between saw cuts.
H. Masonry: Demolish in small sections. Cut masonry at junctures with construction to remain, using power-driven
saw, then remove masonry between saw cuts.
I.
Concrete Slabs-on-Grade: Saw-cut perimeter of area to be demolished, then break up and remove.
J.
Resilient Floor Coverings: Remove floor coverings and adhesive according to recommendations in RFCI-WP and
its Addendum.
1. Remove residual adhesive and prepare substrate for new floor coverings by one of the methods
recommended by RFCI.
K. Roofing: Remove no more existing roofing than can be covered in one day by new roofing. Refer to applicable
Division 7 Section for new roofing requirements.
L. Air-Conditioning Equipment: Remove equipment without releasing refrigerants.
3.6 Patching and Repairs
A. General: Promptly repair damage to adjacent construction caused by selective demolition operations.
B. Patching: Comply with GM1638 Appendix A, "Cutting and Patching of Work."
.
C. Repairs: Where repairs to existing surfaces are required, patch to produce surfaces suitable for new materials.
1. Completely fill holes and depressions in existing masonry walls that are to remain with an approved
masonry patching material applied according to manufacturer's written recommendations.
D. Finishes: Restore exposed finishes of patched areas and extend restoration into adjoining construction in a manner
that eliminates evidence of patching and refinishing.
E. Floors and Walls: Where walls or partitions that are demolished extend one finished area into another, patch and
Gregory Eastman
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01732 - SELECTIVE DEMOLITION
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
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repair floor and wall surfaces in the new space. Provide an even surface of uniform finish color, texture, and
appearance. Remove existing floor and wall coverings and replace with new materials, if necessary, to achieve
uniform color and appearance.
1. Patch with durable seams that are as invisible as possible. Provide materials and comply with installation
requirements specified in other Sections of these Specifications.
2. Where patching occurs in a painted surface, apply primer and intermediate paint coats over patch and
apply final paint coat over entire unbroken surface containing patch. Provide additional coats until patch
blends with adjacent surfaces.
3. Where feasible, test and inspect patched areas after completion to demonstrate integrity of installation.
F. Ceilings: Patch, repair, or rehang existing ceilings as necessary to provide an even-plane surface of uniform
appearance.
3.7 Disposal of Demolished Materials
A. General: Promptly dispose of demolished materials. Do not allow demolished materials to accumulate on-site.
B. Burning: Do not burn demolished materials.
C. Disposal: Transport demolished materials off Owner's property and legally dispose of them.
END OF SECTION
Gregory Eastman
Page 21
01732 - SELECTIVE DEMOLITION
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
01782 - OPERATION AND MAINTENANCE DATA
01782.1 GENERAL
1.1 Summary
A. This Section includes administrative and procedural requirements for preparing operation and maintenance
manuals, including the following:
1. Product Manuals including operation and maintenance sections.
2. System and Equipment Manuals including Emergency, Operations and Maintenance
B. Related Sections include the following:
1. Division 1 Section “Demonstration and Training” for procedural requirements and written documentation
needed to train OWNER’S personnel.
2. Divisions 2 through 16 Sections for specific operation and maintenance manual requirements for products
in those Sections.
3. Reference document TMS Technical Manual Specification for Equipment & Manufacturing Systems
(owned by QNPM) for corporate requirements.
1.2 Definitions
A. System: An organized collection of parts, equipment, or subsystems united by regular interaction.
B. Subsystem: A portion of a system with characteristics similar to a system.
C. Product: A subsystem sold as a unit that does not require maintenance other than cleaning (ie: carpet, furniture,
partitions etc.)
1.3 Submittals
Initial Submittal: Submit 2 draft copies of each manual at least 15 days before requesting inspection for
Substantial Completion. Include a complete operation and maintenance directory. Owner will return 1 copy of
draft and mark whether general scope and content of manual are acceptable.
Refer to GM 1638.
Final Submittal: Submit 1 copy of each manual in final form at least 15 days before final inspection. Owner will
return copy with comments within 15 days after final inspection.
Correct or modify each manual to comply with Owner comments. Submit 1 copy of each corrected
manual and one electronic copy within 15 days of receipt of Owner's comments or after run-off, buy-off
or try-out or commissioning.
Gregory Eastman
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01782 - OPERATION AND MAINTENANCE DATA
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
1.4 Coordination
A. Where operation and maintenance documentation includes information on installations by more than one
factory-authorized service representative, assemble and coordinate information furnished by representatives and
prepare manuals.
01782.2 MANUALS
2.1 General Content
A. Title Page: Enclose title page in transparent plastic sleeve. Include the following information:
1. Subject matter included in manual.
2. Name and address of Project.
3. Name and address of Owner.
4. Date of submittal.
5. Name, address, and telephone number of Contractor.
6.
7. Cross-reference to related systems in other operation and maintenance manuals.
8. Pictures of Products/Subsystems/Systems
B. Table of Contents: List each product included in manual, identified by product name, indexed to the content of
the volume, and cross-referenced to Specification Section number in Project Manual.
1. If operation or maintenance documentation requires more than one volume to accommodate data, include
comprehensive table of contents for all volumes in each volume of the set.
C. Manual Physical Details: Organize into sets of manageable size. Arrange contents alphabetically by product or
system, subsystem, and equipment. If possible, assemble instructions for subsystems, equipment, and components
of one system into a single binder.
1. Binders: Heavy-duty, 3-ring, vinyl-covered, loose-leaf binders, in thickness necessary to accommodate
contents, sized to hold 8-1/2-by-11-inch paper; with clear plastic sleeve on spine to hold label describing
contents and with pockets inside covers to hold folded oversize sheets.
a. If two or more binders are necessary to accommodate data of a system, organize data in each
binder into groupings by product type, or subsystem and related components. Cross-reference
other binders if necessary to provide essential information for proper operation or maintenance of
equipment or system.
b. Identify each binder on front and spine, with printed title “PRODUCT OPERATION AND
MAINTENANCE MANUAL” OR “SYSTEM AND EQUIPMENT OPERATION AND
MAINTENANCE MANUAL" Project title or name, and subject matter of contents. Indicate
volume number for multiple-volume sets.
2. Dividers: Heavy-paper dividers with plastic-covered tabs for each section. Mark each tab to indicate
contents. Include typed list of products and major components of equipment included in the section on
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01782 - OPERATION AND MAINTENANCE DATA
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
yp
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each divider, cross-referenced to Specification Section number and title of Project Manual.
3. Protective Plastic Sleeves: Transparent plastic sleeves designed to enclose diagnostic software diskettes
for computerized electronic equipment.
4. Supplementary Text: Prepared on 8-1/2-by-11-inch, 20-lb/sq. ft. white bond paper.
5. Drawings: Attach reinforced, punched binder tabs on drawings and bind with text.
c. If oversize drawings are necessary, fold drawings to same size as text pages and use as foldouts.
d. If drawings are too large to be used as foldouts, fold and place drawings in labeled envelopes and
bind envelopes in rear of manual. At appropriate locations in manual, insert typewritten pages
indicating drawing titles, descriptions of contents, and drawing locations.
D. Introduction Section
1. List of Systems and Subsystems: List systems alphabetically. Include references to operation and
maintenance manuals that contain information about each system.
2. List of Equipment: List equipment for each system, organized alphabetically by system. For pieces of
equipment not part of system, list alphabetically in separate list.
3. Tables of Contents: Include a table of contents for each emergency, operation, and maintenance manual.
4. Identification: In the documentation directory and in each operation and maintenance manual, identify
each system, subsystem, and piece of equipment with the same designation used in the Contract
Documents. If no designation exists, assign a designation according to ASHRAE Guideline 4,
"Preparation of Operating and Maintenance Documentation for Building Systems."
5. Theory: Description or Explanation of the Theory of Operation
6. Glossary of terms and acronyms
E. Operation and Maintenance Documentation
1. Organization: Include a section in the directory for each of the following:
2. Table of Contents.
3. List of Documents.
4. List and Description of Systems/Products.
5. Installation instructions where applicable.
6. Operating Instructions where applicable (include safety, housekeeping, visual inspections, etc.).
7. Maintenance Requirements For All Equipment/Products (include safety, PM, spare parts, troubleshooting,
assembly/disassembly instructions, repair requirements, etc.).
8. Controls and Adjustments.
9. Complete Bill of Materials
2.2 System & Equipment Operation & Maintenance Manuals
In coordination with the requirements above, each “System and Equipment Operation and Maintenance Manual” must
have a section on Emergencies, Operations and Maintenance as outlined below.
A. EMERGENCY SECTION
Gregory Eastman
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01782 - OPERATION AND MAINTENANCE DATA
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
Content: Organize manual into a separate section for each of the following:
1. Type of emergency.
2. Emergency instructions.
3. Emergency procedures.
Type of Emergency: Where applicable for each type of emergency indicated below, include instructions and
procedures for each system, subsystem, piece of equipment, and component:
1. Fire.
2. Flood.
3. Gas leak.
4. Water leak.
5. Power failure.
6. Water outage.
7. System, subsystem, or equipment failure.
8. Chemical release or spill.
Emergency Instructions: Describe and explain warnings, trouble indications, error messages, and similar codes and
signals. Include responsibilities of Owner's operating personnel for notification of Installer, supplier, and
manufacturer to maintain warranties.
Emergency Procedures: Include the following, as applicable:
1. Instructions on stopping.
2. Shutdown instructions for each type of emergency.
3. Operating instructions for conditions outside normal operating limits.
4. Required sequences for electric or electronic systems.
5. Special operating instructions and procedures.
a. Instructions on meaning of warnings, trouble indications, and error messages.
b. Instructions on stopping.
c. Shutdown instructions for each type of emergency.
d. Operating instructions for conditions outside of normal operating limits.
e. Sequences for electric or electronic systems.
B. OPERATIONS SECTION
Content: In addition to requirements in this Section, include operation data required in individual Specification
Sections and the following information including a clear explanation of all steps required with pictures or descriptions
of all language, touch screens, push buttons and lamps:
1. Description of System/Subsystem including functional description of each component and its objective with
layout.
2. Operating Instructions including checks and inspections.
Gregory Eastman
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01782 - OPERATION AND MAINTENANCE DATA
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
Basis of System Design, Operational Requirements, and Criteria: Include the following:
a. System, subsystem, and equipment descriptions.
b. Operating standards.
c. Operating characteristics and operator interfaces.
d. Limiting conditions.
e. Startup/set-up procedures and calibration requirements.
f.
Equipment or system break-in procedures.
g. Routine and normal operating instructions.
h. Safety procedures including features, policies, emergency procedures, lockout requirements, HazMat and
environmental considerations..
i.
Instructions on stopping.
j.
Normal shutdown instructions.
k. Operating procedures for emergencies.
l.
Operating procedures for system, subsystem, or equipment failure.
m. Equipment faults divided into electrical, mechanical, hydraulic, pneumatic, operator and “other” faults,
including error code list and fault recovery procedure including possible causes, solutions and logic used
to determine the solution.
n. Seasonal and weekend operating instructions.
o. Required sequences for electric or electronic systems.
p. Special operating instructions and procedures.
Systems and Equipment Controls: Describe the sequence of operation, and diagram controls as installed.
C. SYSTEMS AND EQUIPMENT MAINTENANCE SECTION
Content: For each system, subsystem, and piece of equipment not part of a system, include the following, as described
below.
1. Source Information: List each system, subsystem, and piece of equipment included in the manual, identified
by product name and arranged to match manual's table of contents. For each product, list name, address, and
telephone number of Installer or supplier and maintenance service agent, and cross-reference Specification
Section number and title in Project Manual.
2. Manufacturers' Maintenance Documentation: Manufacturers' maintenance documentation including the
following information for each component part or piece of equipment:
3. Standard printed maintenance instructions and bulletins.
4. PM Tasking worksheet as per RM-3
5. Drawings, diagrams, and instructions required for installation and/or maintenance, including disassembly and
component removal, replacement, and assembly.
6. Identification and nomenclature of parts and components.
7. Bill of Materials with items recommended to be stocked as spare parts noted.
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01782 - OPERATION AND MAINTENANCE DATA
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
Maintenance Procedures: Include the following information and items that detail essential maintenance procedures:
1. Test and inspection instructions.
2. Troubleshooting guide as per the latest version of TMS.
3. Precautions against improper maintenance.
4. Disassembly; component removal, repair, and replacement; and reassembly instructions.
5. Aligning, adjusting, and checking instructions.
6. Demonstration and training videotape, if available.
7. Adjustments: Include the following:
a. Alignments.
b. Checking adjustments.
c. Noise and vibration adjustments.
d. Economy and efficiency adjustments.
8. Troubleshooting: Include the following:
a. Diagnostic instructions.
b. Test and inspection procedures.
9. Maintenance: Include the following:
a. Inspection procedures.
b. Types of cleaning agents to be used and methods of cleaning.
c. List of cleaning agents and methods of cleaning detrimental to product.
d. Procedures for routine cleaning
e. Procedures for preventive maintenance as per the latest version of RM-3.
f.
Procedures for routine maintenance.
g. Instruction on use of special tools.
10. Repairs: Include the following:
a. Diagnosis instructions.
b. Repair instructions.
c. Disassembly; component removal, repair, and replacement; and reassembly instructions as per the
latest version of TMS.
d. Instructions for identifying parts and components.
Review of spare parts needed for operation and maintenance.
Maintenance and Service Schedules: Include service and lubrication requirements, list of required lubricants for
equipment, and separate schedules for preventive and routine maintenance and service with standard time allotment.
1. Scheduled Maintenance and Service: Tabulate actions for daily, weekly, monthly, quarterly, semiannual,
Gregory Eastman
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01782 - OPERATION AND MAINTENANCE DATA
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
y
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and annual frequencies.
2. Maintenance and Service Record: Include manufacturers' forms for recording maintenance.
Bill of Material and Source Information: Include lists of replacement and repair parts, with parts identified and
cross-referenced to manufacturers' maintenance documentation and local sources of maintenance materials and related
services.
Maintenance Service Contracts: Include copies of maintenance agreements with name and telephone number of
service agent.
Warranties and Bonds: Include copies of warranties and bonds and lists of circumstances and conditions that would
affect validity of warranties or bonds.
2.3 Product Operation & Maintenance Manuals
SIMPLE PROJECTS THAT REQUIRE FEW MANUALS, THIS INFORMATION MAY BE INCLUDED ON TITLE
PAGE.
A. Content: Organize manual into a separate section for each product, material, and finish. Include source
information, product information, maintenance procedures, repair materials and sources, and warranties and
bonds, as described below.
1. Source Information: List each product included in manual, identified by product name and arranged to
match manual's table of contents. For each product, list name, address, and telephone number of Installer
or supplier and maintenance service agent, and cross-reference Specification Section number and title in
Project Manual.
2. Product Information: Include the following, as applicable:
3. Product name and model number.
4. Manufacturer's name.
5. Color, pattern, and texture.
6. Material and chemical composition.
7. Reordering information for specially manufactured products.
B. Maintenance Procedures: Include manufacturer's written recommendations and the following:
1. Inspection procedures.
2. Types of cleaning agents to be used and methods of cleaning.
3. List of cleaning agents and methods of cleaning detrimental to product.
4. Schedule for routine cleaning and maintenance.
5. Repair instructions.
C. Repair Materials and Sources: Include lists of materials and local sources of materials and related services.
D. Warranties and Bonds: Include copies of warranties and bonds and lists of circumstances and conditions that
would affect validity of warranties or bonds.
1. Include procedures to follow and required notifications for warranty claims.
Gregory Eastman
Page 28
01782 - OPERATION AND MAINTENANCE DATA
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
01782.3 EXECUTION
3.1 Manual Preparation
A. Product Operation and Maintenance Manuals and System and Equipment Operation and Maintenance Manuals:
Assemble a complete set of operation and maintenance data for Products as well as Systems and Equipment,
indicating operation and maintenance of each system, subsystem, and piece of equipment not part of a system.
1. Engage a factory-authorized service representative to assemble and prepare information for each product
or system, subsystem, and piece of equipment not part of a system.
2. Prepare a separate manual for each system and subsystem, in the form of an instructional manual for use
by Owner's operating or maintenance personnel.
3. Assemble a complete set of maintenance data indicating care and maintenance of each product, system
material, and finish incorporated into the Work for use in the maintenance sections of the Product or
System and Equipment manuals.
B. Manufacturers' Data: Where manuals contain manufacturers' standard printed data, include only sheets pertinent
to product or component installed. Mark each sheet to identify each product or component incorporated into the
Work. If data include more than one item in a tabular format, identify each item using appropriate references from
the Contract Documents. Identify data applicable to the Work and delete references to information not applicable.
1. Prepare supplementary text if manufacturers' standard printed data are not available and where the
information is necessary for proper operation and maintenance of equipment or systems.
C. Drawings: Prepare drawings supplementing manufacturers' printed data to illustrate the relationship of component
parts of equipment and systems and to illustrate control sequence and flow diagrams. Coordinate these drawings
with information contained in Record Drawings to ensure correct illustration of completed installation.
1. Do not use original Project Record Documents as part of operation and maintenance manuals.
END OF SECTION
Gregory Eastman
Page 29
01782 - OPERATION AND MAINTENANCE DATA
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
01820 - DEMONSTRATION AND TRAINING
01820.1 GENERAL
1.1 Summary
A. This Section includes administrative and procedural requirements for instructing Owner's personnel, including the
following:
1. Demonstration of operation of systems, subsystems, and equipment.
2. Training in operation and maintenance of systems, subsystems, and equipment.
B. Related Sections include the following:
1. Division 1 Section "Project Management and Coordination" for requirements for pre-instruction
conferences.
2. Division 1 Section "Photographic Documentation" for preparing and submitting demonstration and
training videotapes.
3. Division 1 Section “Operation and Maintenance Data” for preparing and submitting an Operating Manual.
4. Refer to GM 1638 Appendix.
1.2 Submittals
A. Instruction Program: Submit two copies of outline of instructional program for demonstration and training,
including a schedule of proposed dates, times, length of instruction time, and instructors' names for each training
module. Include learning objective and outline for each training module.
1. At completion of training, submit one complete training manual[s] for Owner's use.
B. Qualification Data: For firms and persons specified in "Quality Assurance" Article to demonstrate their
capabilities and experience. Include lists of completed projects with project names and addresses, names and
addresses of architects and owners, and other information specified.
C. Attendance Record: For each training module, submit list of participants and length of instruction time.
D. Evaluations: For each participant and for each training module, submit results and documentation of
performance-based test.
E. Demonstration and Training Videotape: Submit two copies at end of each training module.
1.3 Coordination
A. Coordinate instruction schedule with Owner's operations. Adjust schedule as required to minimize disrupting
Owner's operations.
B. Coordinate instructors, including providing notification of dates, times, length of instruction time, and course
content.
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01820 - DEMONSTRATION AND TRAINING
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
C. Coordinate content of training modules with content of approved emergency, operation, and maintenance
manuals. Do not submit instruction program until operation and maintenance data has been reviewed and
approved by Architect.
01820.2 PRODUCTS
2.1 Instruction Program
A. Program Structure: Develop an instruction program that includes individual training modules for each system and
equipment not part of a system, as required by individual Specification Sections, and as follows:
1. Fire-protection systems, including fire alarm and fire-extinguishing systems.
2. HVAC systems, including air-handling equipment, air distribution systems, and terminal equipment and
devices.
3. HVAC instrumentation and controls.
4. Electrical service and distribution, including transformers, switchboards, panelboards, uninterruptible
power supplies, and motor controls.
5. Lighting equipment and controls.
6. Communication systems, including surveillance, voice and data, and television equipment.
B. Training Modules: Develop a learning objective and teaching outline for each module. Include a description of
specific skills and knowledge that participant is expected to master. For each module, include instruction for the
following:
1. Basis of System Design, Operational Requirements, and Criteria: Include the following:
a. System, subsystem, and equipment descriptions.
b. Performance and design criteria if Contractor is delegated design responsibility.
c. Operating standards.
d. Regulatory requirements.
e. Equipment function.
f.
Operating characteristics.
g. Limiting conditions.
h. Performance curves.
2. Documentation: Review the following items in detail:
i.
Emergency manuals.
j.
Operations manuals.
k. Maintenance manuals.
l.
Project Record Documents.
m. Identification systems.
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01820 - DEMONSTRATION AND TRAINING
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
n. Warranties and bonds.
o. Maintenance service agreements and similar continuing commitments.
3. Emergencies: Include the following, as applicable:
p. Instructions on meaning of warnings, trouble indications, and error messages.
q. Instructions on stopping.
r.
Shutdown instructions for each type of emergency.
s.
Operating instructions for conditions outside of normal operating limits.
t.
Sequences for electric or electronic systems.
u. Special operating instructions and procedures.
4. Operations: Include the following, as applicable:
v. Startup procedures.
w. Equipment or system break-in procedures.
x. Routine and normal operating instructions.
y. Regulation and control procedures.
z. Control sequences.
aa. Safety procedures.
bb. Instructions on stopping.
cc. Normal shutdown instructions.
dd. Operating procedures for emergencies.
ee. Operating procedures for system, subsystem, or equipment failure.
ff. Seasonal and weekend operating instructions.
gg. Required sequences for electric or electronic systems.
hh. Special operating instructions and procedures.
5. Adjustments: Include the following:
ii. Alignments.
jj. Checking adjustments.
kk. Noise and vibration adjustments.
ll. Economy and efficiency adjustments.
6. Troubleshooting: Include the following:
mm.Diagnostic instructions.
nn. Test and inspection procedures.
7. Maintenance: Include the following:
oo. Inspection procedures.
pp. Types of cleaning agents to be used and methods of cleaning.
Gregory Eastman
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01820 - DEMONSTRATION AND TRAINING
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
qq. List of cleaning agents and methods of cleaning detrimental to product.
rr. Procedures for routine cleaning
ss. Procedures for preventive maintenance.
tt. Procedures for routine maintenance.
uu. Instruction on use of special tools.
8. Repairs: Include the following:
vv. Diagnosis instructions.
ww.
Repair instructions.
xx. Disassembly; component removal, repair, and replacement; and reassembly instructions.
yy. Instructions for identifying parts and components.
zz. Review of spare parts needed for operation and maintenance.
01820.3 EXECUTION
3.1 Preparation
A. Assemble educational materials necessary for instruction, including documentation and training module.
Assemble training modules into a combined training manual.
B. Set up instructional equipment at instruction location.
3.2 Instruction
A. Facilitator: Engage a qualified facilitator to prepare instruction program and training modules, to coordinate
instructors, and to coordinate between Contractor and Owner for number of participants, instruction times, and
location.
B. Engage qualified instructors to instruct Owner's personnel to adjust, operate, and maintain systems, subsystems,
and equipment not part of a system.
1. Architect will furnish an instructor to describe basis of system design, operational requirements, criteria,
and regulatory requirements.
2. Owner will furnish an instructor to describe Owner's operational philosophy.
3. Owner will furnish Contractor with names and positions of participants.
C. Scheduling: Provide instruction at mutually agreed on times. For equipment that requires seasonal operation,
provide similar instruction at start of each season.
1. Schedule training with Owner with at least seven days' advance notice.
D. Evaluation: At conclusion of each training module, assess and document each participant's mastery of module by
use of a demonstration performance-based test.
E. Demonstration and Training Videotape: Record each training module separately. Include classroom instructions
Gregory Eastman
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01820 - DEMONSTRATION AND TRAINING
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
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p
y
and demonstrations, board diagrams, and other visual aids, but not student practice.
1. At beginning of each training module, record each chart containing learning objective and lesson outline.
F. Cleanup: Collect used and leftover educational materials and give to Owner. Remove instructional equipment.
Restore systems and equipment to condition existing before initial training use.
END OF SECTION
Gregory Eastman
Page 34
01820 - DEMONSTRATION AND TRAINING
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
DIVISION 02
SITE CONSTRUCTION
02057 - SOILS AND AGGREGATES
02057.1 GENERAL
1.1 Summary
A. Section Includes:
1. Define types of soils and aggregates.
2. Specify their uses, including required compaction, for each type of construction.
3. Establish the quality control procedures to verify compliance with the intent of the Contract Documents.
4. The provisions of this Section apply to all work involving the use of the soils and aggregates defined, and
shall govern except where specifically modified in a Section specifying particular work.
B. Related work Specified In Other Sections:
1. Earthwork – Division 2.
2. Storm Drainage – Division 2.
3. Flexible Pavement – Division 2.
4. Concrete Paving – Division 2.
5. Lawn and Grasses – Division 2.
6. Fire Protection Systems – Division 15
7. Wire and Cable Work (600 volts and less) – Division 16.
8. Underground Electric Service – Division 16.
1.2 Submittals
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g.,
Item [L]). Refer to Division 1 General Requirements for definition of codes for types of submittals and the
administrative requirements governing submittal procedure.
B. Qualifications of the Testing Agency [Q]. Submit and include its personnel for approval prior to retaining the
agency.
C. Test reports [T]. Each Testing Agency shall submit, in duplicate, tests, investigations, findings and
recommendations to the Contractor and to the Architect-Engineer, as soon as each report has been completed.
Gregory Eastman
Page 35
02057 - SOILS AND AGGREGATES
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
1.3 Quality Assurance
A. Sampling and testing of soil and aggregate materials and of compaction shall be done by independent,
well-established and qualified commercial testing agencies. The personnel shall be qualified and shall have had
experience on projects equal to the complexity of this project.
B. The Owner will retain a testing agency for field quality control of operations. The Contractor shall retain a testing
agency to perform material testing and to prepare test reports and other submittals. The Contractor-retained
agency shall not be the same agency that the Owner retains. The Architect-Engineer reserves the right to request
change in personnel or firm at any time.
C. The Contractor shall retain a testing agency to perform material testing and to prepare test reports and other
submittals; and a separate testing agency to maintain field quality control of operations. The Architect-Engineer
reserves the right to request change in personnel or firms at any time.
D. Submit proposed Contractor-furnished material, including off-site borrow material, to the Contractor-retained
Testing Agency for its analysis and report, in sufficient time so as not to delay the progress of the Work.
1.4 Project Conditions
TYPE
DEFINITION
General Requirements For
Slag
Except as specifically indicated in these documents; blast and
reverberatory furnace slags are permitted; basic oxygen, open
hearth, and electric furnace slags are not permitted. These
requirements supersede the requirements of reference
documents.
CL
Clay per ASTM D 2487, “Standard Classification of Soils for
Engineering Purposes (Unified Soil Classification System)”,
Classification CL.
DG-1
Dense-Graded Aggregate with the following gradation:
Particle Size
DG-2
Minimum
Maximum
1-1/2”
100
100
1”
85
100
1/2”
50
75
#8
20
45
Dense Graded Aggregate with the following gradation:
Particle Size
Gregory Eastman
% Passing By Weight
% Passing By Weight
Minimum
Maximum
1”
100
100
3/4”
90
100
Page 36
02057 - SOILS AND AGGREGATES
GM One Spec
General Motors Company
GM-1
Project No. 1201344 (SPEC-01804)
Global Facilities Group
3/8”
65
85
#8
30
50
Durable, uniformly graded, crushed stone, crushed gravel or
gravel, per the following gradation:
Particle Size
U.S. Std. Square Mesh
GM-2
% Passing By Weight
Sieve Size
Minimum
Maximum
2 inch
100
100
1/2 inch
45
85
No. 4
20
85
No. 30
5
30
Granular Material consisting of sand, gravel, crushed stone, ,
iron blast-furnace slag, reverberation-furnace slag or a
combination thereof graded as follows:
Particle Size
% Passing By Weight
Minimum
Maximum
3”
100
100
1”
60
100
#100 Sieve
0
30
GM-2A
Same material as GM-2 except maximum size 1/2 inch.
CA-1
Coarse Aggregate graded as follows:
Particle Size
E
% Passing By Weight
Minimum
Maximum
1-1/2”
100
100
1”
95
100
3/4”
30
60
#4 Sieve
0
8
Selected earth having an in-place density of at least 100 PCF;
plasticity index less then 40; less than 4% organic materials;
free of peat, rock or gravel larger than 3 inches (75 mm) in any
dimension, debris, waste, frozen materials, vegetation, and
other deleterious matter.
Gregory Eastman
Page 37
02057 - SOILS AND AGGREGATES
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
NS
Natural Sand; clean, hard, durable particles of sand resulting
from natural disintegration of rock, well graded from coarse to
fine with 100% passing the #4 sieve and not over 7% passing
the #200 sieve.
PG
Pea Gravel; clean, hard, durable, free flowing, naturally
rounded particles of rock, free from clay lumps, with 100%
passing the 3/8” sieve and not over 5% passing the #8 sieve.
Rip Rap
Sound, durable boulders or rock, well graded, of sizes 8 inches
minimum to 24 inches maximum in either dimension, weighing
not less than 50 pounds each, except as needed for filling-in
spaces between the larger pieces.
Topsoil (For Removal)
A surface soil layer containing organic matter such as roots or
humus, and having a weight loss of 5% or more on ignition at
600 degC for 3 hours when compared with the oven dry weight
as determined by ASTM D 2216, “Standard Test Method for
Laboratory Determination of Water (Moisture) Content of Soil
and Rock by Mass”.
Refer to other applicable Contract Documents for topsoil
stripping requirements.
Topsoil (Project-usable)
Selected, fertile, friable loam, stripped from the upper 12 inches
and having a weight loss of 6 to 12% when tested per “For
Removal” above; free from subsoil, heavy clay lumps, stones,
grass clumps, and roots larger than 1/8 inch in diameter, or
other objectionable matter such as garbage or rubbish.
Refer to Earthwork in Division 2 and other applicable Contract
Documents for topsoil placement requirements.
Unsuitable soil
Unsatisfactory Soils: ASTM D 2487, “Standard Classification
of Soils for Engineering Purposes (Unified Soil Classification
System)”, soil classification groups ML, MH, CH, OL, OH,
and PT, or a combination of these group symbols.
Unsatisfactory soils also include satisfactory soils not
maintained within 2 %of optimum moisture content at time of
compaction. Unsuitable soils also include any soil not meeting
the requirements of the material definitions in this Section.
1.5 Material Use and Compaction
A. Definitions:
1. Maximum density. The dry density at optimum moisture content per ASTM D 1557, “Standard Test
Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000
ft-lbf/ft3(2,700 kN-m/m3))”, or ASTM D 698, ”Standard Test Methods for Laboratory Compaction
Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3))”.
2. In-place density. The dry density, dry unit weight, or dry unit mass as applicable per ASTM D 1556,
Gregory Eastman
Page 38
02057 - SOILS AND AGGREGATES
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
p
y
y
y y
g
y
pp
p
“Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method”, D 2167,
“Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method”, D
2922, “Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods
(Shallow Depth)” and D 3017, “Standard Test Method for Water Content of Soil and Rock in Place by
Nuclear Methods (Shallow Depth)”, or D 2937, “Standard Test Method for Density of Soil in Place by the
Drive-Cylinder Method”, as appropriate.
3. Required compaction. The ratio of in-place density to maximum density, expressed as a percentage.
4. Compacted. Material at the required compaction or higher.
5. Subgrade. The in-place compacted soil, aggregate, fill or backfill which receives subsequent construction
such as structures or overlying courses.
6. Base Course: The in-place compacted aggregate that receives concrete or asphalt pavement.
7. Exterior. Any area outside of building wall lines.
8. Interior. Any area within building wall lines.
B. Moisture Content And Tolerance:
1. Material to be compacted shall contain the amount of moisture to obtain the required compaction
uniformly throughout its depth. Add moisture to or dry out soils or aggregates being used so that the soils
or aggregates are within 2%, plus or minus, of the optimum moisture content during compaction.
C. Schedule:
1. When using hand-guided compaction equipment or hand tamping tools, the maximum loose measure lift
shall be 4 inches in lieu of maximum lifts specified below when using machine compaction.
APPLICATION
TYPE
MAXIMUM
LIFT
THICKNESS,
IN INCHES —
LOOSE
MEASURE FOR
MACHINE
COMPACTION
REQUIRED
COMPACTION
(%)
E or
8
95
8
95
8
90
Fill
Interior areas to bottom of aggregate base,
including exterior areas to 5 feet outside
building wall lines
Under exterior slabs, pavements, or other
improved surfaces of concrete, bituminous, or
aggregate 5 feet beyond edge of pavement or
aggregate
(1) Top 18 inches of subgrade
Gregory Eastman
GM-2
E
or
GM-2
E
Page 39
02057 - SOILS AND AGGREGATES
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
(2) More than 18 inches below top of
subgrade
E
8
95
Other locations
E
12
90
Under portland cement or bituminous
concrete, or aggregate surfaced areas, such as
floors, roads, floors, walks, parking lots,
shoulders, or railroad trackage, including
work in existing or future locations
GM-2
8
95
Where trench shoulder adjacent to areas
described above is 2 feet or less
GM-2
8
95
Where new work crosses under previously
constructed utilities
GM-2
8
95
Other exterior areas not described above
E OR
GM-2
8
90
Interior areas to bottom of aggregate base, and
exterior to 5 feet outside building wall lines
GM-2
8
95
GM-2
8
95
Flexible pavement
DG-1
6
95
Concrete pavement
DG-2
6
95
Interior concrete slabs
GM-1
6
95
Walks
GM-2
6
95
Backfill (To Top of Subgrade)
Subgrade
* Coordinate aggregate subbase with design details.
* Compaction same as noted for fill or backfill for same type of area.
Aggregate Subbase
Flexible pavement
Aggregate Base
Embedment (Bedding And Initial Backfill)
Requirements For Non-Corrosive Embedment. Provide the embedment material as specified, with the
additional requirements as follows: having a specific soil resistivity tested per ASTM G57-78,
“Standard Test Method for Field Measurement of Soil Resistivity Using the Wenner Four-Electrode
Method”, greater than or equal to 7500 ohm-centimeters when measured in a damp condition; having
a uniform soil resistivity throughout and having aggregates with no sharp edges.
Exterior pipes, including culverts, and
irrigation, but excluding Underdrains
NS
6
90
Interior pipes, excluding Underdrains
NS
6
90
Steel tanks
NS
6
90
Gregory Eastman
Page 40
02057 - SOILS AND AGGREGATES
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
FRP tanks
Anodes and associated cable
PG
12
*
GM-2A
6
90
* Consolidate the material thoroughly, by probing or tamping near the tank, giving special attention
to bedding under tank and between ribs.
Direct burial cable & direct burial conduit
NS
6
90
CA-1 or
PG
6
90
At ends of culverts
CL
6
90
Under exterior slabs or pavements of concrete,
bituminous or aggregate, as a seal for tops of
excavations where shown
CL
6
95
All other exterior locations as a seal for tops
of excavations where shown
CL
8
90
DG-2
6
90
(Project-u
sable)
8
Same as adjacent
natural soil
Underdrains
Clay Seal
Aggregate Surface And Aggregate
Shoulders
General Purpose
Topsoil
Riprap
For use in erosion control, at end of culvert end sections and to line the ditches.
1.6 Field Quality Control
A. Refer to “Definitions” Article for the standards for test methods to be used for field quality control.
B. The Testing Agency for field quality control of operations shall determine the compaction of all material placed
and shall conduct the following minimum number of in-place density tests after monitoring the placing and
compacting of each lift.
1. One test per lift of fill for each 2000 square yards.
2. One test per final lift (subgrade) of fill or backfill within building wall lines, for each 600 square yards,
both after compaction and before base or slab construction.
3. Three tests per lift of trench backfill for each 500 lineal feet.
C. If compaction tests indicate that a layer has not been brought to the required compaction, recompact the area, prior
to placement of additional material, until the required compaction is obtained. If the layer has been covered by a
subsequent operation, remove such material before re-compacting the defective layer.
02057.2 PRODUCTS
Gregory Eastman
Page 41
02057 - SOILS AND AGGREGATES
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
NOT USED.
02057.3 EXECUTION
NOT USED.
END OF SECTION
Gregory Eastman
Page 42
02057 - SOILS AND AGGREGATES
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
02220 - SITE DEMOLITION
02220.1 GENERAL
1.1 Summary
A. Section Includes:
1. Perform demolition activities shown or specified, including disposal of waste material.
B. Related Work Specified in Other Sections:
1. Alteration Procedures - Division 1 General Requirements.
2. Building Demolition Division 2.
1.2 Submittals
A. Letter of Notice [L]: At least 30 days before start of demolition, give notice in writing, to utility companies,
service companies, and public authorities having interests, to allow them time to do appropriate preparatory work.
Submit copies of notices to the Architect-Engineer for information.
1.3 Quality Assurance
A. Requirements of Regulatory Agencies:
1. For work done on public property, comply with requirements of Governmental Authorities having
jurisdiction.
1.4 Project Conditions
A.
B.
Existing Conditions:
1.
Structures to be demolished will be vacated.
2.
The Drawings indicate the physical dimensions, existing levels and general topography of the site, with
subsurface obstructions, existing underground utilities and similar items being shown where known.
3.
Locations of existing underground utilities and subsurface obstructions are shown using the best
information available but with no representation that the shown locations are accurate or that lines other
than shown may not be present. Refer to heading “Protection” for details of requirements of
identification and locations of these utilities.
4.
Information pertaining to existing conditions is offered to assist in evaluation of Work, but with no
specific representation, either expressed or implied, about completeness or accuracy. The Contractor
shall be responsible for any deductions or conclusions based on this information and that of any
additional site inspections, if made.
Protection:
1.
Gregory Eastman
Maintain in service and protect from damage the existing utilities that are to remain.
Page 43
02220 - SITE DEMOLITION
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
C.
Global Facilities Group
2.
Before commencing demolition activity, contact municipal service departments, service companies and
other utilities affected, and arrange to have the lines that are within the Work Area accurately located and
identified with appropriate surface markers.
3.
If any other utility lines are known to extend beyond the Work Area Limits, these lines shall be located
and identified as in the above paragraph.
4.
The use of explosives is prohibited.
5.
Conduct demolition operations to insure safety of persons and to prevent damage to existing structures
and utilities, trees and other vegetation to be left in place, construction in progress, and other property.
6.
Conduct demolition operations and remove debris to disposal areas in a manner to ensure maximum
safety and minimum interference with operations of others, private and public.
7.
Do not close or obstruct streets, walks, and other facilities occupied and used by the Owner or the public,
without prior written permission.
8.
Notify Owner immediately if unforeseen hazardous waste is encountered.
Sequencing, Scheduling:
1.
Complete demolition operations on structures, and remove debris before start of earthwork operations.
02220.2 PRODUCTS
NOT USED.
02220.3 EXECUTION
3.1 Demolition
A. Utilities And Services:
1. Do not interrupt utilities and services to other facilities on the premises without written permission of the
Owner; provide protection from damage for utilities and services; provide temporary services if
interruption would interfere with Owner’s operations.
2. At least 30 days before start of demolition, give notice in writing, to utility companies, service companies,
and public authorities having interests, to allow them time to do appropriate preparatory work. Submit
copies of notices to the Architect-Engineer for information.
3. Shut off utilities and services serving the structures to be demolished. Disconnect and seal the utilities and
services:
1. At points just beyond limits of demolition.
2. At property lines or at meter pits adjacent thereto.
4. If utility or service lines, materials and equipment are to be removed from service, secure written
permission from the owning companies or public authorities of this intent.
5. For utilities or services remaining in service, protect the lines from damage. Reroute utilities or services
temporarily to avoid damage to utilities. Restore to original locations when conditions allow. Repair
Gregory Eastman
Page 44
02220 - SITE DEMOLITION
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
p
y
g
damage caused by operations of this Contract.
g
p
6. Definitions. The following definitions apply to work under this specification.
a. “Remove”. Means to excavate, to remove utility or service, to seal ends at disconnection points
and to backfill.
b. “Abandon”. Means to seal the ends at disconnection points and to leave utility or service in place.
Where shown, fill abandoned lines with flowable fly ash such as Flo Fil, "Flo-Fil",
www.flofil.com or other approved.
7. For utilities and services to be removed from service, remove to extent shown. Remove to 2 feet below
finished grades unless greater depth is shown on the Drawings.
8. For utilities and services to be abandoned, leave materials and equipment in place that do not interfere
with new construction.
9. Permanent seals shall consist of:
a. Masonry or concrete bulkhead, or plate with concrete support, for ends of utilities and services
removed from service or abandoned, and for non-pressure seals on lines in service.
b. Appropriate pipe plugs or caps, with required permanent thrust restraint, for pressure lines in
service at terminations.
B. Precautions:
1. The Contractor is responsible for the stability of adjacent structures, roads, utility and service lines and
other adjacent facilities and for the protection of life and property during demolition operations.
2. Survey and record the condition of existing facilities to remain in place that might be affected by the
demolition operations. After demolition operations are completed, survey the conditions again and restore
existing facilities to their predemolition condition.
3. Provide temporary barriers, warning signs, lights, and other protective devices and safety measures to
prevent accidents.
4. Provide temporary sheeting, shoring, bracing, staving, underpinning and other protective measures
required to prevent collapse or damage to unsupported walls, foundations of adjacent buildings, and other
facilities during demolition operations.
5. Remove and dispose of temporary work when no longer required.
6. Exterminate rodents and vermin in the structures to be demolished in accordance with health laws and
regulations that govern.
C. Methods Of Work:
1. The Contractor is responsible for the methods employed in performing the Work, subject to the
requirements specified in this Section.
2. Perform work to minimize dirt, dust and noise. Cranes, conveyors or temporary elevators may be used to
lower removed materials from upper floors. Provide suitable means to direct free dropping of materials
towards the center of structure or towards the center of Project Site. Fog-spraying with water may be used
for dirt and dust control.
3. Demolish structures by cutting or disassembling in pieces, starting at the top and proceeding downward
systematically. Do not collapse the whole structure nor any major portion of same. Complete the work
above each tier or floor before disturbing any of the supporting members on the lower levels.
Gregory Eastman
Page 45
02220 - SITE DEMOLITION
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
4. If cutting torches are used, take precautions necessary to prevent setting of fires, including use of fireproof
tarpaulins and maintenance of fire extinguishing apparatus adjacent to cutting area. Obtain Owner’s
written approval for using cutting torches, before their use.
5. Demolish concrete and masonry walls and concrete floor slabs above grade producing pieces that can be
readily loaded and removed. Demolish metal items into pieces that can be readily loaded and removed,
without using cutting torch unless torches are allowed.
6. Demolish foundation walls and slabs on grades to not less than 12 inches beyond the horizontal and
vertical lines of new construction, producing pieces that can be readily loaded and removed. Where
basement slabs are below the limits of new construction, break the slabs into pieces of maximum
dimension of 5 feet to assist drainage.
7. Demolish the entire structure and utility and service lines within the Work Area Limits.
8. Remove existing portland cement and asphaltic concrete surfaces, including granular bases, within shown
limits that are adjacent to or integral with structure demolition. Sawcut 2 inches minimum depth at
removal limits. Removal limits in portland cement concrete may be extended to the next adjacent joint,
provided the remaining panels are sound and extend at least 5 feet from the joint.
9. Pavement And Walks
a. Remove existing portland cement and asphalt concrete surfaces, including granular bases, within
shown limits that are not part of demolition of structures. Sawcut two 2 inches minimum depth at
removal limits. Removal limits in portland cement concrete may be extended to the next adjacent
joint, provided the remaining panels are sound and extend at least 5 feet from the joint.
10. Miscellaneous Structures
b. Remove existing fences, signs, and similar structures within shown limits.
3.2 Disposing of Waste Material
A. Materials resulting from demolition operations become the property of the Contractor. Remove and dispose of
demolished materials off-site as work progresses. Do not accumulate removed materials on the site, nor sell
removed materials on Owner’s property.
B. Turn over to the Owner demolished materials designated to remain the property of the Owner. Remove and
dispose of off-site, other materials resulting from demolition work. Do not sell removed items on Owner’s
property.
C. Haul combustible removed materials to designated area on Owner’s property and burn in accordance with local
laws and regulations.
D. Do not burn removed materials on the Owner’s property.
E. Haul and dispose of removed materials offsite unless otherwise directed by the Owner’s Representative.
END OF SECTION
Gregory Eastman
Page 46
02220 - SITE DEMOLITION
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
02221 - BUILDING DEMOLITION
02221.1 GENERAL
1.1 Summary
A. Section Includes:
1. Perform all demolition activities, as shown or specified, including disposal of waste material.
B. Related Work Specified In Other Sections:
1. Site Demolition – Division2
2. Earthwork - Division 2
1.2 Quality Assurance
A. Requirements of Regulatory Agencies
1. For work done on public property, comply with the requirements of Governmental Authorities having
jurisdiction.
1.3 Project Conditions
A. Existing Conditions:
1. Structures to be demolished will be vacated prior to the start of Work of this Contract.
2. The Drawings indicate the physical dimensions, existing levels and general topography of the site, with
subsurface obstructions, existing underground utilities and similar items being indicated where known.
3. Locations of existing underground utilities and subsurface obstructions are shown using the best
information available but with no representation that the indicated locations are accurate or that lines other
than shown may not be present. Refer to heading “Protection” for details of requirements of identification
and locations of these utilities.
4. All information relative to existing conditions is offered to assist the Contractor in evaluation of the
Work, but with no specific representation, either expressed or implied, as to completeness or accuracy.
The Contractor shall be responsible for any deductions or conclusions made on the basis of this
information and that of any additional site inspections, if made.
B. Protection:
1. Maintain in service and protect from damage the existing utilities that are to remain.
2. Before commencing demolition activity, contact all municipal service departments, service companies and
other utilities affected, and arrange to have the lines that are within the Work Area accurately located and
identified with appropriate surface markers.
3. If any other utility lines are known to extend beyond the Work Area Limits, such lines shall be located
Gregory Eastman
Page 47
02221 - BUILDING DEMOLITION
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
y
y
and identified as in the above paragraph.
y
4. The use of explosives is prohibited.
5. Conduct demolition operations to insure safety of all persons and to prevent damage to existing structures
and utilities, trees and other vegetation to be left in place, construction in progress, and other property.
6. Conduct demolition operations and remove debris to disposal areas in a manner to insure maximum safety
and minimum interference with operations of others, private and public.
7. Do not close or obstruct streets, walks, and other facilities occupied and used by the Owner or the public,
without prior written permission.
C. Sequencing, Scheduling:
1. Perform all demolition operations on structures, and remove all debris prior to the start of earthwork
operations.
02221.2 PRODUCTS
NOT USED.
02221.3 EXECUTION
3.1 Demolition
A. Utilities and Services:
1. Do not interrupt utilities and services to other facilities on the premises without written permission of the
Owner; provide protection from damage for such utilities and services; provide temporary services if
interruption would interfere with Owner’s operations.
2. At least 30 days prior to start of demolition, give notice in writing, to the utility companies, service
companies, and public authorities having interests, to allow them time to do appropriate preparatory work.
Submit a copy of such notice to the Architect-Engineer for information.
3. Shut off utilities and services serving the structures to be demolished. Disconnect and seal the utilities and
services:
a. At points just beyond limits of demolition.
b. At property lines or at meter pits adjacent thereto.
4. If utility or service lines, materials and equipment are to be removed from service, secure written
permission from the owning companies or public authorities of this intent.
5. For utilities or services remaining in service, protect the lines from damage due to operations of the
Contract. Reroute utilities or services on a temporary basis as necessary to avoid operations of the
Contract; restore to original locations when conditions allow. Repair damage caused by operations of this
Contract.
6. Definitions. The following definitions apply to work under this Article.
a. “Remove”. Means to excavate, to remove utility or service, to seal ends at disconnection points
Gregory Eastman
Page 48
02221 - BUILDING DEMOLITION
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
and to backfill.
b.
“Abandon”. Means to seal the ends at disconnection points and to leave utility or service in
place. Where indicated, fill abandoned lines with flowable fly ash such as
"Flo-Fil", www.flofil.com or other approved..
7. For utilities and services to be removed from service, remove to extent indicated or as required for new
construction. Remove to 2 feet below finished grades unless greater depth is shown on the Drawings.
8. For utilities and services to be abandoned, leave materials and equipment in place that do not interfere
with new construction.
9. Permanent seals shall consist of:
a. Masonry or concrete bulkhead, or plate with concrete support, for ends of utilities and services
removed from service or abandoned, and for non-pressure seals on lines in service.
b. Plugs or caps appropriate to the type of pipe, with required permanent thrust restraint, for
pressure lines in service at terminations.
B. Precautions:
1. Be responsible for the stability of adjacent structures, roads, utility and service lines and other adjacent
facilities and for the protection of life and property during and as a result of demolition operations.
2. Survey and record the condition of existing facilities to remain in place that might be affected by the
demolition operations. After demolition operations are completed, survey the conditions again and restore
existing facilities to their predemolition condition.
3. Provide temporary barriers, warning signs and lights, and other protective devices and safety measures as
required to prevent accidents.
4. Provide temporary sheeting, shoring, bracing, staving, underpinning and other protective measures, as
required to prevent collapse of or damage to unsupported walls and foundations of adjacent buildings and
other facilities as a result of demolition operations.
5. Remove and dispose of all temporary work when no longer required.
6. Exterminate rodents and vermin in the structures to be demolished in accordance with health laws and
regulations that govern.
C. Methods of Work:
1. Be responsible for the methods employed in performing the Work, subject to the requirements specified in
this Section.
2. Perform all work so as to create a minimum of dirt, dust and noise. Cranes, conveyors or temporary
elevators may be used to lower removed materials from upper floors. In case free-dropping of materials to
the ground is allowed, provide suitable means to direct the drop towards the center of the structure or
towards the center of the Project Site. Fog-spraying with water may be used for dirt and dust control.
3. Demolish structures by cutting or disassembling in pieces, starting at the top and proceeding downward
systematically. Do not collapse the whole structure nor any major portion of same. Complete the work
above each tier or floor before disturbing any of the supporting members on the lower levels.
4. The structure may be removed from the site as a whole unit. Perform jacking and provide trailers as
required. Secure prior written approval for movement of structure on roads, streets and highways, from
authorities having jurisdiction.
5. If cutting torches are used, take all precautions necessary to prevent setting of fires, including use of
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fireproof tarpaulins and maintenance of fire extinguishing apparatus adjacent to cutting area. Obtain
Owner’s written approval for using cutting torches, prior to their use.
6. Demolish concrete and masonry walls and concrete floor slabs above grade producing pieces that can be
readily loaded and removed. Demolish metal items into pieces that can be readily loaded and removed,
without using cutting torch unless torches are allowed.
7. Demolish foundation walls and slabs on ground to not less than 24 inches below the horizontal and
vertical lines of finish grade, producing pieces that can be readily loaded and removed. Where basement
slabs are below the limits of new construction, break the slabs into pieces of maximum dimension of 5
feet to facilitate drainage. Demolish all slabs on grade.
8. Demolish the entire structure and all utility and service lines within the Work Area Limits.
9. Remove existing portland cement and asphaltic concrete surfaces, including granular bases, within
indicated limits that are adjacent to or integral with structure demolition. Sawcut 2 inches minimum depth
at removal limits. Removal limits in portland cement concrete may be extended to the next adjacent joint,
provided the remaining panels are sound and extend at least 5 feet from the joint.
3.2 Disposing of Waste Material
A. All materials resulting from demolition operations become the property of the Contractor. Remove and dispose of
demolished materials off-site as the work progresses. Do not accumulate removed materials on the site, nor sell
removed materials on Owner’s property.
B. Turn over to the Owner demolished materials designated to remain the property of the Owner. Remove and
dispose of off-site, other materials resulting from demolition work. Do not sell removed items on Owner’s
property.
C. Haul all combustible removed materials to designated area on Owner’s property and burn in accordance with local
laws and regulations.
D. Do not burn removed materials on the Owner’s property.
E. Haul and dispose of removed materials to designated spoil areas on Owner’s property.
END OF SECTION
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GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
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02260 - EXCAVATION SUPPORT AND PROTECTION
02260.1 GENERAL
1.1 Summary
A. Section Includes Excavation support and protection systems but not limited to the following:
1. Sheet piling
2. Soldier Piles and timber lagging
3. Tie backs
4. Auger cast piles
B. Related Work Specified In Other Sections:
1. Earthwork for excavating and backfilling – Division 2
2. Soils and Aggregates – Division 2
3. Dewatering – Division 2
1.2 System Description
A. Performance Requirements:
1. Contractor must provide professional engineering services needed to design, furnish, install, monitor and
maintain excavation support and protection systems necessary to support the existing plant
foundation/retaining wall along Column Line A during the demolition of the Administration Building
located south of Column Line A. The Administration Building structure currently braces the top of the
foundation/retaining wall. Foundation/retaining wall support shall be provided for the period of time
between demolition and placement of new backfill. The system of support shall assure there are no
displacements of the foundation/retaining wall. Alternately, the Contractor shall demonstrate, to the
Owner's satisfaction, that the sequence of demolition and backfill placement provided will provide a safe
and stable foundation/retaining wall and that no displacements will occur.
2. Contractor shall obtain the services of a licensed professional engineer to design and locate all excavation
support and protection elements. The Contractor shall submit for review to the Architect-Engineer
working drawings and calculations that have been signed and sealed by a registered professional engineer.
3. The excavation protection system must be installed without damaging existing building construction,
existing pavements and any other site construction adjacent to the excavation.
4. The design and installation of the excavation protection system shall include dewatering as dictated by
project site conditions. Water shall be conducted the entire way to site drainage facilities.
1.3 Submittals
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g.,
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Item [L]). Refer to Division 1 General Requirements for definition of codes for types of submittals and the
administrative requirements governing submittal procedure. Additional submittal requirements pertaining to this
Section are specified under this Article.
B. Earth Retention System Shop Drawings [D]: Submit shop drawings for the Earth Retention System signed and
sealed by a qualified professional engineer which includes but not limited to the following:.
1. Include the GM Project Number on all drawings as part of the drawing identification number required by
the Special Conditions.
2. Prepare drawings complete with all necessary plans, elevations and sections to indicate the size of all
members and their relative positions vertically and horizontally relative to floor lines and column centers.
3. Include all piling sizes and dimensions with driving starting point and sequence.
4. Show complete details for cutting, fabricating, and connection of pieces.
5. Provide separate drawings for erection indicating marks for pieces.
6. Indicate welding by using AWS symbols showing type, size and location of welds. Prepare welding
procedure specifications and diagrams for each weld joint.
7. Submit weld design and procedures for welds not prequalified by AWS.
8. Include all design analysis and calculations with shop drawing submittal.
C. Quality Assurance/Control Submittals
1. Earth Retention System Installation Procedure [R]: Submit to Architect-Engineer a complete and detailed
description of the installation procedure identifying all materials; the piling driving equipment; hammers;
extractors; protection caps; dewatering methods and other installation appurtenances.
2. Earth Retention System Installation Records [R]: Submit to Owner’s Representative a daily log
identifying but not limited to the following:
a. Pile driving equipment performance.
b. Piling penetration rate data.
c. Top and bottom elevations of installed piling.
d. Survey elevations and positions of earth retention system in comparison to original elevations and
positions.
1.4 Quality Assurance
A. Requirements of Regulatory Agencies:
1. Perform the work of this section according to the applicable safety provisions of the Local, State and
Federal governmental authorities with the applicable rules of the “General Safety Rules and Regulations
for the Construction Industry”, published by the Construction Safety Commission.
1.5 Delivery, Storage and Handling
A. Store piling members and materials at the site in locations agreed upon with the Owner’s Representative. Store on
shores or blocking to keep the steel free from dirt, mud, and other foreign materials
B. Properly store, handle and erect material. Replace or repair damaged material at no extra cost to the Owner.
C. Materials delivered to the site shall be new and undamaged and shall be accompanied by mill certification and
certified test reports. The manufacturer’s identification and mill certification mark shall be provided on each sheet
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pile delivered in accordance with the referenced specifications.
D. Sheet piling shall be stored and handled in the manner recommended by the manufacturer to prevent permanent
deflection, distortion and damage to the interlocks. Piles of a different type of grade shall not be intermixed in
stockpiles.
E. Each sheet pile shall have its ASTM Specification Number, steel grade and section identification number painted
on or near each end.
1.6 Project Site Conditions
A. Existing Conditions:
1. Examine the site to determine the conditions under which the work is to be done.
2. Become familiar with the geological formation in the area of work and the possibility of encountering
water, gas, and other conditions in the construction area.
3. Determine the locations of underground utilities in the areas of work and protect such utilities from
damage during construction operations. Notify the Owner’s Representative of conflicts with underground
utilities before proceeding with Work. Damage to utilities due to this work shall be repaired at no cost to
the Owner.
4. It shall be the contractor’s responsibility to assure that methods employed in locating all existing utilities
that no damage or loss of service occurs as a result of this method.
02260.2 PRODUCTS
2.1 Materials
A. Auger Cast-In-Place Concrete Pile: Mixture of Type I Portland Cement, a pozzolanic material, a grout fluidifier,
aggregate and water, proportioned and mixed so as to produce a mortar capable of being pumped without
difficulty, that will penetrate into the surrounding soil strata of the pile hole, that will maintain solids in
suspension without appreciable water gain, with an ultimate compressive strength of 4500 pounds per square inch
at 28 days.
B. Earthwork: Refer to Division 2 for backfilling materials.
C. Structural Steel: ASTM A36 or ASTM A 572.
D. Steel Sheet Piling: ASTM A 328 (ASTM A 328M) or ASTM A 572 (ASTM A 572M.
E. Wood Lagging: Lumber, mixed hardwood, nominal rough thickness of 3 inches ( 75 mm).
F. Cast-in-Place Concrete: ACI 301 for compressive strengths required for particular applications
G. Reinforcing Bars: ASTM A 615 Grade 60 deformed
02260.3 EXECUTION
3.1 Preparation
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Project No. 1201344 (SPEC-01804)
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A. Contractor must protect and shore all adjacent structures, pavements, and utilities from damage caused by any
settlement, undermining, and lateral movement that could develop during earth retention system operations.
B. Continuously monitor excavation support and protection systems during the excavation process.
C. Type of retention system and method of installation shall be selected so as to minimize interference with Owner’s
operations. Extreme care shall be exercised so as to minimize construction noise and vibrations that may be
transmitted to adjacent operating facilities. Proposed location of the earth retention system shall be reviewed with
Architect-Engineer and Owner’s representative, prior to start of any work on site.
3.2 Soldier Piles and Timer Lagging
A. Install steel soldier piles prior to excavation. Locate soldier piles at intervals not to exceed allowable flexural
strength of timber lagging. Accurately align the exposed faces of flanges to vary not more than 2 inches from a
horizontal line and not more than 1:100 out of vertical alignment.
B. Timber lagging shall have a minimum thickness of 3 inches.
C. As the excavation progresses, timber lagging shall be installed within the flanges of the soldier piles. Excavation
shall not proceed more than 2 feet below the lagging already in place. Fill voids behind the lagging with soil and
compact.
3.3 Sheet Piling
A. Provide and drive temporary or permanent sheet piling around areas to be excavated where indicated on drawings
or as required to maintain banks of excavations. Sheet piling shall be interlocking steel sections of suitable type,
cross section, and length as dictated by project conditions.
B. Align exposed faces of sheet piling to vary not more than 2 inches from a horizontal line and not more than 1:100
out of vertical alignment.
3.4 Internal Bracing
A. Soldier piles or sheet piles may be braced by horizontal steel wales and struts designed to withstand horizontal
earth pressures.
B. Bracing system, if used, shall be designed to allow the removal of internal bracing to avoid embedment of, or
blockouts for elements of internal bracing.
3.5 Tiebacks
A. Drill, install, grout, and tension tiebacks into correct position as designed by a qualified professional engineer.
B. Test load the carrying capacity of each tieback and replace if deficient.
3.6 Auger Cast Piling
A. Prior to excavation machine auger and pour with concrete closely spaced piles to form an earth retention system
designed by a qualified professional engineer.
3.7 Removal
A. Contractor shall take care not to damage existing or new construction during removal of temporary retention
system.
B. Contractor shall coordinate earth retention system removal with progress of new construction.
C. All removed portions of temporary earth retention system shall remain the property of the contractor and shall be
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3.8 Field Quality Control
A. The Contractor shall establish and maintain a quality control system for all operations performed for the
installation of an earth retention system to assure compliance with Contract requirements and maintain records for
all operations performed, but not limited to the following:
1. Quality of Materials.
2. Testing.
3. Placement and support of piling locations, horizontal and vertical alignment, splicing, welding, elevations,
and interlocks.
4. Protection of adjacent structures and utilities
5. Removal
6. Observance of safety regulations
END OF SECTION
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02260 - EXCAVATION SUPPORT AND PROTECTION
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
02300 - EARTHWORK
02300.1 General
1.1 Summary
A. Section Includes:
1. Complete Earthwork, as shown or specified, including but not limited to the following:
a. Removing fences and similar aboveground elements; removing or breaking-up walks, pavements
and other surfaces not part of building demolition.
b. Excavating
c. Disposing of waste material
d. Stockpiling reusable material
e. Dewatering
f.
Excavation protection
g. Filling and backfilling
h. Grading
i.
Stabilizing subgrade
j.
Slope protection
B. Related Work Specified in Other Sections:
1. Lawns and Grasses - Division 2.
2. Site Demolition, consisting of buildings and associated utilities - Division 2.
3. Soils and Aggregates - Division 2.
4. Underground Electrical Services - Division 16
5. Underground Utility Services - Division 2.
1.2 Submittals
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g.,
Item [L]). Refer to Division 1, General Requirements for definition of codes for types of submittals and the
administrative requirements governing submittal procedure.
B. Contractor-furnished material [S]: Submit to the -Owner-retained Testing Agency for its analysis and report, in
sufficient time so as not to delay the progress of the Work. Do not submit samples of concrete fill, riprap or lime.
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C. Quality Assurance/Control Submittals:
1. Submit proposed method of dewatering to the Architect-Engineer before implementation.
1.3 Quality Assurance
A. Regulatory Requirements
1. For work done on public property, comply with the requirements of governmental authorities having
jurisdiction.
1.4 Project Conditions
A. Existing Conditions:
1. The Drawings show the physical dimensions, existing levels and general topography of the site, with
subsurface obstructions, existing underground utilities and similar items being shown where known.
2. Locations of existing underground utilities and subsurface obstructions are shown using the best
information available but with no representation that the indicated locations are accurate or that lines other
than shown may not be present. Refer to heading “Protection” for details of requirements of identification
and locations of these utilities.
3. Information pertaining to existing conditions is offered to assist in evaluation of the Work, but with no
specific representation, either expressed or implied, about completeness or accuracy. The Contractor shall
be responsible for deductions or conclusions made based on this information and that of any additional
site inspections, if made.
B. Sequencing, Scheduling:The use of explosives is prohibited.
2. Take measures to prevent incorporation of excessive water into the soil. Take appropriate measures to
control dust and dirt, both windblown and from machine moving operations. Do not place fill over
subgrade that is frozen or that is covered with ice, snow or water.
3. If earthwork operations are stopped for the winter or other extended period, slope the surface to provide
run-off and provide temporary ditches and other drainage facilities to prevent water ponding.
4. If any unidentified water conditions are encountered, or if conditions caused by rain, affect these
operations or the schedule of the Work, notify the Architect-Engineer. The Architect-Engineer will give
directions on the procedure.
C. Cold Weather Operations:
1. Schedule the Work to avoid earthwork operations under cold weather conditions. Obtain written approval
from the Architect-Engineer before conducting earthwork operations at temperatures below 32 degF. Do
not use frozen fill material.
2. The following shall apply to approved earthwork operations between 15 degF and 32 degF:
a. Sequencing, scheduling:
1) Schedule the removal of snow, topsoil, so that the subgrade does not freeze before
starting filling operations.
2) Schedule continuous earthwork operations to prevent freezing.
3) When earthwork operations are stopped at the end of a workday or are interrupted for any
other reason for an extended period, place an insulating layer of soil over the exposed
subgrade. Remove the insulating layer before resuming earthwork operations.
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4) Stockpile frozen reusable materials for reuse after thawing.
5) If compaction operations are stopped because of changes in weather conditions, roll and
slope the surface to provide runoff. Do not operate equipment over these surfaces until
they are dry enough to prevent rutting and remolding of the top 8 inches.
b. Frozen surfaces:
1) Do not place fill over frozen material.
2) Remove frozen material and stockpile for future use after thawing.
c. Materials:
1) Within limits of Structures. Type GM-2 per Division 2, Soils and Aggregates.
2) Elsewhere, Per Division 2, Soils and Aggregates. If Type E is allowed but unfrozen
material is not available, substitute Type GM-2 free of ice and frozen clods.
3. When temperature is less than 15 degF. Earthwork is not allowed.
4. Protection of foundations and similar structures. Provide sufficient earth cover or heating to prevent
heaving or freezing under or around bearing surfaces.
D. Finishing of Spoils Area: Once the spoils area is no longer required, the area shall be compacted, graded and by
other means as necessary in order to develop proper natural drainage of the spoils area and adjacent areas.
Miscellaneous construction debris is to be removed before the grading and compacting sequences occur. Provide a
smooth transition from existing to new grades.
E. Subsequent Or Future Building And Paved Areas
1. Compaction, materials, and related requirements apply to building and paved areas shown in the Work,
and to similar areas to be included in later contracts that are designated future building and paved areas.
The intent is for earthwork to be equal for both the shown, and future building and paved areas.
Subsequent or future building or paved areas are shown on the Drawings, unless specifically excluded
from the Work.
02300.2 PRODUCTS
2.1 Materials
A. Concrete Fill. Normal weight concrete, of 2000 psi - 28 day strength, per ASTM C 94, “Standard Specification for
Ready-Mixed Concrete”.
B. Earth. Refer to Division 2, Soils and Aggregates.
1. Local pockets of material that are substantially different in character from the surrounding soil may be
unsatisfactory for use as earth fill under certain climatic conditions or geological formations. Do not use
these materials without approval of the Architect-Engineer.
C. Aggregates: Refer to Division 2, Soils and Aggregates.
D. Topsoil. Refer to Division 2, Soils and Aggregates.
E. Unsuitable Material. Refer to Division 2, Soils and Aggregates.
F. Riprap. Refer to Division 2, Soils and Aggregates.
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G. Hydrated lime (calcium hydroxide): Per ASTM C 977, “Standard Specification for Quicklime and Hydrated Lime
for Soil Stabilization”.
H. Vapor Barrier: For use in fill under concrete floor slabs on grade. Refer to Division 3, Slabs-on-Grade, for vapor
barrier details.
I.
Silt Fence [P]: Prefabricated fabric panels (3’ x 100’) with 1 ¼” hardwood posts at 8’ intervals.
1. Hanes Geo Components , "ECOLOFENCE 24/17" www.hanesgeo.com
2. TenCate Geosynthetics Americas, "Mirafi Silt Fence" www.tencate.com
J.
Provide temporary seeding cover of topsoil, and fertilize seeded areas in accordance with the requirements of the
State Highway Specifications. Place seed at the earliest time possible to ensure proper germination and growth,
and at the rates previously specified. Apply seed using mechanical seeders, or by hydro-seeder spraying method.
After seeding, mulch with hay or straw at rates of 2.5 to 3.0 tons per acre.
K. Landscaped shall be 3/16" thick by 4" wide in standard lengths, provided with steel stakes, and shop painted with
green paint.
1. Sure-loc Edging, "Sure-loc Steel Edging ", www.surelocedging.com
L. Weed barrier shall be nonwoven, needle-punched, heat bonded polypropylene landscape fabric designed
specifically to act as a weed barrier and drainage filter. Weed barrier shall be inert to insects, mildew and
biological degradation and resistant to naturally encountered chemicals, alkalis and acids. Weed barrier shall have
the following minimum properties: weight – 3.3 oz/sy ASTM D-3776; grab tensile strength – 80 lb ASTM
D-4632; puncture – 54 lbs ASTM D-4833; trapezoidal tear – 34 lbs ASTM D-4533. Weed barrier shall be
1. TenCate Geosynthetics Americas, "Mirafi Mirascape" www.tencate.com or approved equal
02300.3 EXECUTION
3.1 Examination
A. Confirm Topography: before topsoil stripping operations, confirm the topography shown on the Contract
Documents and state in writing acceptance of the topography as the basis of conditions before this Contract.
3.2 Preparation
A. Protection:
1. Maintain in service and protect from damage the existing utilities that are to remain.
2. Before commencing any site operations, contact municipal service departments, service companies and
other utilities affected, and arrange to have the lines that are within the Work Area accurately located and
identified with appropriate surface markers. Locate and identify lines adjacent to or extending across the
Work Area and mark on record document drawings.
3. Conduct operations to insure safety of persons and to prevent damage to existing structures, pavements
and utilities, trees and other vegetation to be left in place, construction in progress, and other property.
4. Conduct operations and move materials to stockpile or disposal areas to ensure minimum interferences
with operations of others, private and public.
5. Do not close or obstruct streets, walks, and other facilities occupied and used by Owner or the public,
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without prior written permission.
3.3 Clearing and Grubbing
A. General:
1. Clear the Site, within the Work Area as shown for construction operations. Remove trees, shrubs and
other vegetation, except individual items indicated to remain.
2. Cut off standing trees and other vegetation at ground surface. Remove downed timber, logs and other
vegetation resting on or partially embedded in ground surface, brush, weeds, undergrowth, rubbish and
other debris.
3. Remove stumps. Remove roots of 1/4 inch diameter or larger, organic or metallic debris embedded in the
ground, to a depth of not less than 8 inches below existing ground or finished grade if a grade change is
indicated. Do not use grubbing equipment within the drip line of trees shown to remain.
4. For trees left standing, trim dead branches. Trim live branches to shown heights and shape to retain
natural proportions. Cut trimmed branches close to tree trunks or main branch. Seal cut surfaces with
emulsified asphalt coating specially formulated for horticultural use.
5. Protect trees left standing against damage, including unnecessary cutting, breaking or skinning of roots,
skinning and bruising of bark, smothering by stockpiling materials or parking of vehicles within drip line.
6. Coat cut or abraded surfaces of branches, trunk or roots with an emulsified asphalt coating specially
formulated for horticultural use. Temporarily cover exposed roots with wet burlap to prevent drying out of
roots and provide earth cover as soon as possible.
7. Repair or replace trees left standing that are damaged by Contract operations, at no additional cost to the
Owner. Only an established approved tree surgeon shall perform tree damage repair.
3.4 Excavating
A. The construction methods specified are not intended to be completely detailed. Perform the Work and provide
properly functioning systems per applicable codes, manufacturer’s instructions and best-accepted safe work
practices.
B. Remove, haul, and dispose of materials and obstructions encountered. Remove obstructions within the lines of
construction, or that would interfere with construction. Obstructions include metallic, concrete, wooden or
masonry debris, boulders up to 1/2 cubic yard, tree roots and similar items.
C. Excavate to levels required for bottoms of footings, walls, subgrade, underfloor fills, slabs laid on ground, utilities,
storage tanks, and similar items. In all cases, excavate to the extent necessary to provide excavation protection as
specified under heading “Excavation Protection”. Provide space to permit form placing, inspection of work,
support system, waterproofing, and other underground work adjacent to construction. Where permitted, excavate
to the footing lines; otherwise, allow for form placement and removal.
D. At load-bearing elevations or subgrade, remove unsuitable materials disclosed below these elevations as defined in
Division 2, Soils and Aggregates. Under footings and foundations, fill the resulting void with Concrete Fill; under
slabs and paving, fill the resulting void as specified in Division 2, Soils and Aggregates. Footings and foundations
shall bear on firm soil capable of supporting the loadings. If satisfactory bearing capacity is not found at the
bearing elevations shown, deepen, or enlarge the excavations. Excavation, and fill, beyond the limits shown, when
authorized, will be considered as Changes In The Work and will be paid for by the Owner. However, if
excavations are carried beyond the limits shown, without authorization, or unsatisfactory conditions occur due to
Contractor’s operations, the Contractor shall fill the voids with one of the materials specified above, at his own
expense.
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E. Protect active utilities within work areas. Immediately notify the Architect-Engineer of any utilities encountered
that are not shown.
F. Store on the Project Site where shown or directed, excavated material suitable and approved for backfill, fill, and
rough grading. Remove unsuitable material and excess suitable material from the Project Site. Provide additional
fill material, if required and if no Owner-furnished borrow area is indicated.
G. Trim, level and clean excavations just before placement of later work. If bottom of continuous footings are at
different elevations, step the excavation where the soil permits, or slope if necessary. Later work shall not be
performed until soil conditions have been approved.
H. Excavate for underground piping systems and utility lines, including civil/site, mechanical, and electrical systems.
Excavate trench bottoms to 4” below bottom of pipe to allow for bedding material.
1. Saw cut at pavement removals.
3.5 Rock Excavation
A. “Rock” means natural solid mineral occurring in masses of 1/2 cubic yard or more, which cannot be excavated or
removed by using standard earth-moving equipment.
B. Rock excavation means removal of rock to the lines and grades shown, including the removal of overburden when
the depth of overburden is less than 1 foot. Removal of overburden on rock with depth of 1 foot or greater will not
be classified as rock excavation. A tolerance of plus 0.1 feet and minus 0.5 feet will be allowed for new rock
grades.
C. If rock excavations are carried below the elevations shown, or to depths greater than directed by
Architect-Engineer, maintain excavation and backfill to grade with Type GM-2 material at no expense to the
Owner.
D. Dispose of excavated rock off-site unless otherwise directed by the Owner’s Representative.
3.6 Disposing of Waste Material
A. Remove, and legally dispose of, waste material, trash, debris, and rubble from Owner’s property.
3.7 Project Useable Material
A. Remove, and dispose of, excess excavated material from Owner’s property.
3.8 Dewatering
A. Maintain positive drainage within the Work area, free draining at times. Arrange site excavation and fill work to
avoid obstructing the natural flow of water away from areas of work. If necessary, provide temporary pumping to
existing drainage facilities on-site.
B. Provide temporary drainage to keep excavations free from water until the permanent construction is in place,
backfilling is completed, and building drains are operating and capable of maintaining drainage. Submit proposed
method of dewatering that includes the points of discharge to the Architect-Engineer and Owner’s Representative
for approval before implementation. Provide systems as required by the site conditions. Operate pumps and other
water moving systems to accomplish the above on a 24-hour basis.
3.9 Excavation Protection
A. Provide excavation protection to support earth banks for excavations, including trenches, and to protect existing
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B. Excavation protection shall include the angle of repose of the soil or shall include support systems, based on site
conditions and the following factors:
1. Depth of cut and type of soil.
2. Water table and variations in its extent while the excavation is open.
3. Anticipated changes in the material attributable to exposure to air, sun, water or freezing.
4. Load imposed by structures, equipment, overlying or stored material or adjacent traffic.
5. Vibration from traffic, equipment, demolition or construction operations.
6. Space allowed for excavations.
C. Design and provide support systems of required strength, rigidity and spacing to suit site conditions, and in
quantities to maintain project schedules.
D. Support system may include, but not be limited to:
1. Bracing
2. Cribbing
3. Sheet piling
4. Shoring
5. Stringers
6. Tie rods or tie backs
7. Tight sheeting
8. Trench jack
9. Trench shield
10. Underpinning
11. Uprights
E. Maintain support systems in place until immediately before filling or backfilling operations. Remove support
system in stages as filling or backfilling progresses. Parts of the support system may be left in place up to 2 feet
below finished grades where shown on the contract drawings or approved in writing by the Architect-Engineer.
3.10 Proofrolling
A. Proof roll areas to be paved or surfaced, and the areas within the building footprint to 10 ft. outside of the building
wall lines. Also, proof roll subsequent and future building and paved areas; see Article 1.4.F “SUBSEQUENT OR
FUTURE BUILDING AND PAVED AREAS”. Within these areas, proof roll existing subgrades before placing
fills, proof roll subgrades of completed cut areas, and proof roll tops of completed fills.
B. Remove soft or unstable areas disclosed by the proof rolling and fill as specified in Division 2, Soils and
Aggregates. Material removed may be reused if it meets the requirements of Division 2, Soils and Aggregates and
other applicable requirements.
C. Proof roll with at least one pass of the equipment, with perpendicular passes for thorough coverage. Use (a fully
loaded single axle dump truck) (a smooth steel drum vibratory compactor with minimum static weight of 3,000
lbs. and minimum dynamic force of 10,000 lbs.) (a 50-ton rubber tired roller). Arrange observation of the proof
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D. Where basements and voids remain because of demolition operations, fill these areas per Division 2, Soils and
Aggregates. Grade the fill surface to blend in with adjacent grades and to provide surface water drainage.
3.11 Filling and Backfilling
A. General:
1. Schedule filling and backfilling operations to expedite construction progress and to maintain positive site
drainage. Backfill adjacent to walls only after walls have attained minimum strength equal to 80% of
design strength and no earlier than seven days after placing of concrete. Backfill after work has been
inspected and approved by the Architect-Engineer. Backfill both sides of retaining and grade walls at the
same time. Backfill at building walls after first floor slabs are in place, or if walls are properly braced,
when there is a basement. Backfill in a manner to prevent excessive pressure against or damage, including
hydraulic, to adjacent work. Any resultant damage shall be corrected at the Contractor’s expense.
a. Fill required in areas scheduled to receive piles or machine-drilled piers shall be placed and
compacted before installation of piles or machine-drilled piers.
b. In areas designed to have utilities, including sewers, where fill is also required, place and compact
the fill before placement of utilities or sewers.
2. Spread fill and backfill in uniform horizontal layers, filling holes and low areas first. Thickness of layers
shall be as specified in Division 2, Soils and Aggregates.
3. Plow, step, bench, or break up sloped surfaces steeper then 4 horizontal to 1 vertical so that the fill can
bond with the existing material.
4. Except as indicated, provide minimum 6-inch aggregate base under concrete slabs on grade.
c. Place vapor barrier at the bottom of the aggregate base. Lap joints of underlayment sheets 6
inches minimum, and 9 inches onto adjacent vertical surfaces, and seal vapor-tight. Seal
underlayment around penetrations, and at damaged areas to maintain vapor-tight seal. Do not
puncture underlayment during construction operations.
5. Compact each layer before placing succeeding layers. Provide compaction equipment of type best suited
to achieve the compaction specified for the type of soil used. Use particular care to prevent “bulking” of
fine granular fill. Terminate fills in true planes at correct elevations.
B. Materials And Compaction:
1. The materials to be used and the required compaction for each type of construction shall be as defined and
specified in Division 2, Soils and Aggregates.
3.12 Grading
A. Grade areas to receive fills and backfills to levels indicated, as specified in Division 2, Soils and Aggregates.
B. Remove unsuitable material, vegetation, rubbish and debris from areas to be filled.
C. Rough grade landscaped areas, place TOPSOIL as specified in Division 2, Soils and Aggregates and
smooth-finish grade to required elevations. Finish-grade other areas to the finish grades, lines and elevations
indicated. Finish-grade areas used for temporary construction facilities when use is terminated.
D. Slope earth away from building walls. Finish grades not otherwise shown shall be uniform levels or slopes
between given points or between given points and existing grades. Provide roundings at top and bottom of banks
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and at other breaks in grades. Rough grade to within 0.1 foot; finish grade to within 0.05 foot, of required slopes,
grades and elevations.
3.13 Stabilizing Subgrade
A. Stabilize the subgrade to 6 inch minimum depth using lime additive at 5% by weight of dry soil.
B. When earth conforms to line and grade, scarify subgrade to 6 inch depth and pulverize. Remove objectionable
materials, and rock or debris larger than 3 inches.
C. Uniformly spread the lime using the dry or slurry method consistent with soil condition. Uniformly mix the lime
throughout the pulverized depth within 4 hours of spreading the lime.
D. After initial mixing, shape the lime-treated layer to approximate line and grade. Compact lightly to minimize
evaporation loss, lime carbonization, or to prevent excessive wetting of layer.
E. Cure the lime-soil mixture to break down or mellow the clay clods.
F. After cure, rotary-mix and pulverize the mixture until clods are broken down to pass 1 inch screens with at least
60% passing No. 4 sieve. Dry material to bring moisture content to plus or minus 2% of optimum moisture
content. Do not add water unless the mixture is dryer than minus 4%.
G. Compact per Division 2, Soils and Aggregates, Type E. Moisture-density relations and required compaction refer
to the lime-soil mixture, not the untreated soil.
3.14 Aggregate Surface
A. Install as indicated. Compact per Division 2, Soils and Aggregates.
3.15 Aggregate Shoulders
A. Install as indicated. Compact per Division 2, Soils and Aggregates.
END OF SECTION
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02530 - SANITARY SEWERAGE
02530.1 GENERAL
1.1 Summary
A. Description of Systems - General:
1. The Work for each system includes design and location of system, connections to existing work, required
components, related earthwork, structures, concrete work and testing, necessary to provide complete,
functioning systems.
2. Sanitary Drainage (SAN):
a. Type RCP, Reinforced Concrete Pipe from 5 feet outside building perimeters for piping over 12
inches except as shown.
b. Type PVC-PSM Polyvinyl Chloride Sewer Pipe from 5 feet outside building perimeters for sizes
up to and including 15inches diameter.
B. Related Work Specified in Other Sections:
1. Site Demolition - Division 2.
2. Earthwork other than that specified in this section - Division 2.
3. Water Distribution - Division 2.
4. Cast-In-Place Concrete other than that specified in this section - Division 3.
1.2 Quality Assurance
A. Reference Specifications:
1. Geotechnical Data.
2. Submittals - Division 1 General Requirements.
3. Soils and Aggregates – Division 2.
B. Requirements of Regulatory Agencies
1.3 Submittals
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g.,
Item [L]). Refer to Division 1 General Requirements, for definition of codes for types of submittals and the
administrative requirements governing submittal procedure. Additional submittal requirements pertaining to this
Section are specified in this section under this Article.
B. Test reports [T]: Submit structural integrity, leakage and performance test data.
1.4 Storage of Materials and Equipment
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A. Store and protect plastic pipe to prevent ultraviolet deterioration and to minimize bowing.
1.5 Record Documents
A. Submit progress prints and as-built drawings per Division 1, General Requirements.
02530.2 PRODUCTS
2.1 Piping Materials
A. Ells, tees, reducing tees, wyes, couplings, increasers, crosses, transitions and end caps shall be of same Type and
Class of materials as pipe, or of material having equal strength and chemical resistance properties.
B. Type RCP, Reinforced Concrete Pipe:
1. Pipe and fittings: Include modified tongue and groove joints, per ASTM C 76, “Standard Specification for
Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe”, Class III or as shown. Stencil class
identification inside bore of pipe and fittings. Elliptical reinforcement in circular pipe is not acceptable.
2. Compression elastomer joints. Per ASTM C 443, “Standard Specification for Joints for Circular Concrete
Sewer and Culvert Pipe, Using Rubber Gaskets”. Provide neoprene elastomer for services related to
building drainage.
C. Type PVC-PSM, Polyvinyl Chloride Sewer Pipe:
1. Pipe, fittings and jointing materials: Per ASTM D 3034, “Standard Specification for Type PSM
Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings”, SDR 35 with elastomer gasket joints per ASTM F
477, “Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe”.
D. Piping Transitions: Provide for joining of different types of pipe materials different pipe sizes, and cut pipe, where
approved. Fabricate transitions with materials capable of resisting normal corrosion.
1. Fernco Joint Sealer Co., “PVC Donut”, www.ferncoconnectors.com
2. Joints, Inc., “Caulder”, www.jointscouplings.com
2.2 Drainage Structure Castings
A. Shop coat ferrous metal surfaces with “Bituminous Coating”, except where other equivalent types of protective
coatings are manufacturer’s standard. Provide each manhole cover with lettering identifying respective service:
“SANITARY”.
B. Sanitary manhole frame and cover:
1. Neenah “R-1642 with Type B solid cover”, www.nfco.com
2. East Jordan Iron Works “No. 1040 with Type A solid cover”, www.ejco.com
C. Manhole steps:
1. Ductile iron, 16 inches wide.
a. Neenah “R-1980-M”, www.nfco.com
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2. Stainless steel per local code and OSHA requirements.
3. Formed steel with plastic jacketed exposed surfaces per local code and OSHA requirements.
4. Fiberglass reinforced plastic per local code and OSHA requirements.
2.3 Underground Structure Components
A. General. Use HS-20 live load for design purposes.
B. Precast Concrete Manholes:
1. Grade Rings. ASTM C 478, “Standard Specification for Precast Reinforced Concrete Manhole Sections”,
reinforced concrete rings totaling a thickness from 6 to 9 inches (150 to 229 mm) that coordinate with the
diameter of the frame and cover.
2. Top or Cone Section. ASTM C 478, “Standard Specification for Precast Reinforced Concrete Manhole
Sections”, eccentric cone, concentric cone, or flat slab top as shown on drawings. Coordinate cone
diameter with grade ring diameter.
3. Riser Sections. ASTM C 478, “Standard Specification for Precast Reinforced Concrete Manhole
Sections”, with factory formed openings and installed steps.
4. Base. ASTM C 478, “Standard Specification for Precast Reinforced Concrete Manhole Sections”.
5. Flat Slab. ASTM C 478, “Standard Specification for Precast Reinforced Concrete Manhole Sections”.
C. Manhole Joints: Compression Elastomer Joints, ASTM C 443, “Standard Specification for Joints for Circular
Concrete Sewer and Culvert Pipe, Using Rubber Gaskets”.
D. Manhole Masonry:
1. Brick. Type MB per ASTM C 32, “Standard Specification for Sewer and Manhole Brick (Made From
Clay or Shale)”, Grade MS.
2. Block. Type CMU per ASTM C 139, “Standard Specification for Concrete Masonry Units for
Construction of Catch Basins and Manholes”, formed units to structure diameter with cones battered
vertically and curved horizontally if circular.
E. Leveling Course:
1. 1:10 ratio cement/sand dry mixture.
F. Plaster Coating:
1. Cement plaster coating 1/2 inch thick.
G. Flexible joint material. for use at joint between pipe and manhole.
1. <Trelleborg Pipe Seals Milford, Inc. “NPC KOR-N-SEAL”,> www.trelleborg.com
2. <Link-Seal, > www.linkseal.com
3. <A-LOK Products “A-LOK X-CEL”,> www.A-LOK.com
2.4 Miscellaneous Materials
A. Bituminous coating:
1. Carboline, “Bitumastic 50” , www.carboline.com
2. Rivera Coatings, “RP-4 TAR-MIO”, www.riveracoatings.com
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B. Gasket Joint Lubricant. Pipe manufacturer’s recommended gasket lubricant.
C. Epoxy Bonding Compound. 2-component system suitable for bonding wet or dry concrete to each other and to
other materials.
1. SIKA , “SIKADUR32 HIMOD”, www.sikacorp.com
2. Euclid, “EUCO #452 Epoxy System”, www.euclidchemical.com
3. BASF , “Concresive 1440 SBA”, www.buildingsystems.basf.com
D. Embedment (bedding and initial backfill). Refer to Division 2, Soils and Aggregates.
E. Concrete: Compressive strength of 3000 PSI at 28-days, per ASTM C 94, “Standard Specification for
Ready-Mixed Concrete”, with 5-7% entrained air.
F. Marking tape. Service identified 3-inch wide, brown color foil-backed polyethylene tape, or non-foil tape.
1. Reef Industries Inc., “Terra Tape”, www.reefindustries.com
2. Seton Co., www.seton.com
3. Empire , “Magnatec” , www.empirelevel.com
G. Exterior Cleanout:
1. Neenah Foundry Co., R-1791-A, www.nfco.com
2. East Jordan Iron Works, Inc .V-1610-2, www.ejco.com
H. Interior Underdrain Cleanout:
1. Refer to Division 15, Plumbing Fixtures and Equipment.
02530.3 EXECUTION
3.1 General
A. The following construction methods are not intended to be completely detailed. Provide properly functioning
systems per applicable codes, manufacturer’s instructions and standards and best accepted safe practice of Trades.
3.2 Existing Utilities and Services
A. Demolition
1. Refer to Division 2, Site Demolition.
B. New Connections
1. Make complete connections to new or existing structures. Repair resulting damage caused by Work done
to comply with Contract Documents at no increase in Contract sum.
3.3 Piping Earthwork
A. Excavation and Backfill:
1. Perform excavating and backfilling required for Work, per procedures specified in Division 2, Soils and
Aggregates, and Site Demolition and the following requirements.
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2. Trim to lines and elevations in manner specified under Embedment. Embedment starts 4 inches below
bottom of pipe elevation and ends 12 inches above top of pipe or component; “Backfill” starts 12 inches
above pipe or component. Use manual methods in areas adjacent to buried construction and utilities to
avoid damage or unscheduled service interruption. Limit trench width or embankment conditions to
preclude excessive earth loads on installed piping system.
B. Embedment (Bedding and Initial Backfill):
1. Trim rough trench to subgrade and provide embedment as defined in Division 2, Soils and Aggregates
and as shown. Provide stable, uniform support consisting of minimum compacted thickness below bottom
of exterior surface of pipe, including bell, as shown but not less than 4 inches. Shape bedding to provide
full length barrel support and to prevent point loading at pipe joints. Place and compact per Division 2,
Soils and Aggregates.
2. When bottom of excavation cannot support pipe, excavate to further depth and width and refill to pipe
laying grade with bedding material per Division 2, Soils and Aggregates.
3.4 Piping Installation
A. General:
1. Before lowering pipe into trench, clean and visually inspect for apparent defects. Remove defective pipe
from the site promptly. Before and during laying of pipe, maintain excavations dry and clear of water and
extraneous materials. Provide minimum 4 inches of clearance for pipe passing under or through building
grade beams or provide surface penetrations as shown.
2. Where pipe is embedded in an underground concrete structure, provide joints within 12 inches of exterior
surface of the structure, capable of absorbing movement without leakage.
3. Where connections between different piping materials are made, use manufactured “specials” and
“transitions” to produce permanently tight joints.
4. Clean and lubricate elastomer joints before assembly. Check recessed gaskets with feeler gages.
5. During progress of construction, protect open ends of 18 inch and smaller pipe, fittings to prevent
admission of foreign matter. Place plugs or end boards in ends of installed work whenever work stops.
Plugs shall be commercially manufactured products.
B. Construction Tolerances:
1. The maximum deviation from design elevation at any point along sewer shall not exceed 0.04 feet.
C. Type RCP, Reinforced Concrete Pipe:
1. Install per ACPA Concrete Pipe Installation Manual except as modified by Contract Documents.
2. Method of field tapping for branch connections is subject to approval by Architect-Engineer. Use “Epoxy
Bonding Compound” to join cleaned piping and wet or dry cement.
3. Do not install pipe with chipped or otherwise damaged joint areas.
D. Type PVC-PSM, Polyvinyl Chloride Sewer Pipe:
1. Install per ASTM D 2321, “Standard Practice for Underground Installation of Thermoplastic Pipe for
Sewers and Other Gravity-Flow Applications”, except as modified by Contract Documents.
2. At no point shall completed installations have out-of-round pipe deflections greater than 7 1/2%.
Architect-Engineer may require deflectometer or go/no-go gaging tests run on pipeline acceptance.
Remove and replace pipe which has deflected more than 7-1/2% per ASTM D 3034, “Standard
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Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings”. Test pipe for
deflection not less than 30 days following completion of installation.
E. Epoxy Bonding to Existing Materials:
1. Use Epoxy Bonding Compound to set sleeves or pipes in existing concrete or to bond dissimilar
materials.
2. The compound, when applied per manufacturer’s instructions, shall be capable of initial curing within 48
hours at temperatures as low as 40 degF and shall be capable of bonding any combination of following
properly prepared materials. Wet or dry, cured or uncured concrete or mortar; vitrified clay; cast iron, and
carbon steel.
F. Jacking of Pipe:
1. Do not jack pipe in place except upon prior approval of proposed materials and complete details of
methods.
G. Marking Tape:
1. Install approximately 6 to 8 inches below grade per manufacturer’s instructions.
3.5 Underground Structures
A. Drainage Structures:
1. Install as shown.
B. Adjusting Existing Structure Top Elevation:
1. Adjust top elevations of manholes and catch basins where indicated. If elevation is raised 12 inches or
less, add brick courses below castings. If elevation is raised more than 12 inches, remove structure to
bottom of cone or corbeling and rebuild structure. Where elevation is lowered, remove brick courses from
under castings if cone is not enlarged. If cone is enlarged, remove sufficient structure and maintain cone
profile. Do not batter brick masonry steeper than 2.5:1.
3.6 Miscellaneous Installation
A. Concrete Work:
1. Perform concrete work per ACI and to details shown, including reinforcing.
3.7 Field Quality Control
A. General Piping Systems Testing Requirements:
1. At discretion of Owner and at Owner’s expense crushing strength of RCP may be tested per ASTM C
497, “Standard Test Methods for Concrete Pipe, Manhole Sections, or Tile”.
2. One half of 1% of number of pipe sections of each pipe size and type to be installed may be selected by
Owner for testing. Test at least 2 pipes in each size and type. Failure to meet tests may be cause for
rejection of entire lot of pipe.
3. After backfilling is completed, flash light between manholes. Remedy any displaced pipe, misalignment
or poor joints revealed by these tests.
B. Sewer Testing:
1. General:
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a. Test per local codes.
2. Hydrostatic Leakage Test
a. Test system in sections not exceeding 500 feet in length.
b. Tests shall be made by bulkheading sewer at lower end of test section and filling pipe with water
to an elevation 2 feet above top of upstream end of pipe or 2 feet above highest ground water
elevation along the section under test, whichever is higher. Leakage measurement is the measured
quantity of water added to maintain water at this elevation. Tests shall be run for at least 4 hours.
c. No additional leakage is allowed for leakage from manholes, plugs or cleanouts.
d. Allowable leakage:
1) Sanitary sewers. 0.2 gph/inch dia./100 feet of pipe.
3.8 Cleaning and Finishing
A. Upon completion of work in each respective area, clean and protect work. Just before final acceptance, perform
additional cleaning as necessary to provide clean equipment and areas to the Owner.
END OF SECTION
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02630 - STORM DRAINAGE
02630.1 GENERAL
1.1 Summary
A. Section Includes:
1. The Work for each system includes, as appropriate to the design and location of the system, connections
to existing work, required components, related earthwork, structures, concrete work and testing, necessary
to provide complete, functioning systems.
B. Related Work Specified In Other Sections:
1. Site Demolition - Division 2.
2. Earthwork other than that specified herein - Division 2.
3. Utility Services - Division 2.
4. Cast-In-Place Concrete other than that specified herein - Division 3.
5. Miscellaneous Metal Fabrications - Division 5.
C. Related Work Performed Under Other Contracts.
1.2 System Description
A. Storm Drainage (ST):
1. Type RCP, Reinforced Concrete Pipe from 5 feet outside building perimeter for piping 12 inches and
larger except as shown.
2. Type PVC-PSM, Polyvinyl Chloride Sewer Pipe from 5 feet outside building perimeter for piping under
12 inches except as shown.
B. Underdrain:
1. Type CPEU, Corrugated (Perforated) Polyethylene Pipe.
2. Provide where shown.
1.3 Submittals
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g.,
Item [L]). Refer to Division 1 General Requirements for definition of codes for types of submittals and the
administrative requirements governing submittal procedure. Additional submittal requirements pertaining to this
Section are specified herein under this Article.
B. Product [P]: Include materials and equipment classification and identification, required supports, and special
installation requirements.
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C. Submittals: Submit typical precast components for underground structures; do not submit specific configurations
of each structure.
D. Test Reports [T]: Test reports: Submit structural integrity, leakage and performance test data.
E. Record: Submit progress prints and as-built drawings per Division 1 General Requirements.
1.4 Quality Assurance
A. Reference Specifications:
1. Geotechnical Data.
2. Submittals – Division 1 General Requirements.
3. Soils and Aggregates – Division 2.
4. Earthwork – Division 2.
1.5 Delivery, Storage and Handling
A. Store and protect plastic pipe to prevent ultraviolet deterioration and to minimize bowing.
02630.2 PRODUCTS
2.1 Piping Materials
A. Ells, tees, reducing tees, wyes, couplings, increasers, crosses, transitions and end caps shall be of the same Type
and Class of materials as the pipe, or of material having equal strength and chemical resistance properties.
B. Type RCP, Reinforced Concrete Pipe:
1. Pipe and fittings: Include precast end sections, modified tongue and groove joints, per ASTM C 76,
“Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe”, Class III or as
shown. Stencil class identification inside bore of pipe and fittings. Elliptical reinforcement in circular pipe
is not acceptable.
2. Compression elastomer joints. Per ASTM C 443, “Standard Specification for Joints for Circular Concrete
Sewer and Culvert Pipe, Using Rubber Gaskets”. Provide neoprene elastomer for services related to
building drainage.
C. Type CPEU, Corrugated Perforated Polyethylene Pipe:
1. Perforated, corrugated high molecular weight polyethylene pipe:
a. Manufacturer’s standard construction per ASTM F 405, “Standard Specification for Corrugated
Polyethylene (PE) Tubing and Fittings”.
D. Type PVC-PSM, Polyvinyl Chloride Sewer Pipe:
1. Pipe, fittings and jointing materials: Per ASTM D 3034, “Standard Specification for Type PSM
Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings”, SDR 35 with elastomer gasket joint.
E. Piping Transitions:
1. Transitions. Provide for joining different types of pipe materials for joining different pipe sizes, and for
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joining cut pipe, where approved. Fabricate transitions with materials capable of resisting normal
corrosion.
a.
<Fernco Inc. “PVC Donut”,> www.ferncoconnectors.com
b. <Joints Couplings “Caulder”,> www.jointscouplings.com
2.2 Drainage Structure Castings
A. Shop coat ferrous metal surfaces with “Bituminous Coating”, except where other equivalent types of protective
coatings are manufacturer’s standard. Provide each manhole cover with lettering identifying the respective service:
“Storm”.
B. Yard catch basin frame and grate: Heavy duty frame and non-rocking grate.
1. <East Jordan Iron Works “No. 1130 with Type M2 grate”,> www.ejiw.com
2. <Neenah “No. 2510 with Type C grate”,> www.nfco.com
C. Storm manhole frame and cover:
1. <Neenah “R-1642 with Type B solid cover”,> www.nfco.com
2. <East Jordan Iron Works “No. 1040 with Type A solid cover”,> www.ejiw.com
D. Catch basin and inlet frame and grate:
1. <Neenah “R-3448-B with Type S grate”,> www.nfco.com
2. <East Jordan Iron Works “No. 5000 with Type M1 grate”,> www.ejiw.com
E. Catch basin, inlet and storm manhole frame and grate:
1. <East Jordan Iron Works “No. 1040 with Type M1 grate”,> www.ejiw.com
2. <Neenah “No. R-2501 with Type G grate”,> www.nfco.com
F. Curb inlet frame, grate, and curb box:
1. <Neenah “R-3031B with Type S grate”,> www.nfco.com
2. <East Jordan Iron Works “No. 7045 with Type M1 grate”,> www.ejiw.com
G. Manhole steps:
1. Ductile iron, 16 inches wide.
a. <Neenah “R-1980-M”,> www.nfco.com
2. Stainless steel per local code and OSHA requirements.
3. Formed steel with plastic jacketed exposed surfaces per local code and OSHA requirements.
4. Fiberglass reinforced plastic per local code and OSHA requirements.
2.3 Underground Structure Components
A. General. Use HS-2O live load for design purposes.
B. Precast:
1. Riser Sections. ASTM C 478, “Standard Specification for Precast Reinforced Concrete Manhole
Sections”, with factory formed openings and installed steps.
2. Compression Elastomer Joints. ASTM C 443, “Standard Specification for Joints for Circular Concrete
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Project No. 1201344 (SPEC-01804)
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Sewer and Culvert Pipe, Using Rubber Gaskets”.
3. Base. ASTM C 478, “Standard Specification for Precast Reinforced Concrete Manhole Sections”.
4. Flat Slab. ASTM C 478, “Standard Specification for Precast Reinforced Concrete Manhole Sections”.
C. Masonry:
1. Brick. Type MB per ASTM C 32, “Standard Specification for Sewer and Manhole Brick (Made From
Clay or Shale)”, Grade MS.
2. Block. Type CMU per ASTM C 139, “Standard Specification for Concrete Masonry Units for
Construction of Catch Basins and Manholes”, formed units to structure diameter with cones battered
vertically and curved horizontally if circular.
D. Leveling Course:
1. 1:10 ratio cement/sand dry mixture.
E. Plaster Coating:
1. Cement plaster coating 1/2 inch thick.
F. Flexible joint material. for use at joint between pipe and manhole.
1. A-LOK Products “A-LOK STM”, www.A-LOK.com
2. Link-Seal, www.linkseal.com
3. Trelleborg Pipe Seals Milford, Inc. “KOR-N-SEAL”, www.trelleborg.com
2.4 Miscellaneous Materials
A. Bituminous Coating:
1. Carboline “Bitumastic 50”, www.carboline.com
2. Rivera Coatings “RP-4 Tar-Mio”, www.riveracoatings.com
B. Gasket Joint Lubricant. Pipe manufacturer’s recommended gasket lubricant.
C. Epoxy Bonding Compound. 2-component system suitable for bonding wet or dry concrete to each other and to
other materials.
1. Sika “SIKADUR 32 HiMOD”, www.sika.com
2. Euclid Chemical Company “EUCO #452 Epoxy system”, www.euclidchemical.com
3. BASF “Concresive 1440 SBA”, www.buildingsystems.basf.com
D. Underdrain Fabric. Nonwoven filtration (drainage) geotextile. Furnish in protective wrapper to resist abrasion and
ultraviolet radiation.
1. Site Type. For use in exterior areas more than 5 ft. outside of building wall lines, where underdrains are
10 ft. or less deep. Not for use within building wall lines.
a. Tencate “MIRAFI 140NL”, www.tencate.com
b. US Fabrics “US 90NW”, www.usfabrics.com
c. Propex “Geotex 351”, www.geotextile.com
2. Building Type. For use in interior areas including exterior areas to 5 ft. outside of building wall lines; and
for underdrains 10 ft. or more deep in both interior and exterior areas.
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a. Tencate “MIRAFI 180N”, www.tencate.com
b. US Fabrics “US 205NW”, www.usfabrics.com
c. Propex “Geotex 801”, www.geotextile.com
E. Embedment (bedding and initial backfill). Refer to Division 2.
F. Concrete: Compressive strength of 4000 PSI at 28-days, per ASTM C 94, “Standard Specification for
Ready-Mixed Concrete”, with 5-7% entrained air.
G. Riprap. Refer to Division 2, Soils and Aggregates.
H. Clay seal. Refer to Division 2, Soils and Aggregates.
I.
Marking tape. Service identified 3 inch wide, green color foil-backed polyethylene tape, or non-foil tape.
1. Reef Industries, Inc., “Terra Tape”, www.reefindustries.com
2. Seton Co., www.seton.com
3. Empire “Magnatec”, www.empirelevel.com
J.
Prefabricated Drainage System. Polypropylene and polyethylene drain core panels, with polypropylene fabric
bonded to 1 side.
1. Colbond “Enkadrain”, www.colbond-usa.com
2. America Wich Drain Corp. “Amerdrain, 500”, www.americanwick.com
3. Carboline “CCW Miradrain 6000”, www.carboline.com
02630.3 EXECUTION
3.1 General
A. The following construction methods are not intended to be completely detailed. Provide properly functioning
systems per applicable codes, manufacturer’s instructions and standards and best accepted safe practice of the
Trade.
3.2 Preparation
A. Demolition:
1. Refer to Division 2, Site Demolition.
B. Excavation and Backfill:
1. Do excavating and backfilling required for Work, per procedures specified in Division 2, Soils and
Aggregates, and Earthwork and following requirements.
2. Trim to lines and elevations in manner specified under Embedment. Embedment starts at final trimmed
trench elevation and ends at 12 inches above the top of the pipe or component; “Backfill” starts 12 inches
above pipe or component. Use manual methods in areas adjacent to buried construction and utilities to
avoid damage or unscheduled service interruption. Limit trench width or embankment conditions to
preclude excessive earth loads on installed piping system.
C. New Connections:
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1. Make complete connections to new or existing structures. Repair damage caused by Work to comply with
the Contract Documents at no increase in the Contract sum.
D. Embedment (Bedding and Initial Backfill):
1. Trim rough trench to subgrade and provide embedment as defined in Soils and Aggregates – Division 2,
and as shown. Provide stable, uniform support consisting of minimum compacted thickness below bottom
of exterior surface of pipe, including bell, as shown but not less than 4 inches. Shape bedding to provide
full length barrel support and to prevent point loading at pipe joints. Place and compact per Soils and
Aggregates – Division 2.
2. When the bottom of the excavation cannot support the pipe, excavate to further depth and width and refill
to pipe laying grade with bedding material per Soils and Aggregates – Division 2.
3.3 Installation
A. General:
1. Before lowering pipe into trench, clean and visually inspect for apparent defects. Remove defective pipe
from the site promptly. Before and during laying of pipe, maintain excavations dry and clear of water and
extraneous materials. Provide minimum 4 inches of clearance for pipes passing under or through building
grade beams or provide surface penetrations as shown.
2. Where pipe is embedded in an underground concrete structure, provide joints within 12 inches of exterior
surface of the structure, capable of absorbing movement without leakage.
3. Where connections between different piping materials are made, use manufactured “specials” and
“transitions” as described in part 2, to produce permanently tight joints.
4. Clean and lubricate elastomer joints before assembly. Check recessed gaskets with feeler gages.
5. During the progress of construction, protect open ends of 18 inch and smaller pipe, fittings to prevent the
admission of foreign matter. Place plugs or end boards in the ends of installed work whenever work stops.
Plugs shall be commercially manufactured products.
B. Type RCP, Reinforced Concrete Pipe:
1. Install per ACPA Concrete Pipe Installation Manual except as modified by the Contract Documents.
2. Method of field tapping for branch connections is subject to approval by Architect-Engineer. Utilize
“Epoxy Bonding Compound” to join cleaned piping and wet or dry cement.
3. Do not install pipe with chipped or otherwise damaged joint areas.
C. Type PVC-PSM, Polyvinyl Chloride Sewer Pipe:
1. Install per ASTM D 2321, “Standard Practice for Underground Installation of Thermoplastic Pipe for
Sewers and Other Gravity-Flow Applications”, except as modified by Contract Documents.
2. At no point shall the completed installation have out-of-round pipe deflections greater than 7-1/2% . The
Architect-Engineer may require deflectometer or go/no-go gaging tests run on pipeline acceptance.
Remove and install new pipe in sections that has deflected more than 7-1/2% per ASTM D 3034,
“Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer Pipe and Fittings”. Test pipe
for deflection not less than 30 days following completion of installation.
D. Underdrain Installation:
1. Place Underdrain Fabric in prepared trench, overlapping ends at least 2 feet and spread material without
wrinkles.
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2. Lay pipe with perforations down, with firm embedment, and with each section having full bearing
throughout its length to grade shown. Use fittings for changes in direction.
3. Place the specified materials and compact as specified in Division 2.
4. Wrap Underdrain Fabric over filter materials and pipe, overlapping at least 12 inches. Cover fabric within
10 days of removing protective wrapper.
E. Epoxy Bonding to Existing Materials:
1. Use Epoxy Bonding Compound to set sleeves or pipes in existing concrete or to bond dissimilar
materials.
2. The compound, when applied per the manufacturer’s instructions, shall be capable of initial curing within
48 hours at temperatures as low as 40 degF and shall be capable of bonding any combination of the
following properly prepared materials. Wet or dry, cured or uncured concrete or mortar; vitrified clay;
cast iron, and carbon steel.
F. Jacking of Pipe:
1. Do not jack pipe in place except upon prior approval of proposed materials and complete details of
methods.
G. Marking Tape:
1. Install approximately 6 to 8 inches below grade per manufacturer’s instructions.
3.4 Underground Structures
A. Drainage Structures:
1. Install as shown.
B. Adjusting Existing Structure Top Elevation:
1. Adjust top elevations of manholes and catch basins where shown. If elevation is raised 12 inches or less,
add brick courses or grade rings below castings. If elevation is raised more than 12 inches, remove
structure to bottom of cone or corbeling and rebuild structure. Where elevation is lowered, remove brick
courses from under castings if cone is not enlarged. If cone is enlarged, remove sufficient structure and
maintain cone profile. Do not batter brick masonry steeper than 2.5:1.
3.5 Miscellaneous Installation
A. Concrete Work:
1. Perform concrete work per details shown, including reinforcing.
3.6 Field Quality Control
A. Site Tests:
1. At the discretion of the Owner and at the Owner’s expense the crushing strength of RCP may be tested per
ASTM C 301, “Standard Test Methods for Soluble Cellulose Nitrate”, and ASTM C 497, “Standard Test
Methods for Concrete Pipe, Manhole Sections, or Tile”.
2. One half of 1% of the number of pipe sections of each pipe size and type to be installed may be selected by
the Owner for testing; in no case shall less than 2 pipes in each size and type be tested. Failure to meet tests
may be cause for rejection of the entire lot of pipe.
3. Test Underdrain per requirements of the governing codes.
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B. Inspection:
1. The maximum deviation from the design elevation at any point along the sewer shall not exceed 0.04.
2. The maximum deviation from line at any point along the sewer (normally at straight line between points of
change in direction) shall not exceed 0.20 feet for pipes 15 inches in diameter and smaller and 0.40 feet for
pipes larger than 15 inches in diameter. Corrections for deviation from line within the preceding tolerances
shall be made at correction rates not to exceed 0.10 feet for any 1 length of pipe.
3. After backfilling is completed, flash light between manholes. Remedy any displaced pipe, misalignment or
poor joints revealed by this test.
C. Sewer Testing:
1. General:
1) Test per local codes.
2. Hydrostatic Leakage Test:
2) Test system in sections not exceeding 500 feet in length.
3) Tests shall be made by bulkheading sewer at the lower end of the test section and filling pipe with
water to an elevation 2 feet above the top of the upstream end of the pipe or 2 feet above the highest
ground water elevation along the section under test, whichever is highest. The leakage will be taken
as the measured amount of water added to maintain the water at this elevation. The test shall be run
for at least 4 hours.
4) No additional allowance will be made for leakage from manholes, plugs or cleanouts.
5) Allowable leakage:
6) Sanitary sewers. 0.2 gph/inch dia./100 feet of pipe.
7) Process waste sewers. 0.2 gph/inch dia./100 feet of pipe.
8) Storm sewers. 0.4 gph/inch dia./100 feet of pipe.
3. Camera Test:
9) Pipe camera inspection video: Inspect 20% of pipe runs (rounded up) but no less than 2.
3.7 Cleaning
A. Upon completion of work in each respective area, clean and protect work. Just before final acceptance, do
additional cleaning as necessary to provide clean equipment and areas to the Owner.
END OF SECTION
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Project No. 1201344 (SPEC-01804)
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02740 - ASPHALT PAVEMENT
02740.1 GENERAL
1.1 Summary
A. Section Includes:
1. Prepared earth subgrade.
2. Granular subbase.
3. Aggregate subbase.
4. Crushed aggregate base course.
5. In place cold recycled base course (CRBC) processed from the existing asphalt pavement in a single pass
operation.
6. Asphalt concrete base course.
7. Asphalt concrete leveling course.
8. Asphalt bond coat between all asphalt layers.
9. Asphalt concrete wearing course.
10. Asphalt sealer.
11. Paint striping.
B. Related Work Specified in Other Sections:
1. Earthwork, graded to top of subgrade and including stabilization - Division 2.
2. Guardrail and Guard Posts - Division 2.
3. Cement Concrete Paving - Division 2.
4. Underground Utility Services - Division 2.
5. Underground Electrical Services - Division 16.
C. Definitions:
1. DOT: Department of Transportation.
2. Cold Weather: The average of highest and lowest outdoor air temperature from midnight to midnight of
the previous 3 calendar days is below 40 degrees F and has not been above 50 degrees F for more than 12
hours in any 24 hour period during the previous 72 hours.
3. Hot Weather: The estimated concrete surface moisture evaporation rate exceeds 0.1 pounds per square
foot per hour or the calculated site evaporation rate exceeds 0.2 pounds per square foot per hour using the
methods illustrated in ACI 305R.
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4. Protection Period: Beginning immediately after concrete placement, the time during which formwork may
not be removed or concrete is required to be maintained within a specific temperature range in order to
prevent freezing, excessive evaporation, or to insure necessary strength development.
5. Tolerances: The variation of a measurement (amount, quantity, length, elevation, slope, weight, etc.) that
is allowed from that noted. Plus (+) tolerance increases the measurement to which it applies. Minus (-)
tolerance decreases the measurement to which it applies. Where only one tolerance is given there is no
limit in the other direction, however, other measurements or tolerances may govern. When a measurement
is specified as "maximum," "not more than," "less than," "up to," etc. the plus tolerance is +0. When a
measurement is specified as "minimum," "at least," "greater than," "more than," etc. the minus tolerance
is -0. Where a range in measurement is specified there is no allowed variation beyond the range.
1.2 Submittals
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g.,
Item [L]). Refer to Division 1 General Requirements for definition of codes for types of submittals and the
administrative requirements governing submittal procedure. Additional submittal requirements pertaining to this
Section are specified herein under this Article.
B. Qualifications [Q]: Submit descriptive data on the Testing Agency proposed for use on this Project.
C. Mix Report [D]: Submit mix report for each asphalt concrete mixture and include proportions of different
aggregates and mineral filler, combined aggregate gradation, type and amount of recycling agent for cold recycled
base course and recommended asphalt content. Include laboratory tests and curves used to arrive at the proposed
mix. Submit in sufficient time to allow review and approval before start of field operations.
D. Certificate [C]: Certification of compliance with specifications and drawings signed by product suppliers.
E. Schedules: Submit proposed schedule for work and indicate any expected interference with Owner’s normal
activities. After approval by Owner, deviations shall require written authorization from Owner.
1.3 Quality Assurance
A. Reference Standards:
1. Regulatory Requirements: Provide asphalt pavement according to the standards referenced in this Section
and ASTM D3515. Should the specifications of the state or authority having jurisdiction be more
stringent, then these shall govern.
a. The Architect-Engineer and Owner’s Representative shall determine the extent of compliance based
on the intent of the Contract Documents.
b. Measurement and payment provisions and safety program submittals shall be followed per the
General, Supplementary, Special Conditions and the Division 1 Specification Sections.
2. Manufacturer Qualifications: A qualified manufacturer.
a. Manufacturer shall be paving-mix manufacturer registered with and approved by authorities having
jurisdiction of DOT of state in which Project is located.
3. Testing Agency Qualifications: Qualified according to ASTM D 3666, “Standard Specification for
Minimum Requirements for Agencies Testing and Inspecting Road and Paving Materials”, for testing
indicated, as documented according to ASTM E 548, ” Standard Guide for General Criteria Used for
Evaluating Laboratory Competence”.
4. Asphalt-Paving Publication: Comply with AI MS-22, "Construction of Hot Mix Asphalt Pavements," and
AI MS-2 "Mix Design Methods", unless more stringent requirements are indicated.
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5. Provide hot mix asphalt concrete pavement according to the material, testing, workmanship, and other
applicable requirements of the standard specifications of the state or authority having jurisdiction and the
standards referenced in this Section. Should there be discrepancies between the specifications of the state
or authority and this Section, the state or authority shall govern except as noted.
a. The Architect-Engineer and Owner’s Representative shall determine the extent of compliance based
on the intent of the Contract.
b. Measurement and payment provisions and safety program submittals shall be followed per the
General, Supplementary, Special Conditions and Division 1 General Requirements.
B. Reference Specifications:
1. Refer to following for information and criteria in regard to soils and aggregates:
a. Geotechnical Data.
b. Soils and Aggregates Division 2.
C. Requirements of Regulatory Agencies:
1. If any of this Work involves placement of asphalt concrete paving on public roads, right of way or
property, perform this Work in accordance with Specifications of Governmental Authorities having
jurisdiction, except where these Specifications are more stringent than Governmental Specifications.
D. Producer Qualifications:
1. Producer of asphalt concrete mixtures shall be a bulk producer, regularly engaged in production of hot
mix, hot laid asphalt concrete.
2. Producer of asphalt constituents for cold recycled base course shall be a bulk producer, regularly engaged
in production of asphalt emulsions and recycling agents.
E. Testing:
1. Laboratory and field sampling and testing of materials to determine conformance with Specifications, and
to provide quality control during construction shall be done by independent, well-established and
qualified commercial testing agencies. Personnel shall be qualified and shall have had experience on
projects equal to the complexity of this project. Agency that tests proposed materials shall not be same
agency that provides quality control during construction.
2. Owner will retain testing agencies for providing quality control during construction. Contractor shall
retain testing agency to test proposed materials and submit qualifications of testing agency and its
personnel to Architect-Engineer for approval before retaining agency. Architect-Engineer reserves right to
request change in personnel or firm at any time.
3. Contractor shall retain testing agency for testing materials and separate testing agency to maintain quality
control during construction. Submit qualifications of both Testing Agencies and their personnel to
Architect-Engineer for approval before retaining either one of agencies. Architect-Engineer reserves right
to request change in personnel or firms at any time.
4. Each testing agency shall submit duplicate written reports of tests, findings, investigations and
recommendations to the Contractor and to the Architect-Engineer, as soon as each report has been
completed, preferably the same day, but not more than 1 working day later.
1.4 Project Conditions
A. Protection:
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1. Provide barricades, flagmen, warning signs and warning lights to allow the movement of traffic. If fire
lanes are affected by these operations, secure alternate route for fire trucks.
2. Provide protection for vehicular and pedestrian traffic through and adjacent to these operations.
B. Sequencing, Scheduling:
1. Do not install any materials when ground is frozen or covered with snow, ice or water; it is raining; or
when rain is threatening in the case of cold recycled base course.
2. Place the various courses when the ambient temperatures, taken in the shade, are as follows:
a. Aggregate Base or Subbase Course: 35 degF or higher.
b. Seal Coats: 50 degF or higher and when temperature has not been lower than 35 degF for 12 hours
before application. Seal coats shall be placed a minimum of 30 days after surface course to allow
asphalt concrete to cure.
c. Asphalt Concrete Courses: 40 degF or higher.
d. In place Cold Recycled Base Course: 60 degF or higher and when temperature has not been lower
than 35 degF for 12 hours before application.
e. Portland Cement Concrete: between 25 degF and 90 degF.
f. Pavement-Marking Paint: Proceed with pavement marking only on clean, dry surfaces and at
minimum ambient or surface temperature of 40 deg F (4 deg C) for oil-based materials, 50 deg F
(10 deg C) for water-based materials, and not exceeding 95 deg F (35 deg C).
3. Any areas of in place aggregate subbase or base course that are damaged by freezing, rainfall or other
weather conditions shall be brought to condition in compliance with the Contract Documents at no cost to
the Owner.
4. When the wearing course placement is deferred over the winter, use the wearing course mixture for the
leveling course.
5. Saw cut existing paving to achieve straight line cut when abutting new paving to existing. Start the cut
sufficient distance back from existing edge to provide straight line.
6. Match existing elevations of abutting paving except as indicated.
02740.2 PRODUCTS
2.1 Materials
A. Aggregate Subbase: Refer to Soils and Aggregates – Division 2.
B. Aggregate Base: Refer to Soils and Aggregates – Division 2.
C. Asphalt Materials:
1. Asphalt Binder: AASHTO MP 1, PG 64-22.
2. Asphalt Cement: ASTM D 3381, “Standard Specification for Viscosity-Graded Asphalt Cement for Use
in Pavement Construction”, for viscosity-graded material or ASTM D 946, “Standard Specification for
Penetration-Graded Asphalt Cement for Use in Pavement Construction”, for penetration-graded material.
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3. Bond Coat: ASTM D 977, “Standard Specification for Emulsified Asphalt” or AASHTO M 140,
emulsified asphalt.
4. Water: Potable.
5. Undersealing Asphalt: [ASTM D 3141, “Standard Specification for Asphalt for Undersealing
Portland-Cement Concrete Pavements”] [or] [AASHTO M 238], pumping consistency.
D. Asphalt Concrete In place Cold Recycled Base Course: Cold mixed, cold laid, recycled asphalt concrete base
course.
1. Recycled Aggregate. The material to be treated shall be mixture of the existing asphalt concrete pavement
material lying under the pavement. Pulverize the reclaimed materials so that 100% will pass the 2-inch
sieve and a minimum of 95% will pass the 1 1/2 inch sieve.
2. Virgin Aggregate. Virgin Aggregate shall meet requirements of DG-2 as defined in Soils and Aggregates
– Division 2. When Virgin aggregate is mixed with reclaimed materials, the resulting gradation shall meet
the requirements found below in Table 1.
TABLE 1 – Specifications FOR RECYCLED/VIRGIN
AGGREGATE
Particle Size
% Passing by Weight
Minimum
Maximum
1-1/2"
90
100
3/4"
80
100
3/8”
60
90
#8
40
65
#30
20
40
#200
3
10
3. Asphalt Materials:
a. The asphalt material shall meet the requirements as specified below.
Asphalt Emulsions:
Asphalt emulsions for this project shall meet the
requirements in Table 2.
Recycling Agents:
Recycling agents for this project shall meet the
requirements in Table 3 and 4.
Asphalt Bond Coat:
SS-1H, as found in Table 2.
TABLE 2 – Specifications FOR ASPHALT EMULSIONS
Requirements
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Property
Viscosity, sec:
Project No. 1201344 (SPEC-01804)
Global Facilities Group
Test Method
ASTM D
2441,
unless
otherwise
stated
SS-1s
SS-1h
CSS-1
CSS-1h CMS-2
20-100
20-100
20-100
20-100
CMS-2
h
ASTM D 881
@ 77 degF
@ 122 degF
Storage Stability Test,
2
2
2 max
2 max
Sieve Test, %, max
0.10
0.10
Miscibility with Water
Yes
Yes
% Difference, max
Demulsibility
50ml 0.1 N, CaCl2, %
Particle Charge Tests
50-450
50-450
1
1
1
1
0.10
0.10
0.10
0.10
Positive Positive Positive Positive
Cement Mixing Test,
%, max
2.0
2.0
60
60
Distillation to 500 degF,
% By Weight:
Residue, min
60
60
65
65
Oil Distillate, max
2
2
12
12
ASTM D 51
100-200
40-90
100-250
40-90
100-250
40-90
ASTM D 1131
40
40
40
40
40
40
ASTM D
20421
97.5
97.5
97.5
97.5
97.5
97.5
ASTM D 1281
2
2
2
2
2
2
Tests on Distillation
Residue:
Penetration, 77
DegF, 5 sec
Ductility,
77degF, min
Solubility, %, min
Ash Content, %,
max
Specific Gravity,
77/77 degF, min
Gregory Eastman
ASTM D 701
1.00
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Global Facilities Group
ASTM D 244, “Standard Test Methods for Emulsified Asphalts”;
ASTM D 88, “Standard Test Method for Saybolt Viscosity”;
ASTM D 5, “Standard Test Method for Penetration of Bituminous Materials”;
ASTM D 113, “Standard Test Method for Ductility of Bituminous Materials”;
ASTM D 2042, “Standard Test Method for Solubility of Asphalt Materials in Trichloroethylene”;
ASTM D 128, “Standard Test Methods for Analysis of Lubricating Grease”;
ASTM D 70, “Standard Test Method for Specific Gravity and Density of Semi-Solid Bituminous Materials (Pycnometer
Method)”.
TABLE 3 - Specifications FOR RECYCLING OILS
RA-5(1)
RA-25
RA-75
Test Method
Light
Grade
Medium
Grade
Heavy
Grade
ASTM D 21702
50-800
1000-4000
5000-10000
ASTM D 922
400 Min.
425 Min.
450 Min.
Percent Saturates
ASTM D 20072
30 Max.
30 Max.
30 Max.
RTFC Wt. Change%
ASTM D 28722
4.0 Max.
3.0 Max.
2.0 Max.
RTFC Ratio1
ASTM D 2872
3.0 Max.
3.0 Max.
3.0 Max.
Property
Viscosity @ 140 degF, cSt
Flash Point, COC, degF
The viscosity RTFC residue at 140 degF in cSt/vis. of original material at 140 degF in cSt.
ASTM D 2170, “Standard Test Method for Kinematic Viscosity of Asphalts (Bitumens)”;
ASTM D 92, “Standard Test Method for Flash and Fire Points by Cleveland Open Cup”;
ASTM D 2007, “Standard Test Method for Characteristic Groups in Rubber Extender and Processing Oils and Other
Petroleum-Derived Oils by the Clay—Gel Absorption Chromatographic Method”;
ASTM D 2872, “Standard Test Method for Effect of Heat and Air on a Moving Film of Asphalt (Rolling Thin-Film Oven
Test)”.
TABLE 4 - Specifications FOR EMULSIFIED RECYCLING AGENT (2)
Property
Test Method
Requirement
Viscosity @ 77 degF, SFS
ASTM Designation. D 2443
15-85
Pumping Stability
G.B. Method (3)
Pass
Emulsion Coarseness, %
Sieve Test
ASTM Designation. D 244 (4)
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Project No. 1201344 (SPEC-01804)
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Global Facilities Group
Sensitivity to Fines, %
Cement Mixing
ASTM Designation. D 244
2.0 Max.
Particle Charge
ASTM Designation. D 244
Positive
Concentration of Oil Phase, %
ASTM Designation. D 244 (5)
60 Min.
ASTM D 244, “Standard Test Methods for Emulsified Asphalts”.
4. Range of Viscosity @ 140 degF, cSt is modified from 200 800 to 50 800.
5. Oils for emulsions shall meet the specifications listed in Table 1.
6. Pumping stability is determined by charging 450 ml. of emulsion into 1 liter beaker and circulating the
emulsion through gear pump (Roper 29.B22621) having 1/4 inch inlet and outlet. The emulsion passes if
there is no significant oil separation after circulating 10 minute.
7. Test procedures identical with ASTM Designation D 244, “Standard Test Methods for Emulsified
Asphalts”, except that distilled water shall be used in place of 2% sodium oleate solution.
8. ASTM Designation D 244, “Standard Test Methods for Emulsified Asphalts”, Evaporation Test for% of
residue is modified by heating 50 gram sample to 30 degF until foaming ceases, then cooling immediately
and calculating results.
E. Concrete Curb and Gutter. Provide concrete curb and gutter per Division 2, Cement Concrete Paving, using 3500
psi concrete.
J.
Joint Sealant: AASHTO M 301, hot applied, single-component, polymer-modified asphalt sealant.
K. Pavement-Marking Paint: Alkyd-resin type, lead and chromate free, ready mixed, complying with FS TT-P-115,
Type I or AASHTO M 248, Type [N] [F].
1. Color: As indicated.
L. Pavement-Marking Paint: Latex, waterborne emulsion, lead and chromate free, ready mixed, complying with FS
TT-P-1952, with drying time of less than 45 minutes.
1. Color: As indicated.
N. Repair Mortar :
1. BASF “EMACO T430”, www.buildingsystems.basf.com
2.2 Mixes
A. Marshall Method Criteria:
1. Mixes: Comply with the following criteria:
Marshall
Stability
(lbs)
minimum
Asphalt base course
Gregory Eastman
1100
Flow
(inches)
range
VMA*
%
minimu
m
Air
Voids
%
range
.08 - .18
15
3- 5
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LA
Abrasion
Max
% loss
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Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
Surface and Leveling Courses -
1300
.08 - .16
13.5
3-5
Cold Recycled Base Course
700
.06 - .18
---
6-8
40
2. Asphalt base course shall have 25% minimum crushed material and shall meet the following design
criteria: (NOTE: ASTM D3515 MIX D-3).
Sieve Size
Percent Passing
Minimum
Maximum
Asphalt Binder
4.0
6.0
1'1/2"
100
100
1"
90
100
1/2"
56
80
No. 4
29
59
No.8
19
45
No.50
5
17
No. 200
1
7
3. Asphalt leveling course (minimum thickness 2-1/2") shall have 25% minimum crushed material and shall
meet the following design criteria: (NOTE: MDOT MIX 11A MODIFIED FROM 1996 SPEC).
Sieve Size
Gregory Eastman
Percent Passing
Minimum
Maximum
Asphalt Binder
4.0
6.0
1"
100
100
3/4"
70
95
1/2"
55
85
3/8"
40
80
No. 4
25
65
No.8
15
50
No. 16
10
40
No. 30
7
32
No. 50
5
20
No. 100
4
12
No. 200
3
6
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General Motors Company
Global Facilities Group
4. Asphalt surface course shall have 25% minimum crushed material and shall meet the following design
criteria: (NOTE: MDOT MIX 13A FROM 1996 SPEC).
Sieve Size
Percent Passing
Minimum
Maximum
Asphalt Binder
5.0
8.0
3/4"
100
100
1/2"
75
95
3/8"
60
90
No. 4
45
85
No.8
30
65
No. 16
20
50
No. 30
15
40
No. 50
10
25
No. 100
5
15
No. 200
3
6
Mix Design:
1. Mix Design [D]: The Contractor shall provide mixture that conforms to the specified requirements listed
under Article Marshall Method Criteria.
2. The Architect-Engineer reserves the right to increase the design asphalt content 0.3% above the
recommended content, at no additional cost to the Owner.
3. Mix Design for Cold Recycled Base Course [D]:
a. Contractor retained testing agency shall prepare optimum mixture designs (job mix formulas) based
on Marshall Stability, Flow, Maximum Density, proportion of materials in the mix, gradations of
aggregates and penetration or viscosity of the blended binder. Final mix designs shall conform to
the specified requirements listed under Article Marshall Method Criteria.
b. Make visual inspection of the existing pavement to determine if there are significant differences in
any of the areas to be recycled. Prepare mix designs based on representative samples taken for each
2,000 square yards of pavement to be recycled and at each visible change in the existing pavement
material.
c. Where pavement is uniform, prepare mix design based on composite samples of the cores taken.
Prepare separate mix designs for areas where cores indicate significantly different materials.
02740.3 EXECUTION
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3.1 Preparation
A. Receiving Surface:
1. Fine grade and compact earth subgrades and bring to required elevations and cross sections. Clean
surfaces of existing concrete pavement and remove dirt, loose materials, and soft materials to provide
sound, dry surfaces ready to receive paving.
2. Before placing any overlying materials, proof roll the compacted subgrade with 10-ton rollers. Rework
any soft areas or areas unable to support rollers, until reworked subgrade is acceptable to the
Architect-Engineer and meets the compaction requirements specified in Earthwork – Division
B. Cold Milling:
1. Clean existing pavement surface of loose and deleterious material immediately before cold milling.
Remove existing asphalt pavement by cold milling to grades and cross sections indicated.
a. Mill to uniform finished surface free of gouges, grooves, and ridges.
b. Control rate of milling to prevent tearing of existing asphalt course.
c. Repair or replace curbs, manholes, and other construction damaged during cold milling.
d. Excavate and trim unbound-aggregate base course, if encountered, and keep material separate
from milled hot-mix asphalt.
2. Stockpile milled bituminous concrete and reuse as aggregate base course.
3. Keep milled pavement surface free of loose material and dust.
C. Patching:
1. Hot-Mix Asphalt Pavement: Saw cut perimeter of patch and excavate existing pavement section to sound
base. Excavate rectangular or trapezoidal patches, extending 12 inches (300 mm) into adjacent sound
pavement, unless otherwise indicated. Cut excavation faces vertically. Remove excavated material.
Recompact existing unbound-aggregate base course to form new subgrade.
a. Portland Cement Concrete Pavement: Break cracked slabs and roll to reseat concrete pieces
firmly.
1) Pump Repair Mortar under rocking slabs until slab is stabilized or, if necessary, crack
slab into pieces and roll to reseat pieces firmly.
2) Remove disintegrated or badly cracked pavement. Excavate rectangular or trapezoidal
patches, extending into adjacent sound pavement, unless otherwise indicated. Cut
excavation faces vertically. Recompact existing unbound-aggregate base course to form
new subgrade.
b.Bond Coat: Apply uniformly to vertical surfaces abutting or projecting into new, hot-mix asphalt
paving at rate of 0.05 to 0.15 gal. per sq. yd. (0.2 to 0.7 L/sq. m).
1) Allow bond coat to cure undisturbed before applying hot-mix asphalt paving.
2) Avoid smearing or staining adjoining surfaces, appurtenances, and surroundings. Remove
spillages and clean affected surfaces.
c. Patching: Fill excavated pavements with hot-mix asphalt base mix and, while still hot, compact
flush with adjacent surface.
d.Patching: Partially fill excavated pavements with hot-mix asphalt base mix and compact while still
hot. Cover asphalt base course with compacted, hot-mix surface layer finished flush with adjacent
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Project No. 1201344 (SPEC-01804)
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p
p
y
j
surfaces.
D. Repairs:
1. Leveling Course: Install and compact leveling course consisting of hot-mix asphalt top course to level
sags and fill depressions deeper than 1 inch (25 mm) in existing pavements.
a. Install leveling wedges in compacted lifts not exceeding 3 inches (75 mm) thick.
2. Crack and Joint Filling: Remove existing joint filler material from cracks or joints to depth of 1/4 inch (6
mm).
a. Clean cracks and joints in existing hot-mix asphalt pavement.
b.Use hot-applied joint sealant to seal cracks and joints more than 1/4 inch (6 mm) wide. Fill flush
with surface of existing pavement and remove excess.
3.2 Surface Preparation
A. General: Immediately before placing asphalt materials, remove loose and deleterious material from substrate
surfaces. Ensure that prepared subgrade is ready to receive paving.
1. Sweep loose granular particles from surface of unbound-aggregate base course. Do not dislodge or disturb
aggregate embedded in compacted surface of base course.
B. Bond Coat: Apply uniformly to surfaces of existing pavement at rate of 0.05 to 0.15 gal./sq. yd. (0.2 to 0.7 L/sq.
m).
1. Allow bond coat to cure undisturbed before applying hot-mix asphalt paving.
2. Avoid smearing or staining adjoining surfaces, appurtenances, and surroundings. Remove spillages and
clean affected surfaces.
3.3 Application
A. Hot-Mix Asphalt Placing:
1. Machine place hot-mix asphalt on prepared surface, spread uniformly, and strike off. Place asphalt mix by
hand to areas inaccessible to equipment in manner that prevents segregation of mix. Place each course to
required grade, cross section, and thickness when compacted. Place asphalt courses within the following
tolerances:
Asphalt Course
Minimum Thickness
Maximum Thickness
Base
2-1/2"
4"
Leveling
2-1/2"
3"
Surface
1-1/2"
2-1/2"
2. Asphalt mix shall be placed within 20° F of the following target temperatures:
Temperature of the
Surface Being
Overlaid
Gregory Eastman
Rate of application of HMA Material in lb./syd
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<120
120-200
>200
Target Placement Temperature
35-39
330
40-49
330
315
50-59
330
315
300
60-69
315
300
285
70-79
300
285
270
80-89
285
270
270
90 and over
270
270
270
3. Place paving in consecutive strips not less than 10 feet (3 m) wide unless infill edge strips of lesser width
are required.
a. After first strip has been placed and rolled, place succeeding strips and extend rolling to overlap
previous strips. Complete sections of asphalt base course before placing asphalt surface course.
b. Begin applying mix with one edge of paver at centerline of crown for crowned sections and on high
side of 1-way slopes, unless otherwise indicated.
c. Regulate paver machine speed to obtain smooth, continuous surface free of pulls and tears in
asphalt-paving mat.
4. Promptly correct surface irregularities in paving course behind paver. Use suitable hand tools to remove
excess material forming high spots. Fill depressions with hot-mix asphalt to prevent segregation of mix;
use suitable hand tools to smooth surface.
B. Joints:
1. Construct joints to ensure a continuous bond between adjoining paving sections. Construct joints free of
depressions with same texture and smoothness as other sections of hot-mix asphalt course.
a. Clean contact surfaces and apply bond coat to joints.
b. Offset longitudinal joints, in successive courses, minimum of 6 inches (150 mm).
c. Offset transverse joints, in successive courses, minimum of 24 inches (600 mm).
d. Construct transverse joints as described in AI MS-22, "Construction of Hot Mix Asphalt
Pavements."
e. Compact joints as soon as hot-mix asphalt will bear roller weight without excessive displacement.
f. Compact asphalt pavement at joints to density within 2% of specified course density.
C. Compaction:
1. General: Begin compaction as soon as placed hot-mix paving will bear roller weight without excessive
displacement. Compact hot-mix paving with hot, hand tampers or vibratory-plate compactors in areas
inaccessible to rollers. Complete compaction before mix temperature cools to 185 deg F (85 deg C).
2. Breakdown Rolling: Complete breakdown or initial rolling immediately after rolling joints and outside
edge. Examine surface immediately after breakdown rolling for crown, grade, and smoothness. Correct
laydown and rolling operations to comply with requirements.
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Project No. 1201344 (SPEC-01804)
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3. Intermediate Rolling: Begin intermediate rolling immediately after breakdown rolling while hot-mix
asphalt is still hot enough to achieve specified density. Continue rolling until hot-mix asphalt course has
been uniformly compacted to the following density:
a. Average Density: 96% of reference laboratory density according to AASHTO T 245, but not less
than 94% nor greater than 100%.
b. Average Density: 92% of reference maximum theoretical density according to ASTM D 2041,
“Standard Test Method for Theoretical Maximum Specific Gravity and Density of Bituminous
Paving Mixtures”, but not less than 90% nor greater than 96%.
4. Finish Rolling: Finish roll paved surfaces to remove roller marks while hot-mix asphalt is still warm.
5. Edge Shaping: While surface is being compacted and finished, trim edges of pavement to proper
alignment. Bevel edges while asphalt is still hot; compact thoroughly.
6. Repairs: Remove paved areas that are defective or contaminated with foreign materials and replace with
fresh, hot-mix asphalt. Compact by rolling to specified density and surface smoothness.
7. Protection: After final rolling, do not permit vehicular traffic on pavement until it has cooled and
hardened.
8. Erect barricades to protect paving from traffic until mixture has cooled enough not to become marked.
3.4 Installation Tolerances
A. Thickness: Compact each course to produce the thickness shown within the following tolerances:
1. Base Course: Plus or minus 1/4 inch (6 mm).
2. Leveling Course: Plus or minus 1/4 inch (6 mm).
3. Top Course: Plus 1/4 inch (6 mm), no minus.
B. Surface Smoothness: Compact each course to produce surface smoothness within the following tolerances as
determined by using 10-foot (3-m) straightedges, applied transversely or longitudinally to paved areas:
1. Base Course: 1/4 inch (6 mm).
2. Top and Leveling Course: 1/8 inch (3 mm) .
3. Crowned Surfaces: Test with crowned template centered and at right angle to crown. Maximum allowable
variance from template is 1/4 inch (6 mm).
C. Cold Recycled Asphalt Base Course:
1. Construction:
a. Perform recycling cold, in place and with train type continuous operation approved by the Owner
before the start of work.
b. Spread the virgin aggregate on the existing pavement immediately ahead of the recycling operation
with rear dump self unloading truck capable of windrowing the aggregate uniformly and providing
mixture that meets the gradation requirements. No traffic will be allowed on the spread material.
c. Completely remove the virgin aggregate material and existing pavement section to the specified
depth without disturbing the underlying base and pulverize the materials to the size specified. Do
not stockpile or remove reclaimed asphalt pavement from the project.
d. Adjust the moisture content of the pulverized material to achieve maximum density after rolling.
Thoroughly and uniformly mix additives into the recycled materials. Should the blending become
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General Motors Company
Global Facilities Group
inconsistent in any way, stop production and make adjustments as necessary. Excess handling,
windrowing, blading, etc., which will segregate the recycled material is not permitted.
e. While the mixture is in workable state, place and compact it to conform to the lines, grades and
cross sections shown on the plans. After placement of the pavement by an approved asphalt paver,
allow the pavement to cure or aerate before rolling. Use pneumatic tired and other approved rollers
to compact the cold recycled base course to the density required by the Density of Asphalt Concrete
In Place by Nuclear Method, ASTM D 2950. Compact to a minimum of 95% of the control density.
The size, number and type of rollers necessary shall depend upon the Contractor’s speed and the
weather.
f. Do not place surfacing courses until the finished cold recycled base course has cured to moisture
content of 1.5% or less.
2. Equipment:
a. Removal Equipment:
1) Use power operated machines of the cold milling type or similar, capable of removing
the specified depth of material to be reclaimed in single pass and depositing it into the
hopper of paver.
2) The removal equipment shall be capable of controlling particle size to meet the gradation
requirements of Part 2 of this specification. A progress meter measuring forward speed of
the machine shall be in full view of the operator.
3) The removal equipment shall be capable of controlling depth of cut, transverse and
longitudinal profiles to within +/ 1/4 inch in 10 feet without disturbing the underlying
material.
4) The equipment shall have the capability of metering the recycling agent at the rate shown
by the Contractor’s approved mix design. Deviation from design rate percentage of more
than +/ 0.1% is not allowed. A positive displacement pump is required for liquid
application with an interlock to the forward progress of the milling machine. Equipment
shall maintain required application rates through its range of forward operating speed.
The Owner will require periodic calibration checks to insure the rate of application
complies with the approved mix design. A rate of application meter shall be in full view
of the milling machine operator.
5) The equipment shall have separate systems for both water and recycling agent application
and be capable of mixing and blending ingredients uniformly.
6) Maintain equipment in satisfactory operating condition.
b. Rollers: Rollers must meet the following requirements:
1) Steel-wheeled rollers must be self-propelled vibratory or static tandem rollers or
self-propelled three-wheeled rollers. Provide a steering device that responds readily and
permits the roller to be directed on the desired alignment. Equip rollers with wheel
sprinklers and scrapers. Provide smooth roller wheels free from openings or projections
that will mar the surface of the pavement. Provide vibratory rollers with an automatic
shutoff to deactivate the vibrators when the roller speed is less than 0.5 mph. Provide
rollers that operate according to the manufacturer's recommended speed, impacts per
foot, and amplitude of vibration (dynamic force) for the thickness of HMA being
compacted.
2) Pneumatic-tired rollers must be self propelled and equipped with a minimum of seven
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wheels spaced so the rear group of tires do not follow in the tracks of the forward group
but provide a minimum tire path overlap of 1/2 inch. Provide smooth tires that can be
inflated to the manufacturer's recommended pressure. Equip the rollers with a mechanism
that can smoothly reverse the motion of the roller. Equip the rollers with wheel scrapers
and skirting to enclose the wheel area to within 3 inches of the pavement surface. Use a
release agent to prevent material from sticking to the tires. Do not leave excessive
globules of mixture on the top course pavement during rolling.
c. Asphalt Pavers:
1) Each paver shall be equipped with a full width vibratory or tamper bar screed that can
spread and finish the HMA to the required cross section and grade. Pavers shall produce
a uniformly finished surface free from tearing or other blemishes and free from
measurable segregation.
2) Equip the paver to provide a uniform head of material ahead of the screed. Install reverse
pitch augers or paddles inside both ends of the auger shafts to force the mix to the center
of the main screed.
3) Extensions added to the main screed must provide the same vibrating or tamping action
and heating capabilities as the main screed. Adjust extensions to the main screed so no
longitudinal marks remain on the surface after breakdown rolling. Equip in line screed
extensions with a continuation of the automatically controlled spreading augers to within
18 inches of the outside edge. Follow the manufacturer's recommendations for all other
screed extensions.
3.5 Pavement Marking
A. Do not apply pavement-marking paint until layout, colors, and placement have been verified with Engineer.
B. Allow paving to age for 30 days before starting final pavement marking.
C. Sweep and clean surface to eliminate loose material and dust.
D. Apply paint with mechanical equipment to produce 4" wide pavement markings, of dimensions indicated, with
uniform, straight edges. Apply at manufacturer's recommended rates to provide minimum wet film thickness of 15
mils (0.4 mm).
1. Broadcast glass spheres uniformly into wet pavement markings at rate of 6 lb/gal. (0.72 kg/L).
3.6 Field Quality Control
A. Testing Agency: Owner will engage qualified independent testing and inspecting agency to perform field tests and
inspections and to prepare test reports.
1. Testing agency will conduct and interpret tests and state in each report whether tested Work complies
with or deviates from specified requirements.
B. Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of replaced
or additional work with specified requirements.
C. Thickness: In-place compacted thickness of hot-mix asphalt courses will be determined according to ASTM D
3549, “Standard Test Method for Thickness or Height of Compacted Bituminous Paving Mixture Specimens”.
D. Surface Smoothness: Finished surface of each hot-mix asphalt course will be tested for compliance with
smoothness tolerances.
E. In-Place Density: Testing agency will take samples of uncompacted paving mixtures and compacted pavement
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according to ASTM D 979, "Standard Practice for Sampling Bituminous Paving Mixtures" or AASHTO T 168.
1. Reference maximum theoretical density will be determined by averaging results from four sample of
hot-mix-asphalt-paving mixture delivered daily to site, prepared according to ASTM D 2041, "Standard
Test Method for Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures",
and compacted according to job-mix specifications.
2. In-place density of compacted pavement will be determined by testing core samples according to ASTM
D 1188, "Standard Test Method for Bulk Specific Gravity and Density of Compacted Bituminous
Mixtures Using Paraffin-Coated Specimens" or ASTM D 2726, "Standard Test Method for Bulk Specific
Gravity and Density of Non-Absorptive Compacted Bituminous Mixtures".
a. One core sample will be taken for every 1000sq. yd. (836 sq. m) or less of installed pavement,
with no fewer than 3 cores taken.
b. Field density of in-place compacted pavement may also be determined by nuclear method
according to ASTM D 2950, "Standard Test Method for Density of Bituminous Concrete in Place
by Nuclear Methods" and correlated with ASTM D 1188, "Standard Test Method for Bulk
Specific Gravity and Density of Compacted Bituminous Mixtures Using Paraffin-Coated
Specimens", or ASTM D 2726, "Standard Test Method for Bulk Specific Gravity and Density of
Non-Absorptive Compacted Bituminous Mixtures".
F. Remove and replace hot-mix asphalt pavement where test results or measurements indicate that it does not comply
with specified requirements.
3.7 Field Quality Control - Cold Recycled Base Course
A. Asphalt mixture properties and in place compaction will be tested for quality control during construction per
ASTM methods described below.
1. Marshall Method: “Mixes” Article of this Section.
2. Density of Asphalt Concrete In Place by Nuclear Method: ASTM D 2950, “Standard Test Method for
Density of Bituminous Concrete in Place by Nuclear Methods”.
B. Correct any deficient areas that show evidence of excessive cracking or instability be re mixing, regrading and
recompacting at no additional cost to the Owner.
C. After final rolling, test the surface longitudinally using 10 foot straightedge at selected locations. The variation of
the surface from the testing edge of the straightedge between any 2 contacts with the surface shall at no point
exceed 1/4 inch. Variations in excess of the specified tolerance shall be corrected as directed by the Field
Representative.
D. Determine the depth of the compacted Cold Recycled Base Course by cutting or drilling holes to the full depth of
the course every 2500 square yards. Any section deficient by 1/2 inch or more from the specified depth shall be
removed and replaced at no expense to the Owner.
E. The final average in place density shall not be less than 96% of the maximum Marshall density.
F. Provide minimum of 2 moisture content evaluations of 1.5% or less for each 5,000 square yards of completed
Cold Recycled Base Course before placing any additional surface courses.
3.8 Disposal
A. Except for material shown to be recycled, remove excavated materials from Project site and legally dispose of
them in an EPA-approved landfill.
B. Do not allow excavated materials to accumulate on-site.
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Project No. 1201344 (SPEC-01804)
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END OF SECTION
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02751 - CONCRETE PAVEMENT
02751.1 GENERAL
1.1 Summary
A. Section Includes:
1. Provide Portland cement concrete pavement including roadways, curbs, gutters and walks, and other
incidentals required for complete system as shown on contract drawings and included in Specifications.
B. Related Work Specified in Other Sections:
1. Earthwork, graded to top of subgrade, and stabilization Division 2
2. Underground Utility Services Division 2
3. Underground Electrical Services –Division16.
1.2 References
A. Reference Standards:
1. Provide Portland cement concrete pavement according to material, testing, workmanship, and other
applicable requirements of standard specifications of state or authority having jurisdiction and standards
referenced in this Section. Should there be discrepancies between specifications of state or authority and
this Section, the state or authority shall govern except as noted.
2. The Architect-Engineer and Owner’s Representative shall determine extent of compliance based on intent
of Contract Documents.
3. Measurement and payment provisions and safety program submittals shall be followed per General,
Supplementary, Special Conditions and Division 1 Specification Sections.
1.3 Definitions
A. Cold Weather: Average of highest and lowest outdoor air temperature from midnight to midnight of previous 3
calendar days is below 40 degrees F and has not been above 50 degrees F for more than 12 hours in any 24 hour
period during previous 72 hours.
B. Hot Weather: Estimated concrete surface moisture evaporation rate exceeds 0.1 pounds per square foot per hour or
calculated site evaporation rate exceeds 0.2 pounds per square foot per hour using methods illustrated in ACI
305R.
C. Protection Period: Beginning immediately after concrete placement, the time during which formwork may not be
removed or concrete is required to be maintained within specific temperature ranges to prevent freezing, excessive
evaporation, or to insure necessary strength development.
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Project No. 1201344 (SPEC-01804)
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D. Tolerances: The variation of measurement (quantity, quantity, length, elevation, slope, weight) that is allowed
from that noted. Plus (+) tolerance increases measurement to which it applies. Minus (-) tolerance decreases
measurement to which it applies. Where only one signed tolerance is given there is no limit in other direction,
however, other measurements or tolerances may govern. When measurement is specified as "maximum," "not
more than," "less than," "up to,” plus tolerance is +0. When measurement is specified as "minimum," "at least,"
"greater than," "more than,” minus tolerance is -0. Where range in measurement is specified there is no allowed
variation beyond range.
1.4 Submittals
A. Refer to Division 1 General Requirements, for administrative requirements governing submittal procedure.
B. Product Data: Submit aggregate subbase, base and shoulder gradation report.
C. Product Data: Submit pavement and roadway separation fabric data.
D. Product Data: Submit mix report for each portland cement concrete mixture and include proportions of various
aggregates and mineral filler, combined aggregate gradation, and recommended cement content. Include
laboratory tests used to arrive at proposed mix and include certifications of admixtures that chloride was not added
during manufacture and chloride ion content is less than 0.1percent. Submit minimum of 15 working days prior to
start of field operations to allow time for review.
1.5 Quality Assurance
A. Qualifications:
1. Installer:
a. Installer of concrete pavement shall have completed paving projects of comparable size and
material types with successful in-service results. Concrete pavement installer shall be qualified to
perform state highway concrete paving work.
2. Producer:
a. The Portland cement concrete mix producer shall be regularly engaged in production of bulk
Portland cement concrete. (Contractor operated batch plants are allowed.)
B. Pre-installation Meetings:
1. Conduct pre-installation conference at Project site to comply with requirements of Division 1 General
Requirements, Review methods and procedures related to portland cement concrete paving including, but
not limited to, the following:
a. Review proposed sources of paving materials, including capabilities and location of plant that
manufacture concrete.
b. Review condition of substrate and preparatory work performed by other trades.
c. Review requirements for protecting paving work, including restriction of traffic during installation
period and for remainder of construction period.
d. Review and finalize construction schedule for paving and related work. Verify availability of
materials, paving Installer's personnel, and equipment required to execute Work without delays.
C. Testing:
1. Owner shall retain testing agency for providing quality control during construction. Contractor shall retain
testing agency to test proposed materials and submit qualifications of testing agency and its personnel to
Architect-Engineer for approval before retaining the agency. Architect-Engineer reserves right to request
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Project No. 1201344 (SPEC-01804)
Global Facilities Group
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change in personnel or firm at any time.
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2. Contractor shall retain testing agency for testing materials and separate testing agency to maintain quality
control during construction. Submit qualifications of both Testing Agencies and their personnel to
Architect-Engineer for approval before retaining either one of the agencies. Architect-Engineer reserves
right to request change in personnel or firms at any time.
3. Each testing agency shall submit duplicate written reports of tests, findings, investigations and
recommendations to Contractor, Owner’s Representative and to Architect-Engineer, as soon as each
report has been completed, preferably same day, but not more than 1 working day later.
1.6 Project Conditions
A. Protection:
1. Provide barricades, flagmen, warning signs and warning lights to allow movement of traffic. If fire lanes
are affected by these operations, secure alternate route for fire trucks.
2. Provide protection for vehicular and pedestrian traffic through and adjacent to these operations.
B. Sequencing, Scheduling:
1. Do not install any materials when ground is frozen or covered with snow, ice or water; it is raining.
2. Place Portland cement concrete between 25 degF and 90 degF.
02751.2 PRODUCTS
2.1 Materials
A. Forms:
1. Form Materials: Plywood, galvanized metal, galvanized metal-framed plywood, or other approved
panel-type materials to provide full-depth, continuous, straight, smooth exposed surfaces.
2. Use flexible or curved forms for curves of radius 100 feet (30.5 m) or less.
3. Form-Release Agent: Provide commercial formulation form release agent with maximum of 3 pounds per
gallon VOC’s (volatile organic compounds) that shall not bond with, stain, or adversely affect concrete
surface and shall not impair subsequent concrete surfaces.
4. Form Ties: Commercially manufactured, adjustable-length, removable or snap-off metal form ties
designed to prevent deflection and to prevent spalling of concrete upon removal.
B. Steel Reinforcement:
1. Wire:
a. Plain: ASTM A 82, “Standard Specification for Steel Wire, Plain, for Concrete Reinforcement”, as
drawn.
b. Epoxy Coated Plain: Surface cleaned to near white metal in accordance with SSPC-SP 10 (The
Society for Protective Coatings) and to visual standards of SSPC-Vis 1, with ASTM A 884/A
884M, “Standard Specification for Epoxy-Coated Steel Wire and Welded Wire Fabric for
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Reinforcement”, Class A epoxy coating
2. Welded Wire:
a. Plain: ASTM A 185, “Standard Specification for Steel Welded Wire Reinforcement, Plain, for
Concrete”, fabricated from as-drawn steel wire into flat sheets.
b. Deformed: ASTM A 497, “Standard Specification for Steel Welded Wire Reinforcement,
Deformed, for Concrete”, flat sheet.
c. Epoxy-Coated Plain and Deformed: Surface cleaned to near white metal in accordance with
SSPC-SP 10 (The Society for Protective Coatings) and to visual standards of SSPC-Vis 1, with
ASTM A 884/A 884M, “Standard Specification for Epoxy-Coated Steel Wire and Welded Wire
Fabric for Reinforcement”, Class A epoxy coating.
3. Bars:
a. Deformed: ASTM A 615/A 615M, “Standard Specification for Deformed and Plain Billet-Steel
Bars for Concrete Reinforcement”, Grade 60 (Grade 420).
b. Epoxy-Coated Deformed Bars: Surface cleaned to near white metal in accordance with SSPC-SP 10
(The Society for Protective Coatings) and to visual standards of SSPC-Vis 1, with ASTM A 775/A
775M, “Standard Specification for Epoxy-Coated Reinforcing Steel Bars”, epoxy coating with
ASTM A 615/A 615M, “Standard Specification for Deformed and Plain Billet-Steel Bars for
Concrete Reinforcement”, Grade 60 (Grade 420).
4. Bar Mats:
a. ASTM A 184/A 184M, “Standard Specification for Fabricated Deformed Steel Bar Mats for
Concrete Reinforcement”; with ASTM A 615/A 615M, “Standard Specification for Deformed and
Plain Billet-Steel Bars for Concrete Reinforcement”, Grade 60 (Grade 420), deformed bars;
assembled with clips.
C. Steel Reinforcement Fabrication:
1. Fabricate reinforcing per Engineer’s approved shop drawings.
2. Joint Dowel Bars:
a. Plain Bars: ASTM A 615/A 615M, “Standard Specification for Deformed and Plain Billet-Steel
Bars for Concrete Reinforcement”, Grade 60 (Grade 420). Cut bars true to length with ends square
and free of burrs.
b. Epoxy-Coated Plain Bars: Surface cleaned to near white metal in accordance with SSPC-SP 10
(The Society for Protective Coatings) and to visual standards of SSPC-Vis 1, with ASTM A 775/A
775M, “Standard Specification for Epoxy-Coated Reinforcing Steel Bars”; with ASTM A 615/A
615M, “Standard Specification for Deformed and Plain Billet-Steel Bars for Concrete
Reinforcement”, Grade 60 (Grade 420).
3. Tie Bars: ASTM A 615/A 615M, “Standard Specification for Deformed and Plain Billet-Steel Bars for
Concrete Reinforcement”, Grade 60 (Grade 420), deformed.
4. Hook Bolts: ASTM A 307, “Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile
Strength”, Grade A (ASTM F 568M, “Standard Specification for Carbon and Alloy Steel Externally
Threaded Metric Fasteners”, Property Class 4.6), internally and externally threaded. Design hook-bolt
joint assembly to hold coupling against pavement form and in position during concreting operations, and
to permit removal without damage to concrete or hook bolt.
5. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening
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reinforcement bars, welded wire fabric, and dowels in place. Manufacture bar supports according to
Concrete Reinforcing Steel Institute (CRSI) "Manual of Standard Practice" from steel wire, plastic, or
precast concrete or fiber-reinforced concrete of greater compressive strength than concrete, and as
follows:
a. Equip wire bar supports with sand plates or horizontal runners where base material shall not support
chair legs.
b. For epoxy-coated reinforcement, use epoxy-coated or other dielectric-polymer coated wire bar
supports.
6. Epoxy Repair Coating: Liquid 2-part epoxy repair coating, compatible with epoxy coating on
reinforcement.
7. Class 1 Reinforcing Supports: Commercially manufactured bolsters, chairs, blocks, spacers, hangers, and
other devices for supporting and spacing reinforcing bars and welded wire fabric, made of precast
concrete, cementitious fiber-reinforced material, or cold-drawn steel wire coated with at least 3/32 inch of
plastic at points within 1/2 inch of point of contact with formwork. Plastic coating shall not chip, crack,
deform, or peel under ordinary job conditions. Non-metal supports shall have compressive strength equal
to or greater than specified compressive strength of concrete in which they shall be embedded.
8. Class 2, Type A Reinforcing Supports: Commercially manufactured bolsters, chairs, spacers, hangers, and
other devices for supporting and spacing reinforcing bars and welded wire fabric, made of cold-drawn
steel wire bar with ASTM A 493, “Standard Specification for Stainless Steel Wire and Wire Rods for
Cold Heading and Cold Forging”, stainless steel tips on each leg that no portion of non-stainless steel
wire lies within 1/4 inch of point of contact with formwork.
9. Class 2, Type B Reinforcing Supports: Commercially manufactured bolsters, chairs, spacers, hangers, and
other devices for supporting and spacing reinforcing bars and welded wire fabric, made of ASTM A 493,
“Standard Specification for Stainless Steel Wire and Wire Rods for Cold Heading and Cold Forging”,
stainless steel or cold-drawn steel wire bar with ASTM A 493, “Standard Specification for Stainless Steel
Wire and Wire Rods for Cold Heading and Cold Forging”, stainless steel leg extensions that no portion
of non-stainless steel wire lies within 3/4 inch of point of contact with formwork.
10. Class 3 Reinforcing Supports: Commercially manufactured bolsters, chairs, spacers, hangers and other
devices for supporting and spacing reinforcing bars and welded wire fabric, made of cold-drawn steel wire
bar.
11. Supports for Epoxy-coated or Galvanized Reinforcing: Commercially manufactured bolsters, chairs,
blocks, spacers, hangers, and other devices for supporting and spacing reinforcing bars and welded wire
fabric, made of precast concrete, cementitious fiber-reinforced material, or cold-drawn steel wire bar
completely coated with plastic, epoxy, or other dielectric material compatible with concrete. Embedded
wire ties or dowels that are part of precast concrete or cementitious fiber-reinforced supports and
reinforcing bars added as support for specified reinforcing shall be coated with plastic, epoxy, or other
dielectric material compatible with concrete. Coating shall not chip, crack, deform, or peel under ordinary
job conditions. Reinforcing bars added as support for specified galvanized reinforcing may be galvanized
instead of plastic- or epoxy-coated.
12. All-plastic Reinforcing Supports: Commercially manufactured chairs, spacers, and other devices for
supporting and spacing reinforcing bars and welded wire fabric, made completely of plastic, with rounded
seatings, capable of sustaining cold weather without shattering or cracking, and having at least 25% of
gross plane areas perforated to compensate for different coefficient of thermal expansion than that of
concrete. These devices meet or exceed requirements for other reinforcing supports.
13. Reinforcing Tie Wire: Commercially manufactured black-annealed wire at least 16-1/2 gauge thick. Tie
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wire for epoxy-coated or galvanized reinforcing shall be coated with plastic, epoxy, nylon, or other
dielectric material compatible with concrete. Tie wire for galvanized reinforcing may be stainless steel or
zinc-coated instead of plastic-, epoxy-, or nylon-coated.
D. Curing Materials:
1. Absorptive Cover: AASHTO M182, Class 2; burlap cloth made from jute or kenaf, weighing at least 9
ounces per square yard, or proved by Architect-Engineer.
2. Sheet Material Cover: ASTM C 171, “Standard Specification for Sheet Materials for Curing Concrete”;
waterproof paper, polyethylene film, or burlap-polyethylene sheeting with moisture loss of no more than
0.06 pounds per square foot when tested in accordance with ASTM C 156, “Standard Test Method for
Water Retention by Concrete Curing Materials”.
3. Water-Based Acrylic Membrane Curing Compound: ASTM C 309, “Standard Specification for Liquid
Membrane-Forming Compounds for Curing Concrete”, Type I, Class B; Membrane-forming curing
compound with maximum of 3 pounds per gallon VOCs, minimum solids content of 30%, and moisture
loss of not more than 0.06 pounds per square foot when tested in accordance with ASTM C 156,
“Standard Test Method for Water Retention by Concrete Curing Materials”.
a. Subject to compliance with requirements, provide one of the following:
1) Dayton Superior Safe Cure & Seal 30percent (J-19), www.daytonsuperior.com
2) Euclid Chemical Co. Super Aqua-Cure VOX or Super Diamond Clear VOX,
www.euclidchemical.com
3) L&M Construction Chemicals, Inc. Dress & Seal WB 30, www.lmcc.com
4) BASF Masterkure 200 W, www.basf.com
5) Sonneborn Building Products Kure-N-Seal WB30, www.basf.com
4. Evaporation Control Compound: Monomolecular film-forming compound applied to exposed concrete
slab surfaces for temporary protection from rapid moisture loss.
a. Subject to compliance with requirements, provide one of the following:
1) Dayton Superior Aquafilm, www.daytonsuperior.com
2) Euclid Chemical Co. Eucobar, www.euclidchemical.com
3) L&M Construction Chemicals, Inc. E-Con, www.lmcc.com
4) BASF Confilm, www.basf.com
5) Metalcrete Industries Waterhold, metalcreteindustries.com/
2.2 Components
A. Portland Cement: ASTM C 150, “Standard Specification for Portland Cement”, Type I, II or III. Cement shall be
free from lumps, cakes, watermarks and any portion that has “set”. To help insure uniform appearances, cement
used for exterior concrete shall be same brand.
1. Type I: Standard Portland cement, for use in general concrete construction when other types are not
required.
2. Type II: Moderate sulfate resistance and moderate heat of hydration cement, for general use.
3. Type III: High early strength cement, for use when this type is required.
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B. Coarse Aggregate: ASTM C33, “Standard Specification for Concrete Aggregates”, uniformly graded, from single
source. Use 4S, 4M, 1N with maximum aggregate size of 1-1/2 inches (38mm).
C. Water: ASTM C94, “Standard Specification for Ready-Mixed Concrete”
D. Admixtures: No reduction of cement shall be allowed with use of any admixture.
1. Air-Entraining Admixture: ASTM C 260, “Standard Specification for Air-Entraining Admixtures for
Concrete”, use for exterior concrete.
a. Subject to compliance with requirements, provide one of the following:
1) Euclid Chemical Co. Air Mix, AEA-92, or Air Mix 200, www.euclidchemical.com
2) Grace Construction Products Darex II AEA or Daravair, www.na.graceconstruction.com
3) BASF MB AE 90 or Micro-Air, www.basf-admixtures.com
4) Sika Corp. Sika AER, www.sikacorp.com
2. Water-Reducing Admixture: ASTM C 494, “Standard Specification for Chemical Admixtures for
Concrete”, Type A.
a. Subject to compliance with requirements, provide one of the following:
1) Euclid Chemical Co. Eucon WR 75, Eucon WR 89, or Eucon 91,
www.euclidchemical.com
2) Grace Construction Products WRDA-82 or WRDA-79, www.na.graceconstruction.com
3) BASF Pozzolith 220-N or Pozzolith 322-N, www.basf-admixtures.com
4) Sika Corp. Plastocrete 161 or Plastiment NS, www.sikacorp.com
3. Retarding Admixture: ASTM C 494, “Standard Specification for Chemical Admixtures for Concrete”,
Type B. Initial set retarding admixture to delay concrete setting time to permit proper finishing, shall be
used for concrete work when air temperature is 80 deg F or higher.
a. Subject to compliance with requirements, provide one of the following:
1) Euclid Chemical Co. Retarder 100, www.euclidchemical.com
2) Grace Construction Products Daratard HC or Daratard-17,
www.na.graceconstruction.com
3) BASF Pozzolith 100-XR, www.basf-admixtures.com
4) Sika Corp. Plastiment, www.sikacorp.com
4. Accelerating Admixture: ASTM C 494, “Standard Specification for Chemical Admixtures for Concrete”,
Type C.
a. Subject to compliance with requirements, provide one of the following:
1) Euclid Chemical Co Accelguard 80 or Accelguard 90, www.euclidchemical.com
2) Grace Construction Product Daraset, www.na.graceconstruction.com
3) BASF Pozzutec 20, www.basf-admixtures.com
4) Sika Corp. Plastocrete 161FL, www.sikacorp.com
5. Water-Reducing, Retarding Admixture: ASTM C 494, “Standard Specification for Chemical Admixtures
for Concrete”, Type D.
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a. Subject to compliance with requirements, provide one of the following:
1) Euclid Chemical Co. Eucon Retarder 75 or Eucon Retarder 100,
www.euclidchemical.com
2) Grace Construction Products WRDA-82, www.na.graceconstruction.com
3) BASF Pozzolith 100-XR or Pozzolith 300-R, www.basf-admixtures.com
4) Sika Corp. Plastiment, Plastocrete 161R, Plastocrete 161MR, or Plastocrete 169,
www.sikacorp.com
6. Water-Reducing, Accelerating Admixture: ASTM C 494, “Standard Specification for Chemical
Admixtures for Concrete”, Type E
a. Subject to compliance with requirements, provide one of the following:
1) Euclid Chemical Co. Accelguard 80 or Accelguard 90, www.euclidchemical.com
2) BASF Pozzutec 20, www.basf-admixtures.com
b. High Range Water Reducing Admixture (superplasticizer): ASTM C 494, “Standard Specification
for Chemical Admixtures for Concrete”, Type A, F or G.
c. Subject to compliance with requirements, provide one of the following:
1) Euclid Chemical Co. Eucon 37, www.euclidchemical.com
2) Sika Corp. Sikament, www.sikacorp.com
3) Grace Construction Products Daracem 100, www.na.graceconstruction.com
E. Joint Materials:
1. Expansion Joint: Filler: ASTM D 1751, “Standard Specification for Preformed Expansion Joint Filler for
Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types)”,
preformed, nonextruding, resilient, flexible, structural, bituminous fiberboard saturated with asphalt
compound.
a. Subject to compliance with requirements, provide one of the following:
1) Right Pointe Right-joint fiber expansion joint, www.rightpointe.com
2) W.R. Meadows Fibre Expansion Joint, www.wrmeadows.com
2. Backer Rod: ASTM D 5249, “Standard Specification for Backer Material for Use with Cold- and
Hot-Applied Joint Sealants in Portland-Cement Concrete and Asphalt Joints”, type 1,
a. Subject to compliance with requirements, provide one of the following:
1) W. R. Meadows Cera Rod, for use with hot applied joint sealants. www.wrmeadows.com
2) W. R. Meadows Kool Rod, for use with cold applied joint sealants.
www.wrmeadows.com
3) The Maintenance, Inc. Backer Rod, for use with either cold or hot applied joint sealants.
www.maintinc.com
3. Sealer: Hot or cold applied material. Avoid excessive temperatures or prolonged heat.
a. Subject to compliance with ASTM D3405 requirements.
1) W.R. Meadows #164, for use with hot applied joint sealants. www.wrmeadows.com
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2) W.R. Meadows Safe-Seal 3405, for use with cold applied joint sealants.
www.wrmeadows.com
F. Finish Materials:
1. Non-Slip Finish: Crushed natural emery ore containing not less than 50% aluminum oxide and not less
than 21% ferric oxide, with specific gravity of 3.5, absorption of 0.6, and Moh hardness of 8 to 9,
uniformly graded within 3/8 inch to fine sieve limits. Aggregates shall be factory packaged from 1 source
and shall not be blended.
a. Subject to compliance with requirements, provide one of the following:
1) Dayton Superior Emery Tuff, www.daytonsuperior.com
2) Sika Corp. EmeriCrete, www.sikacorp.com
3) L&M Construction Chemicals, Inc. Emeryplate FF, www.lmc.com
2. Coloring Agent: ASTM C 979, “Standard Specification for Pigments for Integrally Colored Concrete”,
synthetic mineral-oxide pigments or colored water-reducing admixtures; color stable, non fading, and
resistant to lime and other alkalis.
a. Subject to compliance with requirements, provide one of the following:
1) Color: Shown by manufacturer’s designation.
2) Color: Match Architect-Engineers sample.
3) Color: Selected by Architect-Engineer from manufacturer’s product range.
G. Pavement-Marking:
1. Paint: Water reducible type, skid resistant, fast drying, ready-mixed, by Aexcel Corp.,
www.aexcelcorp.com, or Sherwin-Williams, www.swpavementmarkings.com, or equivalent skid resistant
traffic paint by other approved manufacturer.
a. Color: Handicap Blue.
b. Color: White, Aexcel, 12W-D221 www.aexcelcorp.com or White,Sherwin-Williams, Hotline,
www.sherwin-williams.com
c. Color: Yellow, Aexcel, 12Y-D233, www.aexcelcorp.com or Yellow, Sherwin-Williams, Hotline,
,www.sherwin-williams.com
2. Thermoplastic material: Ennis-Flint, Retroflective, skid-resistant , www.ennisflint.com.
a. Sprayable: Binder type either hydrocarbon or alkyd thermoplastic. Hydrocarbon is recommended
for long line, skip and edge line applications. Alkyd is recommended for inner-city markings and
other high traffic areas where oil drippings are common.
2.3 Mixes
A. Evaluation and acceptance of concrete shall be based upon requirements of ACI 211.1 and ACI 301.
B. Proportion solid materials by weight, not by volume. Liquids may be proportioned by weight or volume. Provide
concrete mix that shall meet the following requirements:
1. Flexural strength (28 day): 650 psi.
2. Compressive strength (28 day): 3500 psi.
3. Maximum water-cement materials ratio, w/c: 0.45.
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4. Maximum slump: 3 inches.
5. Maximum slump for concrete with high range water reducing admixture: 8 inches.
6. Maximum Aggregate Size and Air Content: Add air entraining admixture per manufacturers prescribed
rate that results in an air content as listed below during time of concrete placement. Tolerance shall be
plus or minus 1.5%.
Maximum Nominal
Aggregate Size
Maximum Air Content for
Moderate Exposure
(percent)
Maximum Air Content for
Severe Exposure (percent)
2 inches
5.5
6.5
1-1/2 inches
6.0
7.0
1 inch
6.0
7.5
3/4 inch
6.5
7.5
1/2 inch
7.0
8.5
3/8 inch
7.5
9.0
1/4 inch
8.5
10.5
02751.3 EXECUTION
3.1 Examination
A. Inspection: Before placing concrete, inspect and complete formwork installation, reinforcement steel, and items to
be embedded or cast in. Notify other trades to permit installation of their work.
3.2 Preparation
A. Subgrade:
1. Grade and compact existing subgrade as specified in Earthwork – Division 2, before placing any
overlaying materials. Refer to Section 02057 Soils and Aggregates – Division 2, for subsurface soil
requirements.
B. Aggregate Base:
1. Spread aggregate base in manner to avoid rutting in subbase. If subbase should become damaged remove
damaged areas, repair subbase, provide and compact new base aggregate.
2. Any areas of in place aggregate base course that are damaged by freezing, rainfall or other weather
conditions shall be brought to satisfactory condition at no cost to Owner.
C. Surface:
1. Remove snow, ice, or frost from base surface and reinforcement before placing concrete. Do not place
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concrete on frozen surfaces.
D. Structures and Manholes:
1. Set manholes or other structures at required finish elevation and alignment before placing concrete around
them.
3.3 Erection
A. Forms:
1. Use forms to confine concrete and shape it to required dimensions. Design, erect, support, brace and
maintain formwork to support lateral, static and dynamic loads that might be applied, until concrete sets.
2. Clean surfaces of forms and form accessories of accumulated concrete and other foreign material before
each use.
3. Coat forms with form release agent to ensure that form shall be removed without damage to concrete.
4. Earth cuts shall only be used as form for underground cast in place concrete that is poured against
undisturbed earth (i.e. thrust block).
5. Forms shall be sufficiently tight to prevent leaking of concrete mix, at construction joints, secure forms
against previously placed concrete.
B. Steel Reinforcement Installation:
1. Do not weld reinforcing bars unless otherwise noted.
2. Do not cut reinforcing in field without approval of Engineer.
3. Bend reinforcing with minimum inside diameter of bends as follows:
Reinforcing Size
Minimum Bar/Wire Diameter
No.3 through No.8 bars
6
No.9 through No.11 bars
8
No.14 and No.18 bars
10
Plain or deformed wire
4
4. Place reinforcing free of paint, oil, mud, dirt, mill scale, excessive rust, or other materials that reduce or
destroy bond with concrete.
5. Place reinforcing in accordance with Engineers approved shop drawings.
6. Use approved supports and ties to secure reinforcing against horizontal and vertical displacement, support
workers and equipment, and maintain specified tolerances during concrete placement. Do not use welded
wire reinforcing or No. 3 bars to directly support other reinforcing. Reinforcement pull-up is not allowed.
C. Support reinforcing with following spacing requirements:
Reinforcing Size
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Distance on Center (feet)
Welded wire and No.3
2
No.4
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No.5
4
No. 6 and larger
5
1. Lap welded deformed wire fabric reinforcing 1 full mesh and wire together at sides and ends, unless
otherwise noted. Lap welded plain wire fabric reinforcing 1 full mesh plus 2 inches, but not less than 6
inches, and wire together at sides and ends, unless otherwise noted. Offset laps of adjoining sections to
prevent continuous laps in either direction. Do not locate laps at construction or control joints. Extend
wire reinforcing to within 2 inches of edge of slab.
3.4 Construction
A. Concrete Pavement:
1. Comply with requirements and with recommendations in ACI 304R for measuring, mixing, transporting,
and placing concrete.
2. Do not add water to concrete during delivery, at Project site, or during placement.
3. Deposit and spread concrete in continuous operation between transverse joints. Do not push or drag
concrete into place or use vibrators to move concrete into place.
4. Consolidate concrete by mechanical vibrating equipment supplemented by hand spading, rodding, or
tamping. Use equipment and procedures to consolidate concrete according to recommendations in ACI
309R.
5. Consolidate concrete along face of forms and adjacent to transverse joints with an internal vibrator. Keep
vibrator away from joint assemblies, reinforcement, or side forms. Use only square-faced shovels for hand
spreading and consolidation. Consolidate with care to prevent dislocating reinforcement, dowels, and joint
devices.
a. Place concrete in 2 operations; strike off initial pour for entire width of placement and to required
depth below finish surface. Lay welded wire fabric or fabricated bar mats immediately in final
position. Place top layer of concrete, strike off, and screed.
6. Remove and place new portions of bottom layer of concrete that have been placed more than 15 minutes
without being covered by top layer, or use bonding agent if approved by Engineer.
a. Screed pavement surfaces with straightedge and strike off. Commence initial floating using bull
floats or darbies to form an open textured and uniform surface plane before excess moisture or
bleed water appears on surface. Do not further disturb concrete surfaces before beginning finishing
operations.
B. Curbs and Gutters: When automatic machine placement is used for curb and gutter placement, submit revised mix
design and laboratory test results that meet or exceed requirements. Produce curbs and gutters to required cross
section, lines, grades, finish, and jointing as specified for formed concrete. If results are not approved, remove and
replace with formed concrete.
C. Slip-Form Pavers: When automatic machine placement is used for pavement, submit revised mix design and
laboratory test results that meet or exceed requirements. Produce pavement to required thickness, lines, grades,
finish, and jointing for formed pavement.
1. Compact base and prepare subgrade of sufficient width to prevent displacement of paver machine during
operations.
D. When adjoining pavement lanes are placed in separate pours, do not operate equipment on concrete until
pavement has attained 85percent of its 28-day compressive strength.
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E. Cold-Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from physical damage or
reduced strength that could be caused by frost, freezing actions, or low temperatures.
1. When air temperature has fallen to or is expected to fall below 40 deg F (4.4 deg C), uniformly heat water
and aggregates before mixing to obtain concrete mixture temperature of not less than 50 deg F (10 deg C)
and not more than 80 deg F (27 deg C) at point of placement.
2. Do not use frozen materials or materials containing ice or snow.
3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators,
unless otherwise specified and approved in mix designs.
F. Hot-Weather Placement: Place concrete according to recommendations in ACI 305R and as follows when
hot-weather conditions exist:
1. Cool ingredients before mixing to maintain concrete temperature at time of placement below 80 deg F (27
deg C). Chilled mixing water or chopped ice may be used to control temperature, provided water
equivalent of ice is calculated to total quantity of mixing water. Using liquid nitrogen to cool concrete is
Contractor's option.
2. Cover reinforcement steel with water-soaked burlap so steel temperature shall not exceed ambient air
temperature immediately before embedding in concrete.
G. Concrete Finishing:
1. General: Wetting of concrete surfaces during screeding, initial floating, or finishing operations is
prohibited.
2. Float Finish: Begin second floating operation when bleed-water sheen has disappeared and concrete
surface has stiffened sufficiently to permit operations. Float surface with power-driven floats, or by hand
floating if area is small or inaccessible to power units. Finish surfaces to true planes. . Cut down high
spots, and fill low spots. Refloat surface immediately to uniform granular texture.
3. Medium-to-Fine-Textured Broom Finish for Sidewalks: Draw soft bristle broom across float-finished
concrete surface perpendicular to line of traffic to provide uniform, fine-line texture.
4. Medium-to-Coarse-Textured Broom Finish for Paving: Provide coarse finish by striating float-finished
concrete surface 1/16 to 1/8 inch (1.6 to 3 mm) deep with stiff-bristled broom, perpendicular to line of
traffic.
3.5 Special Construction
A. Walks Installation:
1. Portland cement concrete walks shall be placed on prepared aggregate surface as described in Earthwork,
Section 02300 – Division 2. Consolidate concrete, including area around forms before finishing. Placing
and finish operations shall be continuous.
3.6 Field Quality Control
A. The testing laboratory shall perform the following minimum testing services.
1. Review and test Contractor’s proposed materials for compliance with Specifications.
2. Review and test Contractor’s proposed mix design.
3. Secure production samples of material at plants or stockpiles during course of work and test for
compliance with Specifications.
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4. Conduct strength tests of concrete during construction as follows:
a. Sampling. Secure composite samples per ASTM C 172, “Standard Practice for Sampling Freshly
Mixed Concrete”, for each 100 cu. yd. or fraction thereof, or one set per day, or one set for each
5000 sq ft or fraction thereof of surface area of each mix design of concrete. When total quantity of
concrete with given mix design is less than 50 cu. yd., strength tests may be waived by
Architect-Engineer. Mold and cure 4 specimens from each sample.
b. Curing. Cure 3 specimens per ASTM C 31, “Standard Practice for Making and Curing Concrete
Test Specimens in Field”. Cure fourth specimen with, and same as, concrete placed.
c. Testing. Test 1 of ASTM C 31, “Standard Practice for Making and Curing Concrete Test
Specimens in Field “ cured specimens and specimen cured with cast concrete at 7 days for
information (when high early strength concrete is used, test at 3 days). Store remaining 2 specimens
for later testing.
1) Flexural Strength ASTM C 293, “Standard Test Method for Flexural Strength of
Concrete (Using Simple Beam With Center-Point Loading)”.
2) Compressive Strength ASTM C 39, “Standard Test Method for Compressive Strength
of Cylindrical Concrete Specimens”.
5. The acceptance test results shall be average of strengths of set of 2 specimens tested at 28 days. If
specimen indicates improper sampling, molding or testing, it shall be discarded and strength of remaining
specimen shall be considered test result. Should both specimens in test set show any of above defects,
entire test shall be discarded.
6. Determine slump, air content and temperature for each composite sample:
a. Slump ASTM C 143, “Standard Test Method for Slump of Hydraulic Cement Concrete”.
b. Air Content ASTM C 231, “Standard Test Method for Air Content of Freshly Mixed Concrete by
Pressure Method”, ASTM C 138, “Standard Test Method for Density (Unit Weight), Yield, and Air
Content (Gravimetric) of Concrete”, ASTM C 173, “Standard Test Method for Air Content of
Freshly Mixed Concrete by Volumetric Method”.
B. The strength level of concrete shall be considered satisfactory so long as averages of sets of 3 consecutive strength
test results equal or exceed specified strength, and no individual set strength test result falls below specified
strength by more than 500 psi for compressive strength 75 psi for flexural strength. If strength is in question, core
tests shall be made at Contractor’s expense to determine extent of deficiency.
C. Variations in finished surface of pavement, when checked by means of 10-foot straightedge shall not exceed 1/8
inch in 10 feet. Correct variations in pavement more than 1/8 inch by grinding down adjacent high areas.
D. If thickness of pavement is in question after construction is completed, cores may be obtained at Owner’s expense.
Thickness of pavement in cored areas shall be taken as average caliper measurement of cores taken at respective
points. Those cores exceeding design thickness will be considered as meeting design thickness. When thickness of
pavement at cored point is less than required thickness by more than 5%, additional cores shall be taken, at
Contractor’s expense, on each side of thin cores at intervals as Architect-Engineer selects until cores are obtained
which are deficient in thickness by less than 5percent. If average thickness of any 3 cores taken in selected area is
less than required by 5percent or more pavement in cored area between nearest joints or pavement edges shall be
considered thin by more than 5percent and pavement shall be removed and replaced with pavement of required
thickness.
3.7 Application
A. Do not apply pavement-marking paint until layout, colors, and placement have been verified with Engineer.
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B. Allow concrete pavement to cure for 28 days and be dry before starting pavement marking.
C. Sweep and clean surface to eliminate loose material and dust.
D. Apply paint with mechanical equipment to produce pavement markings of dimensions shown with uniform,
straight edges. Apply at manufacturer's recommended rates to provide minimum wet film thickness of 15 mils (0.4
mm).
E. Apply thermoplastic pavement markings per manufacturers instructions.
3.8 Protection
A. Protect concrete from rain or mechanical damage.
B. Protect concrete from freezing. Remove and replace any concrete injured by frost action at no additional cost to
Owner.
END OF SECTION
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02920 - LAWNS AND GRASSES
02920.1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Landscape Project area, as specified in this Section or as shown. Work includes Provision of sodding,
seeding, sprigging, plugging, meadow grasses and wildflowers, fertilizing, topsoil and mulching.
C. Related Work Specified In Other Sections:
1. Earthwork Division 2.
1.2 SUBMITTALS
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g.,
Item [L]). Refer to Division 1 General Requirements, for definition of codes for types of submittals and
administrative requirements governing submittal procedure. Additional submittal requirements pertaining to this
Section are specified under this Article.
B. Samples of proposed sod [S]: Submit for approval.
C. Guarantee [G] that plantings and sod shall remain healthy for period of one year from date of acceptance.
Guarantee includes replacement of plants or sod that fails to achieve healthy, viable condition at no cost to Owner.
Guarantee includes furnishing labor and materials for installation of replacements. Repair damage to lawns or
other plantings incurred because of replacement operation at no expense to Owner. Contractor and
Architect-Engineer shall jointly inspect plantings near the end of establishment period, or about first week of
September following planting completion. Remove and install new plantings and sod not in healthy, growing
condition, with materials of like kind, size and quality as originally specified before close of next planting season.
Final inspection of Project will be made at completion of replacement planting. Owner will accept only live and
healthy plantings and sod meeting specifications.
1.3 QUALITY ASSURANCE
A. Reference Specifications
1. Refer to the following for information and criteria in regard to soils and aggregates:
a.
Geotechnical Data
b.
Soils and Aggregates Division 2
B. Requirements Of Regulatory Agencies
1. For work done on public property, comply with the requirements of governmental authorities having
jurisdiction.
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C. Installer Qualifications: Qualified landscape installers are someone whose work has resulted in successful lawn
establishment.
1. Installer's Field Supervision: Require Installer to maintain an experienced full-time supervisor on Project
site when planting is in progress.
D. Soil-Testing Laboratory Qualifications: An independent laboratory, recognized by State Department of
Agriculture, with experience and capability to conduct testing and that specializes in requested types of completed
tests.
E. Topsoil Analysis: Furnish soil analysis by qualified soil-testing laboratory stating percentages of organic matter;
gradation of sand, silt, and clay content; cation exchange capacity; deleterious material; pH; and mineral and
plant-nutrient content of topsoil.
1. Report suitability of topsoil for lawn growth. State recommended quantities of nitrogen, phosphorus, and
potash nutrients and added soil amendments to produce satisfactory topsoil.
F. Preinstallation Conference: Conduct conference at Project site to comply with requirements in Division 1 General
Requirements.
1.4 DELIVERY, STORAGE, AND HANDLING
A. Seed: Deliver seed in original sealed, labeled, and undamaged containers.
1.5 SCHEDULING
A. Planting Restrictions: Plant during the following period. Coordinate planting periods with maintenance periods to
provide required maintenance from date of Written Final Acceptance from the Owner.
1. May 1 through October 10.
B. Weather Limitations: Proceed with planting only when existing and forecasted weather conditions permit.
1.6 LAWN MAINTENANCE
A. Begin maintenance immediately after planting each area and continue for not less than the following periods:
1. Seeded Lawns: 60 days from date of Written Final Acceptance from the Owner.
a. When full maintenance period has not elapsed before end of planting season, or if lawn is not fully
established, continue maintenance during next planting season.
B. Maintain and establish lawn by watering, fertilizing, weeding, mowing, trimming, replanting, and other
operations. Roll, regrade, and replant bare or eroded areas and remulch to produce uniformly smooth lawn.
1. In disturbed mulch areas, whether by wind or maintenance operations, add new mulch. Anchor to prevent
displacement.
C. Watering: Provide and maintain temporary piping, hoses, and lawn-watering equipment to convey water from
sources and to keep lawn uniformly moist to depth of 4 inches (100 mm).
1. Schedule watering to prevent wilting, puddling, erosion, and displacement of seed or mulch. Lay out
temporary watering system to avoid walking over muddy or newly planted areas.
2. Revise rate of watering in subparagraph below to suit Project.
3. Water lawn at minimum rate of 1 inch (25 mm) per week.
D. Mow lawn as soon as top growth is tall enough to cut. Repeat mowing to maintain specified height without
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cutting more than 40% of grass height. Do not delay mowing until grass blades bend over and become matted. Do
not mow when grass is wet. Schedule initial and later mowings to maintain the following grass height:
1. Mow grass 2 to 3 inches (50 to 75 mm) high.
E. Lawn Postfertilization: Apply fertilizer after initial mowing and when grass is dry.
1. Use fertilizer that provides actual nitrogen of at least 1 lb/1000 sq. ft. (0.45 kg/92.9 sq. m) to lawn area.
02920.2 PRODUCTS
2.1 SEED
A. Grass Seed: Fresh, clean, dry, new-crop seed complying with AOSA's, Association of Official Seed Analysts
"Journal of Seed Technology; Rules for Testing Seeds" for purity and germination tolerances.
B. Seed Species: State-certified seed of grass species, as follows:
C. Seed Species: Seed of grass species as follows, with not less than 95% germination, not less than 85% pure seed,
and not more than 0.5% weed seed:
1. Full Sun: Bermudagrass (Cynodon dactylon).
2. Full Sun: Kentucky bluegrass (Poa pratensis), minimum of three cultivars.
3. Sun and Partial Shade: Proportioned by weight as follows:
a. 50% Kentucky bluegrass (Poa pratensis).
b. 30% chewings red fescue (Festuca rubra variety).
c. 10% perennial ryegrass (Lolium perenne).
d. 10% redtop (Agrostis alba).
4. Shade: Proportioned by weight as follows:
a. 50% chewings red fescue (Festuca rubra variety).
b. 35% rough bluegrass (Poa trivialis).
c. 15% redtop (Agrostis alba).
2.2 TOPSOIL
A. Topsoil: ASTM D 5268, “Standard Specification for Topsoil Used for Landscaping Purposes”, pH range of 5.5 to
7, minimum of 6% organic material content; free of stones 1 inch (25 mm) or larger in any dimension and other
extraneous materials harmful to plant growth.
1. Topsoil Source: Import topsoil or manufactured topsoil from off-site sources. Obtain topsoil displaced
from well-drained construction or mining sites where topsoil occurs at least 4 inches (100 mm) deep; do
not obtain from agricultural land, bogs or marshes.
2. Topsoil Source: Amend existing in-place surface soil to produce topsoil. Verify suitability of surface soil
to produce topsoil. Clean surface soil of roots, plants, sod, stones, clay lumps, and other extraneous
materials harmful to plant growth.
a. Surface soil may be supplemented with imported or manufactured topsoil from off-site sources.
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Obtain topsoil displaced from well-drained construction or mining sites where topsoil occurs at
least 4 inches (100 mm) deep; do not obtain from agricultural land, bogs or marshes.
2.3 INORGANIC SOIL AMENDMENTS
A. Lime: ASTM C 602, “Standard Specification for Agricultural Liming Materials”, agricultural limestone
containing minimum 80% calcium carbonate equivalent and as follows:
1. Class: Class T, with minimum 99% passing through No. 8 (2.36-mm) sieve and minimum 75% passing
through No. 60 (0.25-mm) sieve.
2. Class: Class O, with minimum 95% passing through No. 8 (2.36-mm) sieve and minimum 55% passing
through No. 60 (0.25-mm) sieve.
3. Provide lime in form of dolomitic limestone.
B. Sand: Clean, washed, natural or manufactured, free of toxic materials.
2.4 FERTILIZER
A. Superphosphate: Commercial, phosphate mixture, soluble; minimum of 20% available phosphoric acid.
B. Commercial Fertilizer: Commercial-grade complete fertilizer of neutral character, consisting of fast- and
slow-release nitrogen, 50% derived from natural organic sources of urea formaldehyde, phosphorous, and
potassium in the following composition:
1. Composition: 1 lb/1000 sq. ft. (0.45 kg/92.9 sq. m) of actual nitrogen, 4% phosphorous, and 2%
potassium, by weight.
C. Slow-Release Fertilizer: Granular or pelleted fertilizer consisting of 50% water-insoluble nitrogen, phosphorus,
and potassium in the following composition:
1. Composition: 20% nitrogen, 10% phosphorous, and 10% potassium, by weight.
2.5 MULCHES
A. Straw Mulch: Provide air-dry, clean, mildew- and seed-free, salt hay or threshed straw of wheat, rye, oats, or
barley.
B. Fiber Mulch: Biodegradable, dyed-wood, cellulose-fiber mulch; nontoxic; free of plant-growth or germination
inhibitors; with maximum moisture content of 15% and pH range of 4.5 to 6.5.
C. Nonasphaltic Tackifier: Colloidal tackifier recommended by fiber-mulch manufacturer for slurry application;
nontoxic and free of plant-growth or germination inhibitors.
D. Asphalt Emulsion: ASTM D 977, “Standard Specification for Emulsified Asphalt”, Grade SS-1; nontoxic and free
of plant-growth or germination inhibitors.
2.6 EROSION-CONTROL MATERIALS
A. Erosion-Control Blankets: Biodegradable wood excelsior, straw, or coconut-fiber mat enclosed in
photodegradable plastic mesh. Include manufacturer's recommended steel wire staples, 6 inches (150 mm) long.
B. Erosion-Control Fiber Mesh: Biodegradable twisted jute or spun-coir mesh, minimum of 0.92 lb/sq. yd. (0.5
kg/sq. m), with 50 to 65% open area. Include manufacturer's recommended steel wire staples, 6 inches (150 mm)
long.
02920.3 EXECUTION
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3.1 EXAMINATION
A. Examine areas to receive lawns and grass for compliance with requirements and other conditions affecting
performance. After correcting unsatisfactory conditions, proceed with installation.
3.2 PREPARATION
A. Protect structures, utilities, sidewalks, pavements, and other facilities, trees, shrubs, and plantings from damage
caused by planting operations.
1. Protect adjacent and adjoining areas from hydroseeding overspray.
B. Provide erosion-control measures to prevent erosion or displacement of soils and discharge of soil-bearing water
runoff or airborne dust to adjacent properties and walkways.
C. Lawn Preparation
1. Limit lawn subgrade preparation to planted areas.
2. Newly Graded Subgrades: Loosen subgrade to minimum depth of 6 inches (150 mm). Remove stones
larger than 1-1/2 inches (38 mm) in any dimension and sticks, roots, rubbish, and other extraneous matter
and legally dispose of them off Owner's property.
3. Apply superphosphate fertilizer directly to subgrade before loosening.
4. Thoroughly blend planting soil mix off-site before spreading or spread topsoil, apply soil amendments
and fertilizer on surface, and thoroughly blend planting soil mix.
a. Delay mixing fertilizer with planting soil if planting does not proceed within few days.
b. Mix lime with dry soil before mixing fertilizer.
5. Spread planting soil mix to depth of 4 inches (100 mm) but not less than required to meet finish grades
after light rolling and natural settlement. Do not spread if planting soil or subgrade is frozen, muddy, or
excessively wet.
a. Spread approximately one-half thickness of planting soil mix over loosened subgrade. Mix
thoroughly into top 2 inches (50 mm) of subgrade. Spread remainder of planting soil mix.
6. Unchanged Subgrades: If lawns are planted in areas unaltered or undisturbed by excavating, grading, or
surface soil stripping operations, prepare surface soil as follows:
7. Remove existing grass, vegetation, and turf. Do not mix into surface soil.
8. Loosen surface soil to depth of at least of 6 inches (150 mm). Apply soil amendments and fertilizers
according to planting soil mix proportions and mix thoroughly into top 4 inches (100 mm) of soil. Till soil
to homogeneous mixture of fine texture.
a. Apply superphosphate fertilizer directly to surface soil before loosening.
9. Remove stones larger than 1-1/2 inches (38 mm) in any dimension and sticks, roots, trash, and other
extraneous matter.
10. Legally dispose of waste material, including grass, vegetation, and turf, off Owner's property.
11. Finish Grading: Grade planting areas to smooth, uniform surface plane with loose, uniformly fine texture.
Grade to within plus or minus 1/2 inch (13 mm) of finish elevation. Roll and rake, remove ridges, and fill
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12. Moisten prepared lawn areas before planting if soil is dry. Water thoroughly and allow surface to dry
before planting. Do not create muddy soil.
13. Restore areas if eroded or disturbed after finish grading and before planting.
3.3 INSTALLATION
A. Seeding:
1. Sow seed with spreader or seeding machine. Do not broadcast or drop seed when wind velocity exceeds 5
mph (8 km/h). Evenly distribute seed by sowing equal quantities in two directions at right angles to each
other.
2. Do not use wet seed or seed that is moldy or damaged.
3. Sow seed at rate of 5 to 8 lb/1000 sq. ft. (2.3 to 3.6 kg/92.9 sq. m).
4. Rake seed lightly into top 1/8 inch (3 mm) of topsoil, roll lightly, and water with fine spray.
5. Protect seeded areas with slopes exceeding 1:6 with erosion-control fiber mesh and 1:4 with
erosion-control blankets installed and stapled according to manufacturer's written instructions.
6. Protect seeded areas with slopes not exceeding 1:6 by spreading straw mulch. Spread uniformly at
minimum rate of 2 tons/acre (42 kg/92.9 sq. m) to form continuous blanket 1-1/2 inches (38 mm) in loose
depth over seeded areas. Spread by hand, blower, or other suitable equipment.
7. Anchor straw mulch by crimping into topsoil with suitable mechanical equipment.
8. Protect seeded areas from hot, dry weather or drying winds by applying topsoil within 24 hours after
completing seeding operations. Soak and scatter uniformly to depth of 3/16 inch (4.8 mm) and roll to
smooth surface.
B. Hydroseeding:
1. Hydroseeding: Mix specified seed, fertilizer, and fiber mulch in water, using equipment specifically
designed for hydroseed application. Continue mixing until uniformly blended into homogeneous slurry
suitable for hydraulic application.
2. Mix slurry with nonasphaltic tackifier.
3. Apply slurry uniformly to areas to be seeded in one-step process. Apply mulch at minimum rate of
1500-lb/acre (15.3-kg/92.9 sq. m) dry weight but not less than rate required to obtain specified
seed-sowing rate.
4. Apply slurry uniformly to areas to be seeded in two-step process. Apply first slurry application at
minimum rate of 500-lb/acre (5.1-kg/92.9 sq. m) dry weight but not less than rate required to obtain
specified seed-sowing rate. Apply slurry cover coat of fiber mulch at rate of 1000 lb/acre (10.2 kg/92.9 sq.
m).
3.4 RESTORATION
A. Renovate existing lawn damaged by Contractor's operations, for example storage of materials or equipment and
movement of vehicles.
1. Reestablish lawn where settlement or washouts occur or where minor regrading occurs.
B. Remove sod and vegetation from diseased or unsatisfactory lawn areas; do not bury in soil.
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C. Remove topsoil containing foreign materials resulting from Contractor's operations, including oil drippings, fuel
spills, stone, gravel, and other construction materials, and install new topsoil.
D. Remove weeds before seeding. Where weeds are extensive, apply selective herbicides. Do not use pre-emergence
herbicides.
E. Remove waste and foreign materials, including weeds, soil cores, grass, vegetation, and turf, and legally dispose
of them off Owner's property.
F. Till stripped, bare, and compacted areas thoroughly to soil depth of 6 inches (150 mm).
G. Apply soil amendments and initial fertilizers required for establishing new lawns and mix thoroughly into top 4
inches (100 mm) of existing soil. Provide new planting soil to fill low spots and meet finish grades.
H. Apply seed and protect with straw mulch for new lawns.
I.
Water newly planted areas and keep moist until new lawn is established.
3.5 FIELD QUALITY CONTROL
A. Satisfactory Lawns:
1. Satisfactory Seeded Lawn: At end of maintenance period, healthy, uniform, close stand of grass is
established, free of weeds and surface irregularities, with coverage exceeding 90% over any 10 sq. ft.
(0.92 sq. m) and bare spots not exceeding 5 by 5 inches (125 by 125 mm).
B. Reestablish lawns that do not comply with requirements and continue maintenance until lawns are satisfactory.
3.6 CLEANING
A. Promptly remove soil and debris created by lawn work from paved areas. Clean wheels of vehicles before leaving
site to avoid tracking soil onto roads, walks, or other paved areas.
B. Remove erosion-control measures after grass establishment period.
3.7 PROTECTION
A. Build or erect barricades and warning signs to protect newly planted areas from traffic. Maintain barricades
throughout maintenance period and remove after lawn is established.
END OF SECTION
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DIVISION 03
CONCRETE
03000 - REFERENCES AND GENERAL REQUIREMENTS
03000.1 GENERAL
1.1 SUMMARY
A. This section contains information common to all specifications within Division 3 – Concrete. This specification
section becomes a part of each individual Division 3 specification through reference.
1.2 DEFINITIONS
A. Cold Weather: The average of highest and lowest outdoor air temperature from midnight to midnight of the previous
three calendar days is below 40 degrees F and has not been above 50 degrees F for more than 12 hours in any 24 hour
period during the previous 72 hours.
B. Hot Weather: Any combination of the following conditions that tends to impair the quality of freshly mixed or
hardened concrete by accelerating the rate of moisture loss and rate of cement hydration, or otherwise causing
detrimental results:
High ambient temperature
High concrete temperature
Low relative humidity
Wind speed, and
Solar radiation
1. The estimated concrete surface moisture evaporation rate approaches 0.2 pounds per square foot per hour, or the
calculated site evaporation rate exceeds 0.2 pounds per square foot per hour. To estimate the rate of evaporation
use the graphic method charted in ACI 305 “Hot Weather Concreting”. Use the following procedure to calculate
the rate of evaporation.
a. Fill a cake pan with water and weigh it occasionally with a scale accurate to 0.1 grams.
b. Rate of Evaporation, in pounds per square foot per hour = (19.048*w)/(b*d*t)
c. w = change of weight of pan and water, in grams
d. b = width of pan, in inches
e. d = length of pan, in inches
f.
t = time since previous weighing, in minutes
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C. Normal Weight Concrete: structural concrete containing aggregate that conforms to ASTM C33 and that typically has
a density between 135 and 160 lb/ft^3
D. Lightweight Concrete: structural concrete containing lightweight aggregate conforming to ASTM C330 and having an
equilibrium density, as determined by ASTM C567, between 90 and 115 lb/ft^3.
E. Mass Concrete: any volume of structural concrete in which a combination of dimensions of the member being cast,
the boundary conditions, the characteristics of the concrete mixture, and the ambient conditions can lead to
undesirable thermal stresses, cracking, deleterious chemical reactions, or reduction in the long-term strength as a result
of elevated concrete temperature due to heat from hydration.
F. Protection Period: Beginning immediately after concrete placement, the time during which formwork may not be
removed or concrete is required to be maintained within a specific temperature range in order to prevent freezing,
excessive evaporation, or to insure necessary strength development.
G. Tolerances: The variation of a measurement (amount, quantity, length, elevation, slope, weight, etc.) that is allowed
from that noted. Plus (+) tolerance increases the measurement to which it applies. Minus (-) tolerance decreases the
measurement to which it applies. Where only one signed tolerance is given there is no limit in the other direction,
however, other measurements or tolerances may govern. When a measurement is specified as "maximum," "not more
than," "less than," "up to," etc. the plus tolerance is +0. When a measurement is specified as "minimum," "at least,"
"greater than," "more than," etc. the minus tolerance is -0. Where a range in measurement is specified there is no
allowed variation beyond the range.
H. Architectural Concrete: Concrete with surface finishes tabulated in the Architectural Finish Schedule as Class A or
Class B.
I.
Formed surfaces are classified based on the following descriptions, unless otherwise noted:
1. Class A: Architectural concrete surfaces other than Class B as defined below.
2. Class B: Architectural concrete surfaces intended to receive troweled-on applied finishes or exposed aggregate
finishes.
3. Class C: Non-architectural concrete surfaces not exposed to earth or in pits and trenches without covers.
4. Class D: Non-architectural concrete surfaces exposed to earth or in covered pits and trenches.
1.3 REFERENCED CODES, SPECIFICATIONS, AND STANDARDS
A. ACI – American Concrete Institute - Standards:
1. ACI 117
Specification for Tolerances for Concrete Construction and Materials
2. ACI 212
Chemical Admixtures for Concrete
3. ACI 301
Specifications for Structural Concrete
4. ACI 302
Guide for Concrete Floor and Slab Construction
5. ACI 305
Hot Weather Concreting
6. ACI 306
Cold Weather Concreting
7. ACI 308R
Guide to Curing Concrete
8. ACI 308.1
Standard Specification for Curing Concrete
9. ACI 318
Building Code Requirements for Structural Concrete
10. ACI 360
Guide to Design of Slabs-on-Ground
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11. ACI 503.2
Standard Specifications for Building Plastic Concrete to Hardened Concrete with a
Multi-Component Epoxy Adhesive
12. ACI 503.5R
Guide for the Selection of Polymer Adhesives with Concrete
13. ACI 544.1R
Report on Fiber Reinforced Concrete
14. ACI 544.3R
Guide for Specifying, Proportioning, and Production of Fiber-Reinforced Concrete
15. ACI CP1
Technician Workbook for ACI Certification of Concrete Field Testing Technician - Grade I
16. ACI-SP-15
Field Reference Manual
17. ACI SP-66
ACI Detailing Manual
B. ASTM – ASTM International (formerly known as American Society for Testing and Materials)
1. ASTM A82
Standard Specification for Steel Wire, Plain, for Concrete Reinforcement
2. ASTM A185
Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete
3. ASTM A493
Forging
Standard Specification for Stainless Steel Wire and Wire Rods for Cold Heading and Cold
4. ASTM A497
Standard Specification for Steel Welded Wire Reinforcement, Deformed, for Concrete
5. ASTM A615
Standard Specification for Deformed and Carbon-Steel Bars for Concrete Reinforcement
6. ASTM A767
Standard Specification for Zinc-Coated (Galvanized) Steel Bars for Concrete Reinforcement
7. ASTM A775
Standard Specification for Epoxy-Coated Steel Reinforcing Bars
8. ASTM A820
Standard Specification for Steel Fibers for Fiber Reinforced Concrete
9. ASTM A884
Standard Specification for Epoxy-Coated Steel Wire and Welded Wire Reinforcement
10. ASTM A996
Standard Specification for Rail-Steel and Axle-Steel Deformed Bars for Concrete Reinforcement
11. ASTM C31
Standard Practices for Making and Curing Concrete Test Specimens in the Field
12. ASTM C33
Standard Specification for Concrete Aggregates.
13. ASTM C39
Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens
14. ASTM C42
Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete
15. ASTM C78
Loading)
Standard Test Method for Flexural Strength of Concrete (Using simple Beam with Third-Point
16. ASTM C88
Sulfate
Standard Test Method for Soundness of Aggregates by Use of Sodium Sulfate or Magnesium
17. ASTM C94
Standard Specification for Ready-Mixed Concrete
18. ASTM C143
Standard Test Method for Slump of Hydraulic-Cement Concrete
19. ASTM C150
Standard Specification for Portland Cement
20. ASTM C157
Standard Test Method for Length Change of Hardened-Cement Mortar and Concrete
21. ASTM C171
Standard Specification for Sheet Materials for Curing Concrete
22. ASTM C172
Standard Practice for Sampling Freshly Mixed Concrete
23. ASTM C173
Standard Test Method for Air Content of Freshly Mixed Concrete by the Volumetric Method
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Global Facilities Group
24. ASTM C231
Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method
25. ASTM C260
Standard Specification for Air-Entraining Admixtures for Concrete
26. ASTM C289
Standard Test Method for Potential Reactivity of Aggregates (Chemical Method)
27. ASTM C309
Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete
28. ASTM C330
Standard Specification for Lightweight Aggregates for Structural Concrete
29. ASTM C404
Standard Specification for Aggregates for Masonry Grout
30. ASTM C494
Standard Specification for Chemical Admixtures for Concrete
31. ASTM C567
Standard Test Method for Determining Density of Structural Lightweight Concrete
32. ASTM C618
Concrete
Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in
33. ASTM C881
Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete
34. ASTM C979
Specification for Pigments for Integrally Colored Concrete
35. ASTM C995
Test Method for Time of Flow of Fiber Reinforced Concrete
36. ASTM C1017 Specification for Chemical Admixtures for Use in Producing Flowing Concrete
37. ASTM C1059 Standard Specification for Latex Agents for Bonding Fresh Hardened Concrete
38. ASTM C1064 Standard Test Methods for Temperature of Freshly
39. ASTM C1077 Practice for Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and
Criteria for Laboratory Evaluation
40. ASTM C1116 Standard Specifications for Fiber Reinforced Concrete and Shotcrete
41. ASTM C1315 Standard Specification for Liquid Membrane Forming Compounds Having Special Properties for
Curing and Sealing Concrete
42. ASTM C1609 Standard Test Method for Flexural Performance of Fiber Reinforced Concrete (Using Beam With
Third Point Loading)
43. ASTM D7508 Standard Specification for Polyolefin Chopped Strands for Use in Concrete
44. ASTM E96
Standard Test Methods for Water Vapor Transmission of Materials
45. ASTM E329
Standard Specification for Agencies Engaged in the Testing and/or Inspection of Materials Used
in Construction
46. ASTM E1155
Standard Test Method for Determining FF Floor Flatness and FL Floor Levelness Numbers
C. AASHTO – American Society of State Highway and Transportation Officials
1. AASHTO T260 Sampling and Testing for Total Chloride Ion in Concrete and Concrete Materials
2. AASHTO T318 Standard Method of Test for Water Content of Freshly Mixed Concrete Using Microwave Oven
Drying
3. AASHTO M182 Burlap Cloth Made from Jute or Kenaf
D. CRSI – Concrete Reinforcing Steel Institute
1. CRSI MSP-1
Manual of Standard Practice
1.4 GENERAL REQUIREMENTS
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GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
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A. Comply with provisions in the most recent edition of the codes, specifications, and standards, listed in Section 1.3
“Referenced Codes, Specifications and Standards” of this specification section unless otherwise noted.
B. Provide materials that meet or exceed the requirements noted in Part 2, "Products," section in each applicable
specification section. Many of the minimum requirements for this project may exceed the minimum requirements of
referenced ASTM standards and are so noted.
C. Construction Documents – Design Drawings
1. Details shown are typical. Similar details apply to similar conditions, unless otherwise noted. The details show
only the general methods of construction; therefore, they do not necessarily show all pertinent pieces required or
specified herein. Verify dimensions at the site whenever possible without causing delay in the work.
2. Promptly notify the Registered Design Professional whenever the design intent for any portion of structure is not
indicated clearly enough to develop shop drawings.
D. Do not allow construction loads to exceed the superimposed load that the structural members, with necessary
supplemental supports, are capable of carrying safely and without damage.
E. Completed concrete elements that meet all applicable requirements will be accepted without qualification.
F. Completed concrete elements that fail to meet all applicable requirements, but are repaired and are brought into
compliance using specified methods, or methods approved by the Owner and the Registered Design Professional, will
be accepted without qualification.
G. Concrete elements which fail to meet all applicable requirements and cannot be brought into compliance shall be
removed from the site and replaced with satisfactory work, or reinforced in a manner approved by the Registered
Design Professional, except as noted for slab on ground. Removal of completed portions of the structure may require
modifications to assure the integrity of remaining work.
H. Any element of the completed structure will be considered potentially deficient if it fails to comply with any of the
applicable requirements that control the strength, functionality, durability, or appearance of the structure.
I.
Regardless of tolerances specified, no portion of any structure shall extend beyond the legal boundary of the project.
J.
Members cast in the wrong location will be rejected if the strength, appearance, or function of the structure is
adversely affected or misplaced items interfere with other construction. When load tests are requested by the
contractor and approved by the Registered Design Professional, the acceptance criteria will be in accordance with
Section 20.4 of ACI 318.
K. The contractor shall pay all costs, including testing and analysis, incurred in providing or in justifying not providing
remedial action to meet applicable requirements.
L. Failure to detect any defective work or material does not in any way prevent later rejection when such defect is
discovered nor does it obligate the Registered Design Professional for final acceptance.
1.5 QUALITY ASSURANCE
A. Contractor/Supplier Quality Assurance Testing/Inspection
B. The Contractor/Supplier shall engage a testing/inspection agency:
1. That meets the requirements of ASTM C1077 and ASTM E 329, and is acceptable to the Owner and Registered
Design Professional
2. To perform laboratory tests necessary to qualify proposed concrete materials and establish mix designs
3. As required to insure the proper execution of Work or of furnishing materials and construction in full compliance
with project requirements
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C. Owner Quality Assurance Testing/Inspection
D. The Owner shall engage an independent testing and inspection agency (referred to in the remainder of this section and
other applicable sections as the Testing Agency) to evaluate submittals, test concrete materials and samples, inspect
preparations for concrete placement, observe concrete placement, and perform all other tests and inspections noted
except those required to establish mix designs. Certain tests, as noted, will be at the Contractors expense.
1. Owner's testing and inspection does not relieve the Contractor/Supplier of responsibility for other tests and
inspections that may be required for proper execution of Work or of furnishing materials and construction in full
compliance with project requirements.
2. To facilitate testing and inspection, the Contractor/Supplier shall provide the following:
a. Any labor necessary to assist the Testing Agency in obtaining and handling samples at the project site or other
sources of materials.
b. Sufficient advance notice (24 hours minimum) to the Testing Agency of operations to allow for completion of
testing and inspection and for the assignment of personnel.
c. Adequate facilities for the sole use of the Testing Agency for safe storage and proper curing of concrete test
specimens on the project site as required by ASTM C31.
3. The Contractor shall furnish sets of Registered Design Professional reviewed shop drawings to the field inspector
and others whose work pertains to or is affected by this Work.
4. The Testing Agency will verbally report items of nonconformance to the owner’s representative and site
supervisor as soon as possible, but not more than 24 hours after discovery. A written draft report should be also be
presented to the owner’s representative and site supervisor. Final written reports will be provided within 7 days
for each test or inspection.
5. The Testing Agency and its representatives are not authorized to revoke, alter, relax, enlarge, or release any
requirement of the contract documents, nor to approve any portion of the Work.
1.6 DELIVERY, STORAGE, AND HANDLING
A. Store and handle products to retain original quality. Do not use products stored beyond the manufacturer's
recommended shelf life.
03000.2 PRODUCTS
NOT USED.
03000.3 EXECUTION
NOT USED.
END OF SECTION
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Project No. 1201344 (SPEC-01804)
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03100 - MATERIALS, ADMIXTURES, AND MIXES
03100.1 GENERAL
1.1 CONCRETE SPECIFICATION SECTION 03000 "REFERENCES AND GENERAL REQUIREMENTS"
A. Concrete Specification Section 03000 “References and General Requirements” in its entirety forms a part of this
specification section directly by this reference. Specific references to 03000 specification sections are made
throughout this Specification. A lack of specific reference to a 03000 Specification Section does not intend to imply,
in any manner, that the non-referenced section does not apply.
1.2 SUBMITTALS
A. General
B. 1. Furnish submittals for items that are identified in this Section by different typefaces and bracketed code (i.e. Item
[L]). Refer to Section 01340 for definition of codes, types of submittals and administrative requirements governing
submittal procedure.
1. Additional submittal requirements connected with this Section are specified under this Article.
C. Submit product data or manufacturer's specifications and installation instructions. Include laboratory test reports and
other data to show compliance with specifications (including specified codes and ASTM standards) and Material
Safety Data Sheets for the following:
1. Cement [P], including type, class, manufacturer, and plant location.
2. Coarse and fine aggregates [P], including type, pit or quarry location, producer, gradation, and specific gravity.
3. Admixtures [P]
4. Site-mixed concrete batching equipment [P]
D. Submit samples of materials, including names, sources, and descriptions, as follows:
1. Color finishes [S]
2. Normal weight aggregates [S]
E. Concrete Mix Design – Submit for each type of concrete that will be used on this project:
1. Concrete Mix Design [D]:
a. After approval of proposed admixtures
b. Include the variations in dosage rate of admixtures with respect to slump and concrete and ambient air
temperatures. Include results of compressive strength tests, in accordance with ASTM C39, of mixes for each
anticipated combination of admixtures to verify compatibility of each admixture with other required or
proposed admixtures.
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c. Include a combined aggregate distribution analysis and coarseness factor chart derived from current certified
reports of gradations of the individual aggregates as outlined in ACI 302.1R-04
F. Concrete Mix Design [T]: Submit laboratory test reports for qualifying proposed concrete materials and establishing
mix. The following are required in addition to specific test requirements detailed in individual specification sections.
d. These tests shall be performed:
1) by the Contractor utilizing the Owner’s approved Testing Agency
2) on the project site under actual placement conditions
e. Demonstrate by test or previous field experience that the mixing water, including that contributed by the
aggregates, and any admixtures used will not contain a deleterious amount of chloride ions
f.
Submit 7 and 28 day compression test results of proposed design mix per ACI 301 requirements for trial
mixtures or field test data
g. Submit 7 and 28-day flexural beam test results of proposed design mix in accordance with ASTM C78
h. Concrete Slab on Ground Design Mixes – In addition to the preceding list of test submittal requirements,
submit test data for the following:
1) Concrete modulus of rupture shall meet or exceed design requirements.
2) Shrinkage Test: All slab and toppings shall have a maximum shrinkage of 0.04% at 28 days. The test will
be conducted in accordance with ASTM C157 Modified (7 day moist curing) and shrinkage results
reported at 7, 14, 21, and 28 days.
1.3 DELIVERY, STORAGE, AND HANDLING
A. Aggregates
1. Delivery, storage, and handling of aggregates shall be in such a manner to avoid excessive segregation and to
prevent contamination with other materials (including aggregate from other stockpiles), such that the aggregate,
when added to the mixer, has the same proportions as the approved aggregate gradation.
2. Stockpile sand and aggregate such that it is allowed to drain, and to insure a relatively uniform moisture content
throughout the stockpile.
B. Cement
1. Delivery, storage, and handling of cement shall result in cement free from foreign matter, lumps, cakes, and water
marks when added to mixer.
2. Provide storage for cement used on-site such that cement stored longest is used first. Do not use cement that has
been stored on-site for more than 30 days without the approval of the Registered Design Professional.
C. Admixtures
1. All admixtures shall be delivered to the site (for site-mixed concrete) or to batch plant (for ready-mixed concrete)
by bulk delivery or in original packaging bearing manufacturer's name, product name and specification
designation.
2. Store admixtures in a manner that will avoid contamination, evaporation, or damage.
3. Protect liquid admixtures from freezing and temperature changes which could adversely affect their
characteristics.
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Project No. 1201344 (SPEC-01804)
Global Facilities Group
1.4 GENERAL REQUIREMENTS
A. Each concrete mix design will be evaluated separately for acceptance of concrete elements.
B. Concrete strength will be considered satisfactory if the averages of all specimens of three consecutive strength test
results performed at the specified age equal or exceed the specified compressive strength and no single strength test
result is below the specified compressive strength by more than 500 pounds per square inch. If one specimen in a test
manifests evidence of improper handling, molding, or testing, it will be discarded and the strength of the remaining
specimen will be considered the test result. If both specimens in a test show any of the above defects, the entire test
will be discarded.
C. Concrete strength for elements requiring three core tests, from the suspect area, will be considered adequate if the
average strength of the cores is equal to at least 85% of the specified compressive strength and no single core test
result is below 75% of the specified compressive strength.
D. Acceptance of lightweight concrete at the time of placement shall be based on the fresh unit weight corresponding to
the specified air-dry unit weight as calculated by the Testing Agency in accordance with ASTM C567. Final
acceptance of lightweight concrete shall be based on the air-dry unit weight measured at 28 days.
03100.2 PRODUCTS
2.1 CONCRETE MATERIALS
A. Portland Cement: ASTM C150, including Type I, Type II or Type III.
1. Use Type I for standard (28-day) strength concrete
2. Use Type II for mass concrete, or a combination of Type I and Supplementary Cementitious Materials such that
the mixture’s combined tricalcium aluminate (C3A) is less than 8.0% and heat of hydration is less than or equal to
70 cal/g at 7 days.
3. Use Type III for high early (7-day) strength
B. Supplementary Cementitious Materials: Consisting of natural mineral admixtures possessing cementitious,
pozzolonic, or cementitious and pozzolonic characteristics. Total weight of cementitious materials shall include
Portland cement as well as all supplementary cementitious materials.
1. Fly Ash: ASTM C618, Type F may be used up to a maximum of 25% of the total cementitious content.
2. Ground Granulated Blast-Furnace Slag: ASTM C989, Grade 100 or 120 may be used up to a maximum of 25% of
the total cementitious content.
3. The exact percentages of supplementary cementitious materials used shall be based on a successful test placement
on-site.
4. Use materials of the same brand and type and from the same manufacturer.
C. Normal-Weight Aggregate: ASTM C33; a combination of gravel, crushed gravel, crushed stone, or air-cooled blast
furnace slag, and natural or manufactured sand.
1. Use only one source of aggregates for all Class A and C surfaces of each structure.
2. Use aggregates that, when tested in accordance with ASTM C289, do not contain potentially deleteriously reactive
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materials.
3. Use aggregates that, when tested in accordance with ASTM C88, meet the sulfate soundness requirements of
ASTM C33. Contractor evaluation of satisfactory service under similar conditions will not be accepted as a basis
for waiving this requirement.
4. Course Aggregate
a. Maximum Size:
1) Use the largest maximum aggregate size possible subject to the following limitations:
a) Not more than 1/5 of the narrowest dimension between forms.
b) Not more than 3/4 of the minimum clear spacing between individual reinforcing bars or wires or
between bundles of bars.
c) 1/4 inch for steel pan stair and landing fills, interior curbs, and bumper guard post fill.
d) As approved by the Registered Design Professional, providing workability and methods of
consolidation are such that honeycombs and voids will not result.
e) Use only one maximum size of aggregate for all adjacent surfaces of architectural concrete.
f)
Slabs-on-Ground and Floor Topping
Maximum size Coarse Aggregate shall be nominal 1.5-inch, nor more than 1/3 of the depth of the
slab or topping thickness.
b. Grading:
1) Use coarse aggregate grading (ASTM C33 size number) corresponding to the maximum aggregate size
for the concrete to be placed as follows:
Maximum Nominal Aggregate Size
Grading Size Number
2 inches
357
1-1/2 inches
467
1 inch
57
3/4 inch
67
1/2 inch
7
3/8 inch
8
2) Slabs-on-Ground or Floor Topping
a) Normal weight aggregates for slab on ground shall use a combined aggregate gradation as described
in ACI 302. Combined aggregate gradation shall be 8%-18% for large top size aggregates (1 ½ inch)
or 8%-22% for smaller top size aggregates (1 inch or ¾ inch) retained on each sieve below the top
size and above the No. 100. Utilize the Coarseness Factor Chart described in ACI 302 to produce a
workable optimum combined aggregate grading Zone II for the concrete mixture.
5. Do not use coarse aggregates that include crushed hydraulic-cement concrete.
6. Fine Aggregate:
a. Shall be natural sand conforming to ASTM C33.
b. For Architectural Concrete - limit the coal and lignite content of fine aggregates to 0.5% by weight.
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Project No. 1201344 (SPEC-01804)
Global Facilities Group
D. Lightweight Aggregate: ASTM C330; a combination of expanded, pelletized, or sintered products such as
blast-furnace slag, clay, diatomite, fly ash, shale, or slate or processed natural materials such as pumice, scoria, or tuff.
E. Change of Materials: When brand, type, size, or source of cementitious materials, aggregates, water, ice, or
admixtures are proposed to be changed, new field data or data from new trial mixtures or evidence that shows that
change does not adversely affect relevant properties of concrete mix.
F. Water: ASTM C-94; Clear and clean, without substances that cause discoloration, unusual or objectionable smell or
taste, or otherwise cause suspicion and free of deleterious amounts of oils, acids, alkalis, salts, organic materials,
chloride ions, or other substances detrimental to concrete or reinforcing (i.e. potable).
G. Admixtures:
1. Air-Entraining Admixture: ASTM C260, including certification that chloride was not added during manufacture
and chloride ion content is less than 0.1%.
a. Subject to compliance with requirements, products incorporated in Work are limited to the following, or
owner approved equivalent:
1) Euclid Chemical Co. , “Air Mix, AEA-92, or Air Mix 200”
2) Grace Construction Products , “Darex II AEA or Daravair 1000”
3) BASF , “MB AE 90 or Micro-Air”
4) Sika Corp. , “Sika AER”
5) Axim Italcementi Group , “Catexol A.E.260”
2. Water-Reducing Admixture: ASTM C494, Type A, including certification that chloride was not added during
manufacture and chloride ion content is less than 0.1%.
a. Subject to compliance with requirements, products incorporated in Work are limited to the following, or
owner approved equivalent:
1) Euclid Chemical Co. , “Eucon WR 75 or Eucon 91”
2) Grace Construction Products , “WRDA-82 or WRDA-20”
3) BASF , “Pozzolith 220-N”
4) Sika Corp. , “Plastocrete 161 or Plastiment NS”
5) Axim Italcementi Group , “Catexol 1000 N”
3. Retarding Admixture: ASTM C494, Type B, including certification that chloride was not added during
manufacture and chloride ion content is less than 0.1%.
a. Subject to compliance with requirements, products incorporated in Work are limited to the following, or
owner approved equivalent:
1) Euclid Chemical Co. , “Eucon Retarder 100 or Eucon DS”
2) Grace Construction Products , “Daratard-17”
3) BASF , “Pozzolith 100-XR”
4) Sika Corp. , “Plastiment”
5) Axim Italcementi Group , “Catexol 1000 R”
4. Accelerating Admixture: ASTM C494, Type C, including certification that chloride was not added during
manufacture and chloride ion content is less than 0.1%.
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a. Subject to compliance with requirements, products incorporated in Work are limited to the following, or
owner approved equivalent:
1) Euclid Chemical Co. , “Accelguard NCA”
2) Grace Construction Products , “Polar Set”
3) BASF , “Pozzolith NC534”
4) Sika Corp. , “Plastocrete 161FL”
5) Axim Italcementi Group , “Catexol 2000 R.H.E.”
5. Water-Reducing, Retarding Admixture: ASTM C494, Type D, including certification that chloride was not added
during manufacture and chloride ion content is less than 0.1%.
a. Subject to compliance with requirements, products incorporated in Work are limited to the following, or
owner approved equivalent:
1) Euclid Chemical Co. , “Eucon Retarder 75 or Eucon DS”
2) Grace Construction Products , “Daratard 17”
3) BASF , “Pozzolith 100-XR or Pozzolith 200N”
4) Sika Corp. , “Plastiment, Plastocrete 161, and Plastocrete 161MR”
5) Axim Italcementi Group , “Catexol 1000 R”
6. Water-Reducing, Accelerating Admixture: ASTM C494, Type E, including certification that chloride was not
added during manufacture and chloride ion content is less than 0.1%.
a. Subject to compliance with requirements, products incorporated in Work are limited to the following, or
owner approved equivalent:
1) Euclid Chemical Co. , “Accelguard 80 or Accelguard 90”
2) BASF , “Pozzutec 20+”
3) Axim Italcementi Group , “Catexol 2000 R.H.E.”
7. High Range Water-Reducing Admixture (superplasticizer): ASTM C494, Type F or Type G, including
certification that chloride was not added during manufacture and chloride ion content is less than 0.1%. Use for
concrete that is pumped, for water-tightness and for conditions where water-cement ratios below 0.46.
a. Subject to compliance with requirements, products incorporated in Work are limited to the following, or
owner approved equivalent:
1) Euclid Chemical Co. , “Eucon 37/1037 or Plastol Series”
2) Grace Construction Products , “Daracem 19 or Daracem 100”
3) BASF , “Rheobuild 1000 or Rheobuild 716”
4) Axim Italcementi Group , “Catexol 1000 SP-MN”
8. Mid Range Water-Reducing Admixture: ASTM C494, Type A including certification that chloride was not added
during manufacture and chloride ion content is less than 0.1%. Mid range water reducer may be used with
Registered Design Professional approval and on site test placement.
a. Subject to compliance with requirements, products incorporated in Work are limited to the following, or
owner approved equivalent:
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1) Euclid Chemical Co. , “Eucon MR or Eucon MRX”
2) BASF , “Polyheed 997”
3) Grace Construction Products , “Daracem 55 or Daracem 65”
4) Axim Italcementi Group , “Catexol 3500 N”
9. Coloring Admixtures.
a. Pigments for integrally colored concrete should conform to ASTM C 979 and have uniform color
b. Coloring admixtures shall be lime-proof and shall contain no calcium chloride
2.2 PROPORTIONING AND DESIGNING CONCRETE MIXES
A. Prepare mix designs for each type and strength of concrete as shown in Table 1 and 2 below or in Contract
Documents. Use proportioning on basis of previous field experience or trial mixtures, in accordance with ACI 301
Section 4 and ACI 318 Section 5.3.
1. Proportion solid materials by weight, not by volume.
2. Liquids may be proportioned by weight or volume.
3. Proportioning based on empirical data is not permitted.
Table 1
USE, STRENGTH, AND AIR REQUIREMENTS
Location
Typical Uses
Strength, psi
Air Entrainment
Required
Supporting Structure
Interior Beams,
Columns
4,000
No
Supporting Superstructure
Exterior Beams,
Columns
4,000
Yes
Weight Bearing Slabs
Interior Floor slabs,
Slabs on Grade
4,000
No
Exposed Top Slabs
Exterior Pads, Tank
Tops
4,000
Yes
Sub Grade
Spread Footings, Grade
Beams
3,000
No
Sub Grade
Exposed Grade Walls
3,000
Yes
Excavation and Fills
Fill, Pipe Encasement
2,000
No
Pit Walls
4,000
No
Pit Slabs
4,000
No
Mass Concrete
3,000
No
B. Proportion and design mixes so that minimum compressive strength, minimum cement factor and maximum slump is
as follows:
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Table 2
REQUIRED STRENGTHS, CEMENTITIOUS FACTOR,
AND SLUMPS
Type
Compressive
Strength
(28 days, psi)
Cementitio
us Factor
(lbs./c.y.)
Standard,
Normal Wt.
5000 min.
650 min.
8” + 1”*
Standard,
Normal Wt.
4000 min.
520 min.
4”
Slab-in-Ground
4000 min.
*
4”
Air Entrained,
Normal Wt.
4000 min.
560 min.
4”
Air Entrained,
Light Wt.
4000 min
610 min
4”
Mass, Normal
Wt.
4000 min
510 min.
8” + 1”
Standard,
Normal Wt.
3000 min.
470 min.
4”
Air Entrained,
Normal Wt.
3000 min.
510 min.
4”
Air Entrained,
Light Wt.
3000 min.
560 min.
4”.
Mass, Normal
Wt.
3000 min.
420 min.
8” + 1”
Machine-Drilled
Piers, Normal
Wt.
3000 min.
510 min.
6” + 1”
Concrete Fill
2000 min.
350 min.
4”
Slump**
*Refer to table in Section B.5.a
**Slump shall be 4-inches maximum at point of placement unless specified or permitted. Slump levels
shown in table above may be increased to 8 inches plus or minus 1 inch by using specified high-range
water-reducing admixture (superplasticizer) use. Installing Contractor shall be responsible for adding
high-range water-reducing admixture to increase slump and improve workability. Do not use
high-range water-reducing admixtures (superplasticizers) for machine-drilled piers.
C. Prepare mix designs for each type and strength of concrete. Use proportioning on the basis of previous field
experience or trial mixtures, in accordance with Section 5.3 of ACI 318.
1. Proportion solid materials by weight, not by volume.
2. Liquids may be proportioned by weight or volume.
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3. Proportioning based on empirical data is not permitted.
D. Proportion and design mixes that will result in fresh concrete with adequate workability and proper consistency to be
readily worked into forms and around reinforcing without segregation or excessive bleeding under conditions of
placement to be employed.
E. Proportion and design mixes that will result in concrete with a total water soluble chloride ion content as noted in
Table 03110-1 when tested in accordance with AASHTO T260-84 between the ages of 28 and 42 days.
F. Do not use:
1. Calcium chloride, thiocyanates, salt, or any materials containing antifreeze agents in any concrete mix.
2. High-range water reducing admixtures (superplasticizers) for machine-drilled piers.
3. Fly ash in slab on ground.
G. Normal-Weight Concrete:
1. Slump: Proportion and design mixes to result in concrete slump of 4 inches at point of placement. Slump may be
increased to 6 inches with the use of a mid-range water reducing admixture and 8 inches with a high-range water
reducing admixture (superplasticizer).
2. Proportion and design mixes that will result in air content for negligible exposure, containing Type I cement with
a water/cement ratio limited only by the ability of the mix to result in concrete meeting other specified
requirements (Mix Design Type I-a in Table 03110-1). Use such mixes in all locations, unless otherwise noted,
providing the Contractor does not violate any of the following criteria:
a. Concrete will not be exposed to freezing and thawing.
b. Concrete will not be exposed to non-chloride deicing chemicals.
c. Concrete will not be exposed to chlorides from deicing chemicals, salt or brackish water, or spray from such
sources of chlorides.
d. Concrete will not be exposed to soil containing more than 0.1% sulfate by weight or solutions containing
sulfate in excess of 150 parts per million.
3. Proportion and design mixes that will result in air content based on the exposure designations noted in Table
03110-1 at the end of this section, except that slabs intended to receive a dry shake finish shall have a maximum
air content of 3%. Concrete noted as having negligible exposure shall have an air content of 2 to 4%. Concrete
noted as having air content for moderate or severe exposure shall have an air content as follows:
Maximum Nominal
Aggregate Size
Range of Air Content for
Moderate Exposure (%)
Range of Air Content for
Severe Exposure (%)
2 inches
2.5 to 5.5
3.5 to 6.5
1-1/2 inches
3.0 to 6.0
4.0 to 7.0
1 inch
3.0 to 6.0
4.5 to 7.5
3/4 inch
3.5 to 6.5
4.5 to 7.5
1/2 inch
4.0 to 7.0
5.5 to 8.5
3/8 inch
4.5 to 7.5
6.0 to 9.0
1/4 inch
5.5 to 8.5
7.5 to 10.5
4. Proportion and design other mixes in accordance with Table 03110-1 for other exposures tabulated below and for
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exposures that the Contractor may impose on completed concrete elements during the course of construction.
Severity of exposure classification shall be based on the most severe exposure of any portion of a concrete
element.
5. Floor Slabs on Ground and Floor Toppings
a. Proportion and design mixes for Slabs on Ground with a minimum compressive strength of 4000 psi at 28
days, such that the recommended cementitious material content is as follows:
Nominal Maximum-size
Aggregate, in.*
Cementitious Material Content,
pounds per cubic yard
1-1/2
470 to 530
1
520 to 580
3/4
540 to 600
1/2
560 to 620
3/8
580 to 640
* For normal weight aggregates
H. Maintain maximum water/cement ratios for the following conditions:
1. Concrete subject to freezing and thawing - 0.50
2. Concrete subject to deicers or required to be watertight - 0.45
3. Reinforced concrete subjected to brackish water or salt spray - 0.40
4. Floor slabs - 0.45 to 0.48
I.
Lightweight Concrete:
a. Proportion and design mixes that result in an equilibrium density determined by ASTM C567 not exceeding
115 pounds per cubic foot.
b. Proportion and design mixes that will result in a maximum air content of 9% when the maximum size of
aggregate is 3/8 inch or less and 8% when the maximum size of aggregate is more than 3/8 inch. Concrete
noted as having air content for moderate or severe exposure shall have a minimum air content of 5% when the
maximum size of aggregate is 3/8 inch or less and 4% when the maximum size of aggregate is more than 3/8
inch.
J.
Controlled Low-Strength Material (Flowable Fill)
c. Proportion in accordance with one of the following methods and where shown on Contract Documents:
d. Flowable Fly Ash: Consisting of 1450 pounds ASTM C 618 Type F fly ash; 100 pounds ASTM C 150
Portland cement; and water. Slump range shall be 10 inches minimum. Compressive strength measured by 2
inch by 2 inch cubes shall be 100 pounds per square inch at 7 days.
e. Flowable Fly Ash and Sand: Consisting of 500 pounds ASTM C 618 Type F fly ash; 60 pounds of ASTM C
150 Portland cement; 2800 pounds ASTM C33 fine aggregate; and water. Slump shall be 10 inches minimum.
Compressive strength measured by 2 inch by 2 inch cubes shall be 100 pounds per square inch at 7 days.
K. Mass Concrete
f.
Unless otherwise specified by the Registered Design Professional, the following criteria shall apply for mass
concrete placements:
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g. The maximum temperature in concrete after placement shall not exceed 158 degrees F.
h. The maximum temperature difference between center and surface of placement shall not exceed 35 degrees F.
i.
Unless otherwise specified by the Registered Design Professional, submit a thermal control plan for each mass
concrete placement. Unless otherwise specified or permitted, thermal control plan shall include following
items:
j.
Concrete mixture proportions
k. Calculated or measured adiabatic temperature rise of concrete
l.
Upper limit for concrete temperature at time of placement
m. Description of specific measures and equipment that will be used to ensure maximum temperature in
placement will not exceed specified maximum temperature limit
n. Calculated maximum temperature difference in placement based on expected conditions at time of placement
and use of proposed measures to control temperature differences
o. Description of equipment and procedures that will be used to monitor and log temperatures and
temperature differences
p. Drawing showing locations for temperature sensors in placement
q. Description of format and frequency of providing temperature data to Owner’s Representative
r.
Description of measures to address and reduce excessive temperatures and temperature differences, if they
occur
s.
Description of curing procedures, including materials and methods, and curing duration
t.
Description of formwork removal procedures to ensure temperature difference at temporarily exposed
surface will not exceed temperature difference limit, and how curing will be maintained
2. If concrete design mixture is changed, thermal control plan must be updated.
3. Unless otherwise specified or permitted by the Registered Design Professional, use hydraulic cement with
moderate to low heat of hydration properties or use a Portland cement with ASTM C618 Type F fly ash or ASTM
C989 ground granulated blast-furnace slag, or both.
4. Unless otherwise permitted by the Registered Design Professional, dot use accelerating admixtures.
2.3 CONCRETE PRODUCTION
A. Produce concrete only with materials of the same brand, type, and source as those used in establishing mix designs.
B. During hot or cold weather, produce concrete in accordance with procedures approved by the Registered Design
Professional and the following:
1. Reduce mixing and delivery time to 75 minutes when the site ambient air temperature is in the range of 85-90
degrees F and to 60 minutes when the site ambient air temperature is above 90 degrees F.
2. Provide concrete that, at the time of placement, has a minimum temperature of 50 degrees F.
3. During cold weather, provide concrete that, at the time of placement, has a maximum temperature of 70 degrees F.
At all other times, provide concrete that, at the time of placement, has a maximum temperature of 90 degrees F.
C. Use all admixtures in accordance with manufacturer's instructions and the following:
1. Mix admixtures that are in the form of suspensions or nonstable solutions with agitating equipment to assure
proper distribution of ingredients before adding to the mix.
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2. If two or more admixtures are used in the concrete, add them to the mix separately.
3. Addition of retarding admixtures shall be completed within 1 minute after completion of adding water or by the
end of the first 25% of the required mixing time, whichever occurs first.
4. Do not use timing devices to control the batching of admixtures.
D. Use a concrete mix with a water-reducing admixture for basement walls and base slabs and walls of pits and trenches.
E. Do not use an air entrained concrete mix for areas that are to receive a dry shake finish.
F. Do not use a concrete mix with an accelerating admixture in post-tensioned concrete or when aluminum electric
conduits are used, even when conduits are coated.
G. Do not use aggregates, cement or admixtures that are frozen or contain ice or snow. Mix water may be partially
replaced with ice to control concrete temperature.
H. Use mix designs with the same proportions, other than required admixtures, for related areas of architectural concrete
not receiving an applied finish, maintaining designated color and uniformity of color. Do not change the quantity of
cement per cubic yard and use only one placing consistency for such concrete.
I.
Remove hardened concrete and other foreign materials from the inner surfaces of mixing equipment before each use.
Completely discharge fresh concrete from mixer before starting each batch.
J.
Provide ready-mixed concrete in accordance with ASTM C94 and concrete mix criteria noted. Dispatch trucks with
storage tanks full of water and water measurement gauges in operating condition. Each load of ready-mixed concrete
shall be accompanied by two copies of a delivery ticket (note that these are not the standard delivery ticket
requirements of ASTM C94), one of which shall be delivered to the Testing Agency, and shall include the following:
1. Name of ready-mixed concrete plant
2. Identification of ticket by serial number
3. Date
4. Truck number
5. Name of purchaser
6. Title and location of job and approximate location of deposit in the structure
7. Class or designation (as classified or designated in mix design submittals)
8. Amount of concrete in cubic yards
9. Reading of revolution counter immediately before first introduction of water
10. Time of loading last of ingredients in mixing drum
11. Type, brand, and amount of cement
12. Type, brand, and amount of each admixture added at the batch plant
13. Amount of mixing water held back at the batch plant
14. Space for noting and initialing the amount of water added by the receiver of the concrete
15. Maximum size of aggregate
16. Signature of ready-mixed concrete representative certifying that the concrete provided meets the requirements of
the approved mix design for the class or designation indicated on the ticket
K. Site-mixed concrete shall be provided in accordance with concrete mix criteria noted and the following:
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1. If site-mixed concrete is batched in quantities and rates comparable to ready-mixed concrete batch plants, provide
concrete in accordance with the requirements for ready-mixed concrete.
2. Produce all site-mixed concrete in the presence of an individual who has demonstrated the knowledge and abilities
equivalent to the guidelines for certification of Concrete Field Testing Technicians, Grade I of ACI CP1 and a
representative of the Testing Agency.
3. Use multiple beam or springless dial type scales for weighing ingredients that are accurate to within ±0.4% of
their total capacities. Make available standard test weights for checking scale accuracy.
4. Equip mixer with a water storage and measuring devices constructed so that the water for each batch can be
accurately measured and positively controlled and not be affected by variable pressures in the supply line. Provide
a means of readily checking the accuracy of the water measuring device.
5. Charge each batch into the mixer such that some water will enter in advance of the cement and aggregates and all
of the water will enter within the first 25% of the batching time. Provide controls that prevent batched ingredients
from entering the mixer before the previous batch has been completely discharged.
6. Use a batch mixer capable of thoroughly combining the aggregates, cement, water, and any admixtures into a
uniform mass within the specified mixing time, and of discharging the concrete without harmful segregation. The
mixer shall bear a manufacturer's rating plate indicating the capacity and recommended revolutions per minute.
7. Mix batches of 1 cubic yard or less for at least 1-1/2 minutes after all ingredients are combined. Add 15 seconds to
the minimum mixing time for each additional cubic yard or fraction thereof for batches larger than 1 cubic yard.
Operate the mixer in accordance with the manufacturer's ratings and recommendations.
8. Provide controls to insure that concrete cannot be discharged until the required mixing time has elapsed.
9. Maintain the mixer free of accumulation that would interfere with mixing action. Replace mixer blades when they
lose 10% of their original height.
10. Maintain records of each batch mixed. Provide a duplicate copy for each batch to the Testing Agency. Records
shall include:
a. Identification of batch by serial number
b. Date
c. Title and location of job and approximate location of deposit in the structure
d. Class or designation (as classified or designated in mix design submittals)
e. Amount of mixing water
f.
Weight of aggregates
g. Maximum size of aggregate
h. Type, brand, and amount of cement
i.
Type, brand, and amount of each admixture added during initial batching
j.
Time of loading last of ingredients in mixer
k. Mixing time
l.
Amount of concrete in cubic yards
m. Signature of Contractor's qualified representative certifying that the concrete provided meets the requirements
of the approved mix design for the class or designation indicated in the records
L. Do not use packaged, dry, combined materials for concrete that do not meet all of the requirements of this
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M. Provide lightweight concrete in accordance with the following except when recommended otherwise by the producer
of the aggregate:
1. When lightweight aggregate, at the minimum moisture content likely to occur on the job, absorbs less water than
2% of its own weight within an hour of being inundated with water, produce the concrete in accordance with the
requirements for normal weight concrete noted above.
2. When lightweight aggregate, at the minimum moisture content likely to occur on the job, absorbs more water than
2% of its own weight within an hour of being inundated with water, produce the concrete in accordance with the
following:
a. Add the aggregate to approximately 80% of the mixing water and mix for a minimum of 1-1/2 minutes in a
stationary mixer or 15 revolutions at mixing speed in a transit mixer.
b. Add the admixtures, if any, the cement, and the remaining mixing water, in that order, and complete mixing in
the same manner as for normal weight concrete.
3. When the nominal fresh unit weight varies more than 2 pounds per cubic foot from the fresh unit weight
corresponding to the specified air-dry unit weight, adjust the mixture as soon as conditions permit.
N. Provide concrete ingredients within the following tolerances:
Material
Tolerance
Cementitious Materials
30% of scale capacity or greater
±1%
Less than 30% of scale capacity
-0%, +4%
Added water or ice
±1% of total water content*
Total water content
±3%
Water
Aggregates
Cumulative batching
Over 30% of scale capacity
±1%
30% of scale capacity or
±0.3% of scale capacity or ±3% of cumulative
weight, whichever is less
less
Individual batching
±2%
Admixtures
±3%
Air-dry unit weight of lightweight concrete
±3 pounds per cubic foot
*
total water content includes added water, ice, and water on aggregates
2.4 SOURCE QUALITY CONTROL
A. Responsibilities of the Testing Agency related to off-site Work include, but are not limited to:
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1. Evaluation of proposed concrete materials.
2. Evaluation of proposed concrete mixes.
3. Inspection of production samples of materials at batch plants or stockpiles.
4. Checking accuracy of batch plant scales.
5. Inspection of concrete batching, mixing and delivery operations.
6. Review of manufacturer's reports, certificates, and instructions for compliance with specifications.
03100.3 EXECUTION
NOT USED.
END OF SECTION
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03120 - FORMS AND FORM ACCESSORIES
03120.1 GENERAL
1.1 CONCRETE SPECIFICATION SECTION 03000 "REFERENCES AND GENERAL REQUIREMENTS"
A. Concrete Specification Section 03000 “References and General Requirements” in its entirety forms a part of this
specification section directly by this reference. Specific references to 03000 specification sections are made
throughout this Specification. A lack of specific reference to a 03000 Specification Section does not intend to imply,
in any manner, that the non-referenced section does not apply.
1.2 SUBMITTALS
A. General
1. Furnish submittals for items that are identified in this Section by different typefaces and bracketed code (i.e. Item
[L]). Refer to Section 01340 for definition of codes, types of submittals and administrative requirements
governing submittal procedure.
2. Additional submittal requirements connected with this Section are specified under this Article.
B. Submit product data or manufacturer's specifications and installation instructions. Include laboratory test reports and
other data to show compliance with specifications (including specified codes and ASTM standards) and Material
Safety Data Sheets for the following:
1. Column isolation joint forms [P]
2. Form Releasing agents [P]
3. Form coating materials for Class A surfaces [P]
C. Formwork Shop Drawings [D]: Submit formwork shop drawings indicating fabrication and erection of forms for
architectural concrete surfaces.
1. Show form construction including jointing, special form joints or reveals, location and pattern of form tie
placement, and other items that visually affect exposed concrete.
2. Registered Design Professional's review is for general architectural applications and features only.
D. Submit samples of materials, including names, sources, and descriptions, as follows:
1. Form liners [S]
1.3 GENERAL REQUIREMENTS
A. Formed surfaces resulting in concrete outlines larger than permitted by specified tolerances may be rejected. Removal
of excess material shall be done only when approved by the Registered Design Professional.
B. For each surface of architectural concrete with rough form, smooth form, textured, or aggregate transfer finishes, the
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total area requiring repair, not including tie hole patches, shall not exceed 2 square feet per 1000 square feet of the
surface area.
C. Class D formed surfaces are not subject to rejection due to appearance.
03120.2 PRODUCTS
2.1 FORM MATERIALS
A. Column Isolation Joint Form: Cylindrical, spirally laminated, waterproofed fiber form material for concrete.
1. Subject to compliance with requirements, provide one of the following, or other as approved by the Registered
Design Professional:
a. Alton Building Products Division of Textile Paper Products , “Sleektubes”
b. Deslauriers Column Mould Co. , “Econ-O-Mold Plastic Column Form”
c. Sonoco Products Co. , “Sonotubes”
B. Typical Form Facing for Class A Concrete Surfaces: Unless otherwise noted, use material that will produce a smooth,
hard, uniform texture on the concrete, such as plywood, tempered concrete-form grade hardboard, metal, plastic, paper
or other material capable of producing the desired finish when approved by the Registered Design Professional. Do
not use material with raised grain, torn surfaces, worn edges, patches, dents, or other defects that could impair the
texture of the concrete surface.
C. Form Ties: Commercially manufactured, adjustable-length, removable or snap-off metal form ties designed to prevent
form deflection and to prevent spalling of concrete upon removal. Provide units that will leave no metal within 1-1/2
inches of architectural concrete surfaces or concrete surfaces exposed to earth or 3/4 inch of other concrete surfaces.
Provide plastic seal cones with snap-off ties when used for architectural concrete surfaces that are not intended to
receive a troweled-on applied finish.
D. Formwork Accessories: Commercially manufactured accessories for all formwork accessories partially or wholly
embedded in concrete, including hangers. Form spreader bars used where reinforcing is epoxy-coated shall be plasticor epoxy-coated.
E. Forms for Cylindrical Columns and Supports: Metal, glass-fiber-reinforced plastic, or paper or fiber tubes that will
produce smooth surfaces without joint indications. Provide units with sufficient wall thickness to resist wet concrete
loads without deformation.
F. Form Release Agent: Provide commercial formulation form release agent with a maximum of 3 pounds per gallon
VOCs (volatile organic compounds) that will not bond with, stain, or adversely affect concrete surfaces and will not
impair subsequent treatments of concrete surfaces.
03120.3 EXECUTION
3.1 FORMS
A. General
1. Provide to accommodate openings, offsets, haunches, grooves, depressions, curbs and other special shape
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requirements, in formwork. Besides normal detailing, identify embedded items placed or supported in formwork.
B. Use forms whenever necessary to confine concrete and shape it to required dimensions. Design, erect, support, brace,
and maintain formwork to support vertical, lateral, static, and dynamic loads that might be applied, until concrete
structure is capable of supporting such loads. Also, meet local building code requirements for allowable stresses and
for other loads, such as minimum live loads and wind loads. Provide formwork so as not to damage existing
structures.
C. Clean interior surfaces of forms and interior form accessories of all accumulated mortar or grout and all other foreign
material before each use.
D. Construct and maintain formwork so completed concrete members and structures are within specified tolerance for
size, shape, alignment, elevation, location, plumbness, and levelness. Camber formwork as required to compensate for
anticipated deflections in the formwork before the concrete hardens or provide positive means of adjustment such as
wedges or jacks. If wood forms are used, provide means of adjustment to counteract swelling of the forms where
necessary, such as at wall openings.
E. For concrete surfaces not designated as architectural concrete and not exposed to earth, limit the deflection of facing
materials to 1/240 of the span between facing material supports. For concrete surfaces designated as architectural
concrete, limit the deflection of facing materials between studs and the deflection of studs and whalers to 1/400 of the
span.
F. For architectural concrete surfaces, except those to receive applied or exposed aggregate finishes, provide formwork
that will produce surfaces that require little dressing to arrive at true surfaces.
G. For concrete surfaces with textured or exposed aggregate finishes, use formwork materials and construction methods
in such a way as to duplicate mockup panels.
H. Provide temporary access openings in forms for cleaning and inspection where interior areas of formwork would
otherwise be inaccessible immediately before concrete placement. For Class A surfaces, locate temporary openings in
forms as inconspicuously as possible.
I.
Arrange specified form facing material for architectural concrete in an orderly and symmetrical manner with a
minimum number of seams. For architectural concrete surfaces with rough form, smooth form, textured, or aggregate
transfer finishes, locate joints in formwork in relation to openings, building corners, and other architectural features as
approved by the Registered Design Professional.
J.
Where formwork panels for as-cast surfaces of architectural concrete are separated by recessed or otherwise
emphasized joints, locate form ties within the joints, where possible, to avoid patches of ties holes within panel areas.
K. Forms for Class C and D surfaces shall be sufficiently tight to prevent leaking of cement paste.
L. Forms for Class A and B surfaces shall be watertight. Solidly butt joints and provide backup. At construction joints,
secure forms against the previously placed concrete, overlapping hardened concrete with Class A, B, or C surfaces by
not more than 1 inch.
M. For surfaces with textured finishes, secure approved form liners in forms by cementing or stapling, but not by methods
that result in impressions of nail heads, screw heads, washers, or other hardware being imparted to the concrete
surface. Use a nonstaining sealant to seal the edges of textured panels to each other or to divider strips.
N. For column isolation joints, set cylindrical concrete forms concentrically around the column, and securely fasten in
place. Install forms in at least two sections, securely joined together to maintain their concentric shape. Extend forms
up to finished floor elevation. Cut forms as required to fit around mechanical piping and electrical conduit.
O. Provide top forms for inclined surfaces where slope is too steep to place concrete with bottom forms only.
P. Place 3/4 inch minimum chamfer strips in the corners of formwork to produce beveled edges on the outside corners of
Class A, B, or C surfaces and where shown or noted.
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Q. Vertical control grooves in all walls shall be the same width and depth as noted for construction joints and be the full
height on exterior faces and the entire height above grade on interior faces. Space control grooves at 40 feet, unless
otherwise noted.
R. Provide for openings, offsets, sinkages, keyways, pockets, recesses, moldings, rustications, reglets, blocking, screeds,
bulkheads, anchorages, inserts, and other features required in the Work, including embedded items installed but not
furnished under this section. Secure all embedded items to the formwork.
1. Openings in foundation walls for pipes, ducts, and similar utility lines shall be 12 inches larger than the outside
size of the pipe or duct.
2. When pipes or ducts are above a spread footing, and come within 6 inches of the top of the footing, lower the
footing to provide a minimum clearance of 6 inches between top of footing and pipe or duct.
S. Construct forms and wood inserts for forming keyways, reglets, recesses, and the like for easy removal without
hammering or prying against concrete surfaces. Construct form ties so that required removal does not cause
appreciable spalling of the concrete surface.
T. Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve required elevations and contours in
finished surfaces. Provide and secure units to support vibrating screeds or roller pipe screeds, if such equipment is
used. Set screeds with a camber where formwork is cambered in order to maintain the proper concrete thickness.
U. Before placing reinforcing steel or concrete, cover the interior surfaces of forms with an approved low VOC coating
material that will effectively prevent absorption of moisture, prevent bond with the concrete, and prevent staining of
the concrete surface. Either a field applied, commercially manufactured, form release agent or sealer or a factory
applied liner may be used. Apply release agents or sealers according to manufacturer's instructions. Do not allow
excess to stand in puddles in the forms or come in contact with reinforcing or hardened concrete against which fresh
concrete will be placed.
V. Aggregate exposure on surfaces to receive a scrubbed finish may be facilitated by coating form faces with a chemical
retarder used in accordance with the manufacturer's instructions to keep the mortar adjacent to the form face from
setting.
W. Installation – Slab on Ground Edge Forms and Screeds
1. Edge forms and intermediate screed strips shall be set accurately to produce designated finished surface elevations
and contours. Forms and screeds, shall be sufficiently strong to support vibrating screeds or roller pipe screeds if
specified finish requires equipment use. Concrete surface shall be aligned to screed strips contours by using strike
off templates or acceptable compacting type screeds.
X. Member tolerances shall be as follows:
1. Refer to Section 03130 “Concrete – Finishing and Tolerances”
3.2 REMOVING FORMWORK
A. Do not remove side forms early unless shores and other vertical supports to remain are arranged to allow removal of
side forms without loosening or disturbing shores and supports.
B. Do not remove side forms early unless concrete has cured at least 24 hours, not necessarily consecutively, above 50
degrees F and concrete has hardened sufficiently to resist damage from removal operations.
C. Do not remove side forms early unless they support only the lateral pressure of plastic concrete or strength criteria is
met.
D. Do not remove any formwork supporting the weight of concrete or construction loads unless construction loads do not
exceed 75% of design live loads and tests indicate the concrete has attained 75% of its specified design strength, or
analysis shows that, at the strength attained, the concrete is capable of supporting construction loads without excessive
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deflection or damage to the structure. Analysis methods and results shall be approved by the Registered Design
Professional before early formwork removal. Such analysis shall be at the Contractor's expense.
E. Formwork may be removed on the basis of concrete strength when either of the following requirements is met:
1. Test specimens, field cured under the same moisture and temperature conditions as the concrete they represent,
reach the compressive strength specified for formwork removal.
2. Concrete has been cured as specified for the same length of time as laboratory-cured specimens that have reached
the compressive strength specified for formwork removal. Determine the length of time concrete has been cured in
the structure by the cumulative number of days or fractions thereof, not necessarily consecutive, during which the
ambient air temperature is above 50 degrees F and the concrete has been damp or thoroughly sealed from
evaporation or loss of moisture.
F. Remove top forms of sloping surfaces and side forms of interior curbs as soon as concrete has attained sufficient
stiffness to prevent sagging. Perform surface repairs and finish surfaces immediately, as noted for the location in
Section 03130 “Concrete – Finishing and Tolerances”.
G. Loosen any wood forms used for wall openings as soon as can be accomplished without damaging the concrete.
H. When column pocket fills are placed before slab on ground, remove column isolation joint forms completely. When
slab on ground are placed before column pocket fills, remove only the portion of the form above the bottom of the
floor slab.
I.
Do not pry against the face of architectural concrete to remove formwork. Use only wooden wedges.
J.
Remove at least the ends of form ties such that the remaining portion of ties embedded in concrete is at least 1-1/2
inches from the formed surface for architectural concrete surfaces or concrete surfaces exposed to earth or 3/4 inch
from other formed surfaces.
K. After form removal, provide temporary bracing of grade beams and walls below finished grade, unless noted as
retaining walls, until all laterally supporting members connected by dowels have been placed and cured.
L. Cure and protect formed surfaces exposed by the early removal of formwork in the same manner as unformed surfaces
for the remainder of the specified curing and protection periods.
M. Patch tie holes and defects of all formed surfaces before finishing, except that fins, burrs, and other projections may be
removed, as specified for finish type, concurrently with patching operations.
N. Clean and repair surfaces of forms to be reused in the Work, including removal of old form release agents and
accumulated concrete mortar. Dispose of split, frayed, delaminated, or otherwise damaged form facing material.
END OF SECTION
Gregory Eastman
Page 145
03120 - FORMS AND FORM ACCESSORIES
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
03130 - FINISHING AND TOLERANCES
03130.1 GENERAL
1.1 CONCRETE SPECIFICATION SECTION 03000 "REFERENCES AND GENERAL REQUIREMENTS"
A. Concrete Specification Section 03000 “References and General Requirements” in its entirety forms a part of this
specification section directly by this reference. Specific references to 03000 specification sections are made
throughout this Specification. A lack of specific reference to a 03000 Specification Section does not intend to imply,
in any manner, that the non-referenced section does not apply.
1.2 DELIVERY, STORAGE, AND HANDLING
A. All materials used in finishing operations shall be delivered to the site in original packaging bearing manufacturer’s
name, product name and specification designation.
03130.2 PRODUCTS
NOT USED.
03130.3 EXECUTION
3.1 FINISHING UNFORMED SURFACES
A. Finish unformed surfaces, using finishing methods and finishing materials in accordance with the following table:
Location
Finishing Method
Finishing Material
Foundations at or above finished floor
Trowel
None
Foundations below finished floor
Float
None
Joint surfaces adjacent to formed
surfaces
Float
None
Other surfaces adjacent to formed
surfaces
Float followed by
same as formed
surface
Same as formed
Noted as “Aggregate-Hardened
Dry Shake/Trowel
Aggregate-Hardened
Noted as “Heavy-Duty Metallic”
Dry Shake/Trowel
Heavy-Duty
Metallic
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Page 146
surfaces
03130 - FINISHING AND TOLERANCES
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
Noted as “Sparkproof”
Dry Shake/Trowel
Sparkproof Metallic
Noted as “Acid-Resistant Finish”
As required by
topping supplier
Deferred Epoxy
Topping
Noted as “Nonslip Epoxy Coating”
Trowel
Nonslip Epoxy
Coating
Pocket fills and column washes
Same as adjacent slab
Same as adjacent
slab
Interior curbs
Trowel
Mechanical equipment rooms
Trowel
Acrylic Sealer
Electrical substations
Trowel
Acrylic Sealer
Subfloor of computer rooms
Trowel
Acrylic Sealer
Cove wall bases
Trowel
Liquid Surface
Treatment
Stair treads and landings
Dry Shake/Trowel
Nonslip/Liquid
Surface Treatment
Truckwells and railroad trackwells
Float
None
Pits and trenches
Trowel
None
Equipment bases not receiving grout
beds
Trowel
None
Equipment bases receiving grout beds
Float
None
Bumper guard fills
Trowel
None
Interior ramps
Two course/broom
Nonslip/ Liquid
Surface Treatment
Areas to receive cementitious
toppings
As required by
topping supplier
Deferred (See
Section 03532)
Areas to receive non-flooring
membranes except roof slab
designated as future floor
Float
None
Areas to receive carpeting and
resilient flooring
Trowel
None
Areas to receive quarry or ceramic
tile, terrazzo, wood block
Float
None
Interior concrete (unless noted)
Trowel
Liquid Surface
Float (Broom near
building entrances)
None
Treatment
Exterior ramps, sidewalks, platforms
and stair treads
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03130 - FINISHING AND TOLERANCES
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
Warehouse areas and store rooms
Trowel
Liquid Surface
Treatment/Epoxy
Sealer
Parking deck floors and ramps
Float Swirl
None
Interior parking areas
Trowel
Liquid Surface
Treatment/Epoxy
Sealer
Roof slab designated as future floor
Trowel
None
Wet sand decks
Fine broom
None
B. Do not add any unspecified material, including water, cement, or marble dust, to concrete surfaces during finishing.
Do not add any specified finish material to a surface for which it is not specified, unless approved by the Registered
Design Professional.
C. Scratch Finish: Roughen surface with stiff brushes or rakes before the final set.
D. Float Finish: Do not begin floating operation until bleed water has disappeared and the surface has stiffened
sufficiently to permit the operation. Use hand floats, bladed power trowels equipped with float shoes, or powered disc
floats. Finish surface to within specified tolerances, making checks of planeness of surface during or immediately after
initial floating. Cut down high spots and fill low spots. Uniformly slope surfaces to drains. Immediately after initial
floating and tolerance verification, refloat surface to a uniform, smooth, granular texture.
E. Float Swirl Finish: Finish the surface in the same manner as for a float finish, except, for the final floating provide a
swirl surface texture using magnesium or aluminum floats worked flat on the surface in a semicircular or fanlike
motion.
F. Broom Finish: Prepare surface by first providing a float finish. After final floating, slightly roughen the surface by
drawing a fiber-bristle broom across the surface, perpendicular to the primary traffic route, to give a coarse, scored
texture.
G. Trowel Finish: Prepare surface by first providing a float finish or, if specified, a dry shake finish. Give the surface at
least two trowelings to produce a hard, dense finish. Use power-driven trowels, except in areas too small to
accommodate them, for the first trowel finish operation, producing a smooth surface relatively free of defects, but
which may still show some trowel marks. Tool all edges and joints for sidewalks. Provide slightly rounded edges and
intersections at interior curbs. Finish edges of cove wall bases flush with adjacent floor and wall facing. Begin final
troweling when a ringing sound is produced as a hand trowel is moved over the surface. Thoroughly consolidate the
surface using hand trowels, producing a surface free of trowel marks and other defects, uniform in texture and
appearance, and finished within specified tolerances. On surfaces to receive floor coverings, remove any surface
defects that could telegraph through the floor covering by grinding smooth.
H. Fine Broom Finish: Prepare surface by first providing a trowel finish, then immediately follow by slightly scarifying
the surface with a fine fiber bristle broom.
I.
Nonslip Swirl Finish: Finish the surface in the same manner as for a trowel finish, except the final troweling shall be
applied in a semicircular or fanlike motion with the trowel slightly pitched to produce a fine textured, mild swirl finish
for slip resistance while maintaining the specified floor surface tolerances.
J.
Liquid Surface Treatment: Cure surfaces to receive liquid surface treatment at least 3 days, but not less than the time
recommended by the liquid surface treatment manufacturer. Remove all dust, dirt, oil, grease, paint, wax, and other
deleterious matter, and prepare the surface in accordance with the surface treatment manufacturer's instructions. Allow
surface to dry before each application. Apply 2 saturating coats of the surface treatment on surfaces that will also
receive an epoxy sealer, otherwise apply 3 saturating coats, in accordance with the manufacturer's instructions.
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03130 - FINISHING AND TOLERANCES
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
K. Acrylic sealer: Complete curing and remove all dust, dirt, oil, grease, paint, wax, and other deleterious matter, and
prepare the surface in accordance with the sealer manufacturer's instructions. Allow surface to dry before each
application. Apply one coat of sealer as soon as possible after curing is completed, in accordance with the
manufacturer's instructions. Make a second application at the completion of construction, after removing all
deleterious material as noted above, and immediately before turning the building over to the Owner.
L. Epoxy Sealer: Surfaces to receive an epoxy sealer must first receive a liquid surface treatment. Immediately after the
last coat of liquid surface treatment has dried and set, apply one coat of epoxy sealer with a lamb's wool applicator in
accordance with the manufacturer's instructions.
M. Epoxy Coating: Complete curing and remove all dust, dirt, oil, grease, paint, wax, and other deleterious matter, and
prepare the surface in accordance with the coating manufacturer's instructions. Allow surface to dry before each
application. Apply 2 coats, in accordance with the manufacturer's instructions.
1. To produce a slip-resistant finish mix the non-skid aggregate in the final coat, at a rate of 3.5 pounds per gallon of
coating, or as recommended by the coating manufacturer.
N. Member tolerances controlled by finishing of unformed surfaces shall be as follows:
Lateral Alignment
Tolerance (inches)
Sawcuts
±3/4
Level Alignment
Tolerance (inches)
Top of footings supporting masonry
±1/2
Top of other footings
-2, +1/2
Top of slabs (before removal of shores,
if any, for supported slabs)
±3/4
Joints
±3/4
Cross-sectional Dimensions
Tolerance (inches)
Horizontal dimension of members cast against soil
2 foot dimension or less
-1/2, +3
Greater than 2 feet up to 6 feet
-1/2, +6
Greater than 6 feet
-1/2, +12
Footing thickness
-5%
Relative Alignment
Tolerance (inches, unless noted)
Slope of top surface of footings
±1 inch in 10 feet
Slope of joints
±3/8 inch in 10 feet
Difference in height between adjacent stair risers
±1/8
3.2 FINISHING FORMED SURFACES
A. Provide a rough form finish for all Class D surfaces, unless otherwise noted. Provide a smooth form finish for exposed
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03130 - FINISHING AND TOLERANCES
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
g
p
foundations, equipment bases, and interior curbs. Provide a smooth rubbed finish for slop sinks and all exterior Class
C surfaces, unless otherwise noted. Provide finishes for Architectural Concrete surfaces in accordance with the
Architectural Finish Schedule.
B. Rough Form Finish: Rub down or chip off fins, burrs, and other projections exceeding 1/4 inch in height. Remainder
of surfaces shall be left with the texture imparted by forms.
C. Smooth Form Finish: Completely remove all fins, burrs, and other projections.
D. Smooth Rubbed Finish: Begin finishing no later than the day following form removal. Completely remove all fins,
burrs, and other projections, then wet surfaces and rub with carborundum brick or other abrasive until uniform color
and texture are produced. Do not use cement grout other than what is drawn from the concrete by the rubbing process.
E. Grout Cleaned Finish: Completely remove all fins, burrs, and other projections, but do not begin cleaning operations
until all contiguous surfaces to be cleaned are completed and accessible. Cleaning as the work progresses will not be
permitted. Mix 1 part portland cement and 1-1/2 parts fine sand, by volume, with sufficient water to produce a grout
having the consistency of thick paint. Use a trial patch to determine the proportions of white and gray cement required
to match the color of surrounding concrete, after curing and drying, when viewed from a distance of 15 feet. Wet the
surface sufficiently to prevent absorption of water from the grout and apply the grout uniformly with a brush or spray
gun. Immediately after applying the grout, scrub the surface vigorously with a cork float or stone to coat the surface
and fill all air bubbles and holes. While the grout is still plastic, remove all excess grout by working the surface with a
rubber float, burlap, or other means. After the surface whitens from drying (generally 30 minutes), rub vigorously with
clean burlap. Keep surfaces moist for at least 36 hours after the final rubbing.
F. Cork Floated Finish: Remove forms within 2 to 3 days where possible, subject to the requirements for early removal.
Completely remove all fins and other projections. Mix 1 part portland cement and 1 part fine sand with sufficient
water to produce a stiff mortar. Use a trial patch to determine the proportions of white and gray cement required to
match the color of surrounding concrete, after curing and drying, when viewed from a distance of 15 feet. Wet the
surface sufficiently to prevent absorption of water from the mortar and apply the mortar with a firm rubber float or a
trowel, filling all surface voids. Compress mortar into voids using a slow-speed grinder or stone. If mortar surface
dries too quickly to permit proper compaction and finishing, apply a small amount of water with a fog sprayer.
Produce final texture with a cork float using a swirling motion.
G. Member tolerances shall be as follows:
Lateral Alignment
Tolerance (inches)
Center line of footings not supporting masonry
±2% of footing dimension, but not
more than 2"
Center line of footings supporting masonry
±1/2
Members other than footings
±1
Joints
±3/4
Vertical Alignment
Tolerance (inches)
Heights 100 feet or less
Lines, surfaces, arises
±1
Outside corner of exposed corner columns and
control joint grooves exposed to view
±1/2
Heights greater than 100 feet
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03130 - FINISHING AND TOLERANCES
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
Lines, surfaces, arises
±0.1% of height, but not more than 6"
Outside corner of exposed corner columns and
control joint grooves exposed to view
±0.05% of height, but not more than
3"
Level Alignment
Tolerance (inches)
Elevation of surfaces before shoring removal
Lintels, sills, parapets, horizontal grooves, other
exposed lines
±3/4
±1/2
Cross-sectional Dimensions
Tolerance (inches)
Horizontal dimension of formed footings
-1/2,+2
Other members (thickness only for walls)
12 inch dimension or less
-1/4, +3/8
Greater than 12 inches up to 36 inches
-3/8, +1/2
Greater than 36 inches
-3/4, +1
Relative Alignment
Tolerance (inches, unless noted)
Slope of sides of footings (horizontal and
vertical)
±1 inch in 10 feet
Difference in width between adjacent stair
treads
±1/4
Grooves 2 inches wide or less
±1/8
Grooves more than 2 inches wide
±1/4
Slope of outside corner of exposed corner
columns and control joint grooves exposed to
view
Surface slope for all other conditions
±1/4 inch in 10 feet vertically
±3/8 inch in 10 feet
Offset between adjacent pieces of formwork
facing material
Class A surface
±1/8 inch in 10 feet
Class B surface
±1/4 inch in 10 feet
Class C surface
±1/2 inch in 10 feet
Class D surface
±1 inch in 10 feet
Openings through Members
Location of centerline
Gregory Eastman
Tolerance (inches)
±1/2, except for openings greater than
12" in slabs
Page 151
03130 - FINISHING AND TOLERANCES
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
Edge of openings greater than 12" in slabs
±1/2
Size of opening
-1/4, +1
END OF SECTION
Gregory Eastman
Page 152
03130 - FINISHING AND TOLERANCES
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
03150 - CURING AND PROTECTION
03150.1 GENERAL
1.1 CONCRETE SPECIFICATION SECTION 03000 "REFERENCES AND GENERAL REQUIREMENTS"
A. Concrete Specification Section 03000 “References and General Requirements” in its entirety forms a part of this
specification section directly by this reference. Specific references to 03000 specification sections are made
throughout this Specification. A lack of specific reference to a 03000 Specification Section does not intend to imply,
in any manner, that the non-referenced section does not apply.
1.2 SUBMITTALS
A. General
1. Furnish submittals for items that are identified in this Section by different typefaces and bracketed code (i.e. Item
[L]). Refer to Section 01340 for definition of codes, types of submittals and administrative requirements
governing submittal procedure.
2. Additional submittal requirements connected with this Section are specified under this Article.
B. Submit product data or manufacturer's specifications and installation instructions. Include laboratory test reports and
other data to show compliance with specifications (including specified codes and ASTM standards) and Material
Safety Data Sheets for the following:
1. Curing materials and methods [P]
C. Submit samples of materials, including names, sources, and descriptions.
1.3 DELIVERY, STORAGE, AND HANDLING
A. All materials used in curing operations shall be delivered to the site in original packaging bearing manufacturer’s
name, product name and specification designation.
03150.2 PRODUCTS
2.1 CURING MATERIALS
A. Absorptive Cover: AASHTO M182, Class 2; burlap cloth made from jute or kenaf, weighing at least 9 ounces per
square yard, or other as approved by the Registered Design Professional.
B. Sheet Material Cover: ASTM C171; waterproof paper, polyethylene film, or burlap-polyethylene sheeting with a
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03150 - CURING AND PROTECTION
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
p
p p p y y
pp y y
g
moisture loss of no more than 0.06 pounds per square foot when tested in accordance with ASTM C156.
C. Water-Based Acrylic Membrane Curing Compound: ASTM C309, Type I, Class B; Membrane-forming curing
compound with a maximum of 3 pounds per gallon VOCs, a minimum solids content of 30%, and a moisture loss of
not more than 0.06 pounds per square foot when tested in accordance with ASTM C156.
1. Subject to compliance with requirements, products incorporated in Work are limited to the following:
a. Dayton Superior , “Safe Cure & Seal 30% (J-19)”
b. Euclid Chemical Co. , “Kurez DR VOX”
c. L&M Construction Chemicals , “Dress & Seal WB30”
d. BASF , “Kure-N-Seal”
D. Slabs-on-Ground and Floor Topping
1. Moisture Retaining Cover
a. Conforming to ASTM C171; A naturally colored, non-woven polypropylene fabric with a 4-mil
non-perforated reflective (white) polyethylene coating containing stabilizers to resist degradation from
ultraviolet light. Fabric shall exhibit low permeability and high moisture retention.
1) Hydracure S-16 by PNA Construction Technologies, Inc., Matthews, NC (Website: www.pna-inc.com)
(800.542.0214)
2) Transguard 4000 by Reef Industries (Armorlon Division), Incorporated, Houston TX (Website:
www.reefindustries.com, Voice: 800.231.6074).
2. Water-Based Acrylic Membrane Curing and Sealing Compound:
a) (VOC Compliant, 350 g/l): Liquid type membrane-forming curing compound, clear styrene acrylate
type, complying with ASTM C1315, Type I, Class A, 25% solids content minimum. Moisture loss
shall be not more than 0.40 Kg/m2 when applied at 300 sq. ft./gal. Manufacturer's certification is
required.
b. Subject to compliance with requirements, products incorporated in Work are limited to the following:
1) Dayton Superior “Cure & Seal 1315 EF”
2) Euclid Chemical CompanyCure Vox “Super Diamond Clear VOX, SuperAQUA – , Lusterseal WB 300”.
3) L & M Construction Chemical, Inc. “Dress & Seal WB30”.
4) BASF “Kure 1315”.
3. Curing Compound for Sparkproof Floors
a. A special conductive membrane curing compound recommended by manufacturer of sparkproof metallic
finish material.
4. Evaporation Control Compound: Monomolecular film-forming compound applied to exposed concrete slab
surfaces for temporary protection from rapid moisture loss.
a. Subject to compliance with requirements, provide one of the following, or other as approved by the
Registered Design Professional:
1) Conspec Marketing and Mfg. Co. , “Aquafilm”
2) Euclid Chemical Co. , “Eucobar”
3) L&M Construction Chemicals, Inc. , “E-Con”
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03150 - CURING AND PROTECTION
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Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
4) BASF “Confilm”
5) Dayton Superior , “Sure Film (J74)”
03150.3 EXECUTION
3.1 CURING AND PROTECTION
A. Protect concrete from mechanical injury.
1. Do not allow rain water to increase mixing water or damage the surface finish. Provide protection from snow,
sleet, hail, and freezing rain.
2. Protect finished surfaces from damage by construction equipment, materials, or methods or by implementation of
curing procedures.
3. During the curing period, protect concrete from damaging mechanical disturbances, particularly load stresses,
heavy shock, and excessive vibration.
B. Protect concrete from rapid moisture loss at a relatively constant temperature for the period necessary for hydration of
cement and hardening of concrete as follows:
1. Protect concrete with an accelerating admixture for at least 2 days and all other concrete for at least 3 days, but not
less than required for removing formwork or maintaining the required surface temperature.
2. Maintain concrete surfaces at or above 50 degrees F throughout the protection and curing periods. Measure
temperature at concrete surface, whether the surface is in contact with formwork, insulation, or air. Use a surface
temperature measuring device having an accuracy of ±2 degrees F. Measure temperature of each concrete
placement at intervals of not more than 8 hours during cold weather, not less than twice per day at least 6 hours
apart when the average daily air temperature is less than 50 degrees F, and at least once per day under other
conditions.
3. Use special methods in accordance with approved procedures during hot and cold weather.
4. Do not allow the surface temperature to exceed 100 degrees F at any time during the curing period.
5. During cold weather, do not expose concrete surface to air temperatures more than 70 degrees F, unless higher
values are necessary for the successful completion of a required curing method.
6. Place and direct any heaters or ducts used to avoid areas of overheating or rapid drying of concrete surfaces. Vent
flue gases from combustion heating units to the outside of enclosures to prevent exposure of concrete to exhaust
gases containing carbon dioxide.
7. At the end of the curing period during cold weather, the surface temperature of concrete may be gradually
decreased or removed providing that nonair-entrained concrete is not allowed to freeze and the decrease in
concrete surface temperature in a 24 hour period does not exceed the following:
Least dimension of concrete element
placed (inches)
Maximum surface temperature
decrease (degrees F per 24 hours)
Less than 12
50
12 to less than 36
40
36 to 72
30
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03150 - CURING AND PROTECTION
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Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
Greater than 72
20
8. Do not exceed these limits until concrete surface temperature is no less than 32 degrees for nonair-entrained
concrete or within 20 degrees F of the ambient air temperature for air entrained concrete, at which time protection
of air-entrained concrete may be completely removed.
C. Cure concrete with an accelerating admixture for at least 3 days. Cure all other concrete for at least 7 days. Do not use
accelerated curing methods without the approval of the Registered Design Professional.
D. Begin curing as soon as free water has disappeared from concrete surface after placing and finishing and concrete has
hardened sufficiently to prevent damage by the curing operations. Where concrete forms remain in place during curing
period, keep them sufficiently wetted with clean water to prevent joints in forms from opening. Concrete not in
contact with forms may be cured by using either moist curing, sheet material covers, or curing compounds, with the
following exceptions:
1. Subject to other requirements for curing and protection, terminate moist curing at least 24 hours before any
anticipated exposure of concrete to temperatures less than 32 degrees F.
2. Subject to the requirements for side form removal, side forms may be loosened slightly and water poured over
concrete and allowed to run down between concrete and forms.
3. Do not use curing methods or materials that discolor exposed concrete surfaces or will impair bond or penetration
of subsequently applied materials when such characteristics are required.
E. An initial curing procedure may be replaced with another curing procedure specified or approved for the same location
any time after the concrete is 1 day old, providing the concrete surface is not allowed to dry during the transition.
F. Maintain on site a sufficient quantity of appropriate curing materials and equipment in preparation for any possible
weather conditions or equipment breakdowns.
G. Moist Curing: Maintain concrete in a moist condition using one of the following methods:
1. Keep concrete surface continuously wet by ponding or continuous sprinkling.
2. Continuously apply a mist spray.
3. Cover concrete with an absorptive cover, lapping at least 4 inches at adjacent covers, saturate thoroughly with
water, and keep continuously wet.
H. Sheet Material Cover Curing: Install and maintain specified moisture retaining sheet material cover as follows:
1. Place cover in widest practicable width with sides and ends lapped at least 3 inches.
2. Seal all joints with waterproof tape or adhesive and anchor sheets, without damaging concrete, to prevent blowoff.
3. In the event of blowoff or damage to the sheeting, immediately re-wet the exposed concrete surfaces thoroughly,
then repair, reset, or replace the sheeting. Holes or tears shall be repaired using the same cover material and
waterproof tape or adhesive.
I.
Curing with Membrane Forming Compound: Install and maintain specified membrane forming curing compound as
follows:
1. Apply curing compound to concrete as soon as final finishing operations are complete and within 2 hours after
surface water sheen has disappeared, except for construction joint surfaces.
2. Seal surfaces by applying uniformly and continuously by power spray or roller in accordance with manufacturer's
instructions. Within 3 hours after initial application, recoat areas that will be subjected to heavy rainfall.
3. Maintain continuity of membrane during curing period by recoating any damaged areas.
J.
Slabs-on-Ground and Floor Toppings
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GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1. Protection
a. Do not allow vehicular traffic of any kind over newly placed slab or floor topping until end of curing period.
b. Do not allow construction loads to exceed superimposed load that the slab or floor topping is capable of
carrying safely and without damage.
c. Cold weather: When mean daily outdoor temperature is less than 40 degF, temperature of concrete shall be
maintained between 50 and 70 degF for required curing period. When necessary, arrange for heating,
covering, insulation, or housing concrete work before placement. Arrangements shall be adequate to maintain
required temperature without injury due to concentration of heat. Combustion heaters shall not be used during
first 24 hours unless precautions are taken to prevent exposure of he concrete to exhaust gases, which contain
carbon dioxide.
d. Hot weather: When necessary to maintain evaporation control, make provision for windbreaks, shading, fog
spraying, sprinkling, ponding, wet covering with light colored materials, or moisture evaporative retardants.
Protective measures shall be installed as quickly as concrete hardening and finishing operations allow.
e. Rate of temperature change: Changes in temperature of air immediately adjacent to concrete during and
immediately following curing period shall be kept as uniform as possible and shall not exceed 5 degF in any 1
hour or 50 degF in any 24-hour period.
f.
Protect concrete surfaces from damage against:
1) Deicer materials
2) Freezing and other adverse weather conditions
3) Hard Wheeled Traffic
4) Heavy construction traffic
5) Impact and abrasion
6) Rain or running water
7) Rubber Tire Marks
8) Stains (grease, oil, chemicals, paints, clay, soil)
2. Curing
a. Beginning curing immediately after placement, protect concrete from premature drying, excessively hot or
cold temperatures, and mechanical injury. Maintain concrete with minimal moisture loss at nearly constant
temperatures for periods necessary for hydration of cement and hardening of concrete.
b. Curing shall be continued for at least 7 days. If one curing procedure is used initially, it may be replaced by
other procedures any time after concrete is 1 day old provided concrete is not permitted to become surface dry
during transition.
3. Curing Methods
a. Cure slab-on-ground surfaces with water. Apply one of the following procedures immediately after
completion of placement and finishing. Do not water cure colored concrete or colored surface treatment.
1) Slabs-on-ground and floor toppings shall be kept continuously wet by ponding, continuous sprinkling or
continuous misting.
2) Slabs-on-ground and floor toppings shall be kept continuously wet using specified sheet material
conforming to ASTM C 171. Keep covering material wet so that moisture film remains continuously in
contact with concrete during curing period. Overlap edges of covering and anchor to prevent blow off.
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Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
3) Slabs-on-ground and floor toppings shall be continuously wetted and covered with specified moisture
retaining coverings of waterproof sheet materials, conforming to ASTM C 171.
a) Placing procedures.
Spreadsheets as finishing operations are completed.
Overlap edges and seal joints with waterproof tape or adhesive.
Anchor sheets to prevent blow off. Do not damage concrete.
In the event of blow off or damage to sheets, immediately rewet exposed concrete surfaces and
reset or replace sheeting. Repair holes and tears using same cover material and joint sealant.
Do not use where slab surface appearance is critical.
b. Cure slabs-on-ground and floor toppings that receives metallic or non-oxidizing metallic dry shake finish
using specified curing compounds meeting ASTM C 309 or ASTM 1315. Apply curing compound
immediately after water sheen has disappears from concrete surface and finishing operations. Apply curing
compound in accordance with Manufacturer’s instructions but at an application rate not less than 1 gallon per
200 square feet. Use high-solids (30% solids) curing compound. Where the liquid sealer densifier is to be
applied, the strippable curing compound KUREZ DR VOX may be used.
c. Use compatible curing compounds per Manufacturer’s recommendations and instructions for slabs-on-ground
and floor toppings to receive:
1) Epoxy coating
2) Urethane coatings
3) Spark disseminating dry shake
4) Color dry shake
d. Cure slab edges that are temporarily exposed after form removal and before placing adjacent slabs.
END OF SECTION
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03150 - CURING AND PROTECTION
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
03160 - LIQUID HARDENERS, SEALERS, AND COATINGS
03160.1 GENERAL
1.1 CONCRETE SPECIFICATION SECTION 03000 "REFERENCES AND GENERAL REQUIREMENTS"
A. Concrete Specification Section 03000 “References and General Requirements” in its entirety forms a part of this
specification section directly by this reference. Specific references to 03000 specification sections are made
throughout this Specification. A lack of specific reference to a 03000 Specification Section does not intend to imply,
in any manner, that the non-referenced section does not apply.
1.2 SUBMITTALS
A. General
1. Furnish submittals for items that are identified in this Section by different typefaces and bracketed code (i.e. Item
[L]). Refer to Section 01340 for definition of codes, types of submittals and administrative requirements
governing submittal procedure.
2. Additional submittal requirements connected with this Section are specified under this Article.
B. Submit product data or manufacturer's specifications and installation instructions. Include laboratory test reports and
other data to show compliance with specifications (including specified codes and ASTM standards) and Material
Safety Data Sheets.
03160.2 PRODUCTS
2.1 HARDENERS
A. Liquid Surface Treatment: Penetrating, water based, liquid chemical concrete dust preventative and hardener. High
performance, deeply penetrating concrete densifier; odorless, colorless, VOC – compliant, non-yellowing siliconate
based solution designed to harden, dustproof and protect concrete floors subjected to heavy vehicular traffic and to
resist black rubber tire marks on concrete surfaces. The compound must contain a minimum solids content of 20% of
which 50% is siliconate.
1. Subject to compliance with requirements, products incorporated in Work are limited to the following:
a. Curecrete Chemical Co. , “Ashford Formula”
b. L & M Construction Chemicals , “Sealhard”
c. Euclid Chemical Co. , “Euco Diamond Hard”
d. Dayton Superior , “Day-Chem Sure Hard (J-17)”
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03160 - LIQUID HARDENERS, SEALERS, AND COATINGS
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
2.2 SEALERS AND COATING MATERIALS
A. Acrylic Sealer: Penetrating water based liquid acrylic sealer and dust preventative with a maximum of 3 pounds per
gallon VOCs.
1. Subject to compliance with requirements, products incorporated in Work are limited to the following:
1) Dayton Superior , “Ultra Seal EF”
2) Euclid Chemical Co. , “Luster Seal WB300 or Super Aqua-Cure”
3) L & M Construction Chemicals, Inc. , “Lumiseal FX”
4) Tennant , “Eco-PTS” Floor System
B. Epoxy Sealer
1. Abrasion-resistant 1-part epoxy floor sealer with a maximum of 3 pounds per gallon VOCs and compatible with
liquid surface treatment used
a. Subject to compliance with requirements, products incorporated in Work are limited to the following:
1) ELS Products Corporation , “Armor Coat”
2) Euclid Chemical Co. , “Euco No. 512 VOX Epoxy Sealer”
3) INSL-x Superior Coating Systems , “CheckRust Modified Epoxy Concrete Sealer”
4) Tennant , “Eco-LTS” Epoxy Sealer
C. Epoxy Coating
1. Clear, chemical- and stain-resistant, 100% solids, 2-part epoxy based concrete floor coating with a maximum of 3
pounds per gallon VOCs.
a. Subject to compliance with requirements, products incorporated in Work are limited to the following:
1) Euclid Chemical Co. , “Eucopoxy Tufcoat HB”
2) BASF , “Selby 400 Series”
3) Dayton Superior , “Spec Cote 100”
4) Tennant , “Eco-MPE” Epoxy System
D. Slip-Resistant Aggregate for Nonslip Epoxy Coating
1. A dry, clean non-skid fine aggregate, such as #50 mesh fine silica sand or other as recommended by the epoxy
coating manufacturer.
03160.3 EXECUTION
3.1 EXAMINATION
A. Examine concrete surface to receive floor sealer, or coating system. Notify the Registered Design Professional if
surface is not acceptable. Do not begin surface preparation or application until unacceptable conditions have been
corrected.
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GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
B. Prior to application of the product, ensure that the Manufacturer’s recommendation for concrete cure time has been
met or exceeded.
C. Ensure concrete surfaces are clean, dry, and sound.
3.2 PREPARATION
A. Prepare concrete surfaces in accordance with manufacturer’s recommendations.
3.3 APPLICATION
A. Apply floor sealers and coating systems in accordance with manufacturer’s recommendations.
B. Liquid Sealer Densifier Finish: Apply this compound on exposed interior floors subjected to vehicular abrasion and
shake on hardener slabs as indicated on the drawings. Application shall be made in strict accordance with the
directions of the manufacturer and just prior to completion of construction. Spray, squeegee or roll on liquid densifier
to clean, dry concrete surface. The liquid should be scrubbed into the surface with a mechanical scrubber. Keep the
surface wet with the densifier during the application process. When the product thickens, but not more than 60
minutes after initial application, the surface shall then be washed thoroughly with walk behind scrubber or squeegeed
or vacuumed to remove all excess liquid.
3.4 PROTECTION
A. Follow manufacturer’s recommendations for protecting surfaces after application.
END OF SECTION
Gregory Eastman
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03160 - LIQUID HARDENERS, SEALERS, AND COATINGS
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
03170 - MISCELLANEOUS MATERIALS
03170.1 GENERAL
1.1 CONCRETE SPECIFICATION SECTION 03000 "REFERENCES AND GENERAL REQUIREMENTS"
A. Concrete Specification Section 03000 “References and General Requirements” in its entirety forms a part of this
specification section directly by this reference. Specific references to 03000 specification sections are made
throughout this Specification. A lack of specific reference to a 03000 Specification Section does not intend to imply,
in any manner, that the non-referenced section does not apply.
1.2 SUBMITTALS
A. General
1. Furnish submittals for items that are identified in this Section by different typefaces and bracketed code (i.e. Item
[L]). Refer to Section 01340 for definition of codes, types of submittals and administrative requirements
governing submittal procedure.
2. Additional submittal requirements connected with this Section are specified under this Article.
B. Submit product data or manufacturer's specifications and installation instructions. Include laboratory test reports and
other data to show compliance with specifications (including specified codes and ASTM standards) and Material
Safety Data Sheets for the following:
1. Expansion joint fillers [P]
2. Bonding agents [P]
3. Water stops [P]
4. Perimeter insulation below grade [P]
5. Dovetail anchor slots [P]
C. Submit samples of materials, including names, sources, and descriptions, as follows:
1. Reglets [S]
2. Waterstops [S]
3. Underslab vapor retarders [S]
4. Expansion joint fillers [S]
1.3 DELIVERY, STORAGE, AND HANDLING
A. Store and handle products to retain original quality. Do not use products stored beyond the manufacturer's
recommended shelf life.
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03170 - MISCELLANEOUS MATERIALS
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
03170.2 PRODUCTS
2.1 MISCELLANEOUS MATERIALS
A. Floor Joint Fillers:
1. Epoxy Semi Rigid Joint Filler:
The joint filler shall be a two (2) component 100% solids compound, with a minimum shore A hardness of 80.
a. Subject to compliance with requirements, joint filler products incorporated in Work are limited to the
following:
1) Euclid Chemical Company , “Euco 700 or Euco QWIKJoint 200”
2) Metzger McGuire Company , “MM-80 Gray”
3) Sherwin-Williams , “EnviroLastic JS80-SL”
4) Dayton Superior , “Poxy-Fil (J-52)”
5) L&M Construction Chemicals Co. “EpoFlex or Joint Tite 750”
2. Premolded Joint Fillers:
a. Subject to compliance with requirements, joint filler products incorporated in Work are limited to the
following:
1) BASF , “Expansion-joint filler”
2) W. R. Meadows, Inc. , “Ceramar”
3. Cold-applied, coal-tar-modified urethane compound joint sealant applied over premolded joint filler:
a. Subject to compliance with requirements, products incorporated in Work are limited to the following:
1) Pecora Corporation , “Urexpan NR-300”
2) BASF , “Sonolastic SL 2”
3) . R. Meadows, Inc. W, “Sealtight Gardox”
B. Expansion Joint Filler: ASTM D 1751, preformed, nonextruding, resilient, flexible, structural, bituminous fiber board
saturated with asphalt compound.
1. Subject to compliance with requirements, provide one of the following, or other as approved by the Registered
Design Professional:
a. Tamms Industries , “Hornboard”
b. W.R. Meadows , “Fiber Expansion Joint”
C. PVA Bonding Agent: ASTM C1059, Type 1, rewettable polyvinyl acetate latex bonding agent.
1. Subject to compliance with requirements, provide one of the following, or other as approved by the Registered
Design Professional:
a. Dayton Superior , “Superior Concrete Bonder (J41)”
b. Euclid Chemical Co. , “Flex-Con, SBR Latex, or Akkro-7T”
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GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
c. L&M Construction Chemicals , “Everweld”
2. Do not use in areas subject to moisture.
D. Epoxy Bonding Agent: ASTM C881, Type V, Grade to suit application, Class A, B, or C based on surface
temperature of hardened concrete; two-component, epoxy-resin bonding system, capable of curing under humid
conditions and bonding to dry or damp hardened concrete surfaces.
1. Subject to compliance with requirements, provide one of the following, or other as approved by the Registered
Design Professional:
a. Dayton Superior , “Sure-Anchor Epoxy (J50)”
b. Euclid Chemical Co. , “Euco #452 Epoxy System”
c. BASF , “Concresive Paste”
E. Underslab Vapor Barrier
1. A flexible, preformed sheet membrane conforming to the permeance requirements of ASTM E1745 for new
material and mandatory conditioning tests ASTM E 154, Section 8, 11, 12, 13.
a. New Material: less than 0.01 perms (gr/ft2/hr/in-Hg)
b. After conditioning: less than 0.01 perms (gr/ft2/hr/in-Hg)
2. Puncture resistance and tensile strength shall conform to Class “A” material or better. Provide pressure sensitive
tape and adhesive recommended by the vapor barrier manufacturer and compliant with requirements of ASTM
E-1745. Install underslab vapor barrier only where indicated on design drawings or in scope of work description.
Vapor barrier shall be no less than 15 mil thick.
a. Stego Industries , “Stego Wrap 15 mil”
b. Reef Industries , “ Vaporguard”
c. W.R.Meadows , “Perminator 15 mil”
F. Waterstops: A flexible bar or tape of mixed butyl and bentonite clay, not less than 1" x 3/4".
1. Subject to compliance with requirements, provide one of the following, or other as approved by the Registered
Design Professional:
a. Cetco , “Volclay WaterStop-RX 101”
b. Greenstreak “Swellstop”
G. Dovetail Anchor Slots: Hot-dip galvanized sheet steel, 1"x1"x5/8" throat, not less 0.0336 inch thick (22 gage), with
bent tab anchors, and removable fillers to prevent intrusion of concrete or debris.
1. Subject to compliance with requirements, provide one of the following, or other as approved by the Registered
Design Professional:
a. Dayton Superior Corp. “Dovetail Slot”
b. Heckmann Building Products “100 Dovetail Slot”
c. Hohmann & Barnard “#305 Dovetail Slot”
H. Perimeter Insulation Below Grade: Extruded or molded, rigid polystyrene boards, 24 inches wide, unless otherwise
noted, and 2 inches thick, with adhesive recommended by manufacturer for vertical applications against foundation
walls or grade beams.
1. Subject to compliance with requirements, provide one of the following, or other as approved by the Registered
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03170 - MISCELLANEOUS MATERIALS
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
Design Professional:
a. Arco Polymers “Dylite EPS”
b. Dow Chemical Co. “Styrofoam SM”
c. Grace Construction Products “Zonolite Styrene Foam”
03170.3 EXECUTION
3.1 EXAMINATION
A. Examine concrete surfaces and floor joints to receive applicable products. Notify the Registered Design Professional
if surfaces are not acceptable. Do not begin surface preparation or application until unacceptable conditions have been
corrected.
B. Prior to application of the products, ensure that the Manufacturer’s recommendation for concrete cure time has been
met or exceeded.
C. Ensure concrete surfaces are clean, dry, and sound.
3.2 PREPARATION
A. Prepare concrete surfaces in accordance with manufacturer’s recommendations.
3.3 APPLICATION
A. Apply products in accordance with manufacturer’s recommendations.
3.4 PROTECTION
A. Follow manufacturer’s recommendations for protecting surfaces after application.
END OF SECTION
Gregory Eastman
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03170 - MISCELLANEOUS MATERIALS
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
03180 - FIELD QUALITY CONTROL
03180.1 GENERAL
1.1 CONCRETE SPECIFICATION SECTION 03000 "REFERENCES AND GENERAL REQUIREMENTS"
A. Concrete Specification Section 03000 “References and General Requirements” in its entirety forms a part of this
specification section directly by this reference. Specific references to 03000 specification sections are made
throughout this Specification. A lack of specific reference to a 03000 Specification Section does not intend to imply,
in any manner, that the non-referenced section does not apply.
03180.2 PRODUCTS
NOT USED.
03180.3 EXECUTION
3.1 FIELD QUALITY CONTROL
A. Site Testing
1. Establish and maintain in an undisturbed condition sufficient control points and benchmarks for reference
purposes to check tolerances until completion and final acceptance of Work.
2. Responsibilities of the Testing Agency related to on-site Work, paid for by the Owner, include but are not limited
to:
a. Obtaining samples of freshly mixed concrete for tests in accordance with ASTM C172.
b. Molding and curing sets of 3 compressive strength specimens, in accordance with ASTM C31, for each
concrete mix placed as follows:
1) At least one set for each 100 cubic yards, or fraction thereof, of concrete placed.
2) At least one set per day.
3) At least one set for each 5000 square feet, or fraction therefore, of surface area of walls and slabs placed.
4) At least five sets for each mix design used or one per batch if less than five batches are placed.
c. Performing compressive strength tests in accordance with ASTM C39 as follows:
1) One specimen per set at 7 days.
2) Two specimens per set at 28 days.
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General Motors Company
Project No. 1201344 (SPEC-01804)
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d. Determining slump in accordance with ASTM C143, once for each set of strength test specimens and
whenever concrete consistency appears to vary.
e. Determining unit weight of lightweight concrete in accordance with ASTM C567, once for each set of
strength test specimens.
f.
Determining air content of concrete in accordance with ASTM C173or ASTM C231, once for each set of
strength test specimens.
g. The water content of freshly mixed concrete will be tested each time cylinders are made in accordance with
AASHTO T318 Measurement of Water Content of Fresh Concrete Using the Microwave Oven.
h. Checking temperature of fresh concrete in accordance with ASTM C1064, once for each set of strength test
specimens and hourly when ambient air temperature is not within the range of 40 to 80 degrees F.
i.
Testing of floor flatness and levelness in accordance with ASTM E1155 within 48 hours of completion of
each slab placement.
3. Field-cured test cylinders, requested and paid for by the Contractor, will be molded at the same time and from the
same samples as laboratory-cured test cylinders.
4. Strength tests, requested by the Contractor in order to obtain approval of early form removal or accelerated curing
methods, shall be at the Contractor's expense.
5. When strength of field-cured cylinders is less than 85% of companion laboratory-cured cylinders, evaluate current
operations and provide corrective procedures for protecting and curing the in-place concrete, unless the field-cured
strength exceeds the specified compressive strength by more than 500 pounds per square inch.
B. In-Place Concrete Strength Testing
1. Testing of in-place concrete, due to less than specified strength test results, may be by core tests or load tests.
Testing by impact hammer, sonoscope, or other nondestructive device may be used for selecting areas to be cored
but will not be used as a basis for acceptance or rejection.
2. Core tests, when required due to strength test results and requested by the Contractor, will be performed in
accordance with ASTM C42.
a. At least three representative cores will be taken from each member or area of concrete in place that is
considered potentially deficient, but not less than three cores for each strength test result more than 500
pounds per square inch below the specified compressive strength.
b. The location of cores will be determined by the Registered Design Professional.
c. The Testing Agency or the Registered Design Professional will review with the Contractor the ASTM
required methods of obtaining and preparing core test specimens.
d. Replace any test core damaged during removal or before testing with a new core.
e. If the cores are from a portion of the structure that will be dry under service conditions the specimens will be
conditioned for testing for 7 days. If the structure will be more than superficially wet under service conditions
the specimens will be conditioned for testing for at least 40 hours. Conditioning of specimens will be by the
Testing Agency.
3. Load tests, when required due to strength test results and requested by the Contractor, will be performed only on
flexural members and in accordance with ACI 318.
a. Load tests will not be performed until portions of the structure to be subject to load are at least 56 days old,
unless approved by the Owner and the Registered Design Professional.
b. Details of the load test procedure will be developed jointly by the Registered Design Professional, the Testing
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Project No. 1201344 (SPEC-01804)
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p
Agency, the Contractor, and the Owner.
p
j
y y
g
g
g
c. The length of load tests will be dependent on the deflection under load of the member(s) being tested.
C. Flatness/Levelness Testing
1. Owner’s Representative shall direct where to measure f-number values for slab on ground placements.
2. Test and report the floor flatness and levelness within 24 hours of completion of each concrete floor topping
placement and as directed by Owner's Representative.
3. Floor Flatness/Levelness Tolerances. Measure finished concrete floors for flatness and levelness in accordance
with ASTM E 1155 "Determining Floor Flatness and Levelness" using f-number System.
a. Trowel finished floors shall achieve composite FF40/FL30 value and minimum FF27/FL17 value for
individual floor section.
b. Float finished floors shall achieve composite FF25/FL20 values and minimum FF18/FL13 value for
individual floor sections.
c. Minimum values shall apply to each quarter bay section.
d. Floor measurements shall be taken by Testing Agency within 24 hours of placement and reported to
Contractor and Owner's Representative within 48 hours and before next slab placement.
e. Where f-numbers are less than specified composite, adjust placement operations to ensure compliance.
Submit adjusted procedures to Owner's Representative before proceeding with additional topping placements.
f.
Where f-numbers for local conditions are less than minimum specified, submit, in writing, proposed
corrective actions to Owner's Representative for approval. Do not proceed with further topping placements
without Owner’s Representative's approval.
D. Bonding Adequacy of New Concrete to Existing Base Slab
1. The testing shall evaluate bonding of new concrete to existing concrete after the fresh concrete has cured for not
less than 28 days. Testing shall be conducted for each concrete floor topping placement.
2. The evaluation shall be performed by sounding using one of the following or similar methods:
a. Tapping new concrete with a blunt metal instrument.
b. Dragging a heavy steel chain across the surface.
3. Detection of a hollow sound in any area shall be reason to suspect inadequate bonding. Contractor shall then core
each such area as directed by Owner's Representative to determine the bonding performance.
a. Core the new concrete topping and into the existing base slab. Core diameter shall be a minimum of 2 inches.
Core length shall be twice the core diameter or twice the thickness of the new topping.
b. Cores shall be visually inspected for de-bonding. Further testing and cores if required will then be determined
by Owner's Representative. Testing of the new concrete floor topping will be in accordance with ACI 503R
direct tensile test-bond strength.
1) Average of three tensile tests per location that is suspect.
2) Tensile strength should be a minimum of 200 psi.
E. Sparkproof Floor Testing
1. Test the grounding capabilities of sparkproof floor grounding systems, in accordance with General Motors
Standard EI-1 Section 12 in the presence of the Owner's designated representative before floor slabs are placed.
2. Test the conductivity of the finished surface of each section of sparkproof floors in accordance NFPA 99, Section
Gregory Eastman
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03180 - FIELD QUALITY CONTROL
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
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y
p p
12-4.1.3.8(b) (7), in the presence of the Owner's designated representative.
3. Test the ability of the finished surface of sparkproof floors to resist sparking in the presence of the Owner's
designated representative.
a. Testing shall be done with the area darkened.
b. Stroke the floor vigorously with a 12 inch hardened steel file in a 6 foot arc at least 5 times for each 400
square feet or fraction thereof in each section of grounded floor.
c. Sections of slab where sparks are produced during testing shall be corrected as directed by the Registered
Design Professional and be retested.
END OF SECTION
Gregory Eastman
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03180 - FIELD QUALITY CONTROL
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
03210 - REINFORCEMENT BARS AND WELDED WIRE FABRIC
03210.1 GENERAL
1.1 CONCRETE SPECIFICATION SECTION 03000 "REFERENCES AND GENERAL REQUIREMENTS"
A. Concrete Specification Section 03000 “References and General Requirements” in its entirety forms a part of this
specification section directly by this reference. Specific references to 03000 specification sections are made
throughout this Specification. A lack of specific reference to a 03000 Specification Section does not intend to imply,
in any manner, that the non-referenced section does not apply.
1.2 SUBMITTALS
A. General
1. Furnish submittals for items that are identified in this Section by different typefaces and bracketed code (i.e. Item
[L]). Refer to Section 01340 for definition of codes, types of submittals and administrative requirements
governing submittal procedure.
2. Additional submittal requirements connected with this Section are specified under this Article.
B. Submit product data or manufacturer's specifications and installation instructions. Include laboratory test reports and
other data to show compliance with specifications (including specified codes and ASTM standards) and Material
Safety Data Sheets for the following:
1. Reinforcing steel [P] (each type), including certified mill test reports keyed to heat numbers shown on test
identification tags attached to each bundle of bars.
2. Reinforcing supports [P]
C. Concrete Reinforcing Shop Drawings [D]: Submit shop drawings for concrete reinforcing, including complete details
for fabricating, bending, and placing.
1. Include the RE&F Project Number on all drawings as part of the drawing identification number required by the
Special Conditions.
2. Prepare drawings, complete with all necessary plans, elevations, and sections, to indicate the composition and size
of members and their relative positions vertically and horizontally from floor lines and column centers.
3. Detailing shall be in accordance with ACI SP-66, unless otherwise noted.
4. Include bar schedules, stirrup spacing, bent bar diagrams, and arrangement of concrete reinforcing, including
splice locations and lengths, and other information necessary to Insure proper placement of reinforcing.
5. Include special reinforcing required for openings through concrete structures.
6. Include type, size, and spacing of reinforcing supports.
7. Shop drawings submitted for review that include notes such as "Engineer Verify" where design drawings include
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GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
p
g
g
y
g
g
notes such as "Verify with Equipment Purchased," or "Field Verify," will be returned without reviewing.
1.3 DELIVERY, STORAGE, AND HANDLING
A. Reinforcing materials shall be delivered to the site with manufacturer's heat or test identification tags attached to each
bundle.
B. Store reinforcing steel off the ground and protected from oil, earth, and other deleterious materials and from bending
or other damage to the material.
C. Store epoxy-coated and galvanized reinforcing on protective cribbing.
D. Equipment for handling epoxy-coated or galvanized reinforcing shall have protected contact areas. Lift bundles at
multiple pickup points to prevent bar-to-bar abrasion of coating from sags in bundles. Do not drop or drag
epoxy-coated or galvanized reinforcing.
E. Store Welded Wire Fabric Reinforcing Mats to avoid contact with soils, or surface moisture.
03210.2 PRODUCTS
2.1 REINFORCING MATERIALS
A. Reinforcing Bars: ASTM A615/A615M, Grade 60, deformed, new billet-steel for concrete reinforcement, including
certified mill test reports; or ASTM A996/A996M, Grade 60 deformed, new rail-steel for concrete reinforcement,
including Supplementary Requirement S1 and certified mill test reports.
B. Galvanized Reinforcing Bars: Reinforcing bars as noted above, with ASTM A767/A767M, Class II (2.0 ounces of
zinc per square foot), galvanized coating after cutting and bending, including Supplementary Requirement S3 and
repair material with a zinc-rich formulation recommended by the galvanizing supplier.
C. Epoxy-Coated Reinforcing Bars: Reinforcing bars as noted above, surface cleaned to near-white metal in accordance
with The Society for Protective Coatings standard SSPC-SP 10 to the visual standards of SSPC-Vis 1, with ASTM
A775/A775M epoxy coating, including written certifications for coating material and coated bars, and patching
material.
D. Steel Wire: ASTM A82, cold-drawn steel wire for concrete reinforcement.
E. Welded Wire Reinforcement: ASTM A185 welded wire for concrete reinforcement, in flat sheets.
F. Deformed Welded Wire Reinforcement: ASTM A497 deformed welded wire for concrete reinforcement, in flat sheets.
G. Epoxy-Coated Wire or Welded Wire Reinforcement: Steel wire or welded wire reinforcement as noted above, surface
cleaned to near-white metal in accordance with The Society for Protective Coatings standard SSPC-SP 10 to the visual
standards of SSPC-Vis 1, with ASTM A884, Class A epoxy coating, including written certifications for coating
material and coated wire, and patching material.
H. Class 1 Reinforcing Supports: Commercially manufactured bolsters, chairs, blocks, spacers, hangers, and other
devices for supporting and spacing reinforcing bars and welded wire reinforcement, made of precast concrete,
cementitious fiber-reinforced material, or cold-drawn steel wire coated with at least 3/32 inch of plastic at all points
within 1/2 inch of the point of contact with formwork. Plastic coating shall not chip, crack, deform, or peel under
ordinary job conditions. Non-metal supports shall have a compressive strength equal to or greater than the specified
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GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
compressive strength of the concrete in which they will be embedded.
I.
Class 2, Type A Reinforcing Supports: Commercially manufactured bolsters, chairs, spacers, hangers, and other
devices for supporting and spacing reinforcing bars and welded wire reinforcement, made of cold-drawn steel wire bar
with ASTM A493 stainless steel tips on each leg such that no portion of non-stainless steel wire lies within 1/4 inch of
the point of contact with formwork.
J.
Class 2, Type B Reinforcing Supports: Commercially manufactured bolsters, chairs, spacers, hangers, and other
devices for supporting and spacing reinforcing bars and welded wire reinforcement, made of ASTM A493 stainless
steel or cold-drawn steel wire bar with ASTM A493 stainless steel leg extensions such that no portion of non-stainless
steel wire lies within 3/4 inch of the point of contact with formwork.
K. Class 3 Reinforcing Supports: Commercially manufactured bolsters, chairs, spacers, hangers and other devices for
supporting and spacing reinforcing bars and welded wire reinforcement, made of cold-drawn steel wire bar.
L. Supports for Epoxy-coated or Galvanized Reinforcing: Commercially manufactured bolsters, chairs, blocks, spacers,
hangers, and other devices for supporting and spacing reinforcing bars and welded wire reinforcement, made of
precast concrete, cementitious fiber-reinforced material, or cold-drawn steel wire bar completely coated with plastic,
epoxy, or other dielectric material compatible with concrete. Embedded wire ties or dowels that are part of precast
concrete or cementitious fiber-reinforced supports and reinforcing bars added as support for specified reinforcing shall
be coated with plastic, epoxy, or other dielectric material compatible with concrete. Coating shall not chip, crack,
deform, or peel under ordinary job conditions. Reinforcing bars added as support for specified galvanized reinforcing
may be galvanized instead of plastic- or epoxy-coated.
M. All-plastic Reinforcing Supports: Commercially manufactured chairs, spacers, and other devices for supporting and
spacing reinforcing bars and welded wire reinforcement, made completely of plastic, with rounded seatings, capable of
sustaining cold weather without shattering or cracking, and having at least 25% of gross plane areas perforated to
compensate for a different coefficient of thermal expansion than that of concrete. These devices meet or exceed the
requirements for all other reinforcing supports.
N. Reinforcing Tie Wire: Commercially manufactured black-annealed wire at least 16-1/2 gauge thick. Tie wire for
epoxy-coated or galvanized reinforcing shall be coated with plastic, epoxy, nylon, or other dielectric material
compatible with concrete. Tie wire for galvanized reinforcing may be stainless steel or zinc-coated instead of plastic-,
epoxy-, or nylon-coated.
2.2 FABRICATION OF REINFORCING
A. Fabricate reinforcing in accordance with Registered Design Professional reviewed shop drawings.
B. Fabricate epoxy-coated and galvanized reinforcing before coating.
C. Bend reinforcing cold and do not bend or straighten in a manner that will injure the material.
D. Bend reinforcing with minimum inside diameter of bends as follows:
Reinforcing Size
Min Bend
Diameter
#3 through #5 bars, except ties or stirrups
6 bar diameters
#3 through #5 ties and stirrups
4 bar diameters
#6 through #8 bars
6 bar diameters
#9 through #11 bars
8 bar diameters
#14 and #18 bars
10 bar diameters
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Plain wire
2 wire diameters
Deformed wire D6 and smaller
2 wire diameters
Deformed wire larger than D6
4 wire diameters
E. Do not bend welded wire reinforcement to an inside diameter of less than 8 wire diameters within 4 wire diameters of
a welded intersection.
F. Do not weld reinforcing bars, unless otherwise noted.
G. Fabricate reinforcing bars within the tolerances specified in ACI 117 “Standard Specifications for Tolerances for
Concrete Construction and Materials”.
2.3 SOURCE QUALITY CONTROL
A. Responsibilities of the Testing Agency related to on-site Work include, but are not limited to:
1. Survey installation of reinforcing steel to verify at a minimum that the following meet the project requirements:
a. Bar size
b. Location and spacing
c. Splices
d. Supports and ties are in place to insure proper positioning
03210.3 EXECUTION
3.1 REINFORCING
A. Place reinforcing free of paint, oil, mud, dirt, mill scale, excessive rust, or other materials that reduce or destroy bond
with concrete.
B. Place reinforcing in accordance with Registered Design Professional reviewed shop drawings.
C. Do not cut reinforcing in the field without the approval of the Registered Design Professional.
D. Provide a #5 bar in each face of walls, above, below, and on each side of openings. Bar length shall be 4'-0" greater
than the opening, unless otherwise noted.
E. Provide 4x4-W0.87xW0.87 galvanized welded wire reinforcement in fills for steel pan stairs and landings.
F. Provide 4x4-W1.5xW1.5 welded wire reinforcement in concrete encasements for structural steel members
permanently exposed to earth, unless otherwise noted. The reinforcing shall completely enclose the member.
G. Use approved supports and ties to secure reinforcing against horizontal and vertical displacement, support workers and
equipment, and maintain specified tolerances during concrete placement. Hooking wire reinforcement from the
subgrade or forms through plastic concrete or “walking-in” the reinforcement from the surface of plastic concrete will
not be allowed.
H. Do not use cementitious fiber-reinforced or concrete block reinforcing supports at exposed surfaces
I.
Support and tie epoxy-coated or galvanized reinforcing only with materials specified for supporting and tying
epoxy-coated or galvanized reinforcing, respectively.
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Do not use Class 3 reinforcing supports where the legs of supports are in contact with forms.
K. Use Class 2 reinforcing supports where the legs of supports are in contact with forms and the concrete surface is to
receive a scrubbed, sandblasted, or tooled finish.
L. Where parallel reinforcing is placed in two or more layers, place reinforcing in upper layers directly above the
reinforcing in the bottom layer.
M. Set wire ties so ends are directed into concrete, not toward exposed concrete surfaces.
N. Do not use mechanical connections for reinforcing splices unless approved by the Registered Design Professional.
When approved, install mechanical connections in accordance with manufacturer's instructions.
O. Do not bend or straighten reinforcing bars partially embedded in concrete unless approved by the Registered Design
Professional. When approved, do so in accordance with the following:
1. Minimum inside bend diameters shall be in accordance with the requirements specified for fabricating reinforcing.
2. Do not begin bends closer to the hardened concrete surface than the minimum diameter of bend.
3. #3 through #5 bar sizes may be bent without preheating only once, providing the bar temperature is at least 32
degrees F. Preheating is required for any subsequent bending or straightening.
4. Preheating is required for any bending or straightening of #6 bars and larger.
5. Apply preheat to a length of bar equal to at least 5 bar diameters each way from the center of the bend, but not
below the surface of the hardened concrete. Do not heat bars to more than 500 degrees F at the concrete interface.
6. Preheat reinforcing to 1100 to 1200 degrees F, except as noted above, in a manner that does not harm the bar
material or damage the hardened concrete.
7. Measure the temperature of the reinforcing with temperature measurement crayons or a contact pyrometer.
8. Maintain preheat temperature until bending or straightening is completed.
9. Do not artificially cool bars until the material temperature is less than 600 degrees F.
P. Before placing concrete, repair any epoxy-coated or galvanized reinforcing surface damage resulting from shipping,
handling, placing, bending, cutting, welding, or mechanical connection installation, using the specified patch material
in accordance with the manufacturer's instructions. Coat mechanical connection devices, also. Repair of epoxy coating
damage less than 0.1 square inches is not required. Replace any epoxy-coated or galvanized reinforcing having coating
damage, repaired or unrepaired, in excess of 2% of the surface area in any 1 foot of length.
Q. Minimum clear distance between reinforcing bars shall be 1 inch, but not less than 1 bar diameter for unbundled bars,
1.4 bar diameters for 2 bar bundles, 1.7 bar diameters for 3 bar bundles, or 2 bar diameters for 4 bar bundles. For
bundled bars, consider the bar diameter to be the diameter of a single bar having the same area as the bundled bars.
The clear distance limitation between bars also applies to the clear distance between a contact lap splice and adjacent
splices or bars.
R. Position, arrange, and space reinforcing as noted and to provide minimum concrete protection as follows, unless
otherwise noted:
Location
Concrete cast against and permanently exposed
to earth, except slab on ground
Minimum Cover, inches
3
Slab on ground
Top reinforcing
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than 1-1/2"
Bottom reinforcing
2
Concrete exposed to weather
#6 bar and larger
2
#5 bar and smaller and wire
1-1/2
Concrete not exposed to weather or in contact
with ground
Slabs, walls, joists
#14 and #18 bars
1-1/2
#11 bar and smaller and wire
3/4
Beams, girders, columns
1-1/2
S. Minimum concrete cover for bundled bars shall be equal to the diameter of a single bar that would provide the same
cross sectional area as the bundle, but need not be more than 2 inches, except for concrete cast against and
permanently exposed to earth, which shall have a minimum concrete cover of 3 inches.
T. Place reinforcing within the following tolerances, unless otherwise noted or approved by the Registered Design
Professional:
Requirement
Tolerance, inches
Clear distance to formed surfaces with member
size in direction of tolerance:
4 inches or less
-3/8 (except for cover), +1/4
Greater than 4 inches to 12 inches
-3/8 (except for cover), +3/8
Greater than 12 inches to 24 inches
-1/2 (except for cover), +1/2
Greater than 24 inches
-1 (except for cover), +1
Clear distance from unformed surface to top
reinforcing with member depth:
8 inches or less
Greater than 8 inches to less than 24 inches
24 inches or greater
±1/4 (except cover for slab on ground)
-1/4 (except cover for slab on ground),
+1/2
-1/4, +1
Effective depth, d
Member size in direction of tolerance:
8 inches or less
±3/8
Greater than 8 inches
±1/2
Concrete cover
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Member size in direction of tolerance:
8 inches or less
-0 at slab on ground, -1/4 at soffits,
-3/8 elsewhere, but not more than 1/3
specified cover
Greater than 8 inches
-0 at slab on ground, -1/4 at soffits,
-1/2 elsewhere, but not more than 1/3
specified cover
Spacing of reinforcing, providing minimum
clear distance requirement between bars is met
In slabs and walls
±3
Beam stirrups
±1/12 of beam depth
Column ties
±1/12 of least column dimension
All other bars
±1, but not more than 1/4 of specified
spacing
Longitudinal location of bends and ends
±1/2 at discontinuous ends of
members,
±2 elsewhere
Embedment length and lap length
#3 through # 11 bars
-1
#14 and #18 bars (embedment only)
-2
U. Concrete cover requirements and tolerances take precedence over other tolerances.
V. The total amount of reinforcing for a concrete element shall not be reduced through use of cumulative spacing
tolerances.
W. Slabs-on-Ground
1. Placing Reinforcement Preparation:
a. Support welded wire reinforcement and #3 bars at maximum 2 feet on center. Support #4 bars at maximum 3
feet on center. Support #5 bars at maximum 4 feet on center. Support #6 bars and larger at maximum 5 feet on
center. Do not use welded wire reinforcement or #3 bars to directly support other reinforcing.
b. To support reinforcement, use 4-inch square concrete block of compressive strength to match placed concrete.
c. Clay, wood, pervious material, or chairs without sand plates shall not be used to support steel reinforcing in
slabs. Chair supports for reinforcing bars or welded wire installed over ground, shall bear on sand plates.
d. Place additional reinforcing bars at re-entrant corners of pits and openings, and in adjacent panels opposite
dead-ended control or construction joints. Place (2)- #5 by 4’-0” long reinforcing bars at each location.
e. Lap welded deformed wire reinforcement 1 full mesh and wire together at sides and ends, unless otherwise
noted. Lap welded plain wire reinforcement 1 full mesh plus 2 inches, but not less than 6 inches, and wire
together at sides and ends, unless otherwise noted. Offset laps of adjoining sections to prevent continuous laps
in either direction. Do not locate laps at construction or control joints.
f.
Extend wire reinforcement to within 2 inches of edge of slab, unless otherwise noted, at expansion joints,
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g
p
j
isolation joints and slab-on-ground construction joints. Extend wire reinforcement into supporting beams,
walls, or adjacent slabs for anchorage, unless otherwise noted.
g. Refer to Section ACI 301 Specification for Structural Concrete, Section 3.3.
END OF SECTION
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03240 - REINFORCING FIBERS
03240.1 GENERAL
1.1 Concrete Specification Section 03000 "References & General Requirements"
A. Concrete Specification Section 03000 “References and General Requirements” in its entirety forms a part of this
specification section directly by this reference. Specific references to 03000 specification sections are made
throughout this Specification. A lack of specific reference to a 03000 Specification Section does not intend to imply,
in any manner, that the non-referenced section does not apply.
1.2 Submittals
A. General
B. 1. Furnish submittals for items that are identified in this Section by different typefaces and bracketed code (i.e. Item
[L]). Refer to Section
01340 for definition of codes, types of submittals and administrative requirements
governing submittal procedure.
1. Additional submittal requirements connected with this Section are specified under this Article.
C. Submit product data or manufacturer's specifications and installation instructions. Include laboratory test reports and
other data to show compliance with specifications (including specified codes and ASTM standards) and Material
Safety Data Sheets for the following:
1. Fibers [P,T]: Submit proposed fiber manufacturer, materials, product data, data validating design dosage, and
manufacturer’s application instructions to Registered Design Professional.
D. Concrete Mix Designs with Fibers
1. A new individual Concrete Mix Design is created:
a. By the introduction of fibers to an already proven Concrete Mix Design
b. For each case of varying amounts and/or different types of fibers used
c. Fiber dosage along with the concrete mix design.
d. This mix design shall be reviewed and approved by the selected fiber supplier.
2. In addition to the requirements of Specification Section 03100 1.2.D, submit the Test Reports for the Flexural
Performance of Fiber Reinforced Concrete (FRC) i.e. Beam Tests
a. Conduct one test (3 molded beams) and determine the 28 day Residual Strengths F150,0.75 and F150,3.0 and
first crack strength of the FRC in accordance with ASTM C 1609, using the projects proposed concrete design
mix.
b. FRC shall provide a minimum post-crack equivalent flexural strength of 200 psi (or otherwise listed in the
table below), which represents the average of the F150,0.75 and F150,3.0 values obtained according to ASTM
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p
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C1609.
c. Tests shall be conducted using 6" x 6" field molded beam samples as described in ASTM C 1609. Samples of
freshly mixed fiber reinforced concrete for preparation of test specimens shall be obtained in accordance with
ASTM C 1609 and ASTM C 172.
d. The beam mold shall be filled in one layer up to approximately 110% of the volume of the mold directly from
a wheel barrow. Scoops shall not be used to transfer FRC into the beam mold. The mold shall be leveled off
while being consolidated by external vibration. Under no circumstances shall the concrete be rodded or
internally vibrated.
1.3 Delivery, Storage & Handling
A. Deliver factory prepared and ready to use in containers showing weight. Store in dry locations.
B. Identify containers by comparing packing slips and box labels with approved product specified.
03240.2 PRODUCTS
2.1 Reinforcing Materials
A. Steel Fibers: Provide high strength, drawn wire, steel fibers conforming to ASTM A820, Type I, with 120 kips per
square inch minimum yield strength.
1. Minimum fiber length shall be 2 inches with a maximum diameter of 0.041 inches.
2. Minimum aspect ratio shall be 48.
3. Fibers shall be round shafts with hooked ends.
4. Subject to compliance with requirements, products incorporated in Work are limited to the following:
a. Bekaert Corporation , “Dramix”
b. Maccaferri , “Wirand FF3”
c. BASF , “MasterFiber FF3” as manufactured by Maccaferri
B. Macro Synthetic Fibers: Provide high strength, Macro Synthetic Fibers conforming to ASTM C1116, ASTM D7508,
and a UL rating.
1. Minimum fiber length shall be 2 inches (50mm)
2. Aspect ratio shall be between 50 and 90
3. Subject to compliance with requirements, products incorporated in work are limited to the following:
a. Euclid Chemical Company, “Tuf-Strand SF”
C. Minimum Fiber Dosage
1. Provide a minimum dosage of fibers (pounds per cubic yard) to insure a minimum post crack equivalent flexural
strength of 200 psi in accordance with ASTM C1609, unless noted otherwise in the following table. The
following table defines the requirements for determining the minimum fiber dosage based on specific project
criteria:
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a. The minimum dosage shall be based on the project’s concrete design mix and not the manufacturer’s standard
test mix.
b. Beam tests utilizing the project’s concrete design mix proving the minimum amount of fibers meets the
specifications requirements shall be performed a minimum of six weeks prior to placement of the test slab.
Post Crack Equivalent Flexure Strength (PCEFS) Requirements for Fibers (Steel, Macro Synthetic) Reinforced Concrete
Slabs-on-Ground and Toppings – Based on ASTM C 1609
Building Type
Slab Thickness
(in)
Required PCEFS
(psi) Min.
Notes
Min.
Powertrain, Engine
plant --Broach/
Grab machine area
12
300
Design slab based
on the loading and
installation
requirement
Powertrain, Engine
plant --process area
12” for green field
project
200
Design slab based
on evaluation of
existing condition
8” new slab on top
of existing 8” slab
Body shop
8
200
Special design for
heavy duty robot
base
General Assembly
6
200
Special design for
heavy duty robot
base
Office/Toilet room
4 to 6
180
Stamping Die &
Storage area
12
200
Design slab based
on loading and
support condition
Structural Topping
2 to 5
200
Bonding new slab
to the existing slab
Non-Structural
Topping
2 to 4
180
Not required to
carry structural
loads
Notes:
2. This table represents the minimum requirements of Post Crack Equivalent Strength (PCEFS) for slabs-on ground
and toppings, based on various building types and functions.
3. The Registered Design Professional is responsible for designing the slabs-on-ground and toppings for the project
conditions and specific load criteria.
4. The Registered Design Professional should engage the suppliers to determine the required dosage based on project
conditions and specific load criteria.
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03240.3 EXECUTION
3.1 Mixing
A. Fibers shall be introduced together with the aggregates, or be added into freshly mixed concrete. Never add fibers as
the first component in the mixer.
B. Fibers shall be dispensed into the mixing system using appropriate dispensing equipment and procedure as
recommended by the manufacturer.
END OF SECTION
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03300 - CAST-IN-PLACE CONCRETE
03300.1 GENERAL
1.1 REFERENCED CONCRETE SPECIFICATION SECTIONS
A. The following Concrete Specification Sections in their entirety form a part of this specification section directly by this
reference. Specific references to these specification sections are made throughout this Specification. A lack of specific
reference to these Specifications does not intend to imply, in any manner, that the non-referenced Specification does
not apply.
1. 03000 – “Concrete – References and General Requirements”
2. 03100 – “Concrete – Materials, Admixtures, and Mixes”
3. 03120 – “Concrete – Forms and Form Accessories”
4. 03130 – “Concrete – Finishing and Tolerances”
5. 03150 – “Concrete – Curing and Protection”
6. 03160 – “Concrete – Liquid Hardeners, Sealers, and Coatings”
7. 03170 – “Concrete – Miscellaneous Materials”
8. 03180 – “Concrete – Field Quality Control”
9. 03210 – “Concrete – Reinforcement Bars and Welded Wire Fabric”
1.2 SUMMARY
A. This Section contains requirements for designing mixes for, forming, reinforcing, producing, placing, finishing,
curing, and repairing surface defects of cast-in-place concrete, which includes:
1. Spread footings
2. Piers
3. Grade beams
4. Pocket fill at steel columns and beams
5. Pits and trenches
6. Ramps, stairs, and landings
7. Foundation walls
8. Retaining walls
9. Exterior curbs
10. Equipment pads and bases
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11. Slop sinks
12. Bumper guard post fill
B. Items Installed But Not Furnished Under This Section:
1. Anchor rods for columns and beams bearing on concrete are furnished under Division 5 Sections "Structural
Steel" and "Metal Fabrications."
2. Embedments for mechanical work are furnished under Division 15 Sections.
3. Embedments for electrical work are furnished under Division 16 Sections.
4. Pipe socket inserts for pipe railings are furnished under Division 5.
5. Abrasive metal safety nosing for stair treads and landings are furnished under Division 5 Section "Metal
Fabrications."
6. Reinforcement.
7. Bearing plates.
8. Edge angles.
9. Cover Frames.
C. Related work specified under other Sections:
1. Earthwork for subgrade preparation for footings, slab-on-ground, pits, and trenches - Division 2
2. Cement Concrete Paving – Division 2
3. Slab-on-Ground – Division 3
4. Metal Floor Deck for permanent metal concrete forms – Division5
5. Pipe and Tube Railings – Division 5
6. Joint Sealants – Division 7
1.3 SYSTEM DESCRIPTION
A. Performance Requirements - Acceptance Standards
1. Concrete Strength Evaluation Acceptance
a. Test Results Evaluation. Concrete test results shall be reviewed on daily basis by Owner to verify compliance
with Contract Documents. If conducted tests are inadequate for evaluation, provide and pay for additional
tests in agreement with General Conditions for work where questionable concrete has been placed.
2. Concrete Dimensional Tolerances
a. Inaccurately formed concrete surfaces that exceed ACI 117 tolerances may be rejected.
b. Finished slabs exceeding specified Tolerances for Slabs may be corrected provided strength or appearances
are not adversely affected.
3. Concrete Appearance.
a. Concrete exposed to view with defects that adversely affect specified finish appearance will be rejected.
1.4 SUBMITTALS
A. General
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1. Furnish submittals for items that are identified in this Section by different typefaces and bracketed code (i.e. Item
[L]). Refer to Section 01340 for definition of codes, types of submittals and administrative requirements
governing submittal procedure.
2. Additional submittal requirements connected with this Section are specified under this Article.
B. Concrete Placement Procedure [R]: Submit detailed procedures for the producing, transporting, placing, protecting,
curing, and monitoring temperature of concrete during hot and cold weather.
1. Include what preparations will be made for abrupt changes in weather conditions or equipment failures and the
procedures to be implemented at such times.
2. The submittal shall include, but is not limited to, the following:
a. Procedures for protecting the subgrade from frost and the accumulation of ice or snow on reinforcement or
forms prior to concrete placement. Include methods for removing frost, ice, or snow in the event they
accumulate before precautions are implemented or precautions prove to be inadequate.
b. Methods of temperature protection during placement.
c. Types of covering, insulation, housing, heating, or cooling to be provided.
d. Curing methods to be used during and following the protection period.
e. Use of retarding or accelerating admixtures.
f. Methods for verification of in-place strength other than those instances noted as being provided by the Owner.
g. Procedures for measuring and recording concrete temperatures after placement.
h. Procedures for preventing excessive evaporation during hot, dry, or windy conditions.
3. Use of admixtures shall not be the first or second option planned or used to address hot or cold weather during
concreting operations. The first and second options planned and used shall be either concrete mixes specially
designed for hot or cold weather, control of concrete temperature when placed, more extensive curing methods,
more extensive protection methods, or longer protection periods.
C. Repair Method for Defective Work [R]: Submit documentation of methods and materials used for all repairing or
reinforcing of noncompliant Work.
D. Concrete Temperature Record [R]: Submit records of concrete surface temperatures and protection methods
implemented during placement and curing for periods when the ambient air temperature is outside the range of 40-90
degrees F.
E. Concrete Pre-installation Meeting Minutes [R]: Submit minutes of concrete pre-installation field conferences.
F. Quality Assurance/Control Submittals
1. Minutes Of Preplacement Meeting And Follow-Up Project Meetings
a. Preconstruction Project Meeting Minutes [R]: Provide meeting minutes to participating parties. Include
attendees and decisions.
1) Include statements by admixture manufacturers and finishing Contractor that proposed mix design and
placing procedures are agreed upon and shall produce concrete floors in compliance with Contract
Document which can be properly placed and finished to meet specified strength and flatness
requirements.
b. Follow-up Project Meeting Minutes [R]: Provide meeting minutes to participating parties. Include attendees
and decisions.
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2. Test Reports
a. Cylinder Tests
b. Air and Water content Tests
c. Mix Design Changes: Changes to mix design shall be submitted to Registered Design Professional for
approval.
3. Field Reports
a. Pouring Schedules, Casting Plan, and Records
1) Schedules and Records [R]:Prepare detailed, written event schedules and casting plans, and submit to
Owner’s Representative before starting work.
2) Keep written records of concrete placements including location, date, cubic yards of concrete, ambient air
temperature, and unusual occurrences during placement. Keep signed trip tickets for each truck that
discharges concrete on site. Permit records inspection by Owner’s Representative at any time.
4. Repair Methods
a. Repair Method For Defective Work [D]: Make structural repairs only after Registered Design Professional
approval of concerning materials, methods and procedures.
5. Close Out Submittals
a. At Project completion, submit Pouring Schedule summary, Casting Plan, and Records to Owner’s
Representative.
1.5 DELIVERY, STORAGE, AND HANDLING
A. Convey concrete from the mixer to point of final placement by methods which will prevent separation or loss of
material. All equipment for conveying concrete shall be designed to insure a continuous flow of concrete at the
delivery point without causing separation of materials and without interruptions that result in loss of plasticity between
successive increments. Remove hardened concrete and other foreign materials from the inner surfaces of conveying
equipment before each use.
B. Do not use belt conveyors at a slope that will cause segregation or loss of ingredients. Do not allow mortar to adhere
to the return length of belts. Discharge long runs into a hopper, through a baffle, or with other arrangements approved
by the Registered Design Professional.
C. If chutes are used, they shall be steel or steel-lined with a slope of at least 1 vertical to 3 horizontal but not more than 1
vertical to 2 horizontal and have rounded bottoms. Chutes more than 20 feet long or not meeting the slope
requirements may be used provided they discharge into a hopper before distribution.
D. If pumping or pneumatic equipment is used, it shall have adequate pumping capacity. Do not convey concrete through
pipe made of aluminum or aluminum alloy.
1.6 QUALITY ASSURANCE
A. In cooperation with the Owner’s Representatives, Registered Design Professional, the Testing Agency, and any other
member of the construction team conduct at a minimum the following meetings at the Project site to comply with
requirements for Project Meetings. Additional/multiple meetings may be required depending on the size and
complexity of the project.
1. Initial Concrete Construction Meeting - Before submitting design mixes, conduct a meeting to review detailed
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requirements for preparing concrete design mixes and to discuss procedures for satisfactory concrete operations.
Review requirements for submittals, status of coordinating work, and availability of materials. Establish the
preliminary work progress schedule, procedures for materials inspection, testing, and certifications. Require
representatives of each entity directly concerned with the placement of concrete to attend this meeting, including,
but not limited to, the following:
a. Contractor's superintendent
b. Agency responsible for concrete design mixes
c. Ready-mix concrete producer
d. Concrete subcontractor
e. Primary admixture manufacturers
f.
Suppliers of finish materials applied before curing
2. Preplacement Meeting - Approximately one week before the first concrete floor slab is to be placed, conduct a
meeting to review detailed requirements for placing, finishing, and curing concrete floor slabs. Require
representatives of each entity directly involved with the placing, finishing, and curing of slabs to attend this
meeting to assist in establishing procedures that will result in slabs meeting the full intent of these specifications
under anticipated field conditions.
3. Initial Placement Quality Review Meeting - After 5000 square feet, but not more than 20,000 square feet, of slab
placements have been completed, conduct a meeting to critique the procedures and materials used in placing,
finishing, and curing. Establish corrective actions, if necessary, to meet specification requirements.
B. Qualifications
1. Submit proposed testing agency qualification data for acceptance.
a. Testing Agencies that perform testing services on concrete materials shall meet ASTM C 1077 requirements.
Testing Agencies that perform testing services on reinforcing steel shall meet ASTM E 329 requirements.
Concrete Field Tests required by Contractor or Owner shall be made by ACI Concrete Field Testing
Technician Grade 1 per ACI CPI or equivalent. Equivalent certification programs shall include requirements
for written and performance examinations as stipulated in ACI publication CP1.
03300.2 PRODUCTS
2.1 CONCRETE MATERIALS AND PROPORTIONING
A. Refer to Specification Section 03100 – “Concrete – Materials, Admixtures, and Mixes” for:
1. Cement
2. Aggregate
3. Supplemental Cementitious Material
2.2 ADMIXTURES
A. Refer to Specification Section 03100 – “Concrete – Materials, Admixtures, and Mixes” for:
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1. Water-Reducer
2. Water-Reducer/Retarder
3. Accelerator
4. Mid-Range Water-Reducer
5. High-Range Water-Reducer
2.3 FORMS AND FORM ACCESSORIES
A. Refer to Specification Section 03120 – “Concrete – Forms and Form Accessories”
2.4 CURING MATERIALS
A. Refer to Specification Section 03150 – “Concrete – Curing and Protection”
2.5 REINFORCEMENT BARS AND WELDED WIRE FABRIC
A. Refer to Specification Section 03210 – “Concrete – Reinforcement Bars and Welded Wire Fabric”
2.6 FLOOR FINISH MATERIALS (FOR SUPPORTED SLABS)
A. Liquid Hardeners, Sealers, and Coatings
1. Refer to Specification Section 03160 – “Concrete – Liquid Hardeners, Sealers, and Coatings” for:
a. Liquid Surface Treatment
b. Acrylic Sealer
c. Epoxy Sealer
d. Epoxy Coating
e. Slip-Resistant Aggregate for Nonslip Epoxy Coating
03300.3 EXECUTION
3.1 FORMS
A. Refer to Specification Section 03120 – “Concrete – Forms and Form Accessories”
B. Earth cuts shall not be used as forms for surfaces with a slope greater than 1 vertical to 2 horizontal, unless otherwise
noted or approved by the Registered Design Professional.
C. Provide keyed openings in the base slab of elevator pits for setting hydraulic cylinders.
D. Runways for moving equipment shall be supported on formwork or structural members, not on the reinforcing steel.
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3.2 REINFORCING
A. Refer to Specification Section 03210 – “Concrete – Reinforcement - Bars and Welded Wire Mesh”
3.3 PRODUCTION OF CONCRETE
A. Refer to Specification Section 03100 – “Concrete – Materials, Admixtures, and Mixes”
3.4 JOINTS
A. Locate and install construction joints only where noted or approved by the Registered Design Professional. In general,
the location of construction joints not noted shall meet the following criteria:
1. Locate joints in supported slabs, beams, and girders near the middle of the span unless a beam intersects a girder at
such a point, in which case offset the joint in the girder a distance equal to twice the width of the beam.
2. Locate horizontal joints in walls and columns at the underside of floors, slabs, beams, or girders and at the tops of
footings or floor slabs.
3. Place beams, girders, brackets, column capitals, haunches, and drop panels monolithically with slabs, unless
otherwise noted.
4. Place joints perpendicular to main reinforcing.
B. Continue reinforcing through all construction joints, unless otherwise noted.
C. Provide keyways at least 1-1/2 inches deep by at least 31/2 inches wide (nominal 2x4 lumber dimensions), unless
otherwise noted, with kerfed sides, in construction joints in walls and slabs and between walls and footings. Keyed
type bulkheads designed for this purpose shall be used for slabs and may be used elsewhere.
D. Do not use joint forms of the type which are intended to remain in place after concrete has hardened.
E. Provide waterstops at construction joints and other breaks in the continuity of the below-grade concrete work, up to
the finished grade level. Install waterstops in accordance with manufacturer's instructions to form a continuous
diaphragm in each joint. Support and protect exposed waterstops during progress of Work. Field-fabricate joints in
waterstops in accordance with manufacturer's instructions.
F. Do not tool control joints or form control joints with inserts, except as noted for sidewalks.
G. Install 1 inch thick expansion joint filler in exterior retaining wall stems and bases where noted. Fasten securely to the
hardened concrete. The filler in the stems shall have a width 2 inches less than the stem thickness and be centered on
the stem. The filler in the bases shall have a width equal to the base thickness.
H. Divide sidewalks into uniform unit areas of not more than 36 square feet, unless otherwise noted, using tooled joints.
Install 1/2 inch thick expansion joint filler from bottom of sidewalk to 1 inch below sidewalk at not more than 50 foot
spacing. Where sidewalks or exterior stairs or landings abut a structure, place bituminous impregnated paper or
polyethylene in between.
I.
Do not extend reinforcing or other embedded items through any expansion joint, except dowels bonded on only one
side of joint where noted.
3.5 EMBEDDED ITEMS
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A. Build into concrete all anchor rods, inserts, sleeves, nailing blocks, nosings, frames and other items shown embedded
in concrete or are required for adjoining work or its support, whether furnished under this section, under other sections
as noted, or by the Owner.
B. Place pipes, conduits, and fittings (other than those merely passing through) such that they will have a concrete cover
not less than 1-1/2 inches for concrete exposed to earth or weather or not less than 3/4 inch for concrete not exposed to
earth or weather.
C. Provide ample notice and opportunity for suppliers of embedded items not furnished under this section to furnish such
items before concrete is placed.
D. Use setting drawings, diagrams, instructions, and directions provided by suppliers of items to be embedded. Construct
and use suitable templates where necessary to accurately place items. Set items within tolerances specified by the
supplier and support against displacement. Do not cut or bend reinforcing or displace it from its proper location to
accommodate embedded items.
E. All nuts, washers, and other attachments furnished with anchor rods or other embedded items shall be on the items
when Work is completed.
F. Install reglets to receive top edge of foundation sheet waterproofing and to receive through-wall flashings in outer face
of concrete frame at exterior walls, where flashing is shown at lintels, relieving angles, and other conditions.
G. Install dovetail anchor slots in concrete for the full height of brick facing with horizontal spacing of not more than 2
feet where foundations have provision for 4 inch brick facings 2 feet or more in height, unless otherwise noted.
H. Grease threads of all anchor rods before placing concrete and protect with weatherproof wrapping. Temporarily fill
voids in sleeves, inserts, slots, and other such items with readily removable material that will prevent entry of concrete
into the voids.
I.
Do not embed aluminum pipes or conduits in concrete unless they are effectively coated or covered to prevent
aluminum-concrete reaction or electrolytic action between aluminum and steel.
J.
Do not place any liquid, gas, or vapor, except water less than 90 degrees F and 50 pounds per square inch pressure, in
embedded pipes until the concrete has attained its design strength.
K. Coat all non-dielectric embedments within 2 inches of any galvanized reinforcing with the same zinc-rich formulation
used for the repair of damaged galvanization.
3.6 CONCRETE PLACEMENT
A. Do not place concrete before receiving notification from the Owner's designated representative that all embedded
items required in the particular placement have been installed, inspected, and approved.
B. Do not place any slab-on-ground, pits, or trenches before receiving notification from the Owner's designated
representative that all required subgrade construction has been installed, inspected, and approved.
C. Do not place steel beam or column pocket fills before receiving notification from the Owner's designated
representative that steel has been aligned, inspected, and approved.
D. Do not place concrete in pockets left in elevator pit base slabs at hydraulic cylinders before receiving notification from
the Owner's designated representative that the cylinder installation has been inspected, and approved.
E. Do not place any concrete without the Registered Design Professional's written approval of the mix to be used.
F. Do not place concrete during hot or cold weather without Registered Design Professional approved procedures and
Testing Agency verification of availability of all equipment and materials necessary to fully implement the procedures.
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G. Do not place concrete when the as placed temperature of concrete cannot be maintained within specified limits, the
surface moisture evaporation rate cannot be maintained below specified limits, or the ambient air temperature is
outside the range of 20-95 degrees F.
H. Do not place concrete during rain, sleet, or snow without adequate protection and the approval of the Registered
Design Professional.
I.
Do not place concrete around any embedment which is at a temperature less than 32 degrees F and is sufficiently
massive to cause adjacent concrete to freeze.
J.
Do not place concrete before removing all forms from previous placements that would prohibit new concrete from
being placed directly against adjacent hardened concrete or specified joint material.
K. Do not place concrete under water unless approved by the Registered Design Professional. When approved, deposit
concrete under water in such a manner that fresh concrete enters the mass of previously placed concrete from within,
causing water to be displaced with minimum disturbance at the surface of the concrete.
L. Forms, straightedge bearing surfaces, reinforcing, embedded items, slab-on-ground subgrade, and other adjacent
surfaces against which concrete is to be placed shall be free of shavings, chips, sawdust, debris, oil, grease, paint,
standing water, snow, frost, ice, dirt and mud (except at subgrade), and other foreign materials, immediately before
placing concrete.
M. Before placing concrete adjacent to hardened concrete, thoroughly clean surfaces of hardened concrete that will be in
contact with new concrete, removing all laitance and other unsound material. Apply a bonding agent in accordance
with the manufacturer's instructions, except at construction joints in slab-on-ground or unless otherwise noted. Use a
metallic waterproofing bonding agent when one or both sides will be in contact with earth, an epoxy bonding agent
when one or both sides will be exposed to weather, or a PVA bonding agent when the concrete will not be exposed to
earth or weather. Place new concrete before or after the bonding agent has dried, as instructed or recommended by the
bonding agent manufacturer.
N. Pre-wet masonry units that will be in contact with concrete before beginning placement of concrete.
O. Do not retemper site-mixed concrete. Ready-mixed concrete may be retempered using not more than the amount of
water held back at the batch plant as indicated on the delivery ticket. The amount of water added to ready-mixed
concrete at the site shall be noted on the delivery ticket and the authorizing person shall initial or sign the ticket.
P. Incorporate site-added water and admixtures by additional mixing equal to at least half of the minimum total mixing
time specified.
Q. During hot or cold weather, place concrete in accordance with approved procedures.
R. Do not deposit in the structure any concrete that has been contaminated by foreign materials, has spilled along
runways or on the ground, or has partially hardened.
S. Deposit concrete, continuously or in layers, between noted or approved construction joints, such that fresh concrete is
integrated with concrete that is still plastic and no cold joints, seams, or planes of weakness are created.
T. Deposit concrete as near as possible to its final location and towards concrete in place to avoid segregation. Do not use
vibrators to transport concrete.
U. Remove temporary form spreaders once the concrete has reached an elevation rendering their service unnecessary,
unless the Registered Design Professional approves leaving them embedded and they are made of metal or concrete.
V. Observe the formwork for architectural concrete continuously while concrete is being placed to see that there are no
deviations from required elevation, alignment, plumbness, or camber. If, during placement, the formwork shows any
signs of settlement or distortion, halt the work, remove any permanently damaged construction, and strengthen the
formwork.
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W. Consolidate placed concrete with mechanical vibrating equipment supplemented with hand-spading, rodding, or
tamping. Use vibrators that are as large and powerful as possible without affecting the proper execution of Work.
X. Vibrators shall be internal type used with direct action in the concrete and not against forms or reinforcing, except as
noted for slabs.
Y. Insert and withdraw internal vibrators vertically at approximately 18 inch spacing, but no farther than visibly effective.
Thoroughly work the concrete around reinforcing, around other embedded items, and into corners, eliminating all air
or stone pockets which may cause honeycombing, pitting, or planes of weakness. At each insertion, limit duration of
vibration to time necessary to consolidate concrete but not cause segregation (generally 5 to 15 seconds).
Z. For concrete to receive a rough form, smooth form, smooth rubbed, or similar finish, bring a full surface of mortar
against the form face by the vibration process, supplemented if necessary by spading to work coarse aggregate back
form the formed face, avoiding the production of surface voids.
AA. Maintain a sufficient supply of spare vibrators on site during all placing operations.
BB.Bring unformed surfaces to approximately the elevation indicated, nearly level unless noted as sloped and strike off
with a straightedge. Align the surface of slabs to the contours of screed strips using strike-off templates or compacting
type screeds. When floors include drains, pitch slabs toward drains at the rate of 1/8 inch per foot, unless otherwise
noted. Hold down slab surfaces where noted for receipt of subsequent surfacing.
CC.Where sidewalks or exterior stairs or landings abut a structure, slope the concrete surface away from the structure at
the rate of 1/4 inch per foot. Slope other sidewalks or exterior stairs or landings for drainage and to suit finish grade.
Sidewalks abutting curbs shall be sloped towards roadways.
DD. Use bull floats or darbies, but never both on the same surface, to remove humps or hollows.
EE. Apply evaporation control compounds after bull floating or darbying, but only where approved by the Registered
Design Professional and in accordance with manufacturer's instructions. Do not over-dilute.
FF. Do not further work surface until it is ready for finishing operations.
3.7 SURFACE REPAIRS (DOES NOT APPLY TO CLASS D SURFACES)
A. Remove stains, rust, efflorescence, and surface deposits considered objectionable by the Registered Design
Professional from concrete surfaces in a manner approved by the Registered Design Professional.
B. If the removal of excess material where concrete outlines exceed specified tolerances is approved by the Registered
Design Professional, do so in a manner that maintains the strength of the concrete element and does not violate any
other applicable requirement of function or appearance.
C. Repair formed surfaces having tie holes or defects immediately after form removal, unless otherwise noted. Defects
include, but are not limited to, color and texture irregularities on surfaces not exposed to earth; stains and other
discolorations on surfaces not exposed to earth that cannot be removed by cleaning; spalls, air bubbles, voids,
honeycombs, and rock pockets over 1/4 inch in any dimension; holes cored for testing; and fins, burrs, ridges, bulges,
and other surface projections.
1. Flush out form tie holes and chip out defects down to solid concrete, but not less than 1 inch deep. Make edges
perpendicular to the surface or slightly undercut. Do not feather edges.
2. Thoroughly clean and dampen the area to be patched and an area at least 6 inches wide surrounding it to prevent
absorption of water from patching mortar.
3. Prepare a patching mortar using the same materials of approximately the same proportions as used for the
concrete, except that the coarse aggregate shall be omitted, unless otherwise noted, and there shall be at least 2-1/2
parts sand per 1 part cement. Use only enough water necessary for handling and placing. For concrete with Class
A, B, or C surfaces and not having applied finishes, use a trial patch to determine the proportions of white and
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g pp
p
p p
gray cement required to match the color of surrounding concrete, after curing and drying, when viewed from a
distance of 15 feet. Mix the patching mortar and allow to stand without adding water, manipulating frequently
with a trowel, until it has reached the stiffest consistency that will permit placing.
4. Patch areas of surfaces to receive exposed aggregate or aggregate transfer finishes shall show aggregate faces. Use
the same aggregates as the surrounding concrete in at least the outer 1 inch of patches.
5. After the surface water has evaporated from the patch area, brush well into the surface a bonding grout consisting
of 1 part portland cement, 1 part fine sand passing a No. 30 mesh sieve, and enough water to produce a grout with
the consistency of thick cream.
6. Apply the premixed patching mortar when the bonding grout begins to lose the water sheen. Thoroughly
consolidate the mortar into place and strike off slightly higher than the surrounding surface.
7. Leave patch undisturbed for at least 1 hour, to allow for initial shrinkage, then complete finishing manually to
obtain the same texture as surrounding surfaces. Do not use metal tools to finish patches in Class A, B, or C
surfaces.
8. Keep patched areas moist for at least 7 days, protected from premature drying to the same extent as the
surrounding concrete.
3.8 FIELD QUALITY CONTROL
A. Refer to Specification Section 03180 – “Concrete – Field Quality Control”
END OF SECTION
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03400 - SLAB-ON-GROUND
03400.1 GENERAL
1.1 REFERENCED CONCRETE SPECIFICATION SECTIONS
A. The following Concrete Specification Sections in their entirety form a part of this specification section directly by this
reference. Specific references to these specification sections are made throughout this Specification. A lack of specific
reference to these Specifications does not intend to imply, in any manner, that the non-referenced Specification does
not apply.
1. 03000 – “Concrete – References and General Requirements”
2. 03100 – “Concrete – Materials, Admixtures, and Mixes”
3. 03120 – “Concrete – Forms and Form Accessories”
4. 03130 – “Concrete – Finishing and Tolerances”
5. 03150 – “Concrete – Curing and Protection”
6. 03160 – “Concrete – Liquid Hardeners, Sealers, and Coatings”
7. 03170 – “Concrete – Miscellaneous Materials”
8. 03180 – “Concrete – Field Quality Control”
9. 03210 – “Concrete – Reinforcement Bars and Welded Wire Fabric”
10. 03240 – “Concrete – Reinforcing Fibers”
1.2 SUMMARY
A. Section Includes:
1. Concrete Slabs-on-Ground as shown on Drawings and as specified.
a. See Section 03300 “Concrete - Cast-In-Place” for supported floor slabs.
2. Underslab Vapor Barrier
3. Slabs on Ground Jointing
4. Floor Joint Filler and Sealer
5. Surface Treatments
6. Curing and Protecting Concrete Slabs-on-Ground (Reference Section 03150)
B. Products Installed But Not Furnished Under This Section
1. Reinforcement
2. Anchor rods built into Slabs on Ground
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3. Miscellaneous items built into concrete Slabs-on-Ground:
a. Bearing plates.
b. Edge angles
c. Cover Frames
C. Related Work Specified in Other Sections:
1. Earthwork - Division 2
2. Cast in Place Concrete - Division 3
3. Floor Topping – Division 3
1.3 SYSTEM DESCRIPTION
A. Performance Requirements - Acceptance Standards
1. Concrete Strength Evaluation Acceptance
a. Test Results Evaluation. Concrete test results shall be reviewed on daily basis by Owner to verify compliance
with Contract Documents. If conducted tests are inadequate for evaluation, provide and pay for additional
tests in agreement with General Conditions for work where questionable concrete has been placed.
2. Concrete Dimensional Tolerances
a. Inaccurately formed concrete surfaces that exceed ACI 117 tolerances may be rejected.
b. Finished slabs exceeding specified Tolerances for Slabs may be corrected provided strength or appearances
are not adversely affected.
3. Surface Flatness and Levelness
a. If the actual combined FF or the actual combined FL number for the entire floor is less than the specified
overall value, the contract price shall be reduced by the amount calculated using the following formulas and
values:
1) Contract Reduction = P x A
2) P = $0.50/square foot
3) A = The larger of IA F – SA F or IA L – SA L
4) IA F = Total area inferior to specified overall value F F
5) SA F = Total area equal or superior to specified overall value F F
6) IA L = Total area inferior to specified overall value F L
7) SA L = Total area equal or superior to specified overall value F L
4. Concrete Appearance.
a. Concrete exposed to view with defects that adversely affect specified finish appearance will be rejected.
5. Concrete Slab-on-Ground Acceptance
a. Completed concrete work shall conform to requirements of this Project Manual and Contract Documents.
b. Concrete work that fails to meet Contract Document requirements, but subsequently is repaired to bring
concrete into compliance may be accepted. To bring non-conforming work into compliance, use repair
methods that maintain specified strength and meet applicable requirements for function, durability,
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dimensional tolerances, and appearance.
c. Concrete work that fails to meet Contract Document requirements and cannot be brought into compliance will
be rejected. Rejected work shall be removed and replaced with new work.
1.4 SUBMITTALS
A. General
1. Furnish submittals for items that are identified in this Section by different typefaces and bracketed code (i.e., Item
[L]). Refer to Division 1 General Requirements for definition of codes, types of submittals and administrative
requirements governing submittal procedure.
2. Additional submittal requirements connected with this Section are specified under this Article.
B. Concrete Placement Procedure [R]: Submit detailed procedures for the producing, transporting, placing, protecting,
curing, and monitoring temperature of concrete during hot and cold weather.
1. Include what preparations will be made for abrupt changes in weather conditions or equipment failures and the
procedures to be implemented at such times.
2. The submittal shall include, but is not limited to, the following:
a. Procedures for protecting the subgrade from frost and the accumulation of ice or snow on reinforcement or
forms prior to concrete placement. Include methods for removing frost, ice, or snow in the event they
accumulate before precautions are implemented or precautions prove to be inadequate.
b. Methods of temperature protection during placement.
c. Types of covering, insulation, housing, heating, or cooling to be provided.
d. Curing methods to be used during and following the protection period.
e. Use of retarding or accelerating admixtures.
f.
Methods for verification of in-place strength other than those instances noted as being provided by the Owner.
g. Procedures for measuring and recording concrete temperatures after placement.
h. Procedures for preventing excessive evaporation during hot, dry, or windy conditions.
3. Use of admixtures shall not be the first or second option planned or used to address hot or cold weather during
concreting operations. The first and second options planned and used shall be either concrete mixes specially
designed for hot or cold weather, control of concrete temperature when placed, more extensive curing methods,
more extensive protection methods, or longer protection periods.
C. Design mix verification [D]: Results from the following Design Mix Verification tests must be submitted to the
Owner and Registered Design Professional, at least two weeks prior to placement of the “Field Sample – Concrete
Slab-on-Ground Test Slab”, to validate that the project Concrete Mix Design meets the project requirements.
1. Submit 7 and 28 day compression test results of proposed design mix per ACI 301 requirements for trial mixtures
or field test data. Include with the proposed mix a combined aggregate distribution analysis and coarseness factor
chart derived from current certified reports of gradations of the individual aggregates as outlined in ACI
302.1R-04.
2. Submit 7 and 28-day flexural beam test results of proposed design mix with and without reinforcing fibers in
accordance with ASTM C 78.
3. Concrete modulus of rupture shall meet or exceed design requirements.
4. Shrinkage Test: All slab and toppings shall have a maximum shrinkage of 0.04% at 28 days. The test will be
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g
pp g
g
y
conducted in accordance with ASTM C157 Modified (7day moist curing) and shrinkage results reported at 7, 14,
21, and 28 days.
5. Flexural Performance of Fiber Reinforced Concrete (FRC) i.e. Beam Tests
a. Refer to Specification Section 03240 “Concrete – Reinforcing Fibers”
6. These tests shall be performed:
a. by the Owner’s Testing Agency
b. on the project site under actual placement conditions
D. Repair Method for Defective Work [R]: Submit documentation of methods and materials used for all repairing or
reinforcing of noncompliant Work.
E. Concrete Temperature Record [R]: Submit records of concrete surface temperatures and protection methods
implemented during placement and curing for periods when the ambient air temperature is outside the range of 40-90
degrees F.
F. Concrete Pre-installation Meeting Minutes [R]: Submit minutes of concrete pre-installation field conferences.
G. Shop Drawings
1. Slab on Ground Jointing [D]: Submit drawing with joint pattern and placing sequence for slabs on ground and
toppings to Registered Design Professional. Joint pattern shall be laid out so that columns do not inhibit concrete
floor panels from anticipated shrinkage. Include dowels, dowel holding devices, shear transfer devices and details.
H. Quality Assurance/Control Submittals
1. Minutes Of Slab On Ground Meeting And Follow-Up Project Meetings
a. Preconstruction Project Meeting Minutes [R]: Provide meeting minutes to participating parties. Include
attendees and decisions.
1) Include statements by admixture manufacturers and finishing Contractor that proposed mix design and
placing procedures are agreed upon and shall produce concrete floors in compliance with Contract
Document which can be properly placed and finished to meet specified strength and flatness and levelness
requirements.
b. Follow-up Project Meeting Minutes [R]: Provide meeting minutes to participating parties. Include attendees
and decisions.
2. Test Reports
a. Cylinder Tests
b. Post Crack Flexural Beam Tests (Run test during Concrete mix approval)
c. Air and Water content Tests
d. Macro Synthetic or Steel Fibers: Certification and test reports furnished by fiber manufacturer shall be
submitted to Registered Design Professional for each shipment of fibers.
e. Mix Design Changes: Changes to mix design shall be submitted to Registered Design Professional for
approval.
f.
F-Number Testing: Results from F-number Testing shall be sent to the Owner’s Representative, General
Contractor, Concrete Contractor, and Structural Engineer within 24 hours for acceptance and record purposes.
3. Field Reports
a. Pouring Schedules, Casting Plan, And Records
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1) Schedules and Records [R]:Prepare detailed, written event schedules and casting plans, and submit to
Owner’s Representative before starting work.
2) Keep written records of concrete placements including location, date, cubic yards of concrete, ambient air
temperature, and unusual occurrences during placement. Keep signed trip tickets for each truck that
discharges concrete on site. Permit records inspection by Owner’s Representative at any time.
4. Repair Methods
a. Repair Method For Defective Work [D]: Make structural repairs only after Registered Design Professional
approval of concerning materials, methods and procedures.
5. Close Out Submittals
a. At Project completion, submit Pouring Schedule summary, Casting Plan, and Records to Owner’s
Representative.
1.5 DELIVERY, STORAGE, AND HANDLING
A. Convey concrete from the mixer to point of final placement by methods which will prevent separation or loss of
material. All equipment for conveying concrete shall be designed to insure a continuous flow of concrete at the
delivery point without causing separation of materials and without interruptions that result in loss of plasticity between
successive increments. Remove hardened concrete and other foreign materials from the inner surfaces of conveying
equipment before each use.
B. Do not use belt conveyors at a slope that will cause segregation or loss of ingredients. Do not allow mortar to adhere
to the return length of belts. Discharge long runs into a hopper, through a baffle, or with other arrangements approved
by the Registered Design Professional.
C. If chutes are used, they shall be steel or steel-lined with a slope of at least 1 vertical to 3 horizontal but not more than 1
vertical to 2 horizontal and have rounded bottoms. Chutes more than 20 feet long or not meeting the slope
requirements may be used provided they discharge into a hopper before distribution.
D. If pumping or pneumatic equipment is used, it shall have adequate pumping capacity. Do not convey concrete through
pipe made of aluminum or aluminum alloy.
1.6 QUALITY ASSURANCE
A. Qualifications
1. Submit proposed testing agency qualification data for acceptance.
a. Testing Agencies that perform testing services on concrete materials shall meet ASTM C 1077 requirements.
Testing Agencies that perform testing services on reinforcing steel shall meet ASTM E 329 requirements.
Concrete Field Tests required by Contractor or Owner shall be made by ACI Concrete Field Testing
Technician Grade 1 per ACI CPI or equivalent. Equivalent certification programs shall include requirements
for written and performance examinations as stipulated in ACI publication CP1.
2. Floor Slab Contractor Qualification
a. For floor slab work, use contractors specializing in this Work. Use skilled workers experienced in this Work,
and furnish labor, materials, equipment and services to properly complete this work.
b. Qualifications [Q]: Submit qualifications to Registered Design Professional indicative that Contractor is
capable of this type of Work. Include 5 recent projects, summary of type of slab placement, method of
construction and finishing, and f-number values obtained for each project.
c. Subject to compliance with qualification requirements, floor slab Contractors may include, but are not limited
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to the following:
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q
q
y
1) ACE/AVANT Concrete Construction Company, Inc., High Point, NC.
2) Albanelli Cement Contractors, Livonia, MI
3) Baker Concrete Construction, Inc., Monroe, OH.
4) Barton Malow Company, Oak Park, MI
5) Colasanti Corporation, Roseville, MI.
6) Fricks Floor Systems, Inc., Fort Worth, TX.
7) Jay-Ton Construction Company, Burlison, TN.
8) John Rohrer Company, Kansas City, KS.
9) Precision Concrete, Alpharetta, GA.
10) S & F Concrete Constructors, Inc., Hudson, MA.
11) Skyline Concrete Floor Corporation, Livonia, MI.
12) Vee-Jay Cement Contracting Company, Inc., St. Louis, MO.
13) Walbridge-Aldinger, Inc., Detroit, MI
14) Ahal Contracting Co., St Louis, MO.
15) Cleveland Cement, Cleveland,OH.
16) B & B Concrete Placement, Inc., Romulus, MI.
17) Brencal Contractors, Inc., Detroit, MI.
18) Roncelli, Inc., Sterling Heights, MI.
B. Field Sample - Test Slab on Ground.
1. At least fourteen days before beginning floor placement work, construct sample test slab on ground incorporating
proposed materials, equipment, concrete supplier, surface treatment, mix design, admixtures, forming, placement,
finishing, and curing procedures.
2. Test slab on ground shall be at least 400 square feet. Placement and exact location shall be chosen and approved
by Owner’s Representative.
3. Representative testing as outlined for project shall be conducted. Testing shall include air and water content, unit
weight, and flatness and levelness. Cylinder tests shall be performed and sampled at 7 and 28 days. Flexural
strengths shall be taken as directed by the Owner’s Representative and Registered Design Professional.
4. Provide the test reports to the Owner’s Representative and Registered Design Professional.
5. Sample test slab may be incorporated as part of final work, provided test slab meets floor flatness criteria for area
in which it is placed and that finished slab on ground work is acceptable to Owner.
6. Should test slab-on-ground not meet specification requirements nor be finished to Owner’s satisfaction, sample
test slab shall be removed. Place second test slab in same or different location at Owner’s direction, incorporating
revised procedures meeting Specification requirements and subject to final review by Owner.
C. Pre-Installation Meetings
1. Project Meeting for Slab on Ground Work.
a. At least 21 days before beginning test slab installation hold meetings to review concrete mix designs and to
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g
g
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determine specific project procedures for producing, placing, finishing and curing flatwork and to achieve the
specified hardened properties.
b. Contractor’s Superintendent shall distribute agendas in advance and chair meeting.
c. Invite representatives concerned with concrete slab-on-ground work to meeting. Attendees shall include, but
not be limited to, the following:
1) Contractor’s Superintendent.
2) Concrete subcontractor.
3) Testing agency responsible for concrete design mix.
4) Testing agency responsible for field quality control.
5) Concrete producer.
6) Admixture manufacturers.
7) Resteel foreman.
8) Fiber Product Representative.
9) Concrete finishing foreman.
10) Registered Design Professional.
11) Owner’s Representative.
d. Proposed mix designs, slab-on-ground details, and placement, finishing, and curing procedures shall be
distributed 1 week before meeting.
e. Provide meeting minutes to attendees and Owner within 5 working days after the meeting. Include statements
by Concrete Contractor that proposed mix design and placing, finishing, and curing procedures shall produce
concrete in compliance with Contract Documents.
f.
Proposed product representatives and equipment representatives are to provide field service to assist in
obtaining specified results under prevailing project site conditions.
2. Follow Up Project Meeting For Test Slab On Ground.
a. At least 3 days before beginning floor slab-on ground-work, Contractor shall hold follow-up meetings to
review test slab placement results. Proposed modifications to materials or procedures to improve final product
slabs shall be completed at this time.
b. Contractor’s Superintendent shall organize meeting, notify attendees, establish and distribute agenda in
advance and chair meetings. Attendance shall be at Contractor’s discretion, but shall include Owner’s
Representative. Registered Design Professional shall be notified of meeting.
03400.2 PRODUCTS
2.1 CONCRETE MATERIALS AND PROPORTIONING
A. Refer to Specification Section 03100 – “Concrete – Materials, Admixtures, and Mixes” for:
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1. Cement
2. Aggregate
3. Supplemental Cementitious Material
2.2 ADMIXTURES
A. Refer to Specification Section 03100 – “Concrete – Materials, Admixtures, and Mixes” for:
1. Water-Reducer
2. Water-Reducer/Retarder
3. Accelerator
4. Mid-Range Water-Reducer
5. High-Range Water-Reducer
2.3 FORMS AND FORM ACCESSORIES
A. Refer to Specification Section 03120 – “Concrete – Forms and Form Accessories”
2.4 REINFORCEMENT BARS AND WELDED WIRE FABRIC
A. Refer to Specification Section 03210 – “Concrete – Reinforcement Bars and Welded Wire Fabric”
2.5 REINFORCING FIBERS
A. Refer to Specification Section 03240 – “Concrete – Reinforcing Fibers”
2.6 FLOOR FINISH MATERIALS
A. Liquid Hardeners, Sealers, and Coatings
1. Refer to Specification Section 03160 – “Concrete – Liquid Hardeners, Sealers, and Coatings”
a. Liquid Surface Treatment
b. Acrylic Sealer
c. Epoxy Sealer
d. Epoxy Coating
e. Slip-Resistant Aggregate for Nonslip Epoxy Coating
2.7 RELATED MATERIALS
A. Floor Joint Fillers
1.
Refer to Specification Section 03170 – “Concrete – Miscellaneous Materials”
a.
Semi Rigid Joint Fillers
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b.
Premolded Joint Fillers
c.
Joint Sealants
Project No. 1201344 (SPEC-01804)
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B. Underslab Vapor Barrier
1.
Refer to Specification Section 03170 – “Concrete – Miscellaneous Materials”
C. Joint Shear Transfer Devices at Construction Joints: Diamond steel dowels or square steel dowels conforming to
ASTM A36.
1.
Dowels shall have compressible material to accommodate shrinkage differential between adjacent placements.
Support dowels at slab mid-depth in dowel baskets or receptacle to ensure accurate position and alignment
2.
Slab on Ground Plate Dowels: Plate material shall be ASTM A36 steel and shall be Diamond Dowel System, by
PNA Construction Technologies, see table below for size and spacing recommendations per ACI 302. Locate
plate dowels at construction joints. Do not shear plates. Remove burrs at edges of plates.
Slab
Depth, in.
Diamond Load Plate
Dimensions, in.
Diamond Load Plate Spacing
Center-to-Center, in.
5 to 6
1/4 x 4-1/2 x 4-1/2
18
7 to 8
3/8 x 4-1/2 x 4-1/2
18
9 to 12
3/4 x 4-1/2 x 4-1/2
20
D. Curing Materials
1.
Refer to Specification Section 03150 – “Concrete – Curing and Protection”
03400.3 EXECUTION
3.1 PREPARATION
A. Under Slab Preparation.
1. Before placing base course, proof roll subgrade to assure that subgrade is acceptable for placement of base course
and slab-on-ground. Proof rolling of subgrade shall be observed and evaluated by Testing Agency or Engineer’s
representative. If rutting or pumping occurs during proof rolling, soil subgrade shall be corrected and soft spot
repair proof rolled again.
2. Subgrade has been proof rolled by Site Preparation Contractor. This Contractor shall be responsible for under slab
preparation upon acceptance of subgrade. Contractor shall proof roll areas to assure himself of conditions and
suitability of previous Work before site grade acceptance.
a. Repair of subgrade shall be considered extra work. GM shall incur no additional cost for repair of subgrade.
3. Place vapor barrier at the top of the base course under the slab. Lap the joints of vapor barrier sheets a minimum
of 6 inches, and 9 inches onto adjacent vertical surfaces, and seal vapor-tight. Seal vapor barrier around
penetrations, and at damaged areas to maintain vapor-tight seal. Do not puncture vapor barrier during
construction operations. Vapor barrier installation must be approved prior to concrete placement.
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4. Except as indicated, provide minimum 6-inch aggregate base under concrete slabs on ground.
a. Inside temperature shall be maintained above 50 degrees F long enough to remove frost from subgrade before
placing base course placing operations.
b. Use compaction equipment suited to achieve specified compaction for the base course installed. Use particular
care to prevent “bulking” of fine granular fill.
c. Add ½ inch layer of fine grading material, compacted to make smooth in accordance with ACI-302.
d. Terminate base course in true planes at correct elevations, sub-base deviation should be from +0 to –1/2 inch.
Follow ACI 302 for proof rolling procedures.
5. Soil support system (subgrade and base course) should be frost-free before concrete placing begins.
6. Base course shall have no freestanding water, nor soft, nor muddy spots on soil support system. Do not wet slab
on ground subgrade.
7. Lay perimeter insulation on subgrade where noted and secure in position before placing concrete. Where noted at
foundation walls or grade beams, cement insulation to concrete surface with spots of ribbons of adhesive.
B. Formwork
1. Refer to Specification Section 03120 – “Concrete – Forms and Form Accessories”
C. Placing Reinforcement Preparation
1. Refer to Specification Section 03210 – “Concrete – Reinforcement Bars and Welded Wire Fabric”
D. Embedded Items
1. Set miscellaneous metal items furnished under other sections or contracts, to be embedded in slab-on-ground
work. Set sleeves and floor openings to designated and required lines, (elevations) and locations within plus or
minus 1/4 inch per ACI 117. Set other items to designated and required lines, (elevations) and locations, within
plus or minus 1/16 inch.
3.2 PRODUCTION OF CONCRETE
A. Refer to Specification Section 03100 – “Concrete – Materials, Admixtures, and Mixes”
3.3 CONSTRUCTION OF SLABS
A. Placing Concrete
1. Concrete mixing and placing shall be carefully coordinated with finishing.
2. Concrete shall not be placed on grade or in forms more rapidly than it can be spread straight-edged, and darbied or
bull floated.
3. Complete prefinishing operations for slabs (placing, spreading, consolidating, striking off, etc.) before bleed water
has an opportunity to collect on the surface.
4. Use bull floats or darbies, but never both on the same surface, to remove humps or hollows.
5. Confirm embedments, reinforcing steel elevations, and bottom slab elevations before placing concrete.
6. Place slabs-on-ground in an alternate strip manner such that, for each placement, all sides are placed against forms
or hardened concrete. Placement of adjacent slab-on-ground section shall not begin until a minimum of 72 hours.
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7. Slabs may be struck off and consolidated with laser screeds, vibrating screeds, roller pipe screeds, or internal
vibrators, except that consolidation at bulkheads and of members placed monolithically with slabs shall be with
internal vibrators.
8. Fill temporary openings with concrete or non-shrink grout after items has been installed.
9. Do not place any slabs-on-ground before receiving notification from the Owner's designated representative that all
required subgrade construction has been installed, inspected, and approved.
10. Do not place steel beam or column pocket fills before receiving notification from the Owner's designated
representative that steel has been aligned, inspected, and approved.
11. Do not place any concrete without the Registered Design Professional's written approval of the mix to be used.
12. Do not place concrete during hot or cold weather without Registered Design Professional approved procedures
and Testing Agency verification of availability of all equipment and materials necessary to fully implement the
procedures.
13. Do not place concrete when the as placed temperature of concrete cannot be maintained within specified limits,
the surface moisture evaporation rate cannot be maintained below specified limits, or the ambient air temperature
is outside the range of 20-95 degrees F.
14. Do not place concrete during rain, sleet, or snow without adequate protection and the approval of the Registered
Design Professional.
15. Do not place concrete around any embedment which is at a temperature less than 32 degrees F and is sufficiently
massive to cause adjacent concrete to freeze.
16. Do not place concrete before removing all forms from previous placements that would prohibit new concrete from
being placed directly against adjacent hardened concrete or specified joint material.
17. Column pocket fills and beveled column washes may be placed before or after the adjacent slab-on-ground.
18. Forms, straightedge bearing surfaces, reinforcing, embedded items, slab-on-ground subgrade, and other adjacent
surfaces against which concrete is to be placed shall be free of shavings, chips, sawdust, debris, oil, grease, paint,
standing water, snow, frost, ice, dirt and mud (except at subgrade), and other foreign materials, immediately
before placing concrete.
19. Before placing concrete adjacent to hardened concrete, thoroughly clean surfaces of hardened concrete that will be
in contact with new concrete, removing all laitance and other unsound material. Apply a bonding agent in
accordance with the manufacturer's instructions, except at construction joints in slab-on-ground or unless
otherwise noted. Use a metallic waterproofing bonding agent when one or both sides will be in contact with earth,
an epoxy bonding agent when one or both sides will be exposed to weather, or a PVA bonding agent when the
concrete will not be exposed to earth or weather. Place new concrete before or after the bonding agent has dried,
as instructed or recommended by the bonding agent manufacturer.
20. Do not retemper site-mixed concrete. Ready-mixed concrete may be retempered using not more than the amount
of water held back at the batch plant as indicated on the delivery ticket. The amount of water added to
ready-mixed concrete at the site shall be noted on the delivery ticket and the authorizing person shall initial or sign
the ticket.
21. During hot or cold weather, place concrete in accordance with approved procedures.
22. Do not deposit in the structure any concrete that has been contaminated by foreign materials, has spilled along
runways or on the ground, or has partially hardened.
23. Deposit concrete, continuously or in layers, between noted or approved construction joints, such that fresh
concrete is integrated with concrete that is still plastic and no cold joints, seams, or planes of weakness are
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created.
24. Deposit concrete as near as possible to its final location and towards concrete in place to avoid segregation. Do
not use vibrators to transport concrete.
25. Bring unformed surfaces to approximately the elevation indicated, nearly level unless noted as sloped and strike
off with a straightedge. Align the surface of slabs to the contours of screed strips using strike-off templates or
compacting type screeds. When floors include drains, pitch slabs toward drains at the rate of 1/8 inch per foot,
unless otherwise noted. Hold down slab surfaces where noted for receipt of subsequent surfacing.
26. Apply evaporation control compounds after bull floating or darbying, but only where approved by the Registered
Design Professional and in accordance with manufacturer's instructions. Do not over-dilute.
27. Do not further work surface until it is ready for finishing operations.
B. Construction Joints and Control Joints and Shear Transfer Devices
1. Locate and install construction joints and control joints only where noted or approved by the joint pattern shop
drawings and the Registered Design Professional. In general, the location of construction joints and control joints
not noted shall meet the following criteria:
a. Locate construction joints in slabs-on-ground to conform to column line spacing and such that the slab panels
have a maximum pour size no larger than 20,000 sq.ft. and an aspect ratio of 1:1 to 1:1.5.
b. Locate control joints to conform to column line spacing (at column lines; 1/3 bays; or ½ bays) and result in
jointed areas that are approximately square, avoiding elongated and L-shaped panels whenever possible.
Space control joints no more than 2 to 3 times the slab thickness in inches.
2. Provide shear transfer devices (dowels) at construction joints and as shown on drawings. Use manufactured dowel
holders to accurately place and maintain dowels through concrete placement and finishing operations.
3. Do not use joint forms of the type that are intended to remain in place after concrete has hardened.
4. Saw cut slab as soon as possible after slab finishing when concrete surface will not be torn or damaged by the
blade and aggregates will not be dislodged. Complete saw cutting as early as possible prior to drying and
shrinkage, preferably during rising temperature period. This period is generally 4 to 12 hours after the slab has
been placed and finished. Immediately after saw cutting, flush joint with water or air under pressure to remove
dust and residue.
E. Install premolded joint fillers 3/8” thick unless otherwise shown on Drawings along building perimeter, to isolate
equipment foundations or pads, at column isolation joints, and other slab isolation. Recess top of joint filler 1/4 inch
for sealant.
3.4 SURFACE FINISHES
A. Refer to Specification Section 03130 – “Concrete – Finishing and Tolerances” for finishing unformed surfaces table,
finishing methods and finishing material requirements.
3.5 CURING AND PROTECTION
A. Refer to Specification Section 03150 – “Concrete – Curing and Protection” for curing and protection methods.
3.6 SAWCUTTING JOINTS
A. Where saw-cut construction joints and control joints are required in fiber reinforced slabs, cutting shall be timed with
concrete set but no later than 12 hours after placement. Cutting shall be started when concrete has hardened
sufficiently to prevent dislodging aggregates by saw.
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1. Sawcut control or construction joints 1/3 depth of slab using wet-blade machines.
2. Sawcut control or construction joints after final finishing to 1-1/4-inch minimum depth using an early entry saw
Soff-Cut.
3.7 JOINT FILLING
A. Fill sawed construction and contraction joints with semi-rigid joint filler unless otherwise noted. Delay filling sawcut
joints 90 days minimum after cutting. Fill full joint depth with cold-applied, semi-rigid epoxy compound with
minimum Shore A Hardness of 80. Inspect joints 120 days after filling and refill joints where filler has separated from
joint face. Joint filler must be flush with adjacent concrete. Concave profiles will require replacement of the joint filler
in the designated areas.
3.8 REPAIR RESTORATION
A. Slab Deficiencies
1. Criteria for determining potential strength deficiency. Strength will be considered deficient and concrete work will
be rejected when work fails to comply with requirements which control structure’s strength including, but not
limited to the following conditions:
a. Placed concrete strength failing to comply with required design concrete strength.
b. Reinforcing steel size, quantity, strength, position, or arrangement at variance with Contract document’s
requirements.
c. Concrete elements that differ from required dimensions, levelness, flatness, or location.
d. Curing not according to Contract Documents.
e. Inadequate protection from extreme temperature and other environmental conditions during early hardening
and strength development stages.
f.
Mechanical injury, construction fires, accidents, or premature formwork removal resulting in deficient
strength.
B. Strength Deficient Repair Actions
1. Action required when strength is potentially deficient: When structural strength is considered potentially deficient,
the following actions may be required by Registered Design Professional:
a. Replace the deficient concrete slab.
b. Structural analysis or additional testing, or both.
c. Core testing.
d. If testing is inconclusive or impracticable or if structural analysis does not confirm structural safety, load tests
may be required and their results evaluated per ACI 318.
e. Concrete work rejected by structural analysis or by load test results shall be strengthened with additional
construction when required by Registered Design Professional, or replaced.
f.
Document repair works proposed to bring strength deficient concrete work into compliance with Contract
Documents, and submit documentation to Registered Design Professional for acceptance.
g. Extend slab-on-ground warranty period.
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C. Surface Defects Repair
1. General
a. Surface defects shall include poor joints, voids, honeycomb, stone pockets, ridges, ledges, pits, pin holes, off
set, bulges, high spots, rough areas and other irregularities. Exposed surfaces shall be smooth and even, and
free from surface defects. Defect repairs shall be subject to Registered Design Professional approval. Provide
special attention to fine honeycomb that occurs when concrete is cast against steel and plastic and at interior
and exterior corners.
2. Repair of defective areas
a. Correct high areas in unformed surfaces by grinding after concrete has cured at least 14 days.
b. Repair defective areas, including low areas in non-slab unformed surfaces, except random cracks, by cutting
out and replacing with fresh concrete. Remove defective areas with clean, square cuts and expose reinforcing
steel with at least 3/4 inch clearance all around. Dampen concrete surfaces in contact with patching concrete
and apply bonding grout as noted for repairing formed surfaces. Mix patching concrete of same materials to
provide concrete of same type or class as original concrete. Place, compact, and finish to blend with adjacent
finished concrete. Cure in same manner as adjacent concrete. Keep patched area continuously moist for at
least 72 hours.
c. Remove and replace all slab sections (quarter bay areas) that do not meet the minimum flatness or levelness
requirements. Sawcut along the section boundary to provide a neat, clean joint between sections. Reinforce
the replacement slab in the same manner as the removed section, using drilled and grouted dowels into the
adjacent slab that are the same size and spacing as shown for construction joints.
3. For crack repair, use epoxy injection materials approved by Registered Design Professional.
4. Repair rejected concrete work by removing and replacing with additional construction required by Registered
Design Professional. Document repair work to bring concrete work into compliance with Contract Documents and
submit documentation to Registered Design Professional for acceptance.
3.9 FIELD QUALITY CONTROL
A. Refer to Specification Section 03180 – “Concrete – Field Quality Control”
END OF SECTION
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03450 - PRECAST ARCHITECTURAL CONCRETE
03450.1 GENERAL
1.1 Summary
A.
This Section includes the following:
1.
B.
Insulated, architectural precast concrete units with brick pattern cast into exposed face.
Related Sections include the following:
1.
Section 03300 "Cast-In-Place Concrete" for installing connection anchors in concrete.
2.
Section 05120 "Structural Steel" for furnishing and installing connections attached to structural-steel
framing.
3.
Section 05500 "Metal Fabrications" for kickers and other miscellaneous steel shapes.
4.
Section 08520 "Aluminum Window Walls" for windows set into architectural precast concrete units.
1.2 Definition
A.
Design Reference Sample:
pre-approved by Owner.
Sample of approved architectural precast concrete color, finish and texture,
1.3 Performance Requirements
A.
Structural Performance: Provide architectural precast concrete units and connections capable of withstanding
the following design loads within limits and under conditions indicated:
1.
Loads: As indicated.
2.
Dead Loads: Self Weight.
3.
Wind Loads: Design for wind loads meeting the local building code requirements. Design for increased
wind pressures at edges and corners.
4.
Seismic Loads: Design for seismic loads meeting the local building code requirements.
5.
Design framing system and connections to maintain clearances at openings, to allow for fabrication and
construction tolerances, to accommodate live-load deflection, shrinkage and creep of primary building
structure, and other building movements as follows:
a.
6.
Upward and downward movement of 1/2 inch (13 mm).
Thermal Movements: Provide for in-plane thermal movements resulting from annual ambient
temperature changes of 120 deg F (67 deg C).
1.4 Action Submittals
A.
Product Data: For each type of product indicated.
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B.
Design Mixtures: For each precast concrete mixture. Include compressive strength and water-absorption tests.
C.
Shop Drawings: Detail fabrication and installation of architectural precast concrete units. Indicate locations,
plans, elevations, dimensions, shapes, and cross sections of each unit. Indicate joints, reveals, and extent and
location of each surface finish. Indicate details at building corners.
D.
1.
Indicate separate face and backup mixture locations and thicknesses.
2.
Indicate welded connections by AWS standard symbols.
connections.
3.
Indicate locations, tolerances, and details of anchorage devices to be embedded in or attached to structure
or other construction.
4.
Indicate locations, extent, and treatment of dry joints if two-stage casting is proposed.
5.
Include plans and elevations showing unit location and sequence of erection for special conditions.
6.
Indicate location of each architectural precast concrete unit by same identification mark placed on panel.
7.
Indicate relationship of architectural precast concrete units to adjacent materials.
8.
Indicate locations and details of units, including corner units and special shapes, and joint treatment.
9.
Design Modifications: If design modifications are proposed to meet performance requirements and field
conditions, submit design calculations and Shop Drawings. Do not adversely affect the appearance,
durability, or strength of units when modifying details or materials and maintain the general design
concept.
10.
Comprehensive engineering analysis signed and sealed by the qualified professional engineer responsible
for its preparation. Show governing panel types, connections, and types of reinforcement, including
special reinforcement. Indicate location, type, magnitude, and direction of loads imposed on the building
structural frame from architectural precast concrete.
Detail loose and cast-in hardware and
Samples: For each type of finish indicated on exposed surfaces of architectural precast concrete units, in sets of
3, illustrating full range of finish, color, and texture variations expected; approximately 12 by 12 by 2 inches
(300 by 300 by 50 mm).
1.
When other faces of precast concrete unit are exposed, include Samples illustrating workmanship, color,
and texture of backup concrete as well as facing concrete.
1.5 Informational Submittals
A.
Qualification Data: For fabricator.
B.
Welding certificates.
C.
Material Certificates: For the following items, signed by manufacturers:
1.
Cementitious materials.
2.
Reinforcing materials and prestressing tendons.
3.
Admixtures.
4.
Bearing pads.
5.
Structural-steel shapes and hollow structural sections.
D.
Material Test Reports: For aggregates.
E.
Source quality-control test reports.
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Field quality-control test and special inspection reports.
1.6 Quality Assurance
A.
Installer Qualifications: A precast concrete erector qualified and designated by PCI's Certificate of Compliance
to erect Category A (Architectural Systems) for non-load -bearing members.
B.
Installer Qualifications: A precast concrete erector who has retained a "PCI-Certified Field Auditor" to conduct
a field audit of a project in same category as this Project before erection of precast concrete and who can
produce an Erectors' Post-Audit Declaration.
C.
Fabricator Qualifications: A firm that assumes responsibility for engineering architectural precast concrete units
to comply with performance requirements. This responsibility includes preparation of Shop Drawings and
comprehensive engineering analysis by a qualified professional engineer.
1.
Participates in PCI's plant certification program and is designated a PCI-certified plant for Group A,
Category A1 - Architectural Cladding and Load Bearing Units or participates in APA's "Plant
Certification Program for Production of Architectural Precast Concrete Products" and is designated an
APA-certified plant.
D.
Testing Agency Qualifications: An independent testing agency, acceptable to authorities having jurisdiction,
qualified according to ASTM C 1077 and ASTM E 329 for testing indicated.
E.
Design Standards: Comply with ACI 318 (ACI 318M) and design recommendations of PCI MNL 120, "PCI
Design Handbook - Precast and Prestressed Concrete," applicable to types of architectural precast concrete units
indicated.
F.
Quality-Control Standard:
For manufacturing procedures and testing requirements, quality-control
recommendations, and dimensional tolerances for types of units required, comply with PCI MNL 117, "Manual
for Quality Control for Plants and Production of Architectural Precast Concrete Products."
G.
Welding: Qualify procedures and personnel according to AWS D1.1/D.1.1M, "Structural Welding Code Steel"; and AWS D1.4, "Structural Welding Code - Reinforcing Steel."
H.
Sample Panels: After sample approval and before fabricating architectural precast concrete units, produce a
minimum of 2 sample panels approximately 16 sq. ft. (1.5 sq. m) in area for review by Owner. Incorporate
full-scale details of architectural features, finishes, textures, and transitions in sample panels.
I.
1.
Locate panels where indicated or, if not indicated, as directed by Owner.
2.
Damage part of an exposed-face surface for each finish, color, and texture, and demonstrate adequacy of
repair techniques proposed for repair of surface blemishes.
3.
After acceptance of repair technique, maintain one sample panel at manufacturer's plant and one at Project
site in an undisturbed condition as a standard for judging the completed Work.
4.
Demolish and remove sample panels when directed.
Preinstallation Conference: Conduct conference at Project site to comply with requirements in Section 013100
"Project Management And Coordination."
1.7 Delivery, Storage, and Handling
A.
Deliver architectural precast concrete units in such quantities and at such times to limit unloading units
temporarily on the ground.
B.
Support units during shipment on nonstaining shock-absorbing material.
C.
Store units with adequate dunnage and bracing and protect units to prevent contact with soil, to prevent staining,
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q
g
g
p
p
and to prevent cracking, distortion, warping or other physical damage.
p
g
D.
Place stored units so identification marks are clearly visible, and units can be inspected.
E.
Handle and transport units in a position consistent with their shape and design in order to avoid excessive
stresses which would cause cracking or damage.
F.
Lift and support units only at designated points shown on Shop Drawings.
1.8 Sequencing
A.
Furnish loose connection hardware and anchorage items to be embedded in or attached to other construction
without delaying the Work. Provide locations, setting diagrams, templates, instructions, and directions, as
required, for installation.
03450.2 PRODUCTS
2.1 Manufacturers
A.
Available Fabricators: Subject to compliance with requirements, fabricators offering products that may be
incorporated into the Work include, but are not limited to, the following:
B.
Fabricators: Subject to compliance with requirements, provide products by one of the following:
1.
International Precast Solutions, LLC
River Rouge, Michigan
(313)843-0073
2.
Kerkstra Precast, Inc.
Grandville, Michigan
(616)224-6176
3.
M.E.G.A. Precast Inc.
Roseville, Michigan
(586)294-6430
4.
Nucon - Stress-Con Industries, Inc.
Kalamazoo, Michigan
(269)381-1550
2.2 Mold Materials
A.
Molds: Rigid, dimensionally stable, non-absorptive material, warp and buckle free, that will provide continuous
and true precast concrete surfaces within fabrication tolerances indicated; nonreactive with concrete and suitable
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for producing required finishes.
1.
Mold-Release Agent: Commercially produced liquid-release agent that will not bond with, stain or
adversely affect precast concrete surfaces and will not impair subsequent surface or joint treatments of
precast concrete.
B.
Form Liners: Units of face design, texture, arrangement, and configuration indicated. Furnish with
manufacturer's recommended liquid-release agent that will not bond with, stain, or adversely affect precast
concrete surfaces and will not impair subsequent surface or joint treatments of precast concrete.
C.
Surface Retarder: Chemical set retarder, capable of temporarily delaying final hardening of newly placed
concrete mixture to depth of reveal specified.
2.3 Reinforcing Materials
A.
Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed.
B.
Low-Alloy-Steel Reinforcing Bars: ASTM A 706/A 706M, deformed.
C.
Galvanized Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420) ASTM A 706/A 706M, deformed
bars, ASTM A 767/A 767M, Class II zinc coated, hot-dip galvanized, and chromate wash treated after
fabrication and bending.
D.
Epoxy-Coated Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), ASTM A 706/A 706M,
deformed bars, ASTM A 775/A 775M, or ASTM A 934/A 934M epoxy coated.
E.
Steel Bar Mats: ASTM A 184/A 184M, fabricated from ASTM A 615/A 615M, Grade 60 (Grade 420),
ASTM A 706/A 706M, deformed bars, assembled with clips.
F.
Plain-Steel Welded Wire Reinforcement: ASTM A 185, fabricated from [as-drawn] [galvanized] steel wire
into flat sheets.
G.
Deformed-Steel Welded Wire Reinforcement: ASTM A 497/A 497M, flat sheet.
H.
Epoxy-Coated-Steel Wire: ASTM A 884/A 884M, Class A coated, [plain] [deformed], flat sheet, Type [1
bendable] [2 nonbendable] coating.
I.
Supports: Suspend reinforcement from back of mold or use bolsters, chairs, spacers, and other devices for
spacing, supporting, and fastening reinforcing bars and welded wire reinforcement in place according to
PCI MNL 117.
2.4 Prestressing Tendons
A.
Prestressing Strand: ASTM A 416/A 416M, Grade 270 (Grade 1860), uncoated, 7-wire, low-relaxation strand.
1.
Coat unbonded post-tensioning strand with corrosion inhibitor passing ASTM D 1743 and sheath with
polypropylene tendon sheathing. Include anchorage devices and coupler assemblies.
2.5 Concrete Materials
A.
Portland Cement: ASTM C 150, Type I or Type III, gray, unless otherwise indicated.
1.
B.
For surfaces exposed to view in finished structure, mix gray with white cement, of same type, brand, and
mill source.
Supplementary Cementitious Materials:
1.
Fly Ash: ASTM C 618, Class C or F, with maximum loss on ignition of 3 percent.
2.
Metakaolin Admixture: ASTM C 618, Class N.
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C.
Project No. 1201344 (SPEC-01804)
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3.
Silica Fume Admixture: ASTM C 1240, with optional chemical and physical requirement.
4.
Ground Granulated Blast-Furnace Slag: ASTM C 989, Grade 100 or 120.
Normal-Weight Aggregates: Except as modified by PCI MNL 117, ASTM C 33, with coarse aggregates
complying with Class 5S. Stockpile fine and coarse aggregates for each type of exposed finish from a single
source (pit or quarry) for Project.
1.
Face-Mixture-Fine Aggregates: Selected, natural or manufactured sand of same material as coarse
aggregate, unless otherwise approved by Architect.
D.
Lightweight Aggregates: Except as modified by PCI MNL 117, ASTM C 330, with absorption less than 11
percent.
E.
Coloring Admixture: ASTM C 979, synthetic or natural mineral-oxide pigments or colored water-reducing
admixtures, temperature stable, and nonfading.
F.
Water: Potable; free from deleterious material that may affect color stability, setting, or strength of concrete and
complying with chemical limits of PCI MNL 117.
G.
Air-Entraining Admixture:
admixtures.
H.
Chemical Admixtures: Certified by manufacturer to be compatible with other admixtures and to not contain
calcium chloride, or more than 0.15 percent chloride ions or other salts by weight of admixture.
ASTM C 260, certified by manufacturer to be compatible with other required
1.
Water-Reducing Admixtures: ASTM C 494/C 494M, Type A.
2.
Retarding Admixture: ASTM C 494/C 494M, Type B.
3.
Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D.
4.
Water-Reducing and Accelerating Admixture: ASTM C 494/C 494M, Type E.
5.
High-Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F.
6.
High-Range, Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type G.
7.
Plasticizing and Retarding Admixture: ASTM C 1017/C 1017 M.
2.6 Steel Connection Materials
A.
Carbon-Steel Shapes and Plates: ASTM A 36/A 36M.
B.
Carbon-Steel-Headed Studs: ASTM A 108, AISI 1018 through AISI 1020, cold finished, AWS D1.1/D1.1M,
Type A or B, with arc shields and with minimum mechanical properties of PCI MNL 117, Table 3.2.3.
C.
Carbon-Steel Plate: ASTM A 283/A 283M.
D.
Malleable Iron Castings: ASTM A 47/A 47M.
E.
Carbon-Steel Castings: ASTM A 27/A 27M, Grade 60-30 (Grade 415-205).
F.
High-Strength, Low-Alloy Structural Steel: ASTM A 572/A 572M.
G.
Carbon-Steel Structural Tubing: ASTM A 500, Grade B.
H.
Wrought Carbon-Steel Bars: ASTM A 675/A 675M, Grade 65 (Grade 450).
I.
Deformed-Steel Wire or Bar Anchors: ASTM A 496 or ASTM A 706/A 706M.
J.
Carbon-Steel Bolts and Studs: ASTM A 307, Grade A (ASTM F 568M, Property Class 4.6); carbon-steel,
hex-head bolts and studs; carbon-steel nuts, ASTM A 563 (ASTM A 563M); and flat, unhardened steel washers,
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(
)
ASTM F 844.
K.
High-Strength Bolts and Nuts: ASTM A 325 (ASTM A 325M), Type 1, heavy hex steel structural bolts; heavy
hex carbon-steel nuts, ASTM A 563 (ASTM A 563M); and hardened carbon-steel washers, ASTM F 436
(ASTM F 436M).
L.
Zinc-Coated Finish: For exterior steel items, steel in exterior walls, and items indicated for galvanizing, apply
zinc coating by hot-dip process according to ASTM A 123/A 123M or ASTM A 153/A 153M.
1.
For steel shapes, plates, and tubing to be galvanized, limit silicon content of steel to less than 0.03 percent
or to between 0.15 and 0.25 percent or limit sum of silicon and 2.5 times phosphorous content to 0.09
percent.
2.
Galvanizing Repair Paint: High-zinc-dust-content paint with dry film containing not less than 94 percent
zinc dust by weight, and complying with DOD-P-21035A or SSPC-Paint 20.
M.
Shop-Primed Finish: Prepare surfaces of nongalvanized steel items, except those surfaces to be embedded in
concrete, according to requirements in SSPC-SP 3 and shop-apply lead- and chromate-free, rust-inhibitive
primer, complying with performance requirements in MPI 79according to SSPC-PA 1.
N.
Welding Electrodes: Comply with AWS standards.
2.7 Stainless-Steel Connection Materials
A.
Stainless-Steel Plate: ASTM A 666, Type 304, of grade suitable for application.
B.
Stainless-Steel Bolts and Studs: ASTM F 593, Alloy 304 or 316, hex-head bolts and studs; stainless-steel nuts;
and flat, stainless-steel washers.
1.
C.
Lubricate threaded parts of stainless-steel bolts with an antiseize thread lubricant during assembly.
Stainless-Steel-Headed Studs:
Table 3.2.3.
ASTM A 276, with minimum mechanical properties of PCI MNL 117,
2.8 Bearing Pads
A.
Provide one of the following bearing pads for architectural precast concrete units as recommended by precast
fabricator for application:
1.
Elastomeric Pads: AASHTO M 251, plain, vulcanized, 100 percent polychloroprene (neoprene)
elastomer, molded to size or cut from a molded sheet, Type A durometer hardness of 50 to 70,
ASTM D 2240, minimum tensile strength 2250 psi (15.5 MPa), ASTM D 412.
2.
Random-Oriented, Fiber-Reinforced Elastomeric Pads: Preformed, randomly oriented synthetic fibers set
in elastomer. Type A durometer hardness of 70 to 90, ASTM D 2240; capable of supporting a
compressive stress of 3000 psi (20.7 MPa) with no cracking, splitting, or delaminating in the internal
portions of pad. Test one specimen for every 200 pads used in Project.
3.
Cotton-Duck-Fabric-Reinforced Elastomeric Pads: Preformed, horizontally layered cotton-duck fabric
bonded to an elastomer; Type A durometer hardness of 80 to 100, ASTM D 2240; complying with
AASHTO's "AASHTO Load and Resistance Factor Design (LRFD) Bridge Design Specifications,
Division II, Section 18.10.2, or with MIL-C-882E.
4.
Frictionless Pads: Tetrafluoroethylene (Teflon), glass-fiber reinforced, bonded to stainless or mild-steel
plate, of type required for in-service stress.
5.
High-Density Plastic: Multimonomer, nonleaching, plastic strip.
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2.9 Accessories
A.
Reglets: Stainless steel, Type 302 or 304 felt or fiber filled, or with face opening of slots covered.
B.
Precast Accessories: Provide clips, hangers, plastic or steel shims, and other accessories required to install
architectural precast concrete units.
2.10 Grout Materials
A.
Sand-Cement Grout: Portland cement, ASTM C 150, Type I, and clean, natural sand, ASTM C 144 or
ASTM C 404. Mix at ratio of 1 part cement to 2-1/2 parts sand, by volume, with minimum water required for
placement and hydration.
B.
Nonmetallic, Nonshrink Grout: Premixed, nonmetallic, noncorrosive, nonstaining grout containing selected
silica sands, portland cement, shrinkage-compensating agents, plasticizing and water-reducing agents,
complying with ASTM C 1107, Grade A for drypack and Grades B and C for flowable grout and of consistency
suitable for application within a 30-minute working time.
C.
Epoxy-Resin Grout: Two-component, mineral-filled epoxy resin; ASTM C 881/C 881M, of type, grade, and
class to suit requirements.
D.
Sand-Cement Mortar: Portland cement, ASTM C 150, Type I, and clean, natural sand, ASTM C 144. Mix at
ratio of 1 part cement to 4 parts sand, by volume, with minimum water required for placement.
E.
Latex-Portland Cement Pointing Grout: ANSI A118.6 and as follows:
1.
Dry-grout mixture, factory prepared, of portland cement, graded aggregate, and dry, re-dispersible,
ethylene-vinyl-acetate additive for mixing with water; uniformly colored.
2.
Commercial portland cement grout, factory prepared, with liquid styrene-butadiene rubber or acrylic-resin
latex additive; uniformly colored.
3.
Colors: As indicated by manufacturer's designations.
2.11 Insulated Panel Accessories
A.
Polyisocyanurate Board Insulation: ASTM C 591, Type I, 1.8 lb/cu. ft. (29 kg/cu. m)unfaced, with R-value of
R-11.4. .
B.
Wythe Connectors: Glass-fiber and vinyl-ester polymer connectors manufactured to connect wythes of precast
concrete panels.
2.12 Concrete Mixtures
A.
Prepare design mixtures for each type of precast concrete required.
1.
Limit use of fly ash and silica fume to 20 percent of portland cement by weight; limit metakaolin and
silica fume to 10 percent of portland cement by weight.
B.
Design mixtures may be prepared by a qualified independent testing agency or by qualified precast plant
personnel at architectural precast concrete fabricator's option.
C.
Limit water-soluble chloride ions to maximum percentage by weight of cement permitted by ACI 318
(ACI 318M) or PCI MNL 117 when tested according to ASTM C 1218/C 1218M.
D.
Normal-Weight Concrete Mixtures: Proportion face and backup mixtures or full-depth mixtures, at fabricator's
option by either laboratory trial batch or field test data methods according to ACI 211.1, with materials to be
used on Project, to provide normal-weight concrete with the following properties:
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1.
Compressive Strength (28 Days): 5000 psi (34.5 MPa) minimum.
2.
Maximum Water-Cementitious Materials Ratio: 0.45.
E.
Water Absorption: 6 percent by weight or 14 percent by volume, tested according to PCI MNL 117.
F.
Lightweight Concrete Backup Mixtures: Proportion mixtures by either laboratory trial batch or field test data
methods according to ACI 211.2, with materials to be used on Project, to provide lightweight concrete with the
following properties:
1.
Compressive Strength (28 Days): 5000 psi (34.5 MPa).
2.
Unit Weight: Calculated equilibrium unit weight of 115 lb/cu. ft. (1842 kg/cu. m), plus or minus 3 lb/cu.
ft. (48 kg/cu. m), according to ASTM C 567.
G.
Add air-entraining admixture at manufacturer's prescribed rate to result in concrete at point of placement having
an air content complying with PCI MNL 117.
H.
When included in design mixtures, add other admixtures to concrete mixtures according to manufacturer's
written instructions.
2.13 Mold Fabrication
A.
Molds: Accurately construct molds, mortar tight, of sufficient strength to withstand pressures due to
concrete-placement operations and temperature changes and for prestressing and detensioning operations. Coat
contact surfaces of molds with release agent before reinforcement is placed. Avoid contamination of
reinforcement and prestressing tendons by release agent.
1.
B.
Place form liners accurately to provide finished surface texture indicated. Provide solid backing and
supports to maintain stability of liners during concrete placement. Coat form liner with form-release
agent.
Maintain molds to provide completed architectural precast concrete units of shapes, lines, and dimensions
indicated, within fabrication tolerances specified.
1.
Form joints are not permitted on faces exposed to view in the finished work.
2.
Edge and Corner Treatment: Uniformly [chamfered] [radiused].
2.14 Fabrication
A.
Cast-in Anchors, Inserts, Plates, Angles, and Other Anchorage Hardware: Fabricate anchorage hardware with
sufficient anchorage and embedment to comply with design requirements. Accurately position for attachment of
loose hardware, and secure in place during precasting operations. Locate anchorage hardware where it does not
affect position of main reinforcement or concrete placement.
1.
Weld-headed studs and deformed bar anchors used for anchorage according to AWS D1.1/D1.1M and
AWS C5.4, "Recommended Practices for Stud Welding."
B.
Furnish loose hardware items including steel plates, clip angles, seat angles, anchors, dowels, cramps, hangers,
and other hardware shapes for securing architectural precast concrete units to supporting and adjacent
construction.
C.
Cast-in reglets, slots, holes, and other accessories in architectural precast concrete units as indicated on the
Contract Drawings.
D.
Cast-in openings larger than 10 inches (250 mm) in any dimension. Do not drill or cut openings or prestressing
strand without fabricator’s approval.
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E.
Reinforcement:
reinforcement.
Project No. 1201344 (SPEC-01804)
Global Facilities Group
Comply with recommendations in PCI MNL 117 for fabricating, placing, and supporting
1.
Clean reinforcement of loose rust and mill scale, earth, and other materials that reduce or destroy the bond
with concrete.
When damage to epoxy-coated reinforcing exceeds limits specified in
ASTM A 775/A 775M, repair with patching material compatible with coating material and epoxy coat bar
ends after cutting.
2.
Accurately position, support, and secure reinforcement against displacement during concrete-placement
and consolidation operations. Completely conceal support devices to prevent exposure on finished
surfaces.
3.
Place reinforcement to maintain at least 3/4-inch (19-mm) minimum coverage. Arrange, space, and
securely tie bars and bar supports to hold reinforcement in position while placing concrete. Direct wire tie
ends away from finished, exposed concrete surfaces.
4.
Place reinforcing steel and prestressing strand to maintain at least 3/4-inch (19-mm) minimum concrete
cover. Increase cover requirements for reinforcing steel to 1-1/2 inches (38 mm) when units are exposed
to corrosive environment or severe exposure conditions. Arrange, space, and securely tie bars and bar
supports to hold reinforcement in position while placing concrete. Direct wire tie ends away from
finished, exposed concrete surfaces.
5.
Install welded wire fabric in lengths as long as practicable. Lap adjoining pieces at least one full mesh
spacing and wire tie laps, where required by design. Offset laps of adjoining widths to prevent continuous
laps in either direction.
F.
Reinforce architectural precast concrete units to resist handling, transportation, and erection stresses.
G.
Prestress tendons for architectural precast concrete units by either pretensioning or post-tensioning methods.
Comply with PCI MNL 117.
1.
Delay detensioning or post-tensioning of precast, prestressed architectural concrete units until concrete
has reached its indicated minimum design release compressive strength as established by test cylinders
cured under same conditions as concrete.
2.
Detension pretensioned tendons either by gradually releasing tensioning jacks or by heat- cutting tendons,
using a sequence and pattern to prevent shock or unbalanced loading.
3.
If concrete has been heat cured, detension while concrete is still warm and moist to avoid dimensional
changes that may cause cracking or undesirable stresses.
4.
Protect strand ends and anchorages with bituminous, zinc-rich, or epoxy paint to avoid corrosion and
possible rust spots.
H.
Comply with requirements in PCI MNL 117 and requirements in this Section for measuring, mixing,
transporting, and placing concrete. After concrete batching, no additional water may be added.
I.
Place face mixture to a minimum thickness after consolidation of the greater of 1 inch (25 mm) or 1.5 times the
maximum aggregate size, but not less than the minimum reinforcing cover specified.
J.
Place concrete in a continuous operation to prevent seams or planes of weakness from forming in precast
concrete units.
1.
K.
Place backup concrete mixture to ensure bond with face-mixture concrete.
Thoroughly consolidate placed concrete by internal and external vibration without dislocating or damaging
reinforcement and built-in items, and minimize pour lines, honeycombing, or entrapped air on surfaces. Use
equipment and procedures complying with PCI MNL 117.
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1.
Global Facilities Group
Place self-consolidating concrete without vibration according to PCI TR-6, "Interim Guidelines for the
Use of Self-Consolidating Concrete in Precast/Prestressed Concrete Institute Member Plants."
L.
Comply with PCI MNL 117 for hot- and cold-weather concrete placement.
M.
Identify pickup points of architectural precast concrete units and orientation in structure with permanent
markings, complying with markings indicated on Shop Drawings. Imprint or permanently mark casting date on
each architectural precast concrete unit on a surface that will not show in finished structure.
N.
Cure concrete, according to requirements in PCI MNL 117, by moisture retention without heat or by accelerated
heat curing using low-pressure live steam or radiant heat and moisture. Cure units until compressive strength is
high enough to ensure that stripping does not have an effect on performance or appearance of final product.
O.
Discard and replace architectural precast concrete units that do not comply with requirements, including
structural, manufacturing tolerance, and appearance, unless repairs meet requirements in PCI MNL 117 and
Architect's approval.
2.15 Insulated Panel Casting
A.
Cast and screed supported wythe over mold.
B.
Place insulation boards abutting edges and ends of adjacent boards. Insert wythe connectors through insulation,
and consolidate concrete around connectors according to connector manufacturer's written instructions.
Insulation to be continuous from panel edge to panel edge.
C.
Cast and screed top wythe to meet required finish.
2.16 Fabrication Tolerances
A.
Fabricate architectural precast concrete units straight and true to size and shape with exposed edges and corners
precise and true so each finished panel complies with PCI MNL 117 product tolerances as well as position
tolerances for cast-in items.
B.
Fabricate architectural precast concrete units straight and true to size and shape with exposed edges and corners
precise and true so each finished panel complies with the following product tolerances:
1.
2.
Overall Height and Width of Units, Measured at the Face Exposed to View: As follows:
a.
10 feet (3 m) or under, plus or minus 1/8 inch (3 mm).
b.
10 to 20 feet (3 to 6 m), plus 1/8 inch (3 mm), minus 3/16 inch (5 mm).
c.
20 to 40 feet (6 to 12 m), plus or minus 1/4 inch (6 mm).
d.
Each additional 10 feet (3 m), plus or minus 1/16 inch (1.5 mm).
Overall Height and Width of Units, Measured at the Face Not Exposed to View: As follows:
a.
10 feet (3 m) or under, plus or minus 1/4 inch (6 mm).
b.
10 to 20 feet (3 to 6 m), plus 1/4 inch (6 mm), minus 3/8 inch (10 mm).
c.
20 to 40 feet (6 to 12 m), plus or minus 3/8 inch (10 mm).
d.
Each additional 10 feet (3 m), plus or minus 1/8 inch (3 mm).
3.
Total Thickness or Flange Thickness: Plus 1/4 inch (6 mm), minus 1/8 inch (3 mm).
4.
Rib Thickness: Plus or minus 1/8 inch (3 mm).
5.
Rib to Edge of Flange: Plus or minus 1/8 inch (3 mm).
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C.
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6.
Distance between Ribs: Plus or minus 1/8 inch (3 mm).
7.
Variation from Square or Designated Skew (Difference in Length of the Two Diagonal Measurements):
Plus or minus 1/8 inch per 72 inches (3 mm per 1830 mm) or 1/2 inch (13 mm) total, whichever is
greater.
8.
Length and Width of Block-outs and Openings within One Unit: Plus or minus 1/4 inch (6 mm).
9.
Location and Dimension of Block-outs Hidden from View and Used for HVAC and Utility Penetrations:
Plus or minus 3/4 inch (19 mm).
10.
Dimensions of Haunches: Plus or minus 1/4 inch (6 mm).
11.
Haunch Bearing Surface Deviation from Specified Plane: Plus or minus 1/8 inch (3 mm).
12.
Difference in Relative Position of Adjacent Haunch Bearing Surfaces from Specified Relative Position:
Plus or minus 1/4 inch (6 mm).
13.
Bowing: Plus or minus L/360, maximum 1 inch (25 mm).
14.
Local Smoothness: 1/4 inch per 10 feet (6 mm per 3 m).
15.
Warping: 1/16 inch per 12 inches (1.5 mm per 300 mm) of distance from nearest adjacent corner.
16.
Tipping and Flushness of Plates: Plus or minus 1/4 inch (6 mm).
17.
Dimensions of Architectural Features and Rustications: Plus or minus 1/8 inch (3 mm).
Position Tolerances: For cast-in items measured from datum line location, as indicated on Shop Drawings.
1.
Weld Plates: Plus or minus 1 inch (25 mm).
2.
Inserts: Plus or minus 1/2 inch (13 mm).
3.
Handling Devices: Plus or minus 3 inches (75 mm).
4.
Reinforcing Steel and Welded Wire Fabric: Plus or minus 1/4 inch (6 mm) where position has structural
implications or affects concrete cover; otherwise, plus or minus 1/2 inch (13 mm).
5.
Reinforcing Steel Extending out of Member: Plus or minus 1/2 inch (13 mm) of plan dimensions.
6.
Tendons: Plus or minus 1/4 inch (6 mm), vertical; plus or minus 1 inch (25 mm), horizontal.
7.
Location of Rustication Joints: Plus or minus 1/8 inch (3 mm).
8.
Location of Opening within Panel: Plus or minus 1/4 inch (6 mm).
9.
Location of Flashing Reglets: Plus or minus 1/4 inch (6 mm).
10.
Location of Flashing Reglets at Edge of Panel: Plus or minus 1/8 inch (3 mm).
11.
Reglets for Glazing Gaskets: Plus or minus 1/8 inch (3 mm).
12.
Electrical Outlets, Hose Bibs: Plus or minus 1/2 inch (13 mm).
13.
Location of Bearing Surface from End of Member: Plus or minus 1/4 inch (6 mm).
14.
Allowable Rotation of Plate, Channel Inserts, and Electrical Boxes: 2-degree rotation or 1/4 inch (6 mm)
maximum over the full dimension of unit.
15.
Position of Sleeve: Plus or minus 1/2 inch (13 mm).
16.
Location of Window Washer Track or Buttons: Plus or minus 1/8 inch (3 mm).
2.17 Finishes
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A.
Panel faces shall be free of joint marks, grain, and other obvious defects. Corners, including false joints shall be
uniform, straight, and sharp. Finish exposed-face surfaces of architectural precast concrete units to match
approved sample panels and as follows:
B.
Stamped brick pattern colored to appear as face brick finish exposed surfaces of architectural precast concrete
units to match face-surface finish.
C.
Finish unexposed surfaces of architectural precast concrete units by float finish.
2.18 Source Quality Control
A.
Quality-Control Testing: Test and inspect precast concrete according to PCI MNL 117 requirements. If using
self-consolidating concrete, also test and inspect according to PCI TR-6, "Interim Guidelines for the Use of
Self-Consolidating Concrete in Precast/Prestressed Concrete Institute Member Plants."
B.
Owner will employ an independent testing agency to evaluate architectural precast concrete fabricator's
quality-control and testing methods.
1.
Allow Owner's testing agency access to material storage areas, concrete production equipment, concrete
placement, and curing facilities. Cooperate with Owner's testing agency and provide samples of materials
and concrete mixtures as may be requested for additional testing and evaluation.
C.
Strength of precast concrete units will be considered deficient if units fail to comply with ACI 318 (ACI 318M)
requirements for concrete strength.
D.
Testing: If there is evidence that strength of precast concrete units may be deficient or may not comply with
ACI 318 (ACI 318M) requirements, precaster will employ an independent testing agency to obtain, prepare, and
test cores drilled from hardened concrete to determine compressive strength according to ASTM C 42/C 42M.
E.
1.
A minimum of three representative cores will be taken from units of suspect strength, from locations
directed by Architect.
2.
Cores will be tested in an air-dry condition.
3.
Strength of concrete for each series of 3 cores will be considered satisfactory if average compressive
strength is equal to at least 85 percent of 28-day design compressive strength and no single core is less
than 75 percent of 28-day design compressive strength.
4.
Test results will be made in writing on same day that tests are performed, with copies to Architect,
Contractor, and precast concrete fabricator. Test reports will include the following:
a.
Project identification name and number.
b.
Date when tests were performed.
c.
Name of precast concrete fabricator.
d.
Name of concrete testing agency.
e.
Identification letter, name, and type of precast concrete unit(s) represented by core tests; design
compressive strength; type of break; compressive strength at breaks, corrected for length-diameter
ratio; and direction of applied load to core in relation to horizontal plane of concrete as placed.
Patching: If core test results are satisfactory and precast concrete units comply with requirements, clean and
dampen core holes and solidly fill with precast concrete mixture that has no coarse aggregate, and finish to
match adjacent precast concrete surfaces.
03450.3 EXECUTION
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3.1 Examination
A.
Examine supporting structural frame or foundation and conditions for compliance with requirements for
installation tolerances, true and level bearing surfaces, and other conditions affecting performance.
B.
Proceed with installation only after unsatisfactory conditions have been corrected.
C.
Do not install precast concrete units until supporting cast-in-place building structural framing has attained
minimum allowable design compressive strength or supporting steel or other structure is complete.
3.2 Installation
A.
Install clips, hangers, bearing pads, and other accessories required for connecting architectural precast concrete
units to supporting members and backup materials.
B.
Erect architectural precast concrete level, plumb, and square within specified allowable tolerances. Provide
temporary supports and bracing as required to maintain position, stability, and alignment as units are being
permanently connected.
C.
1.
Install temporary steel or plastic spacing shims or bearing pads as precast concrete units are being erected.
Tack weld steel shims to each other to prevent shims from separating.
2.
Maintain horizontal and vertical joint alignment and uniform joint width as erection progresses.
3.
Remove projecting lifting devices and grout fill voids within recessed lifting devices flush with surface of
adjacent precast surfaces when recess is exposed.
4.
Unless otherwise indicated, maintain uniform joint widths of 3/4 inch (19 mm).
Connect architectural precast concrete units in position by bolting, welding, grouting, or as otherwise indicated
on Shop Drawings. Remove temporary shims, wedges, and spacers as soon as practical after connecting and
grouting are completed.
1.
D.
E.
Do not permit connections to disrupt continuity of roof flashing.
Welding: Comply with applicable AWS D1.1/D1.1M and AWS D1.4 for welding, welding electrodes,
appearance, quality of welds, and methods used in correcting welding work.
1.
Protect architectural precast concrete units and bearing pads from damage by field welding or cutting
operations, and provide noncombustible shields as required.
2.
Welds not specified shall be continuous fillet welds, using no less than the minimum fillet as specified by
AWS.
3.
Clean weld-affected metal surfaces with chipping hammer followed by brushing, and apply a minimum
4.0-mil- (0.1-mm-) thick coat of galvanized repair paint to galvanized surfaces according to
ASTM A 780.
4.
Remove, reweld, or repair incomplete and defective welds.
At bolted connections, use lock washers, tack welding, or other approved means to prevent loosening of nuts
after final adjustment.
1.
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Where slotted connections are used, verify bolt position and tightness. For sliding connections, properly
secure bolt but allow bolt to move within connection slot. For friction connections, apply specified bolt
torque and check 25 percent of bolts at random by calibrated torque wrench.
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Grouting Connections: Grout connections where required or indicated. Retain grout in place until hard enough
to support itself. Pack spaces with stiff grout material, tamping until voids are completely filled. Place grout to
finish smooth, level, and plumb with adjacent concrete surfaces. Keep grouted joints damp for not less than 24
hours after initial set. Promptly remove grout material from exposed surfaces before it affects finishes or
hardens.
3.3 Erection Tolerances
A.
Erect architectural precast concrete units level, plumb, square, true, and in alignment without exceeding the
noncumulative erection tolerances of PCI MNL 117, Appendix I.
B.
Erect architectural precast concrete units level, plumb, square, and true, without exceeding the following
noncumulative erection tolerances:
1.
Plan Location from Building Grid Datum: Plus or minus 1/2 inch (13 mm).
2.
Plan Location from Centerline of Steel: Plus or minus 1/2 inch (13 mm).
3.
Top Elevation from Nominal Top Elevation: As follows:
4.
a.
Exposed Individual Panel: Plus or minus 1/4 inch (6 mm).
b.
Non-Exposed Individual Panel: Plus or minus 1/2 inch (13 mm).
c.
Exposed Panel Relative to Adjacent Panel: 1/4 inch (6 mm).
d.
Non-Exposed Panel Relative to Adjacent Panel: 1/2 inch (13 mm).
Support Elevation from Nominal Support Elevation: As follows:
a.
Maximum Low: 1/2 inch (13 mm).
b.
Maximum High: 1/4 inch (6 mm).
5.
Maximum Plumb Variation over the Lesser of Height of Structure or 100 Feet (30 m): 1 inch (25 mm).
6.
Plumb in Any 10 Feet (3 m) of Element Height: 1/4 inch (6 mm).
7.
Maximum Jog in Alignment of Matching Edges: 1/4 inch (6 mm).
8.
Joint Width (Governs over Joint Taper): Plus or minus 1/4 inch (6 mm).
9.
Maximum Joint Taper: 3/8 inch (10 mm).
10.
Joint Taper in 10 Feet (3 m): 1/4 inch (6 mm).
11.
Maximum Jog in Alignment of Matching Faces: 1/4 inch (6 mm).
12.
Differential Bowing or Camber, as Erected, between Adjacent Members of Same Design: 1/4 inch (6
mm).
13.
Opening Height between Spandrels: Plus or minus 1/4 inch (6 mm).
3.4 Field Quality Control
A.
Special Inspections: Engage a qualified special inspector to perform the following special inspections and
prepare reports:
1.
Erection of precast concrete members.
B.
Testing Agency: Engage a qualified testing agency to perform tests and inspections and prepare test reports.
C.
Field welds will be subject to visual inspections and nondestructive testing according to ASTM E 165 or
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ASTM E 709. High-strength bolted connections will be subject to inspections.
D.
Testing agency will report test results promptly and in writing to Contractor and Architect.
E.
Repair or remove and replace work where tests and inspections indicate that it does not comply with specified
requirements.
F.
Additional testing and inspecting, at Contractor's expense, will be performed to determine compliance of
replaced or additional work with specified requirements.
3.5 Repairs
A.
Repair architectural precast concrete units if permitted by Architect. The Architect reserves the right to reject
repaired units that do not comply with requirements.
B.
Mix patching materials and repair units so cured patches blend with color, texture, and uniformity of adjacent
exposed surfaces and show no apparent line of demarcation between original and repaired work, when viewed in
typical daylight illumination from a distance of 20 feet (6 m).
C.
Prepare and repair damaged galvanized coatings with galvanizing repair paint according to ASTM A 780.
D.
Remove and replace damaged architectural precast concrete units when repairs do not comply with
requirements.
3.6 Cleaning
A.
Clean surfaces of precast concrete units exposed to view.
B.
Clean mortar, plaster, fireproofing, weld slag, and other deleterious material from concrete surfaces and adjacent
materials immediately.
C.
Clean exposed surfaces of precast concrete units after erection and completion of joint treatment to remove weld
marks, other markings, dirt, and stains.
1.
Perform cleaning procedures, if necessary, according to precast concrete fabricator's recommendations.
Clean soiled precast concrete surfaces with detergent and water, using stiff fiber brushes and sponges, and
rinse with clean water. Protect other work from staining or damage due to cleaning operations.
2.
Do not use cleaning materials or processes that could change the appearance of exposed concrete finishes
or damage adjacent materials.
END OF SECTION
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03500 - FLOOR TOPPING
03500.1 GENERAL
1.1 REFERENCED CONCRETE SPECIFICATION SECTIONS
A. The following Concrete Specification Sections in their entirety form a part of this specification section directly by this
reference. Specific references to these specification sections are made throughout this Specification. A lack of specific
reference to these Specifications does not intend to imply, in any manner, that the non-referenced Specification does
not apply.
1. 03000 – “Concrete – References and General Requirements”
2. 03100 – “Concrete – Materials, Admixtures, and Mixes”
3. 03120 – “Concrete – Forms and Form Accessories”
4. 03130 – “Concrete – Finishing and Tolerances”
5. 03150 – “Concrete – Curing and Protection”
6. 03160 – “Concrete – Liquid Hardeners, Sealers, and Coatings”
7. 03170 – “Concrete – Miscellaneous Materials”
8. 03180 – “Concrete – Field Quality Control”
9. 03240 – “Concrete – Reinforcing Fibers”
1.2 SUMMARY
A. Section Includes:
1. Fiber Reinforced Concrete Floor Topping
2. Floor Topping Jointing
3. Floor Joint Filler and Sealer
4. Surface Treatments
5. Curing and Protecting Concrete Floor Topping (Reference Section 03150)
B. Products Installed But Not Furnished Under This Section
1. Miscellaneous items built into Concrete Floor Topping:
a. Bearing plates
b. Edge angles
c. Cover Frames
C. Related Work Specified in Other Sections:
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1. Cast in Place Concrete - Division 3
2. Slab on Ground - Division 3
3. Metal Fabrications - Division 5
1.3 SYSTEM DESCRIPTION
A. Performance Requirements - Acceptance Standards
1. Concrete Strength Evaluation Acceptance
a. Test Results Evaluation. Concrete test results shall be reviewed on daily basis by Owner to verify compliance
with Contract Documents. If conducted tests are inadequate for evaluation, provide and pay for additional
tests in agreement with General Conditions for work where questionable concrete has been placed.
2. Epoxy Adhesive Bonding Fresh Unhardened Concrete to Hardened Concrete.
a. Improper application of epoxy adhesive and applying subsequent layer after the previous layer has dried may
be rejected. If the first or second epoxy layer has dried before applying the subsequent layer of concrete
topping, then the epoxy application may be rejected.
3. Concrete Dimensional Tolerances
a. Inaccurately formed concrete surfaces that exceed ACI 117 tolerances may be rejected.
b. Finished slabs exceeding specified Tolerances for Slabs may be corrected provided strength or appearances
are not adversely affected.
4. Surface Flatness and Levelness
a. If the actual combined FF or the actual combined FL number for the entire floor is less than the specified
overall value, the contract price shall be reduced by the amount calculated using the following formulas and
values:
1) Contract Reduction = P x A
2) P = $0.50/square foot
3) A = The larger of IAF – SAF or IAL – SAL
4) IAF = Total area inferior to specified overall value FF
5) SAF = Total area equal or superior to specified overall value FF
6) IAL = Total area inferior to specified overall value FL
7) SAL = Total area equal or superior to specified overall value FL
5. Concrete Appearance.
a. Concrete exposed to view with defects that adversely affect specified finish appearance will be rejected.
6. Concrete Floor Topping Acceptance
a. Completed concrete work shall conform to requirements of this Project Manual and Contract Documents.
b. Concrete work that fails to meet Contract Document requirements, but subsequently is repaired to bring
concrete into compliance may be accepted. To bring non-conforming work into compliance, use repair
methods that maintain specified strength and meet applicable requirements for function, durability,
dimensional tolerances, and appearance.
c. Concrete work that fails to meet Contract Document requirements and cannot be brought into compliance will
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be rejected. Rejected work shall be removed and replaced with new work.
1.4 SUBMITTALS
A. General
1. Furnish submittals for items that are identified in this Section by different typefaces and bracketed code (i.e., Item
[L]). Refer to Division 1 General Requirements for definition of codes, types of submittals and administrative
requirements governing submittal procedure.
2. Additional submittal requirements connected with this Section are specified under this Article.
B. Concrete Placement Procedure [R]: Submit detailed procedures for the producing, transporting, placing, protecting,
curing, and monitoring temperature of concrete during hot and cold weather.
1. Include what preparations will be made for abrupt changes in weather conditions or equipment failures and the
procedures to be implemented at such times.
2. The submittal shall include, but is not limited to, the following:
a. Procedures for protecting the subgrade from frost and the accumulation of ice or snow on reinforcement or
forms prior to concrete placement. Include methods for removing frost, ice, or snow in the event they
accumulate before precautions are implemented or precautions prove to be inadequate.
b. Methods of temperature protection during placement.
c. Types of covering, insulation, housing, heating, or cooling to be provided.
d. Curing methods to be used during and following the protection period.
e. Use of retarding or accelerating admixtures.
f.
Methods for verification of in-place strength other than those instances noted as being provided by the Owner.
g. Procedures for measuring and recording concrete temperatures after placement.
h. Procedures for preventing excessive evaporation during hot, dry, or windy conditions.
3. Use of admixtures shall not be the first or second option planned or used to address hot or cold weather during
concreting operations. The first and second options planned and used shall be either concrete mixes specially
designed for hot or cold weather, control of concrete temperature when placed, more extensive curing methods,
more extensive protection methods, or longer protection periods.
C. Design Mix Verification [D]: Results from the following Design Mix Verification tests must be submitted to the
Owner and Registered Design Professional, at least two weeks prior to placement of the “Field Sample – Concrete
Floor Topping Test Slab”, to validate that the project Concrete Mix Design meets the project requirements.
1. Submit 7 and 28 day compression test results of proposed design mix per ACI 301 requirements for trial mixtures
or field test data. Include with the proposed mix a combined aggregate distribution analysis and coarseness factor
chart derived from current certified reports of gradations of the individual aggregates as outlined in ACI
302.1R-04.
2. Submit 7 and 28-day flexural beam test results of proposed design mix without reinforcing fibers in accordance
with ASTM C 78.
3. Concrete modulus of rupture shall meet or exceed design requirements.
4. Shrinkage Test: All slab and toppings shall have a maximum shrinkage of 0.04% at 28 days. The test will be
conducted in accordance with ASTM C157 Modified (7day moist curing) and shrinkage results reported at 7, 14,
21, and 28 days.
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5. Flexural Performance of Fiber Reinforced Concrete (FRC) i.e. Beam Tests
a. Refer to Specification Section 03240 – “Concrete – Reinforcing Fibers”
6. These tests shall be performed:
a. by the Owner’s Testing Agency or other as approved by the Owner
b. on the project site under actual placement conditions
D. Repair Method for Defective Work [R]: Submit documentation of methods and materials used for all repairing or
reinforcing of noncompliant Work.
E. Concrete Temperature Record [R]: Submit records of concrete surface temperatures and protection methods
implemented during placement and curing for periods when the ambient air temperature is outside the range of 40-90
degrees F.
F. Concrete Pre-installation Meeting Minutes [R]: Submit minutes of concrete pre-installation field conferences.
G. Shop Drawings
1. Floor Topping Jointing [D]: Submit drawing with joint pattern and placing sequence for concrete floor toppings
to Registered Design Professional. Joint pattern shall be laid out so that columns do not inhibit concrete floor
panels from anticipated shrinkage. Include dowels, dowel holding devices, shear transfer devices and details.
H. Quality Assurance/Control Submittals
1. Minutes Of Concrete Floor Topping Meeting And Follow-Up Project Meetings
a. Preconstruction Project Meeting Minutes [R]: Provide meeting minutes to participating parties. Include
attendees and decisions.
1) Include statements by admixture manufacturers and finishing Contractor that proposed mix design,
existing surface preparation, bonding procedure, placing, finishing and curing procedures agreed upon
shall produce concrete floor toppings in compliance with Contract Document which can be properly
placed and finished to meet specified strength and flatness requirements.
b. Follow-up Project Meeting Minutes [R]: Provide meeting minutes to participating parties. Include attendees
and decisions.
2. Test Reports:
a. Cylinder Tests
b. Air and Water content Tests
c. Reinforcing Fibers: Certification and test reports furnished by fiber manufacturer shall be submitted to
Registered Design Professional for each shipment of fibers.
d. Mix Design Changes: Changes to mix design shall be submitted to Registered Design Professional for
approval.
e. F-Number Testing: Testing is required for topping placements. Results from F-number Testing shall be sent to
the Owner’s Representative, General Contractor, Concrete Contractor, and Structural Engineer within 24
hours for acceptance and record purposes.
3. Field Reports
a. Pouring Schedules, Casting Plan, And Records
1) Schedules and Records [R]:Prepare detailed, written event schedules and casting plans, and submit to
Owner’s Representative before starting work.
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2) Keep written records of concrete placements including location, date, cubic yards of concrete, ambient air
temperature, and unusual occurrences during placement. Keep signed trip tickets for each truck that
discharges concrete on site. Permit records inspection by Owner’s Representative at any time.
4. Repair Methods
a. Repair Method For Defective Work [D]: Make structural repairs only after Registered Design Professional
approval concerning materials, methods and procedures.
5. Close Out Submittals
a. At Project completion, submit Pouring Schedule summary, Casting Plan, and Records to Owner’s
Representative.
1.5 DELIVERY, STORAGE, AND HANDLING
A. Convey concrete from the mixer to point of final placement by methods which will prevent separation or loss of
material. All equipment for conveying concrete shall be designed to insure a continuous flow of concrete at the
delivery point without causing separation of materials and without interruptions that result in loss of plasticity between
successive increments. Remove hardened concrete and other foreign materials from the inner surfaces of conveying
equipment before each use.
B. Do not use belt conveyors at a slope that will cause segregation or loss of ingredients. Do not allow mortar to adhere
to the return length of belts. Discharge long runs into a hopper, through a baffle, or with other arrangements approved
by the Registered Design Professional.
C. If chutes are used, they shall be steel or steel-lined with a slope of at least 1 vertical to 3 horizontal but not more than 1
vertical to 2 horizontal and have rounded bottoms. Chutes more than 20 feet long or not meeting the slope
requirements may be used provided they discharge into a hopper before distribution.
D. If pumping or pneumatic equipment is used, it shall have adequate pumping capacity. Do not convey concrete through
pipe made of aluminum or aluminum alloy.
1.6 QUALITY ASSURANCE
A. Qualifications
1. Submit proposed testing agency qualification data for acceptance.
a. Testing Agencies that perform testing services on concrete materials shall meet ASTM C 1077 requirements.
Testing Agencies that perform testing services on reinforcing steel shall meet ASTM E 329 requirements.
Concrete Field Tests required by Contractor or Owner shall be made by ACI Concrete Field Testing
Technician Grade 1 per ACI CP1 or equivalent. Equivalent certification programs shall include requirements
for written and performance examinations as stipulated in ACI publication CP1.
b. Refer to Cast-in-Place Concrete – Division 3 for additional requirements.
2. Floor Topping Contractor Qualification
a. For floor topping work, use contractors specializing in this Work. Use skilled workers experienced in this
Work, and furnish labor, materials, equipment and services to properly complete this Work.
b. Refer to Slab-on-Ground Concrete - Section 03315 for listing of floor Contractors.
B. Field Sample - Concrete Floor Topping Test Slab.
1. At least fourteen days before beginning floor placement work, construct sample test area for concrete floor
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topping incorporating proposed materials, equipment, concrete supplier, existing surface preparation, mix design,
admixtures, forming, placement, finishing, jointing pattern, and curing procedures.
2. Concrete floor topping test slab on grade shall be at least 400 square feet. Placement and exact location shall be
chosen and approved by Owner’s Representative.
3. Representative testing as outlined for project shall be conducted. Testing shall include air and water content, unit
weight, and flatness and levelness. Cylinder tests shall be performed and sampled at 7 and 28 days.
4. Provide the test reports to the Owner’s Representative and Registered Design Professional.
5. Concrete Floor Topping sample test slab may be incorporated as part of final work, provided test slab meets floor
flatness criteria for area in which it is placed and that finished floor topping work is acceptable to Owner.
6. Should floor topping test slab not meet specification requirements nor be finished to Owner’s satisfaction, sample
floor test slab shall be removed. Place second topping test slab in same or different location at Owner’s direction,
incorporating revised procedures meeting Specification requirements and subject to final review by Owner.
7. Concrete Floor Topping shall be tested per ASTM C1042 method for pull-off strength in accordance with the
procedure described in Appendix A of ACI 503R. Submit test result for Owner review.
C. Pre-Installation Meetings
1. Project Meeting for Concrete Floor Topping Work.
a. At least 21 days before beginning topping test slab installation hold meetings to review concrete mix designs
and to determine specific project procedures for producing proper flatwork and to review requirements for
preparing concrete design mixes.
b. Contractor’s Superintendent shall distribute agendas in advance and chair meeting.
c. Invite representatives concerned with concrete slab-on-grade work to meeting. Attendees shall include, but
not be limited to, the following:
1) Contractor’s Superintendent.
2) Concrete subcontractor.
3) Testing agency responsible for concrete design mix.
4) Testing agency responsible for field quality control.
5) Concrete producer.
6) Admixture manufacturers.
7) Fiber Product Representative.
8) Concrete finishing foreman.
9) Registered Design Professional.
10) Owner’s Representative.
d. Proposed mix designs, floor topping details, existing surface preparation methods, bonding method, jointing
pattern layout and placement, finishing, and curing procedures shall be distributed 1 week before meeting.
e. Provide meeting minutes to attendees and Owner. Include statements by Concrete Contractor that proposed
mix design and placing procedures shall produce concrete in compliance with Contract Documents.
f.
Proposed product representatives and equipment representatives are to provide field service to assist in
obtaining specified results under prevailing project site conditions.
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2. Follow Up Project Meeting For Floor Topping Test Slab.
a. At least 3 days before beginning floor topping work, Contractor shall hold follow-up meetings to review test
slab placement results. Proposed modifications to materials or procedures to improve final product slabs shall
be completed at this time.
b. Contractor’s Superintendent shall organize meeting, notify attendees, establish and distribute agenda in
advance and chair meetings. Attendance shall be at Contractor’s discretion, but shall include Owner’s
Representative. Registered Design Professional shall be notified of meeting.
03500.2 PRODUCTS
2.1 CONCRETE MATERIALS AND PROPORTIONING
A. Refer to Specification Section 03100 – “Concrete – Materials, Admixtures, and Mixes” for:
1. Cement
2. Aggregate
3. Supplemental Cementitious Material
2.2 ADMIXTURES
A. Refer to Specification Section 03100 – “Concrete – Materials, Admixtures, and Mixes” for:
1. Water-Reducer
2. Water-Reducer/Retarder
3. Accelerator
4. Mid-Range Water-Reducer
5. High-Range Water-Reducer
2.3 FORMS AND FORM ACCESSORIES
A. Refer to Specification Section 03120 – “Concrete – Forms and Form Accessories”
2.4 CURING MATERIALS
A. Refer to Specification Section 03150 – “Concrete – Curing and Protection”
2.5 REINFORCING FIBERS
A. Refer to Specification Section 03240 – “Concrete – Reinforcing Fibers”
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2.6 FLOOR FINISH MATERIALS
A. Liquid Hardeners, Sealers, and Coatings
1. Refer to Specification Section 03160 – “Concrete – Liquid Hardeners, Sealers, and Coatings”
a. Liquid Surface Treatment
b. Acrylic Sealer
c. Epoxy Sealer
d. Epoxy Coating
e. Slip-Resistant Aggregate for Nonslip Epoxy Coating
2.7 RELATED MATERIALS
A. Floor Joint Fillers
1. Refer to Specification Section 03170 – “Concrete – Miscellaneous Materials”
a. Semi Rigid Joint Fillers
b. Premolded Joint Fillers
c. Joint Sealants
B. Bonding Materials for New Concrete Floor Toppings to Existing Base Slab
1. Epoxy Bonding Adhesive: Two component epoxy adhesive meeting ASTM C 881 Type II and long pot life.
a. Subject to compliance with requirements products incorporated in Work are limited to the following:
1) BASF "Concresive Liquid LPL"
2) Sika Corporation "Sikadur32 Hi Mod LPL"
3) Euclid Chemical Co. "Euco #452 Epoxy System"
4) L&M Construction Chemicals Inc. "Epobond"
03500.3 EXECUTION
3.1 PREPARATION
A. Preparation of Existing Slab-on-Ground Receiving New Bonded Floor Topping.
1. Contractor shall remove existing cracked topping or wood block floors.
2. Contractor shall bond new concrete floor topping to existing slab on ground whose surface is free from grease, oil,
dirt, dust and all foreign material.
3. Contractor shall remove all existing slab surface contaminants detrimental to the bond of the adhesive and
shotblast the existing surface for preparation of the new floor topping.
4. Shotblast existing concrete surface to a minimum of 1/8 inch amplitude. Clean surface of any dirt and dust
resulting from shotblasting operations.
5. Fill voids, cracks and cavities in the base slab with a normal setting cement based patching and resurfacing
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compound.
6. Fill existing trenches and pits with flowable fill concrete.
7. At existing slab oil saturated area which cannot be removed completely by shotblasting operations, place 4 inch by
4 inch wire mesh over the area using #3 rebars as support chairs. The mesh shall be located as directed by the
Owner’s Representative. Anchor the wire mesh to the oil saturated area with the specified epoxy bonding adhesive
and anchors shown on the drawings.
8. Existing surface shall not be dampened or wetted prior to the use of epoxy adhesive.
9. Contractor shall ensure that surface moisture and vapor are at levels that will not to interfere with the bond of the
adhesive per ASTM D 4263.
10. Final acceptance of surface moisture conditions shall be made by Owner's Representative.
B. Formwork
1. Refer to Specification Section 03110 – “Concrete – Forms and Form Accessories”
C. Embedded Items
a. Set miscellaneous metal items furnished under other sections or contracts, to be embedded in concrete floor
topping work.
3.2 PRODUCTION OF CONCRETE
A. Refer to Specification Section 03100 – “Concrete – Materials, Admixtures, and Mixes”
3.3 CONSTRUCTION OF CONCRETE FLOOR TOPPING
A. Placing Concrete
1. Apply epoxy bonding adhesive onto clean, dry slab, in accordance with manufacturer's recommendations.
2. Place concrete floor topping in alternating strips such that, for each placement, all sides are placed against forms
or hardened concrete. Place fill-in sections after the protection period for adjacent, previously placed sections.
3. Concrete mixing and placing shall be carefully coordinated with finishing.
4. Concrete shall not be placed more rapidly than it can be spread straight-edged, and darbied or bull floated.
5. Complete prefinishing operations for slabs (placing, spreading, consolidating, striking off, etc.) before bleed water
has an opportunity to collect on the surface.
6. Use highway bull floats or darbies, but never both on the same surface, to remove humps or hollows.
7. Concrete floor topping may be struck off and consolidated with laser screeds, vibrating screeds, roller pipe
screeds, or internal vibrators, except that consolidations at bulkheads and of members placed monolithically with
slabs shall be with internal vibrators.
8. Fill temporary openings with concrete or non-shrink grout after items have been installed.
9. Do not place any concrete without the Registered Design Professional's written approval of the mix to be used.
10. Do not place concrete before removing all forms from previous placements that would prohibit new concrete from
being placed directly against adjacent hardened concrete or specified joint material.
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11. Forms, straightedge bearing surfaces, reinforcing, embedded items, slab-on-ground subgrade, and other adjacent
surfaces against which concrete is to be placed shall be free of shavings, chips, sawdust, debris, oil, grease, paint,
standing water, snow, frost, ice, dirt and mud (except at subgrade), and other foreign materials, immediately
before placing concrete.
12. Do not retemper site-mixed concrete. Ready-mixed concrete may be retempered using not more than the amount
of water held back at the batch plant as indicated on the delivery ticket. The amount of water added to
ready-mixed concrete at the site shall be noted on the delivery ticket and the authorizing person shall initial or sign
the ticket.
13. Do not deposit in the structure any concrete that has been contaminated by foreign materials, has spilled along
runways or on the ground, or has partially hardened.
14. Deposit concrete, continuously or in layers, between noted or approved construction joints, such that fresh
concrete is integrated with concrete that is still plastic and no cold joints, seams, or planes of weakness are
created.
15. Deposit concrete as near as possible to its final location and towards concrete in place to avoid segregation. Do
not use vibrators to transport concrete.
16. Bring unformed surfaces to approximately the elevation indicated, nearly level unless noted as sloped and strike
off with a straightedge. Align the surface of slabs to the contours of screed strips using strike-off templates or
compacting type screeds. When floors include drains, pitch slabs toward drains at the rate of 1/8 inch per foot,
unless otherwise noted. Hold down slab surfaces where noted for receipt of subsequent surfacing.
17. Apply evaporation control compounds after bull floating or darbying, but only where approved by the Registered
Design Professional and in accordance with manufacturer's instructions. Do not over-dilute.
18. Do not further work surface until it is ready for finishing operations.
B. Provide concrete column encasement as shown on Drawings.
C. Provide concrete washes in steel column webs as shown on Drawings.
D. Construction Joints and Control Joints
1. Locate and install construction joints and control joints only where noted or approved by the joint pattern shop
drawings and the Registered Design Professional. In general, the location of construction joints and control joints
not noted shall meet the following criteria:
a. Locate construction joints in concrete floor topping to conform to column line spacing and such that the slab
panels have a maximum pour size no larger than 20,000 sq.ft. and an aspect ratio of 1:1 to 1:1.5.
b. Locate control joints to conform to column line spacing ( at column lines; 1/4 bays; 1/3 bays; or 1/2 bays) and
result in jointed areas that are approximately square, avoiding elongated and L-shaped panels whenever
possible. Space control joints no more than 15 feet on center. Whenever possible locate control joints in
concrete toppings over joints of existing base slab.
2. Do not use joint forms of the type that are intended to remain in place after concrete has hardened.
3. Saw cut floor topping as soon as possible after slab finishing when concrete surface will not be torn or damaged
by the blade and aggregates will not be dislodged. Complete saw cutting as early as possible prior to drying and
shrinkage, preferably during rising temperature period. This period is generally 4 to 12 hours after the topping has
been placed and finished. Immediately after saw cutting, flush joint with water or air under pressure to remove
dust and residue.
E. Install premolded joint fillers 3/8” thick unless otherwise shown on drawings along building perimeter to isolate
equipment foundations or pads, at column isolation joints, and other slab isolation. Recess top of joint filler 1/4 inch
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for sealant.
3.4 SURFACE FINISHES
A. Refer to Specification Section 03130 – “Concrete – Finishing and Tolerances” for finishing unformed surfaces table,
finishing methods and finishing material requirements.
3.5 SURFACE TREATMENTS
A. Refer to Specification Section 03140 – “Concrete – Surface Treatments – Dry Shake Hardeners” for application
methods and rates for Dry Shake Treatments.
3.6 CURING AND PROTECTION
A. Refer to Specification Section 03150 – “Concrete – Curing and Protection” for curing and protection methods.
3.7 SAWCUTTING JOINTS
A. Where saw-cut control joints are required in fiber reinforced concrete floor toppings, cutting shall be timed with
concrete set but no later than 12 hours after placement. Cutting shall be started when concrete has hardened
sufficiently to prevent dislodging aggregates by saw.
1. Sawcut control or contraction joints 1/3 depth of the topping using wet-blade machines.
2. Sawcut control or contraction joints minimum 1/4 depth of the topping using an early entry saw Soff-Cut.
3.8 JOINT FILLING
A. Fill sawed construction and control joints with semi-rigid joint filler unless otherwise noted. Delay filling sawcut
joints 90 days minimum after cutting. Fill full joint depth with cold-applied, semi-rigid compound with minimum
Shore A Hardness of 80. Inspect joints 120 days after filling and refill joints where filler has separated from joint face.
Joint filler must be flush with adjacent concrete. Concave profiles will require replacement of the joint filler in the
designated areas.
3.9 REPAIR RESTORATION
A. Concrete Topping Deficiencies
1. Criteria for determining potential strength deficiency. Strength will be considered deficient and concrete work will
be rejected when work fails to comply with requirements which control structure’s strength including, but not
limited to the following conditions:
a. Placed concrete strength failing to comply with required design concrete strength.
b. Concrete floor toping does not have adequate bond to base slab.
c. Concrete elements that differ from required dimensions, levelness, flatness, or location.
d. Curing not according to Contract Documents.
e. Inadequate protection from extreme temperature and other environmental conditions during early hardening
and strength development stages.
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Mechanical injury, construction fires, accidents, or premature formwork removal resulting in deficient
strength.
g. Concrete floor surface cracks, 1 mm or larger, resulting from the Contractor's premature use of vehicular or
construction equipment on the new floor topping.
B. Strength Deficient Repair Actions
1. Action required when strength is potentially deficient: When structural strength is considered potentially deficient,
the following actions may be required of the Contractor:
a. Replace the deficient concrete floor topping.
b. Replace the deficient bonding agent.
c. Structural analysis or additional testing, or both.
d. Core testing.
e. If testing is inconclusive or impracticable or if structural analysis does not confirm structural safety, load tests
may be required and their results evaluated per ACI 318.
f.
Concrete work rejected by structural analysis or by load test results shall be strengthened with additional
construction when required by Registered Design Professional, or replaced.
g. Document repair works proposed to bring strength deficient concrete work into compliance with Contract
Documents, and submit documentation to Registered Design Professional for acceptance.
h. Extend floor topping warranty period.
C. Surface Defects Repair
1. General
a. Surface defects shall include poor joints, voids, honeycomb, stone pockets, ridges, ledges, pits, pin holes, off
set, bulges, high spots, rough areas and other irregularities. Exposed surfaces shall be smooth and even, and
free from surface defects. Defect repairs shall be subject to Registered Design Professional approval. Provide
special attention to fine honeycomb that occurs when concrete is cast against steel and plastic and at interior
and exterior corners.
2. Repair of defective areas
a. Correct high areas in unformed surfaces by grinding after concrete has cured at least 14 days. Grinding is
only permitted in areas where the majority of dry shake hardener remains. If further grinding is required, the
affected section should be outlined and replaced.
b. Repair defective areas, including low areas in non-slab unformed surfaces, except random cracks, by cutting
out and replacing with fresh concrete. Remove defective areas with clean, square cuts at least 1 inch deep. Use
the specified epoxy adhesive for bonding. Mix repair concrete of same materials to provide concrete of same
type or class as original concrete. Place, compact, and finish to blend with adjacent finished concrete. Cure in
same manner as adjacent concrete. Keep patched area continuously moist for at least 72 hours.
c. Remove and replace all concrete floor topping sections (quarter bay areas) that do not meet the minimum
flatness or levelness requirements. Sawcut along the section boundary to provide a neat, clean joint between
sections. Reinforce the replacement floor topping in the same manner as the removed section.
3. For crack repair, use epoxy injection materials approved by Registered Design Professional.
4. Repair rejected concrete work by removing and replacing with additional construction required by Registered
Design Professional. Document repair work to bring concrete work into compliance with Contract Documents and
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submit documentation to Registered Design Professional for acceptance.
3.10 FIELD QUALITY CONTROL
A. Refer to Specification Section 03180 – “Concrete – Field Quality Control”
END OF SECTION
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DIVISION 04
MASONRY
04810 - MASONRY ASSEMBLIES
04810.1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Provide inspected masonry work, complete, as shown or specified.
2. This Section includes unit masonry assemblies consisting of the following:
a. Concrete masonry units.
b. Face brick.
c. Mortar and grout.
d. Reinforcing steel.
e. Masonry joint reinforcement.
f. Ties and anchors.
g. Embedded flashing.
h. Miscellaneous masonry accessories.
i. Masonry cell insulation.
j. Brick and block vents.
B. Related Work Specified in Other Sections:
1. Dampproofing applied to cavity face pf backup wythes of cavity walls – Division 7.
2. Rigid insulation in masonry wythes – Division 7.
3. Water repellents applied to unit masonry assemblies – Division 7.
4. Sheet metal flashing and trim for exposed sheet metal flashing – Division 7.
5. Calking and sealing – Division 7.
6. Firestopping at tops of masonry walls and openings on masonry walls – Division 7.
7. Gypsum board and metal stud back-up for masonry veneers – Division 5.
8. Concrete for precast concrete lintels – Division 8.
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C. Products Installed But Not Furnished Under This Section
1. Miscellaneous metal fabrication items built into masonry Division 5.
2. Hollow metal frames built into masonry Division 8.
D. Products Furnished But Not Installed Under This Section
1. Dovetail anchor slots and reglets in concrete back up surfaces.
1.2 DEFINITIONS
A. Reinforced Masonry: Masonry containing reinforcing steel in grouted cells.
1.3 PERFORMANCE REQUIREMENTS
A. Provide unit masonry that develops the following net-area compressive strengths (f’m) at 28 days. Determine
compressive strength of masonry from net-area compressive strengths of masonry units and mortar types
according to Tables 1 and 2 in ACI 530.1/ASCE 6/TMS 602.
1. For Concrete Unit Masonry: f’m = 1500 psi.
2. For Brick Unit Masonry: f’m = 2000 psi.
B. Unit strength test method shall be used to determine the compressive strength for each wythe.
1.4 SUBMITTALS
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g.,
Item [L]). Refer to Division 1 General Requirements for definition of codes for types of submittals and the
administrative requirements governing submittal procedure. General submittal requirements pertaining to this
Section are specified herein under this Article.
B. Substitute Masonry Units [S]: Samples shall be submitted of only substitute masonry units and colors not
specified.
C. Control Joint Design and Location [D]: Submit shop drawings of control joints to show design, location and
components.
D. Precast or Stone Trim Units [D]:Submit shop drawings of precast or stone trim units showing sizes, profiles and
locations of each trim unit required.
E. Fabricated Flashings [D]: Submit shop drawings of fabricated flashings at shelf angles, end dam units, corner
units, and metal drip edges.
F. Preconstruction Masonry Conference [R]: Representatives of the Contractor, Owner, and Testing Agency shall
meet at the office of the Owner’s Representative. Submit proposed materials, details, and sequence of construction
for review at least 2 weeks prior to the meeting. Provide minutes of meeting to all parties, including list of
attendees and decisions.
G. Steel Bar Reinforcement [D]: Submit shop drawings showing size and location of reinforcing bars. Include wall
elevations showing placement of reinforcing at bond beams, lintels, wall openings, parapets, load bearing walls
and vertical reinforcement.
H. Material Certificates [C]: Material Certificates: Signed by manufacturers certifying that each of the following
items complies with requirements:
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1. Each type of masonry unit required.
a. Include size-variation data for brick, verifying that actual range of sizes falls within specified
tolerances.
b. Include test data, measurements, and calculations establishing net-area compressive strength of
masonry units.
2. Each cement product required for mortar and grout, including name of manufacturer, brand, type, and
weight slips at time of delivery.
3. Each combination of masonry unit type and mortar type. Include statement of net-area compressive
strength of masonry units, mortar type, and net-area compressive strength of masonry determined
according to Tables 1 and 2 in ACI 530.1/ASCE 6/TMS 602.
4. Each material and grade indicated for reinforcing bars.
5. Each type and size of joint reinforcement.
6. Each type and size of anchor, tie, and metal accessory.
1.5 QUALITY ASSURANCE
A. Reference Standards
1. Use materials and methods per the current applicable rules, regulations or standards of the following
associations unless specifically noted otherwise:
a. National Concrete Masonry Association (NCMA).
b. Brick Industry Association (BIA).
c. Portland Cement Association (PCA).
d. Building Code – International Building Code 2000.
e. American Concrete Institute (ACI) (ACI 530-99) Building Code Requirements for Masonry
Structures.
B. Sample Panel
1. Prior to laying of masonry, construct a sample wall panel of each type of exposed masonry work,
complete including bond pattern and joint tooling, not less than 4 feet high by 6 feet wide, in a location on
the site that will not interfere with construction operations. Use specified materials and methods in
construction of sample panel. Remove and rebuild sample panel as often as required to obtain the
acceptance of the Owner’s Representative, changing methods as directed. When sample panel is accepted,
match masonry work to the appropriate sample panel. Leave sample panel in place until masonry work
has been completed and accepted. After acceptance, remove and dispose of sample panel, off site.
C. Preconstruction Testing
1. A testing laboratory provided by the Owner shall test masonry materials and inspect masonry construction
to insure that the requirements of the Building Code and ACI 530.1-99 are fulfilled.
a. Clay Masonry Unit Test: For each clay masonry unit indicated, per ASTM C 67.
b. Concrete Masonry Unit Test: For each concrete masonry unit indicated, per ASTM C 140.
c. Mortar Test: For mortar properties per ASTM C 270.
d. Grout Test: For compressive strength per ASTM C 1019.
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e. Fire Resistance Ratings: Where indicated, provide materials and construction identical to those of
assemblies with fire resistance ratings determined per ASTM E 119 by a testing and inspecting
agency, by equivalent concrete masonry thickness, or by other means, as acceptable to authorities
having jurisdiction.
1) The Contractor shall provide the required quantity of materials for testing in size and
shape required to the testing agency.
D. Grouted/Reinforced Masonry Walls
1. Sample panel for reinforced masonry: Prior to laying of reinforced masonry, construct a wall panel of
each type of reinforced masonry work including bond pattern and tooling not less than 4 feet high by 6
feet wide in a location that will not interfere with construction operations. Use specified methods and
materials including specified grout, reinforcing bars, bar positioners and other accessories. Remove and
rebuild sample panel as often as required to obtain the acceptance of the OWNER’S
REPRESENTATIVE, changing methods as directed. When sample panel is accepted, match masonry
work to the appropriate sample panel. Leave sample panel in place until masonry work has been
completed and accepted. After acceptance, remove and dispose of sample panel, off site.
2. The masonry foreman responsible for placement of grouted reinforced masonry is required to hold
certification from the Masonry Institute of Michigan (MIM) or International Masonry Institute (IMI)
training program for reinforced unit masonry assemblies.
1.6 DELIVERY, STORAGE, AND HANDLING
A. Handle units in manner to prevent damage to same. Do not place units directly on the ground or dump them in
piles.
1. Deliver masonry units to the site on pallets.
2. Cover all masonry units with waterproof covering to prevent water absorption from either rain or
condensation.
3. Deliver glazed units protectively wrapped or boxed.
B. Deliver mortar materials to the site in their original, unopened containers bearing label identifying manufacturer’s
name and brand, and store under cover in a dry place, so as to prevent absorption of water and intrusion of foreign
matter.
C. Protect reinforcing, ties and anchors from contact with soil. Store metal items to prevent corrosion and
accumulation of dirt and oil. Remove rust and other coatings that will interfere with bond.
D. Store cementitious materials on elevated platforms, under cover, and in a dry location. Do not use cementitious
materials that have become damp.
E. Store aggregates where grading and other required characteristics can be maintained and contamination avoided.
1.7 PROJECT CONDITIONS
A. Protection
1. Protect masonry against damage from water, snow, frost, freezing and other weather conditions. Cover the
tops of walls exposed to the weather with a non staining, waterproof cover at completion of each day’s
work. Similarly protect at all times partially completed walls not being worked on. Cover walls exposed
to the weather if rain occurs prior to hardening of mortar.
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2. Do not apply uniform floor or roof loads for at least 12 hours and concentrated loads for at least 3 days
after building masonry walls or columns.
3. Stain Prevention: Prevent grout, mortar, and soil from staining the face of masonry to be left exposed or
painted. Immediately remove grout, mortar, and soil that come in contact with such masonry.
a. Protect base of walls from rain-splashed mud and from mortar splatter by coverings spread on
ground and over wall surface.
b. Protect sills, ledges, and projections form mortar droppings.
c. Protect surfaces of window and door frames, as well as, similar products with painted and integral
finishes, from mortar droppings.
d. Turn scaffold boards near the wall on edge at the end of each day to prevent rain from splashing
mortar and dirt onto completed masonry.
4. Cold-Weather Requirements: Do not use frozen materials or materials mixed or coated with ice or frost.
Do not build on frozen substrates. Remove and replace unit masonry damaged by frost or by freezing
conditions. Comply with cold-weather construction requirements contained in ACI 530.1/ASCE 6/TMS
602.
a. Cold-Weather Cleaning: Use liquid cleaning methods only when air temperature is 40 deg F and
above and will remain so until masonry has dried, but not less than 7 days after completing
cleaning.
5. Hot-Weather Requirement: Protect unit masonry work when temperature and humidity conditions
produce excessive evaporation of water from mortar and grout. Provide artificial shade and wind breaks
and use cooled materials as required.
a. When ambient temperature exceeds 100 deg F, or 90 deg F with a wind velocity greater than 8
mph, do not spread mortar beds more than 48 inches ahead of masonry. Set masonry units within
1 minute of spreading mortar.
6. Brace and protect walls during erection as required to protect persons, property and the work from
damage due to winds or other causes. Protect finish masonry walls from damage due to subsequent
construction operations. Remove and replace damaged face units.
1.8 SEQUENCING AND SCHEDULING
A. Coordinate the work of this Section with the work of other trades, under this Contract or other contracts, doing
adjacent or concurrent work so as to insure proper, timely, and adequate interface.
04810.2 PRODUCTS
2.1 MATERIALS
A. Face Brick
1. Face Brick [T]: Per ASTM C 216, Grade SW, Type FBS, Smooth Modular Size Brick. Dry brick shall
have an initial rate of absorption not exceeding 20 grams/30 sq. in./min., when tested per ASTM C 67.
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p
g
g
q
p
Initial rate of absorption shall be greater than 6-grams/30 sq. in./min. for brick that may be laid at
temperatures below 40 degF.
2. Match the approved face brick as to color, size, range, and texture. Manufacture brick in 1 run to keep
quality of clay the same.
3. Provide brick having finished surfaces and edges on all surfaces exposed in the finish work, including
faces and ends. Provide exposed faces of brick with flat flush faces, without cores, holes, frogs, and
depressions. Provide special size brick as required to complete the work. Where angular cutting of brick is
required, cut brick with an abrasive saw. Do not use bricks that are broken, cracked or structurally
unsound. Do not use bricks that have chips, spalls, broken corners, pops, stains and other defects.
4. Brick shall be tested in accordance with Test Methods ASTM C67; the rating for efflorescence shall be:
“not effloresced.”
5. Size: Manufactured to the following actual dimensions:
a. Standard: 3-1/2 to 3-5/8 inches (89 to 92 mm) wide by 2-1/4 inches (57 mm) high by 8 inches
(203 mm) long.
b. Modular: 3-1/2 to 3-5/8 inches (89 to 92 mm) wide by 2-1/4 inches (57 mm) high by 7-1/2 to
7-5/8 inches (190 to 194 mm) long.
c. Engineer Modular: 3-1/2 to 3-5/8 inches (89 to 92 mm) wide by 2-3/4 to 2-13/16 inches (70 to 71
mm) high by 7-1/2 to 7-5/8 inches (190 to 194 mm) long.
d. Closure Modular: 3-1/2 to 3-5/8 inches (89 to 92 mm) wide by 3-1/2 to 3-5/8 inches (89 to 92
mm) high by 7-1/2 to 7-5/8 (190 to 194 mm) long.
e. Utility: 3-1/2 to 3-5/8 inches (89 to 92 mm) wide by 3-1/2 to 3-5/8 inches (89 to 92 mm) high by
11-1/2 to 11-5/8 inches (292 to 295 mm) long.
6. Select face brick to match the following:
a. Medusa Brick Co., 20-30 blend
7. Include a cash allowance of $<InsertAmount> per thousand for furnishing of face brick delivered to and
unloaded at the Project Site, which sum shall include all applicable taxes. Purchase the face brick, as
selected by the Architect-Engineer and keep record of all purchases. The Contract Amount will be
adjusted at completion of the Work per the difference between the actual purchase price and the cash
allowance.
B. Common Brick
1. Common Brick: Sound, hard, burned clay brick for back up use only, per ASTM C 62, Grade SW, of size
to match face brick, with straight sharp edges and flat surfaces, of uniform quality, burning and hardness,
burned entirely through and of make and color as approved. Face brick that is structurally sound, but not
suitable for exposed work, may be used as common brick. Concrete building brick per ASTM C 55,
Grade N, of size to match face brick, may also be used as common brick.
C. Concrete Masonry Units
1. Hollow Concrete Masonry Units: Per ASTM C 90, Type I.
2. Solid Concrete Masonry Units: Per ASTM C 90, Type I.
3. Use masonry units of medium weight made of concrete weighing between 105 and 125 lbs. per cubic
foot, with normal weight aggregate per ASTM C 33 or lightweight aggregate per ASTM C 331 or a
combination of the 2 weights. Units shall be yard cured for a minimum of 28 days prior to shipment.
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4. Provide structurally sound units that are free from defects that interfere with setting or that impair the
strength or performance of the construction. Provide block free from broken corners or edges, chips, pops,
stain, slick spots and other surface blemishes, and that are uniform in color and texture.
5. Provide modular sized units, 8 inch x 16 inch nominal face size, of thickness indicated. Provide bullnose
units, lintel units, bond beam units, end units, sash units, and other special shape units as required to
complete the work, matching the stretcher units in size, color and texture. Provide special size units where
so indicated.
6. Fire Rated Concrete Masonry Units: Provide for fire rated partitions, shafts and other construction with a
fire resistant rating of not less than that shown. Units shall meet the minimum requirements for% of solids
per NCMA publications and the applicable Building Code to qualify for the required hour ratings.
7. Sound Absorbing Concrete Masonry Units: NRC of 0.70 or better, for 8 inch size units. For walls with
vertical reinforcing, use units with aligned core holes designed to receive reinforcing bars.
a. Proudfoot Co., Inc. “Type R Soundblox”.
b. Trenwyth Industries, Inc. “Type II Acousta-Wal”.
c. Warren Sales Corp. “Warren Sound Control Bloc Type FA”.
8. Decorative Concrete Masonry Units: Per ASTM C 90 Type I.
a. Weight Classification: Medium weight between 105 and 125 lbs per cubic foot.
b. Size: Manufactured to dimensions indicated for non-decorative units.
c. Finish: Exposed faces of the following general description matching color, pattern, and texture of
Architect’s samples.
1) Ground finish.
2) Split face finish.
3) Standard finish, scored vertically so units laid in running bond appear as square units laid
in stacked bond.
9. Integral Water Repellent: Provide masonry units with water repellent admixture system that, when tested
in accordance with ASTM E514,, 72 hour test duration, allows no dampness on the interior wall surface.
a. W. R. Grace & Co., “Dry Block”.
b. Master Builders, “Rheomix Rheopel”.
D. Precast Concrete Lintels
1. Precast Concrete Lintels: Provide precast concrete lintels of size and with reinforcing bars as shown.
Concrete shall have a 3000 psi 28 day strength and shall have attained full strength prior to installation.
Fabricate units at least 16 inches longer than width of masonry opening; where exposed in the finished
wall, make units to length for jointing with stretcher units in the bond pattern used in the wall.
E. Mortar
1. Mortar: Per ASTM C 270. Use the “Proportion Specifications” method.
2. Portland Cement: ASTM C 150, Type I or II, except Type III may be used for cold-weather construction.
3. Hydrated Lime: ASTM C 207, Type S.
4. Sand: ASTM C 144.
5. Portland Cement-Lime Mix: Packaged blend of portland cement complying with ASTM C 150, Type I or
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Type III, and hydrated lime complying with ASTM C 207.
6. Mortar Cement: ASTM C 1329.
7. Masonry Cement: ASTM C 91.
8. For pigmented mortar, use a colored cement formulation as required to produce the color indicated or as
selected from manufacturer’s standard formulations.
a. Pigments shall not exceed 10% of Portland cement by weight for mineral oxides nor 2% for
carbon black.
b. Pigments shall not exceed 5% of mortar cement or masonry cement by weight for mineral oxides
nor 1% for carbon black.
9. Use the following mortar types for the conditions defined:
a. Type M
1) Exterior wall in contact with earth
b. Type S
1) Exterior, load bearing walls
2) Exterior, exposed CMU (bearing and non-load bearing ).
3) Blast resistant walls.
c. Type N
1) Exterior, exposed, veneer walls.
2) Interior walls.
3) Firewalls.
10. Mortar Tests [T]: Perform evaluation tests of mortar per ASTM C 780, to show compliance with ASTM
C 270 as follows:
a. Compressive strength: as defined for “type” specified
b. Water retention (flow after suction)
c. Air content
11. White Mortar: Use white silica sand and white cement for mortar for use with structural facing tile, glazed
concrete masonry units work:
a. Atlas white cement
b. Trinity white cement
c. Medusa white cement
12. Integral Water Repellent: Provide water repellent additive by the same manufacturer for mortar and CMU
systems containing integral water repellent admixture.
a. W. R. Grace & Co., “Dry Block Mortar Admixture”.
b. Master Builders, “Rheomix Rheopel Mortar Admixture”.
F. Grout
1. Portland Cement Grout [T]: Per ASTM C 476, with 2000 psi 28 day strength, when sampled and tested,
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per ASTM C 1019 and 8 inch to 11 inch slump per ASTM C 143, modified as follows:
a. Use only portland cement per ASTM C 150, Type I, II or III.
b. Use only hydrated lime per ASTM C 207, Type S.
c. Use only aggregate per ASTM C 404.
d. For spaces less than 2 inches wide, use fine aggregate grout.
e. Admixtures shall contain no more than 0.5% calcium chloride by weight of admixture.
2. Epoxy Grout [P]: Per ANSI A118.3, non-staining type, and standard white color. Use for glazed block
walls where scheduled.
a. Laticrete International Inc. “Latapoxy SP-100 Stainless Epoxy Grout”.
G. Joint Reinforcement
1. Joint Reinforcement: Cold drawn steel wire per ASTM A 82 and hot dipped galvanized (after fabrication)
per ASTM A 153, Class B 2, 1.5 oz. per square foot zinc coating; No. 9 gage deformed longitudinal and
plain cross wires, and out to out spacing of longitudinal wires approximately 2 inches less than nominal
wall thickness.
a. For structural facing tile, use No. 11 gage wire.
2. For single wythe masonry walls, No. 9 gage wire ladder type at vertically-reinforced walls so crossrods
occur at webs (16” intervals):
a. Dur-O-Wal, Inc., “Ladur”.
b. Hohmann & Barnard, Inc., “220 Ladder Mesh”.
c. Masonry Reinforcing Corp. of America, “Series 200, 2 Wire System”.
d. National Wire Products Industries, “Tie-Wal” Ladder Type.
3. For brick/block cavity walls, No. 9 gage wire, 3-wire ladder type with crossrods at 16” centers:
a. Dur-O-Wal, Inc., “Ladur Type Trirod”.
b. Hohmann & Barnard, Inc., “Lox-All Cavity Ladder-Tri-Mesh 230”.
c. Masonry Reinforcing Corp. of America, “Series 200 3-Wire Cavity”.
d. National Wire Products Industries, “Ladder Tri-Rod Cavity”.
4. For brick/block cavity walls, No. 9 gage wire, double hook and eye ladder with 2-pronged ties and
crossrods at 16 inch centers.
a. Dur-O-Wall, Inc., “Ladur Eye”.
b. Hohmann & Barnard, Inc., “Lox-All Adjustable Eye-Wire 270”.
c. Masonry Reinforcing Corp. of America, “Series 800 Hook and Eye Cavity”.
d. National Wire Products Industries, “Adjustable Double Hook and Eye Ladder”.
5. For composite walls, No. 9 gage wire, 3-wire ladder type, without moisture drip with crossrods at 16 inch
centers.
a. Dur-O-Wal, Inc., “CRT”.
b. Hohmann & Barnard, Inc., “250, Ladder-Box-Mesh”.
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c. Masonry Reinforcing Corp. of America, “Series 400, Composite Type”.
d. National Wire Products Industries, “Tab Tie, Ladder Type”.
6. Grout Retainer:
a. Wire Bond “Grout Stop”
b. Heckman “Metal Lath 268”
c. Dur-O-Wal, Inc. “Dur-O-Stop”
d. Hohmann & Barnard, Inc., MGS, “Mortar/Grout Screen”
H. Wall Reinforcement
1. Wall Reinforcement: For vertical reinforcement, and horizontal reinforcement in bond beams and lintels;
deformed billet steel bars per ASTM A 615, Grade 60.
I.
Metal Ties And Anchors
1. Provide all masonry ties and anchors with hot dipped-galvanized finish (after fabrication) per ASTM A
153, Class B 2, 1.5 oz. per square foot zinc coating.
2. Masonry to Steel Framing Anchors: 2-piece galvanized steel, ¼ inch diameter wire anchors with
triangular ties. Weld 1 piece to framing and imbed other piece in masonry. Provide type that allows
horizontal and vertical movement.
a. Dur-O-Wall Inc. “D/A 701-708 Triangle Ties” and “D/A 709 Anchor”.
b. Heckmann Building Products Inc. “316 Ties” and “315 Anchor”.
c. Hohmann & Barnard Inc. “VWT Vee Wall Ties” and 359 Anchor”.
d. Masonry Reinforcing Corp. of America “1100 Ties” and “Type-I-1000 Anchor”.
e. National Wire Products Industries “200 Series Ties” and “100 Anchor”.
3. Masonry to Concrete Dovetail Anchors: Crimped or corrugated galvanized steel dovetail type ties, I inch
wide, 16 gage minimum thickness, approximately 3-1/2 inches long except at cavity wall approximately 5
inches long. Furnish 24 gage galvanized steel dovetail anchor slot inserts to concrete trade for installation
in concrete as required to anchor tie, complete with removable filler.
a. Dur-O-Wall Inc. “D/A 720 Ties” and “D/A 100 Anchor Slot”.
b. Heckmann Building Products Inc. “103 Ties” and “100 Anchor Slot”.
c. Hohmann & Barnard Inc. “315 Ties” and 305 Anchor Slot”.
d. Masonry Reinforcing Corp. of America “2102 Ties” and “Dovetail Anchor Slot”.
e. National Wire Products Industries “515 Brick Ties” and “500 Anchor Slot”.
4. Brick to Metal Stud Wall System Anchors: Brick ties for securing exterior face brick to the metal stud
back-up wall construction shall be 2-piece galvanized steel anchors with 2 Series 300 type stainless steel
screws per anchor. Anchors plates shall be minimum 12 gage galvanized steel. Brick ties shall be
double-legged pintle ties of minimum 3/16 inch diameter galvanized steel. Provide type that allows
horizontal and vertical movement of the ties, with the anchor plate piece secured to stud back-up
construction with 2 screws and pintle tie portion hooked into the anchor piece and embedded in the face
brick mortar joint.
a. Dur-O-Wall Inc. “D/A 213 Veneer Anchor”.
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b. Heckmann Building Products, Inc. “213 Wire Veneer Anchors”
c. Masonry Reinforcing Corp. of America “RJ-711 Veneer Anchor”
5. Joint Stabilizing Anchors: Provide at expansion and control joints where indicated, to allow expansion,
contraction or isolation at joints. Construct of 2 galvanized metal sleeves connected together with 2
galvanized steel wires designed to slide in the sleeve ends.
a. Dur-O-Wal “DA 2200 Joint Stabilizing Anchor”.
b. Hohmann & Barnard “Slip Set” Stabilizer.
c. Masonry Reinforcing Corp. Of America “1700 Control Joint Anchor”.
6. Reinforcing Bar Positioners:
a. Wire Bond Series 3400 or 3401, vertical and horizontal.
b. Dur-O-Wall, D/A 811 Series, vertical; D/A 812 horizontal.
7. Cut Stone Work Anchors [P]: Anchors, cramps, and dowels of stainless steel, brass or bronze:
a. Dur-O-Wal Inc.
b. Heckmann Building Products Inc.
c. Hohmann & Barnard Inc.
d. Masonry Reinforcing Corp. of America.
e. National Wire Products Industries.
J.
Masonry Flashing
1. Embedded Flashings and Dampcoursings: Flashing Materials shall be the following. Provide a complete
system with pre-formed corners, end dams other special shapes all as produced by the flashing sheet
manufacturer.
2. Metal Flashing: Fabricate from the following metal complying with requirements specified in Division 7
Section “Sheet Metal Flashing and Trim” and below, for drip edges and flashing for drip edges:
a. Stainless Steel: 0.0156 inch (0.4 mm) thick, Type 304 ASTM A 240.
b. Copper: 10-oz./sq. ft. weight or 0.0135 inch thick for fully concealed flashing; 16-oz./sq. ft.
weight or 0.0216 inch thick elsewhere. ASTM B-370 Soft Temper.
c. Fabricate metal drip edges from sheet metal indicated above. Extend at least 3 inches into wall
and 1/2 inch out from wall, with a hemmed outer edge bent down 30 degrees.
3. Copper-Laminated Flashing: Manufacturer’s standard laminated flashing consisting of 7-oz./sq. ft. sheet
copper, ASTM 8370, soft temper, bonded with asphalt between 2 layers of glass-fiber cloth. Use only
where flashing is fully concealed in masonry.
a. Advanced Building Products, Inc. Copper Fabric Flashing
b. AFCO Products, Inc., Copper Fabric
c. Hohmann & Barnard, Inc., H & B; C-Fab Flashing;
d. Phoenix Building Products ,Type FCC-Fabric Covered Copper;.
e. Polytite Manufacturing Corp., Copper Fabric Flashing;
f. York Manufacturing Inc., Copper Fabric Flashing.
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4. Asphalt-Coated Copper Flashing: Manufacturer’s standard product consisting of 7-oz./sq. ft. sheet copper,
ASTM B 370, soft temper, coated with flexible asphalt. Use only where flashing is fully concealed in
masonry.
a. Advanced Building Products, Inc., Cop-R-Cote
b. AFCO Products, Inc., Cop-A-Cote
c. Hohmann & Barnard, Inc., H & B C-Coat Flashing;
d. Phoenix Building Products, Type ACC-Asphalt Bituminous Coated
e. Polytite Manufacturing Corp., Coated Copper Flashing
f. Sandell Manufacturing Co., Inc., Coated Copper Flashing
g. York Manufacturing, Inc., Copperseal
5. Rubberized-Asphalt Flashing: Manufacturer’s standard composite flashing product consisting of a pliable
and highly adhesive rubberized-asphalt compound, bonded to a high-density, cross-laminated
polyethylene film to produce an overall thickness of 0.040 inch (1.0 mm).
a. Dur-O-Wall, Inc., Dur-O-Barrier
b. W.R. Grace & Co., Construction Products Division, Perm-A-Barrier Wall Flashing
c. Hohmann & Barnard, Inc., Textroflash
d. Polytite Manufacturing Corp. Poly-Barrier Self-Adhering Wall Flashing
e. Polyguard Products, Inc. Polyguard 300
f. Sandell Manufacturing Co., “Sando-Seal
g. Williams Products, Inc., Everlastic MF-40
6. Metal lap sealant shall be butyl-polybutene equal to ADCO Seal BP-400 by Williams Products.
7. Asphalt Mastic: Asphalt based cement used as a bonding agent for bonding asphalt coated flashings to all
construction surfaces.
a. AFCO “Asphalt Flashing Cement”.
b. Hohmann and Barnard “Asphalt Mastic”.
c. York Manufacturing Inc. “Cop-R-Tite Mastic.
8. Adhesives, Primers, and Seam Tapes for Flashings: Flashing manufacturer’s standard products or
products recommended by the flashing manufacturer for bonding flashing sheets to each other and to
substrates.
K. Joint Materials
1. Flexible Joint Filler Strips: For use with sash block or built in between block and concrete as indicated,
prefabricated rubber or polyvinyl chloride, of width to be placed under compression and of shape shown.
a. Dur-O-Wal Inc. “Rapid Control Joint” or “Rapid Poly-Joint”
b. Hohmann & Barnard Inc. “VS Series PVC”.
c. Masonry Reinforcing Corp. of America “Control Joint”
d. National Wire Products Industries “PVC 001/002” or “RUB 021/022”.
2. Bond Breaker Strip: For concrete masonry unit wall control joints, use one of the following:
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a. Asphalt roofing felt, per ASTM D 226, 15 pound weight.
3. Isolation Gaskets: For use between masonry and steel building frame, use asphalt impregnated cellular
paper, 1/4 inch single thickness or 1/2 inch double thickness to suit conditions:
a. Williams Products Co, “Everlastic Column Boxboard 5004-3 (1/4”) or 5008-3 (1/2”)”.
4. Expansion Filler: Use in joints between masonry and other construction materials as specified for the 2
conditions.
a. To maintain fire rated walls, at abutting terminations with other building materials, at top of
masonry walls up to underside of beams or deck, and at other voids where fire rated construction
is required. Use U.L. listed ceramic fiber insulation.
1) The Carborundum Co. “Fiberfrax Durablanket Insulation:
2) Thermal Ceramics “Kaowool FireMaster Blanket”.
3) Tremco “Cerablanket FS”.
b. To fill voids between abutting masonry and other construction materials where fire rating is not
affected. Closed cell neoprene or PVC foam, board stock of thickness to be under compression
when in the joint; except use tubular gaskets where shown.
1) Hohman & Barnard #NS Closed Cell Neoprime Sponge.
2) Williams Products, Inc.
L. Weep Hole Material
1. Pea Gravel: Clean, hard, durable, free flowing, naturally rounded particles of rock, free of clay and fine
particles, with 100% passing a 3/8 inch sieve and not over 5% passing a #8 sieve.
a. Weep Hole/Vent shall be injection molded PVC in height to match veneer unit height with gray
color.
1) Williams Products, Inc. “Good Co Brick Vent”
2) Hohmann & Barnard, Inc., #343 “Louvered Weep Hole”
3) Masonry Reinforcing Corp. of America #3602 louvered weep holes.
2. Mortar Net: Dove-tail shaped 90% open plastic mesh construction, 5 feet long sections, 10 inches high, of
same thickness as cavity width.
a. Mortar Net USA, Ltd. “The Mortar Net”.
M. Cut Stone
1. Indiana Oolitic Limestone ASTM C 568: Select grade, (buff) (gray) color; special hard variety for door
sills. Provide stone with a smooth, machine finish on exposed surfaces and with a sawn or better finish on
concealed surfaces. Cut and dress each surface in a true, flat plane. Cut and dress corners in straight, sharp
lines with corner faces at right angles, except where shown otherwise. Size all stone for 1/4 inch wide
joints. For units exposed to the weather, cut tops with a wash as deep as practical and provide a cut drip
on the underside of projecting pieces. Cut holes to receive metal anchorage devices.
a. Provide copings in uniform lengths, between 4 and 5 feet long.
b. Provide sills in single length pieces for individual openings. At multiple window openings,
furnish lengths so that sill joints occur at mullion centerlines.
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c. Provide slip sills in lengths to fit between masonry openings.
d. Provide anchor type sills of lengths to bond with masonry, at both sides of openings, cut with
raised lugs at ends to provide level bearing for succeeding masonry courses.
N. Brick And Block Vents
1. Cast Aluminum Brick or Block Size Vents [P]: Provide vents sized to suit masonry walls in which they
occur. Fit each vent with aluminum wire insect screen as standard with the manufacturer. Vents shall have
mill finish.
a. The Airolite Company
b. Riesner Vent Brick Corp.
O. Cavity Wall Dampproofing
1. Cavity Wall Dampproofing:
a. Karnak Chemical Co. “118 Black Asphaltum Coating”
b. Sonneborn Building Products Division of Contech Inc. “Hydrocide 648”
P. Masonry Insulation
1. Granular Masonry Insulation: Lightweight, free flowing, inorganic, expanded perlite or vermiculite
treated for water repellency:
a. Construction Products Division, W.R. Grace & Co. “Zonolite Masonry Insulation”
b. Perlite Institute, Inc. “Perlite Loose Fill Insulation”
2. Expanded Polystyrene Masonry Insulation: Molded in U-shape to block core profile, 1.0 pounds per cubic
foot minimum density and maximum water vapor transmission of 1.4 perm inch, and conforming to
ASTM C578.
a. Grace Construction Products “Korfil”
Q. Masonry Cleaners
1. Job-Mixed Detergent Solution: Solution of 1/2 cup dry measure tetrasodium polyphosphate and 1/2 cup
dry measure laundry detergent dissolved in 1 gal. of water.
2. Acidic Cleaner: Manufacturer’s standard-strength cleaner designed for removing mortar/grout stains,
efflorescence, and other new construction stains from new masonry without discoloring or damaging
masonry surfaces. Use product expressly approved for intended use by cleaner manufacturer and
manufacturer of masonry units being cleaned.
a. Products that may be used to clean unit masonry surfaces include, but are not limited to, the
following:
1) Cleaners for Red and Light-Colored Brick Not Subject to Metallic Staining with Mortar
Not Subject to Bleaching:
a) Diedrich Technologies, Inc., 202 New Masonry Detergent
b) ProSoCo., Inc., Sure Klean No. 600 Detergent
2) Cleaners for Red and Dark-Colored Brick Not Subject to Metallic Staining:
a) Diedrich Technologies, Inc., 200 Lime Solv
b) ProSoCo., Inc., Sure Clean No. 101 Lime Solvent
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3) Cleaners for Brick Subject to Metallic Staining:
a) Diedrich Technologies, Inc., 202V Vana-Stop
b) ProSoCo., Inc., Sure Clean Vana Trol
04810.3 EXECUTION
3.1 LAYING UP MASONRY
A. Examination
1. Examine conditions for compliance with requirements for installation tolerances and other conditions
affecting performance.
a. Verify that foundations are within tolerances specified.
b. Verify that reinforcing dowels are properly placed.
c. Verify that the structural steel frame and miscellaneous metal work is complete, plumb, secured
and properly located to allow masonry work to be installed as detailed and with adequate
clearances.
2. Foundation and steel frame discrepancies:
a. Notify the Architect Engineer and Owner’s Representative in writing of discrepancies.
b. Foundation and/or steel frame discrepancies: Do not proceed with masonry work until conditions
have been corrected.
c. Foundation discrepancies affecting the masonry work shall be resolved by Foundation Contractor,
the Masonry Contractor and the Owner Representative without Owner’s extra cost.
d. Steel Frame discrepancies affecting the masonry work shall be resolved by the Steel Frame
contractor, the Masonry Contractor, and the Owner’s Representative without Owner’s extra cost.”
3. Before installation, examine rough-in and built-in construction to verify actual locations of piping
connections.
B. General
1. Lay out work carefully in advance to make joints, both horizontal and vertical, fit the openings with a
minimum of cutting. Provide joints of uniform width. Form corners as true 90 degree angles unless
otherwise shown. Exposed units shall be free from chips on faces and exposed edges, and from broken
corners.
2. Construct masonry walls and partitions exposed in the finished work in straight, true and plumb planes.
Surfaces of walls and partitions not exposed in the finished work may vary 1/8 inch in 8 foot, vertically
from plumb plane, horizontally from a straight true plane.
3. Start the partitions on concrete floor slabs and extend to roof or floor construction above; except that
where partitions are shown to terminate at suspended ceilings, extend partitions a minimum of 4 inches
above such suspended ceilings, unless shown otherwise.
4. Provide expansion joints in masonry work. Between top of masonry walls or partitions and underside of
steel or concrete beams, metal deck, or concrete slabs; at ends of masonry walls or partitions abutting
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y
p
g
other construction, or other masonry walls or partitions except at tooth bonded intersections; and
elsewhere as shown; by packing the space with Expansion Filler. Provide the last course in such walls or
partitions of solid units terminating to provide 3/8 inch space minimum.
5. In laying up 2 wythe solid walls, lay up back up block wythe ahead of brick veneer wythe and parge the
surface of back up wythe with a 1/2 inch or thicker mortar coat before the veneer wythe is laid. Use
setting mortar for parging, and completely fill the void between the wythes. Do not parge if back up is
concrete wall or beam. Lay up veneer wythe as rapidly as back up wythe, with veneer wythe not more
than 22 courses below back up.
6. In laying up 2 wythe exterior cavity walls, lay up back up wythe ahead of veneer wythe, keeping veneer
wythe 22 or 3 courses below back up.
a. In insulated cavity walls, insulation shall be installed to back up wythe as specified in Division 7.
Form and maintain a minimum of 2 inch wide air space between face of insulation and interior
surface of exterior wythe.
b. In walls with cavity insulation coat the surface of the back-up wythe with a complete and uniform
coating of Cavity-Wall Dampproofing prior to laying up the cavity wall insulation and the veneer
wythe.
1) Install insulation board specified in Division 7 with lengths horizontal, edges tightly
butted and fit flush against the back-up wall in the cavity space.
2) Fill cracks and open gaps in insulation with crack sealer compatible with insulation and
masonry.
c. Keep cavity free of mortar droppings.
7. Step back unfinished masonry where possible, and tooth only where necessary.
8. Lay masonry units dry. After laying masonry units, remove units that are moved or disturbed, and
thoroughly clean and relay with fresh mortar.
9. Mortar:
a. “Measurement of materials for mortar shall be by volumetric measure and be controlled and
accurately maintained. Measurement by “Shovel full” shall not be permitted.”
b. Mortar shall be retempered as required to maintain consistency. Dispose off site of mortar which
has begun to stiffen, set or which is over 2-1/2 hours old.
c. Follow color manufacturer’s recommendations for re-temper colored mortar to avoid color
mis-match.”
10. Stopping and Resuming Work: In each course, rack back 1/2-unit length for 1/2 running bond do not
tooth. Clean exposed surfaces of set masonry, wet masonry units lightly if required, and remove loose
masonry units and mortar before laying fresh masonry.
11. Built-in Work: As construction progresses, build in items specified under this and other Sections of the
Specifications. Fill in solidly with masonry around built-in items.
12. Where built-in terms are to be embedded in cores of hollow masonry units, place a grout retainer in the in
joint below and rod mortar or grout into core.
13. Fill cores in hollow concrete masonry units with grout 24 inches under bearing plates, beams, lintels,
posts, and similar items, unless otherwise indicated.
14. Provide mortar beds on top of walls where walls support steel framing or precast concrete members. Build
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up mortar beds to provide elevations required to receive such members. Trowel surface of mortar beds
true and level.
15. Provide or leave openings, holes, chases or other modifications in the masonry work as shown and as
required for the passage of pipes, ducts, conduits, and other work. After items have been installed, close
up the remaining portions of the openings, holes and chases with masonry to match adjacent surfaces.
Rake out joints indicated to be sealed or calked, 1/2 inch deep. Rake out all joints to receive flashing, 1
1/2 inch deep.
16. Set and build in to the masonry work, items so furnished. Locate and place the items carefully and secure
the parts in place rigidly, per instructions of furnishing party. Set anchorages in solid mortar.
17. Fill the spaces between metal frames and masonry with grout.
18. Use cores filled with mortar, or provide solid units for anchorage in locations where handrails, plumbing
fixtures, utility cabinets and similar items are attached.
a. Provide solid units for anchoring of frames and track of sliding fire doors, per requirements of the
Owner’s Underwriters.
19. Construct masonry walls and partitions of proper thickness to receive pipe, ducts, conduit and similar core
run items, whether or not so dimensioned. If room sizes or critical space requirements are affected by the
need for larger units, obtain approval from the Owner’s Representative before proceeding.
C. Brick
1. Lay up brick in common or running bond with header bonding with full header course spaced every 6th
course. In cavity wall construction or where back up is concrete beam or wall, provide cut brick headers
to simulate header course spacing and continuity of bond pattern. Secure brick to concrete back up with
dovetail ties.
2. Lay up brick in common or running bond without header bonding and secure to back up masonry with
metal ties, or joint reinforcement.
3. Lay up brick in stack bond and secure to back up masonry with metal ties or joint reinforcement.
4. Lay up brick on a bed joint in a beveled peak away from the cavity to minimize mortar protrusions into
the cavity. Do not furrow bed joints, butter ends of stretchers, and sides of headers if used, with mortar
before laying. Fill vertical joints with mortar. Construct head joints by pushing units tightly into mortar
against adjoining unit. Lay bricks with joints of uniform width, approximately 3/8 inch, with horizontal
joints level and with vertical joints plumb. Tool exterior joints concave. Tool joints of interior brick walls
concave.
5. Provide special brickwork as required to complete the work. Return brick into reveals at openings in
walls. Lay brick so that finished brick surface only is exposed in the finished work. Where corner edges
or cut brick are exposed, cut the brick with an abrasive saw, and provide cut brick with sharp, straight,
true edges. Refer to drawings for locations, elevations, and details of patterns of brick.
D. Concrete Masonry Units
1. Lay up concrete masonry units in common or running bond. Align vertical joints in a straight plumb line.
Keep horizontal joints level. Work joints so as to bond properly with facing and backing materials.
Provide joints of uniform width and thickness, and not exceeding 1/2 inch. Tool exposed joints in the
finished work slightly concave. Strike off other joints flush.
2. Lay up units with cells in vertical and in such a manner that the main bearing webs come into proper
relation for the bearing on units below. Lay units with full mortar coverage on horizontal and vertical face
shells.
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a. Bed webs in mortar in starting course on footings and in all courses of piers, columns, and
pilasters, and where adjacent to cells or cavities to be filled with grout.
b. For starting course on footings where cells are not grouted, spread out full mortar bed, including
areas under cells.
3. Form external vertical (and horizontal) corners, with bullnose concrete masonry units. Form internal
corners square. Form exposed ends of walls and partitions with flush end units. Tie intersecting walls with
metal ties, joint stabilizing anchor or with wall reinforcing at 16 inches on center vertically and provide a
control joint. Provide a course of solid units at top of all walls and partitions. Provide 22 courses of solid
units, or fill cores and voids with grout, directly under framing that bears on walls. All masonry below
grade shall be grouted solid.
a. Use bonding units where brick header courses align with horizontal joint line in the work.
4. Cut masonry units with motor driven saws to provide clean, sharp, unchipped edges.
5. Install reinforced masonry lintels above openings in masonry walls except where steel or precast concrete
lintels are shown.
6. Where lateral support of walls is not provided by piers, cross walls, floors or roofs within the criteria
specified below, provide lateral support clips to structural framing at not over 4 feet on center or with
metal ties or anchors as specified, or with piers:
a. Bearing walls: 18 times the nominal wall thickness.
b. Non bearing walls: 36 times the nominal wall thickness.
E. Reinforced Unit Masonry
1. Provide reinforced walls or piers in locations shown. Install vertical reinforcing in block cores, of sizes
and at spacings shown. Loop and wire-tie to dowels at bottom. If splicing of reinforcing is required, lap
joints and wire-tie as required by the codes. After mortar has set, fill cores containing reinforcing with
grout. If only segments of a wall are reinforced, provide setting mortar on cross-webs adjacent to
segment, during laying, to contain the grout in the reinforced cores.
a. Construct reinforced blast-resistant masonry block walls where and as shown.
2. Temporary Formwork and Shores: Construct formwork and shores to support reinforced masonry
elements during construction.
a. Construct formwork to conform to shape, line, and dimensions shown. Make it sufficiently tight
to prevent leakage of mortar and grout. Brace, tie, and support forms to maintain position and
shape during construction and curing of reinforced masonry.
b. Do not remove forms and shores until reinforced masonry members have hardened sufficiently to
carry their own weight and other temporary loads that may be placed on them during
construction.
3. Placing Reinforcement: Comply with requirements of ACI 530.1/ASCE 6/TMS 602.
4. Grouting: Do not place grout until entire height of masonry to be grouted has attained sufficient strength
to resist grout pressure.
a. Comply with requirements of ACI 530.1/ASCE 6/TMS 602 for cleanouts and for grout
placement, including minimum grout space and maximum pour height.
F. Lintels And Bond Beams
1. Provide concrete masonry lintel units matching the stretcher units in size and texture for lintels at
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locations with openings greater than 24 inches. Place reinforcing bars as shown and fill void with grout.
Construct lintel with a minimum of 8 inches of bearing at each end. Where lintel is exposed in final
construction, match the bond pattern used in the wall. Cure field fabricated lintels before handling and
installing or temporarily support built-in-place lintels until cured.
2. Provide precast lintel units in textures, color, finish and strength to match adjacent masonry units with
reinforcing bars indicated. Construct precast lintels with a minimum of 8 inches bearing on each side.
Provide precast lintels with the same curing process as the adjacent masonry units.
3. Provide concrete masonry bond beam units or other methods of grout confinement for bond beams. Place
reinforcing bars as shown and fill void with grout. For continuous bond beams, lap reinforcing bars 12
inches minimum and provide bars around corners. Tie bond beams to structural members as shown.
G. Steel Lintels
1. Receive, set, and anchor steel lintels. Center lintels over the openings and set level. In all cases, install
horizontal leg in level planes, or tilted slightly in towards the building; never tilt horizontal leg away from
the building. Construct lintel with a minimum of 8 inches of bearing at each end.
H. Control Joints
1. Construct control joints in concrete masonry unit or expansion joints in brick concrete masonry unit wall
construction to provide for differential movement, at not over 20 feet on center, or 2.5 times the wall
height whichever is less, unless otherwise indicated. Construct vertical control joints at natural
weaknesses in the walls, such as door and window openings, and in other locations shown on the
Drawings, or as indicated below:
a. At locations where changes in wall height or thickness occur.
b. At windows and doors to 6’-7” wide, provide a control joint on one side of the opening.
c. At doors and windows over 7’-7” wide, provide control joints at both sides of the opening.
d. At doors and windows with lintels, provide control joint at end of lintel above opening. At
windows, provide control joint along jamb and extend down along this line to bearing.
e. Provide movement joints at junctions of interior masonry walls with exterior walls.
f. Provide horizontal joint, 3/8” min. for veneer expansion below all shelf angles.
2. Construct typical control joints and expansion joints by breaking the running bond in the wall with a
continuous thru wall vertical joint 3/8 inch wide and provide 1/2 inch deep sealant space.
a. In concrete masonry unit work, construct the control joint by laying up the block with the half
core end at the joint; as concrete masonry units are laid up, line one side of the joint with 1 ply of
Bond Breaker Strip and fill the core and web space formed at the joint with mortar, packed in
place, to form a keyed joint which will withstand lateral pressure.
b. In brick concrete masonry unit work, or brickwork, fill the joint with Flexible Joint Filler Strip,
recessing the strip to provide the 1/2 inch deep sealant space.
3. Where control joints are located at the end of lintels, install Bond Breaker Strip in bed joint of lintel.
I.
Isolation Joints
1. Provide isolation joints wherever masonry encloses a steel column and elsewhere as shown. Construct
joints by separating the masonry from the steel with Isolation Gaskets. Do not compress the Isolation
Gasket.
J.
Joint Reinforcement
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1. Reinforce concrete masonry unit walls and partitions with joint reinforcement except:
a. Where veneers are tied to concrete back up.
b. Where metal ties are specified or specifically noted or shown.
2. Install horizontal joint reinforcing continuously in every second horizontal concrete masonry unit joint or
at 16 inches on center vertically, calculated to provide reinforcement in the top joint of each wall or
partition. Supplement the reinforcement at openings in walls or partitions with additional reinforcing in
the joints immediately above and immediately below the opening, if such joints are not reinforced by the
normal placement of the reinforcement. The additional reinforcing shall be the same as used in the wall or
partition and of length equal to the width of the opening plus 4 feet centered on the opening. Terminate
reinforcing at each side of control joints. Bend and extend reinforcing around corners and through
intersections by cutting, bending and lapping. Lap reinforcing 6 inches at joints between pieces. Embed
longitudinal wires completely in mortar.
K. Metal Ties And Anchors
1. Install metal ties and anchors to bond and to secure masonry work, as shown or as follows:
a. Tie masonry wythes together, where other types of bonding are not specified or shown, with
metal ties spaced not over 32 inches on center horizontally and 16 inches on center vertically,
staggered.
b. Tie masonry veneer to concrete back up with metal ties spaced 16 inches on center vertically at
each dovetail slot at 32 inches on center maximum, except that at concrete columns provide at
least 1 dovetail slot in each side of the column.
c. Tie ends of masonry walls and partitions to abutting construction with specified joint stabilizing
anchors spaced at 16 inches on center vertically.
d. Tie masonry walls enclosing a steel framed building to each steel column not more than 24 inches
vertically, and to each spandrel beam with metal ties spaced 32 inches on center horizontally.
e. Tie face brick to metal stud back-up wall construction with specified 2-piece metal ties, with each
anchor portion centered on the metal studs and fastened with 22 stainless steel screws through the
sheathing into the metal stud. Space the anchor/tie units to cover 1.77 sq. ft. in a staggered
pattern, unless other spacing is noted on Drawings.
2. Secure metal ties rigidly in place, to masonry by fully embedding in mortar, to steel by welding. In
vertically cored masonry, position ties over a vertical joint when tying wythes. In cored masonry, fill end
cores of units when tying wall ends.
L. Masonry Flashing, Weeps and Vents
1. Brick Veneer at Cavity Walls.
a. Provide 1 piece Dampcourse flashing at concrete foundations where brick ledge is below the floor
line. Provide 22-piece wall flashing at all other horizontal interruptions in the vertical cavity
(concrete foundations, where brick ledge is at or above the floor line, brick relief angles, lintels,
parapets, etc.). Flashing shall be embedded into joints of backup material as indicated on the
Drawings. Provide cavity filter in cavity behind bottom course. Lap and seal discontinuities in
flashings. Provide dams at ends of lintels and other similar conditions. Lap and seal all joints and
intersections.
b. Where 1 piece flashing is used, trim flush with face of brick, after inspection by Owner’s
Representative.
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c. Flexible membrane flashing shall not be exposed to sun (ultra violet) light for extended periods of
time (30 days max.).
d. Install cavity wall insulation in thicknesses and locations shown on the Drawings and as specified
in Division 7.
e. Provide brick weeps for moisture release in lowest course atop flashings as follows:
1) Install brick weeps into a full head joint opening at 24 inches horizontally, except where
head joint is greater than 4 inches high.
2) Where head joints are greater than 4 inches high, provide 2 ¼ inch (57 mm) minimum
void in lower portion of head joint by forming the void with a removable plug. After
mortar is firm, remove plug (and insert modified brick weep).
f. Provide brick vents into a full head joint opening at 48 inches horizontally, at top of exterior
cavity walls in the first full course below the gravel stop, fascia, window sills, relief angles, or
other vertical interruptions of the cavity, as indicated on Drawings. Where head joints are greater
than 4 inches high, install 2 ¼ inch high vent in top portion of head joint.
2. Provide Flexible membrane flashing in masonry construction in the following locations:
a. At top of exterior building foundation walls or beams, extended as a course under the brick
veneer, starting at exterior surface, over the brick seat, up the face of the back up either 22 inches
above finished earth grades or 8 inches whichever is greater, through the back up masonry to 1/2
inch from interior wall surface.
b. At lintels and shelf angles supporting exterior masonry, extended as a course over the outstanding
leg or flange, and 12 inches up the face of the back up, through the back-up masonry to 1/2 inch
from interior wall surface.
c. At top of concrete slabs and concrete spandrel beams supporting exterior masonry, extended as a
course over contact surface of such member, 4 inches up interior surface of masonry, and 4 inches
down exterior surface of slab edge or beam.
d. At top of walls, extended as a thru wall course under caps or copings, and under and behind sills,
to 1/2 inch from wall surface.
e. Elsewhere as shown.
3. Provide weep openings in vertical joints directly above horizontal portion of the flashing at exterior
wythes of cavity walls, spaced 22 feet on center.
a. At exterior cavity walls, install a continuous course of mortar net, dovetail side up, in bottom of
cavity above the flashing and construct weep holes in the exterior wythe by building in specified
weep hole cell vents in full head joint of brick joints at uniform intervals to provide weep hole
spacing specified.
4. Install flashing on concrete or masonry over a dry, smooth trowel coat of mortar. Trowel mortar level, and
do not slope surface of mortar away from wall surface. Set flashing in a 1/8 inch thick coating of mastic,
over either the mortar bed or on clean surfaces of steel supporting members, with joints between pieces
lapped 6 inches and sealed with mastic or adhesive. Flashing shall be continuous or lapped at corners.
Interrupt flashing at control and expansion joints. Terminate all horizontal runs with ends dams.
5. Install vents in vertical head joints at the top of each continuous cavity at spacing indicated. Use vinyl
weep hole/vents or open head joints to form vents.
6. Sheet Metal Flashing and Dampcoursing.
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a. Fabricate sheet metal into right angle shape with formed and sealed end dams. Vertical leg shall
be 4” high; horizontal leg shall be equal to the shelf below plus a ¼” hemmed drip leg beyond the
exterior face and turned down 45 degrees.
b. Fabricate step flashings similar to dampcourse flashings above and per SMACNA’s Sheet Metal
Manual.
7. Install reglets and nailers for flashing and other related construction where they are shown to be built into
masonry.
M. Steel Shelf Angles
1. Receive, set, and anchor steel shelf angles. Erect shelf angles in continuous, level lines, with expansion
spaces between ends of members, at the required elevations. Secure shelf angles by bolting into inserts in
concrete beams and walls and by bolting into steel beams at maximum 36 inch centers. Terminate shelf
angles at each side of building expansion joints. In all cases, install horizontal leg in a level plane, or tilted
slightly in towards the building; never tilt horizontal leg away from the building.
2. Where plane of back up surface is recessed, provide shims at each bolt connection to align vertical leg of
shelf angles with interior surface of masonry wythe. Provide shims of width equal to vertical leg of shelf
angle. Where bottoms of wedged out shelf angles are exposed, fill the space between the back of the angle
and the surface of the back up with Expansion Filler.
3. Keep joints under shelf angles free of mortar and install Expansion Filler.
N. Masonry Insulation
1. Fill all cores of exterior masonry with Masonry Insulation where indicated. Fill cores in sequence and in
manner as recommended by the insulation manufacturer and so as not to delay progress of the work.
O. Field Inspections / Quality Assurance
1. Special masonry inspections shall not be required for empirically designed masonry that is part of non
essential buildings as defined by the IBC.
a. Structural testing shall, however, be required for empirically designed masonry that is part of non
essential buildings designed for seismic resistance. Testing shall be Level 1 as defined by Table
1708.1.1 of the IBC.
2. Level 1 special masonry inspections shall be required for empirically designed masonry that is part of
essential buildings as defined by Table 1704.5.1 of the IBC.
a. Level 2 structural testing shall be required for buildings designed for seismic resistance as defined
by Table 1708.1.2 of the IBC.
3. Level 1 special masonry inspections shall be required for engineered masonry that is part of non essential
buildings as defined by Table 1074.5.1 of the IBC.
a. Level 2 structural testing shall be required for buildings designed for seismic resistance as defined
by Table 1708.1.2 of the IBC.
4. Level 2 special masonry inspections shall be required for engineered masonry that is part of essential
buildings as defined by Table 1074.5.3 of the IBC,
a. Level 3 structural testing shall be required for buildings designed for seismic resistance as defined
by Table 1708.1.3 of the IBC.
P. Masonry Waste Disposal
1. Unused masonry materials are the property of the Contractor and, at the completion of his Work, must be
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removed from the site.
2. The contractor may request the approval to use clean masonry debris as a site fill material. Upon approval
by the Owner’s Representative, the Contractor may:
a. Dispose of clean masonry units, mortar, grout, cement and sand by crushing the masonry debris
into units of 4 inches or less in all dimensions and mix the debris with 2 parts of specified
material for each part of masonry debris per soil and fill materials in Division 2.
b. Maintain masonry fill debris below 18 inches of finish grade.
3. Remove excess masonry waste and dispose of all materials legally that are not used as fill on the site.
Q. Cleaning And Pointing
1. Clean exposed surfaces of masonry thoroughly to remove mortar, dirt, paint spots, stains, efflorescence
and defacements. Protect exposed adjacent materials during installation and cleaning operations. Remove
mortar droppings from aluminum and other metal surfaces daily. Do not use sand blast, or other materials
or methods that will stain, discolor, or damage the masonry surfaces in any way.
2. Point up joints full and even and to match tooling used on wall. Cut out and point up defective joints
during or before cleaning. Clean out and provide proper depth recesses for calking and sealing work.
3. Brush clean concrete masonry units as the work progresses. Allow mortar droppings on such surfaces to
dry and then remove by trowel, block rubbing and brushing.
4. Protect surfaces that could be harmed by cleaning operations.
5. Clean face brick with warm water, detergent and fiber brushes. IF such cleaning is ineffective, use
specified brick cleaning solution following the manufacturer’s instructions. Immediately flush surfaces
thoroughly with clean, clear water. Also, immediately flush adjacent surfaces upon which solution has
dropped or splashed. Do not use high-pressure power washers.
6. For soiled stone surfaces, clean joints and exposed surfaces with fiber brush and soap powder and rinse
thoroughly with water.
7. Clean glazed face material units with detergent, warm water and fiber brushes.
8. Remove all excess materials, debris, equipment, sample panels, etc. From site upon completion and
acceptance of masonry work.
END OF SECTION
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DIVISION 05
METALS
05120 - STRUCTURAL STEEL
05120.1 GENERAL
1.1 SUMMARY
A.
Section Includes: This section contains requirements for fabricating and erecting steel elements of structural
steel frames, which include:
1.
Beams, girders, purlins and girts
2.
Columns and posts
3.
Trusses
4.
Bracing
5.
Base plates and cap plates
6.
Materials connecting structural steel to structural steel, including elements of structural shapes, plates,
fasteners and welds
7.
Struts, tie rods and sag rods forming part of a structural steel frame
8.
Roof and floor frames of standard structural shapes
9.
Hangers supporting structural steel
10. Door frames and lintels connected to structural steel frames
11. Seat and shelf angles connected to structural steel for supporting roof deck, floor deck, floor plate, grating
and masonry
12. Expansion joints connected to structural steel frames
13. Wedges and shims
14. Grillage beams and girders
15. Shop connected beam bearing plates
16. Shop connected anchors and shear connectors
17. Slide bearings
18. Reinforcing of existing structural steel
19. Adhesive Anchor Rods Drilled into Top of Machine Drilled Piers
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20. Grout under column base plates
B.
C.
Related Work Specified In Other Sections:
1.
Unit Masonry for anchors to secure masonry to structural steel elements - Division 4
2.
Steel Joists and Joist Girders - Division 5
3.
Metal Roof Deck - Division 5
4.
"Metal Fabrications" for concrete slab edge angles and channels, loose steel lintels and plates, and
checkered and plain floor and tread plate, metal stairs, handrails, gratings and other miscellaneous metal
work consisting of steel framing shown on the architectural drawings - Division 5
5.
Special Coatings for compatibility of finish coatings with primer paint - Division 9
6.
Painting for compatibility of finish paint with primer paint. Division 9
Items installed but not furnished under this section:
1.
D.
Air supply houses in truss space are furnished under Division 15 Section covering Industrial Indoor
Heating and Cooling Units.
Items furnished but not installed under this section:
1.
Cast-in-place anchor rods for columns and beams bearing on concrete are installed under Division 3
Section covering Cast-in-place Concrete and Division 2 Section covering Machine Drilled Piers.
2.
Anchor rods for columns and beams bearing on masonry and set in during masonry construction are
installed under Division 4 Section covering Unit Masonry.
1.2 PERFORMANCE REQUIREMENTS
A.
Make all field measurements necessary for detailing, fabricating and installing reinforcing and new members to
be connected to existing structures or for reworking existing members. Identify existing reinforcing or
members not shown on the drawings and note anything that would prohibit installation as shown on the
drawings.
B.
If items indicated are not readily available, substitutions may be proposed, but must be approved by the
Registered Design Professional before submitting shop drawings.
C.
Incorporate Contractor requested, Registered Design Professional approved, substitutions at no additional cost
to the Owner.
D.
Make the end connections of all members with at least 2 ASTM A325 bolts or equivalent weld, unless
otherwise noted or approved by the Registered Design Professional.
E.
Do not use bolts less than ¾ inch in diameter, unless otherwise noted.
F.
Match existing holes in the structural steel of the existing buildings, and drill or punch new holes, as required,
to assure proper alignment of new roofs and floors with the existing.
G.
Provide double angle truss end connections with at least the following, unless otherwise noted:
1.
Six bolts in single shear or 3 bolts in double shear for main connections
2.
Two bolts for secondary connections
H.
Provide symmetrical double angles truss to column connections with bolts designed for eccentricity and prying
action, with the working points on the column centerline.
I.
Detail all copes to provide a maximum gap of 1/2 inch from the adjacent member.
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J.
Detail all structural steel members with connection angles bolted to their web to satisfy "block shear"
requirements for slip-critical connections, even if bearing-type bolts are used.
K.
Begin beam or plate girder connection angles near the top of the web and extend them down to at least 1/2 of
the beam or plate girder depth. Do not extend the connection angles beyond the bottom of the web, unless
otherwise noted.
L.
Connect gusset plates for diagonal bracing to all intersecting members, unless otherwise noted.
M. Use a minimum fillet weld size of 3/16 inch. Proportion the size and length of all fillets to not locally
overstress the connected members.
N.
Design fillet welds connecting angles or other unsymmetrical sections according to the stress distribution to the
individual lines of welds.
O.
Provide continuous seal welds, ground smooth, at all door and sash frame joints that will be permanently
exposed to the weather, so that there are no non-weathertight spaces between pieces of built-up members or
between adjacent members.
P.
Do not splice members unless otherwise noted or approved by the Registered Design Professional.
Q.
Design tension splices to develop the full section regardless of the member stresses at the splice location,
unless otherwise noted.
R.
Design compression splices for the full capacity of the member with consideration of the governing
slenderness ratio at the splice location, unless otherwise noted. Place compression splices at or near places of
lateral support.
S.
Chords of trusses longer than sixty feet may be spliced at points where stresses are less than 2/3 of the
maximum.
T.
Provide seat and shelf angles, as required, to support roof deck, floor deck, floor plate, grating, and masonry.
Design the connections of seat and shelf angles to develop the strength of the angles.
U.
Provide weep holes to prevent accumulation of water during construction or of condensation afterward for all
steel members which may be capable of holding water, such as upturned channels, horizontally placed beams,
composite members, etc. When not shown on the drawings, provide 9/16 inch holes spaced a maximum of 8
feet. Show these weep holes clearly on the shop drawings.
V.
After columns have been positioned and plumbed and framing members attached and aligned, tighten anchor
rods. Do not remove shims, but if protruding, cut off flush with edge of base plate before packing with
non-shrink grout. Pack grout solidly between bearing surfaces to ensure that no voids remain.
1.3 SUBMITTALS
A.
Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code
(e.g., Item [L]). Refer to Division 1 General Requirements for definition of codes, types of submittals and the
administrative requirements governing submittal procedure. Additional submittal requirements pertaining to
this Section are specified under this Article.
B.
Submit product data or manufacturer's specifications and installation instructions. Include laboratory test
reports and other data to show compliance with specifications (including specified codes and standards) for the
following:
1.
Structural steel primer paint [P]
2.
Touch-up paint for galvanized members and connections [P]
3.
Proposed substitutions [P]
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C.
D.
Project No. 1201344 (SPEC-01804)
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Keep material certification data on file at the project site, subject to the above submittal requirements when
requested by the Registered Design Professional, for the following:
1.
Structural steel (each type), including certified copies of mill reports covering chemical and physical
properties.
2.
Bolts (each type), including nuts and washers.
3.
Anchors and shear connectors.
Structural Steel Shop Drawings [D]: Submit shop drawings including complete details and schedules for
fabrication and assembly of structural steel members and reinforcing pieces.
1.
Include the WFG Project Number on all drawings as part of the drawing identification number required by
the Special Conditions.
2.
Do not reproduce design drawings for use as erection drawings. Prepare erection drawings, complete with
all necessary plans, elevations, and sections, to indicate the composition and size of members and their
relative positions vertically and horizontally from floor lines and column centers. Use the letter "E" as the
first digit of the sheet number required by the Special Conditions to indicate erection drawings.
3.
Indicate the shape and size of all members and design drawing marks of all assemblies (trusses, sway
frames, door frames, door headers, etc.) on the erection and detail drawings, in addition to detailing piece
marks. Use detailing piece marks such as 24B3, 17T4, 143C2 for beams, trusses, columns, and other piece
types. The numbers preceding the letter in the piece mark shall identify the drawing that includes the
detailing of the piece and shall be the sheet number portion of the shop drawing identification number.
4.
Each submittal shall include erection drawings indicating marks of all members, assemblies, and loose
pieces included in the submittal.
5.
Include details of lengths, cuts, holes, connections, camber, slots, splices, and other pertinent data.
6.
The principal lines of all members shall be indicated in details of all pieces.
7.
Indicate welds by standard AWS symbols, distinguishing between shop and field welds. Show location,
size, length, and type of each weld.
8.
Indicate type, location, size, length, and grip of each bolt, distinguishing between shop and field bolts, and
between slip-critical and bearing-type bolts.
9.
Indicate paint free areas and surfaces as specified under Shop Painting.
10. Provide setting drawings, templates, and directions for installation of anchor rods and other anchorages to
be installed as work of other sections. Include all required dimensions, both horizontal and vertical,
including tolerances, for the accurate setting of such items.
11. Shop drawings submitted for review that include notes such as "Engineer Verify" where design drawings
include notes such as "Verify with Equipment Purchased," or "Field Verify," will be returned without
reviewing.
E.
Primer Paint [L]: Submit a Letter of Compliance from the paint manufacturer, prior to shipping any fabricated
painted steel to the project site, certifying that the primer is being applied with proper equipment, in the proper
manner.
F.
Maintain copies of each survey conducted, showing elevations and locations of base plates and anchor rods to
receive structural steel and final elevations and locations for major members. Indicate discrepancies between
actual installation and contract documents. Submittal of surveys will only be required when necessary to
resolve discrepancies.
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G.
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Submit Unit, Alternate or Separate Prices for the following as noted:
1.
Unit price for structural steel completely fabricated and erected. Billings based on unit price shall have
weights calculated in accordance with the AISC Code of Standard Practice.
1.4 QUALITY ASSURANCE
A. Comply with applicable provisions of the most recent edition of the following specifications and documents, unless
otherwise noted:
1. American Institute of Steel Construction (AISC) "Code of Standard Practice for Steel Buildings and Bridges"
2. AISC "Specification for Structural Steel Buildings–Allowable Stress Design and Plastic Design"
3. ASTM A6/A6M, "Standard Specification for General Requirements for Rolled Steel Plates, Shapes, Sheet Piling
and Bars for Structural Use"
4. Research Council on Structural Connections (RCSC) "Specification for Structural Joints Using ASTM A325 or
A490 Bolts"
5. American Welding Society (AWS) D1.1, "Structural Welding Code–Steel"
6. The Society for Protective Coatings (SSPC) "Steel Structures Painting Manual, Volume 2, Systems and
Specifications"
7. ASTM A143, "Standard Practice for Safeguarding Against Embrittlement of Hot-dip Galvanized Structural Steel
Products and Procedure for Detecting Embrittlement"
8. ASTM A384, "Standard Practice for Safeguarding Against Warpage and Distortion During Hot-dip Galvanizing of
Steel Assemblies"
9. ASTM A385, "Standard Practice for Providing High-quality Zinc Coatings (Hot-dip)"
10. ASTM A780, "Standard Practice for Repair of Damaged and Uncoated Areas of Hot-dip Galvanized Coatings"
B. Qualifications for Welding Work:
1. Use only AWS pre-qualified weld joints. AWS provisions for qualifying other weld joints are not permitted.
2. Qualify welding operators in accordance with AWS qualification requirements.
3. Obtain and maintain certification that welders have satisfactorily passed AWS qualification tests.
4. If recertification of welders is required, retesting will be the Contractor's responsibility.
C. At all locations where work related to this section is being performed, maintain copies of the specified documents
applicable to that work.
D. Materials and fabrication procedures are subject to inspection and tests in mill, shop, and field, conducted by a
qualified inspection agency. Such inspections and tests will not relieve the Contractor of responsibility for providing
materials and fabrication procedures in compliance with specified requirements.
E. Details shown are typical. Similar details apply to similar conditions, unless otherwise noted. The details show only
the general methods of connections, therefore, they do not necessarily show all minor pieces required or specified
herein. Verify dimensions at the site whenever possible without causing delay in the work.
F. Promptly notify the Registered Design Professional whenever the design intent for members and connections for any
portion of structure is not indicated clearly enough to develop shop drawings for the pieces.
G. Project Meeting for Structural Steel Detailing
1. At least 7 days prior to beginning shop drawings, hold a meeting in the Architect-Engineer’s office to discuss
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detailing procedures.
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g
g
p
g
g
g
2. Invite representatives concerned with structural steel detailing to the meeting. Attendees shall include, but not be
limited to, the following:
a. Contractor’s superintendent
b. Structural steel fabricator
c. Structural steel detailer
d. Architect-Engineer
e. Owner
3. The Architect-Engineer shall distribute an agenda in advance, chair the meeting, and provide minutes of the meeting
to attendees and the Owner.
4. At least 14 days prior to the meeting submit proposed connections, procedures, calculations, and alternatives to the
Architect-Engineer for review.
H. Furnish sets of Architect-Engineer reviewed shop and erection drawings to the shop inspector, Field Inspector, and
others whose work pertains to or is affected by this Work.
I.
Record Documents
1. As-Built Drawings [D]: Upon completion of erection of steel, and prior to Final Payment, furnish as-built structural
steel shop, erection, and anchor rod setting drawings. Submit to Architect Engineer and GM-WFG each 1-copy of
record shop drawings CD-ROM. For CD file format requirements refer to WFG Graphic Standard Document
NAO-0067. The drawings used in CD format shall be void of marks and stamps and shall show as-built
conditions.
1.5 DELIVERY, STORAGE AND HANDLING
A. Deliver, store and handle materials in accordance with the AISC Code of Standard Practice, except for the following
additional requirements, and as otherwise noted:
1. Store materials to permit easy access for inspection and identification. Keep steel members off ground by using
pallets, platforms, or other supports. Protect steel members and packaged materials from deterioration, buckling,
kinking, distortion and contamination.
2. Do not store materials on the structure in a manner that might cause distortion or damage to members or supporting
structures. Repair or replace damaged materials or structures as directed.
3. Require adequate dunnage for rail and carrier shipments to prevent damage in transit.
4. Remove any mud from steel before erection.
05120.2 PRODUCTS
2.1 Materials
A. Structural Steel Shapes, Plates and Bars:
1. ASTM A992 for all wide flange members and tees split from wide flange members as noted on the drawings.
2. ASTM A36/A36M for plates, bars, angles, channels and other members as noted on the drawings.
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B. Cold-Formed Steel Tubing: ASTM A500, Grade B.
C. Steel Pipe: ASTM A53, Type E, Grade B.
D. Anchor Rods: ASTM F1554, Grade 55, with weldability supplement S1 (with the carbon equivalent formula in ASTM
F1554 Section S1.5.2.1), threaded and nutted top and bottom, unless otherwise noted, with ASTM A563, Grade A,
heavy hexagon carbon steel nuts, and ASTM F436, Type 1, hardened carbon steel washers.
E. High-Strength Threaded Fasteners: ASTM A325, Type 1, heavy hexagon, quenched and tempered medium-carbon
steel structural bolts, with ASTM A563, Grade C, heavy hexagon carbon steel nuts, and ASTM F436, Type 1,
hardened carbon steel washers.
F. High-Strength Threaded Fasteners: ASTM A490, Type 1, heavy hexagon, quenched and tempered alloy steel
structural bolts, with ASTM A563, Grade DH, heavy hexagon carbon steel nuts, and ASTM F436, Type 1, hardened
carbon steel washers.
G. Electrodes for Welding: E70XX series, low hydrogen for shielded metal arc gas, gas metal arc or flux-cored arc
welding processes and F7X series for submerged arc welding, unless otherwise noted.
H. Structural Steel Primer Paint: A [light gray] [white], lead and chromate free, rust inhibitive alkyd primer meeting or
exceeding the performance requirements of SSPC-Paint 25.
1. Subject to compliance with requirements, provide one of the following, or other as approved by the
Architect-Engineer:
a. Light Gray Primers
1) Sherwin-Williams , Ken Kromik Metal Primer B50AZ6
2) PPG Industries , MULTIPRIME Fast Dry 2.8 VOC 94-269
3) ICI/Devoe Paints 4180-6120 Gray
4) Tnemec Co. 10-1009 Gray
5) M.A. Bruder & Sons 073-267 Gray
6) Southern Coatings 1-2969 Gray
7) Carboline Co. Multi-Guard GP 5 UP - Gray
8) Keeler & Long, Inc. , 6060 Tri-Polar Gray
9) Michigan Industrial Finishes Corp. HS10-299 Gray
b. White Primers
1) Sherwin-Williams , Ken Kromik Universal Metal Primer B50WZ1
2) PPG Industries , MULTIPRIME Fast Dry 2.8 VOC UC-87019
3) ICI/Devoe Paints 4180-1000 White
4) Tnemec Co. 99W White
5) Keeler & Long, Inc. , 6040 Tri-Polar White
6) Michigan Industrial Finishes Corp. HS10-315 White
7) Carboline Co. Multi-Guard GP 5 - White
8) Southern Coatings 1-5042 White
c. Finish/Primer
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Project No. 1201344 (SPEC-01804)
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1) Sherwin-Williams , Steel Spec Universal Primer/Finish White B50WW8
2) International Paint LLC , Devoe Coatings Devguard 4180-1000 White
3) Carboline , Multi-Guard GP 14 DTM
I.
Structural Steel Primer Paint: A 2-component, polyamide epoxy, rust inhibitive, light gray primer meeting or
exceeding the performance requirements of SSPC-Paint 22.
1. Subject to compliance with requirements, provide one of the following, or other as approved by the
Architect-Engineer:
a. The Sherwin-Williams Company , Recoatable Epoxy Primer Gray B67A5/B67V5
b. PPG Industries , MULTIPRIME EFD Gray Primer 94-109
c. International Paint LLC , Devoe Coatings Devran 223 Light Gray (223B2675)
d. Tnemec Co. Poxiprime II Gray Series N68
e. Southern Coatings Dura-Pox 346-6042 Gray
f. Keeler & Long, Inc. , 3200/8707 Kolor-Poxy Gray
g. Carboline Co. Carboguard 893 SG
J.
Shear Connectors: ASTM A108, headed stud-type, in accordance with AWS D1.1.
1. Subject to compliance with requirements, provide one of the following, or other as approved by the Registered
Design Professional:
a. The Nelson Stud Welding Co. Fluxed Shear Connector Studs
b. Enrico Products Blue Arc Shear Connector Studs
c. KSM Shear Connectors
K. Galvanizing: Hot-dipped zinc coating in accordance with ASTM A123 for structural shapes, including plates, bars and
strips, and in accordance with ASTM A153 for nuts, bolts and other hardware.
L. Galvanizing Repair Paint: SSPC-Paint 20, high-zinc-dust-content paint for regalvanizing welds and repair painting
galvanized steel.
M. Non-Shrink Grout:
1. Pre-mixed, non-shrink, non-metallic grout consisting of aggregate base, portland cement sand, and with necessary
plasticizers, densifiers and other control ingredients.
2. Non-shrink grout shall conform to ASTM C1107, Grade B, when tested at a fluid consistency of 25 to 30 seconds
per CRD 611/ASTM C939 at temperature extremes of 45 and 90 degree F and an extended working time of 30
minutes.
3. Non-shrink grout shall have a minimum compressive strength of 7,500 pounds per square inch at 28 days.
4. Non-shrink grout manufacturers:
a. Dayton Superior "Sure-Grip High Performance Grout"
b. Euclid Chemical Company, Inc. "Hi-Flow Grout"
c. L&M Construction Chemicals, Inc. "Duragrout”"
d. Master Builders, Inc. "928"
e. U.S. Grout Corporation "Five Star Grout"
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2.2 Fabrication
A. Fabricate and assemble structural assemblies in shop to the greatest extent possible.
B. Use AISC Code of Standard Practice dimensional tolerances.
C. Paint surfaces that will be inaccessible after shop assembly, but exposed to weather after erection or installation,
before assembling.
D. All trusses are to be shop welded, unless otherwise noted. Weld or bolt other shop connections, as indicated.
E. Drill, punch or cut all holes perpendicular to metal surfaces, unless otherwise noted. Do not flame-cut holes or enlarge
holes by burning. Use only standard holes, unless otherwise noted. Slotted holes must have straight and smooth sides.
F. Provide holes in base plates for anchor rods that are 5/16 of an inch greater in diameter than the rods, unless otherwise
noted.
G. Provide holes in columns and trusses for future connections where future expansion is indicated on the drawings.
H. Holes are allowed in tensioned members only if drilled or punched and fully developed local reinforcement extending
12 inches beyond the holes is provided.
I.
Cut all copes perpendicular to metal surfaces, unless otherwise noted, with straight lines and smooth curves, free from
burrs.
J.
Fabricate truss web members as follows, unless otherwise noted on the drawings:
1. Double angle members with long legs back to back
2. Long legs of diagonals toed down
3. Long legs of verticals toed toward the center of the truss
K. Provide welded filler plates for truss, sway frame, and bracing members composed of 2 angles, with the quantity and
spacing in accordance with AISC specifications for built-up members.
L. Fabricate all trusses, except floor trusses, with a camber of 1/8 inch per 10 feet of length, unless otherwise noted.
M. Provide holes in structural steel for the attachment of wood blocking, wood nailers and similar items where bolting of
such items is noted on the Architectural drawings.
N. Prepare steel surfaces to receive headed stud-type shear connectors as recommended by the manufacturer of the shear
connectors and install the connectors noted as shop installed in accordance with the manufacturer's instructions.
2.3 Shop Painting
A. Prepare steel surfaces to be painted in accordance with SSPC-SP 6, "Commercial Blast Cleaning," to achieve the
applicable commercial blast cleaning standards of SSPC-Vis1. Remove burrs by grinding. Remove completely any
weld-spatter metal, slag and other extraneous weld deposit products adhering to the steel. Do not use wet abrasive
blasting.
B. Require the approved prime paint manufacturer to visit the steel fabricating shop(s) to observe the paint application
procedures and techniques and verify that the paint is being applied properly for the maximum intended coating
performance.
C. Shop-paint all steel surfaces, unless otherwise noted, in accordance with manufacturer's instructions and at a rate to
provide a dry film thickness of not less than 2.5 mils [or 3.0 mills for primer/finish paint], but not less than the
thickness recommended by coating manufacturer. Prime paint shall be applied only when the surface and ambient
temperatures are above forty degrees Fahrenheit (or higher, if specified by the manufacturer).
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D. Use painting methods that result in full coverage of joints, corners, edges, and exposed surfaces and provides a smooth
and even coat, free of orange peels, streaks, runs or sags, suitable for the application of finish painting. Avoid dry
spraying.
E. Do not paint surfaces within 2 inches of field welds or field-welded shear connectors.
F. Do not paint contact surfaces at slip critical bolted connections.
G. Do not paint surfaces scheduled to receive adhered application fireproofing.
H. Do not paint the top surface of the top flange of beams that will receive shear connectors for composite construction.
I.
Do not paint members to be galvanized.
J.
Do not paint steel that will be embedded in concrete or masonry. Paint only the surfaces that will be exposed for
members that will be partially embedded in concrete or masonry.
2.4 Source Quality Control
A. Owner will engage an independent testing and inspection agency to verify material and welder certifications, inspect
high-strength bolted and welded connections, perform tests, and prepare reports.
B. Inspection and testing will include, but is not limited to:
1. Inspection of fit-up before welding
2. Visual inspection of all welds
3. Non-destructive testing of some welds using radiography, ultrasonics, magnetics and penetrants in combination or
singularly
4. Visual inspection of all bolted connections
5. Testing of some bolt installations
6. Visual inspection of all shear connectors
7. Testing of some shear connectors
C. The testing agency will document the types and locations of non-conformances found and the work required and
performed to correct deficiencies.
D. Only welds done by welders with current AWS certification for the type of joint will be accepted.
E. Promptly remove and replace materials or fabricated components that do not comply with requirements and cannot be
brought into compliance with specified methods or methods approved by the Registered Design Professional.
F. Correct deficiencies in structural steel work that inspections and laboratory test reports have indicated to be not in
compliance with requirements. The Contractor is responsible for all costs in connection with the re-work,
re-inspection and re-testing necessary to confirm compliance of corrected work.
05120.3 EXECUTION
3.1 Examination
A. Survey elevations of concrete and masonry bearing surfaces, and locations of anchor rods and similar devices, using a
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y
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surveyor's transit and surveyor's level, before erection work proceeds. Report any discrepancies to the Registered
Design Professional. Do not proceed with erection until corrections have been made or until compensating
adjustments to structural steel work have been approved by the Registered Design Professional. Bear all costs
associated with any delay or alterations in the steel work considered necessary to overcome such discrepancies when
surveys are not made or the Registered Design Professional is not notified.
3.2 Preparation
A. Alterations and repairs to existing building construction, other than structural steel, required for the erection of new
structural steel will be by others.
B. Protection of openings made in existing buildings to permit connections of new structural steel to existing structural
steel will be by others.
C. Provide, maintain, and remove at the conclusion of work, all other temporary protection required to properly protect
existing construction during steel erection.
3.3 Erection
A. Provide temporary shores, guys, braces, and other supports during erection to keep structural steel secure, plumb, and
in alignment against temporary construction loads. Remove temporary supports when permanent structural steel,
connections, and bracing are in place and grouting under base plates is completed.
B. Provide all required field fabrications and connections in accordance with the requirements for shop fabrications and
connections, unless otherwise noted.
C. Remove existing structural steel members only as noted at interface with new work.
D. Any existing steel that is removed, but not required in the new work, will remain the property of the Owner. Neatly
stockpile such material on the premises as directed by the Owner or the Owner’s Designated Representative for
Design.
E. Provide 2 nuts and washers for each anchor bolt at column base plates and at least 1 nut and washer for each anchor
bolt at beam bearing plates.
F. Set columns on heavy hex leveling nuts installed at the proper elevation. Do not use leveling plates. Steel shims or
leveling nuts may be used for loose base plates and beam bearing plates.
G. Bolt all field connections, unless otherwise noted.
H. Attach other structural members accurately to lines and elevations indicated. Clean bearing surfaces and other surfaces
that will be in permanent contact before assembling. Align and adjust various members to achieve proper alignment of
the structure in each bay before proceeding with the next bay.
I.
After structure is plumbed, tighten both the upper and lower nuts on column anchor rods.
J.
Do not use gas-cutting torches in the field for correcting fabrication errors. If members do not fit or holes do not
match, ream out holes and use the next larger size bolt. If connections require new holes, drill new holes. Do not make
such corrections without prior approval of the Registered Design Professional.
K. Do not do any field welding without the advance written approval of the Registered Design Professional and the
Owner. All AWS requirements for preheat and heated enclosures (when field welding is done in cold weather) will be
strictly enforced. Use only the manual shielded metal arc process for all field welding.
L. Hoist sections of air handling units, delivered by others, into position and attach to steel framing. Connections
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between sections and final hook-ups will be by others.
M. Install headed stud-type shear connectors in accordance with the manufacturer's instructions.
N. On exposed welded construction remove any erection bolts, fill holes with plug welds and grind smooth at exposed
surfaces.
O. When installing non-shrink grout below base plates, ensure that contact surfaces are free of dust, dirt, standing water,
oil, grease, laitance, and other contaminants that would be detrimental to the proper installation and performance of
the specified grout.
3.4 Field Painting
A. After erection, clean all surfaces of the members so they will be suitable for application of finish paint.
B. After erection of non-galvanized members apply a touch-up coat of same paint as used for the shop coat to all scarred,
chafed, and other areas where shop primer has been damaged, and to all field bolts, welds, and adjacent areas left
unpainted in the shop and where lack of shop primer has allowed rust to form. Areas around bolt heads shall be
thoroughly "brushed-in" to insure adequate paint coverage.
C. After erection of galvanized members apply a touch-up coat of galvanizing repair paint to all scarred, chafed, and
other areas where galvanizing has been damaged, and to all field bolts and welds. Areas around bolt heads shall be
thoroughly "brushed-in" to insure adequate paint coverage.
D. Bear all costs associated with others scraping off the shop coat of paint and re-priming the parts if it is required in
order to properly apply finish paint.
3.5 Field Quality Control
A. All of the provisions of source quality control apply to field quality control.
END OF SECTION
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General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
05210 - STEEL JOISTS & JOIST GIRDERS
05210.1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Provide steel joists, joist girders, bridging, bracing and attachment hardware.
B. Related Work Specified In Other Sections:
1. Unit Masonry Assemblies – Division 4
2. Structural Steel – Division 5
3. Metal Roof Deck – Division 5
4. Metal Floor Deck – Division 5
5. Metal Fabrications – Division 5
6. Painting – Division 9
1.2 PERFORMANCE REQUIREMENTS
A. Steel joists and joist girders shall be designed, manufactured, handled and erected in compliance with this
specification, the design drawings and the following Steel Joist Institute (SJI) publications.
1. Standard Specifications for Open Web Steel Joists – K-Series
2. Standard Specifications for Longspan and Deep Longspan Steel Joists – LH & DLH-Series
3. Standard Specifications for Joist Girders
4. Recommended Code of Standard Practice for Steel Joists and Joist Girders
5. SJI Technical Digest #9 – Handling and Erection of Steel Joists and Joist Girders
B. Owner’s Designated Representative for Construction (General Contractor) shall coordinate all design and erection
details between Owner’s Designated Representative for Design (Architect/Engineer), Joist Manufacturer, Structural
Steel Fabricator/Erector, Concrete Contractor and Masonry Contractor.
1.3 SUBMITTALS
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g., Item
[L]). Refer to Division 1 General Requirements for definition of codes, types of submittals and the administrative
requirements governing submittal procedure.
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B. Steel Joist Shop Drawings [D]:: Show layout, spacing, mark and type of each joist and joist girder. Show profile of
each type of joist and joist girder indicating depth, section sizes, panel point spacing and web pattern. Detail end
anchorage, bridging, bracing, splices, top chord extensions, extended ends and accessories.
C. Steel Joist Structural Calculations [R]:: Submit engineering analysis sealed by Registered Design Professional
registered in the State where project is located. Include load cases for both vertical and horizontal design forces.
D. Welding Certificates [Q]:: For personnel and procedures.
1.4 QUALITY ASSURANCE
A. Manufacturer shall be a current member producer of the Steel Joist Institute.
B. Manufacturer and erector shall have experience with type and quantity of members to be fabricated and installed, and
have construction records successful in performance and safety.
C. Welders shall be certified for procedures to be performed in accordance with AWS D1.1 “Structural Welding Code –
Steel” and AWS D1.3 “Structural Welding Code – Sheet Steel”.
1.5 DELIVERY, STORAGE AND HANDLING
A. Owner’s Designated Representative for Construction (General Contractor) shall examine all items upon receipt.
Damaged or incomplete items shall be made whole at no additional cost to General Motors.
1. Remove and replace rejected material or work and provide work that conforms to the Contract Documents.
2. Alternatively, the rejected material or work may be repaired. Submit written request but do not proceed until the
Owner’s Designated Representative for Design (Architect/Engineer) has approved the repair method.
1.6 PROJECT CONDITIONS
A.
Area beneath joists and joist girders shall be cordoned off during erection.
B.
Installed members shall not be used to support working surface until all members have been permanently
fastened in position and all bridging has been installed.
C.
Do not damage or overload installed members during the construction period.
05210.2 PRODUCTS
2.1 MATERIALS
A. Steel for chord and web members shall comply with SJI specifications except that cold-formed steel, including
cold-formed steel whose yield strength has been attained by cold working, shall not be used in the manufacture of joist
girders.
B. Prime paint shall be lead and chromate free and comply with SJI specifications or Federal Specification TT-P-664. Do
not use SSPC 15 Type II (asphalt coating) or Federal Specification TT-P-636.
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Project No. 1201344 (SPEC-01804)
Global Facilities Group
2.2 MANUFACTURE
A. Acceptable Manufacturers:
1. Canam Steel Corporation, Columbus, OH
2. New Columbia Joist Co., New Columbia, PA
3. SMI Joist Co., Hope, AR
4. Socar Inc., Florence, SC
5. Vulcraft, St. Joe, IN
B. Furnish permanent identification tag for each joist and joist girder with the following information:
1. Manufacturer’s name.
2. Year joist or joist girder was fabricated.
3. Joist or joist girder designation.
4. Member erection mark.
C. Joist and joist girder top and bottom chords shall be manufactured with hot-rolled structural steel double angles.
D. Joint connections and splices shall be made by the arc welding process. Weld process and inspection shall comply
with AWS D1.1 requirements.
E. Splices shall develop the full capacity of the member. Splices in top and bottom chord angles shall be staggered. Both
angles in the top or bottom chords shall not be spliced at the same location.
F. Field splices are not permitted.
G. Furnish top chord extensions or extended ends to support parapets, sag rods and other loads indicated on design
drawings. Shop drill holes required for attachment of such construction.
H. Extend bottom chord to column at column lines. Registered Design Professional shall provide horizontal design forces
on design drawings when bottom chord extension is welded or bolted to column.
I.
Camber all members as recommended by SJI Specifications unless otherwise noted.
J.
Joist seat angles shall be sloped if joist slope exceeds ¼ inch per 1 foot.
2.3 ACCESSORIES
A. Furnish bridging and anchorage, including that required for wind uplift, in accordance with SJI Standard
Specifications. Registered Design Professional shall provide net uplift design forces on design drawings.
B. Furnish ceiling extensions fastened directly to bottom chord of joist or joist girder to support ceiling construction.
Extend to within 1/2 inch of finished vertical surface.
C. Embedded steel bearing plates shall be furnished according to Division 5 “Metal Fabrications”.
2.4 CLEANING AND PAINTING
A. Clean fabricated steel joists, joist girders and accessories free of mill scale, loose rust and other foreign material by
means of SSPC-SP 6 “Commercial Blast Cleaning”.
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B. Shop apply 1 coat of prime paint to a dry film thickness of not less than 1.0 mil on all steel joists, joist girders and
accessories.
C. Joists and joist girders receiving field applied sprayed-on fire proofing shall be cleaned free of mill scale, loose rust
and other foreign material by means of SSPC-SP 3 “Power Tool Cleaning”. Omit prime paint.
05210.3 EXECUTION
3.1 INSTALLATION
A. Owner’s Designated Representative for Construction (General Contractor) shall verify compliance with erection
tolerances for location and elevation of structural steel members and embedded bearing plates receiving joist or joist
girders prior to installation.
B. Field welds not indicated on design or erection drawings shall require documented approval of Registered Design
Professional before welding is performed. Field welding across face of tension members is prohibited.
C. No holes are to be field drilled without prior documented approval of Registered Design Professional. Field burning of
holes is prohibited.
D. Dead load shall be applied to joist or joist girder prior to welding or bolting bottom chord extensions to column.
3.2 FIELD QUALITY CONTROL
A. Repair or field modification of joists and joist girders shall not be permitted without documented approval of
Registered Design Professional prior to procedure.
B. Field welds shall be visually inspected according to AWS D1.1 procedures.
C. Field bolts shall be inspected according to RCSC’s “Specification for Structural Joints using ASTM A325 or A490
Bolts”.
3.3 CLEANING AND TOUCH UP PAINT
A. After erection clean joists and joist girders free from clay, mud and other foreign materials.
B. Clean surfaces marred during erection and apply a touch-up coat of paint same as used in the shop.
END OF SECTION
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General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
05310 - METAL ROOF DECK
05310.1 GENERAL
1.1 SUMMARY
A. Section Includes: Metal roof deck and accessories.
B. Related Work Specified In Other Sections:
1. Structural Steel – Division 5
2. Steel Joists and Joist Girders – Division 5
3. Metal Floor Deck – Division 5
4. Field painting of metal deck – Division 9
5. Roof drains - Division 15
C. Products Furnished But Not Installed Under This Section:
1. Inert, non-organic, glass-fiber sound absorbing batting for acoustic deck shall be installed as part of the work of
Division 7.
1.2 SUBMITTALS
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g., Item
[L]). Refer to Division 1 General Requirements for definition of codes for types of submittals and the administrative
requirements governing submittal procedure. Additional submittal requirements pertaining to this Section are specified
under this Article.
B. Roof Deck Data [P]:: Submit data sheets for each type of deck, accessory and product. Indicate unit profile, gage,
section properties, material and finish.
C. Roof Deck Certificates [C]:: Certification signed by deck manufacturer declaring products furnished comply with
drawings and specifications.
D. Roof Deck Shop Drawings [D]:: Show type of deck and sheet layout. Indicate fastener type and pattern for attachment
to support steel and side-lap fastening. Show openings, cutouts, closures, roof sump pans, ridge plates, valley plates
and deck reinforcing angles. Detail anchorage of all accessories.
1.3 QUALITY ASSURANCE
A. Metal roof deck installer shall have experience with type and quantity of decking to be installed. Installer shall have a
construction record successful in performance and safety.
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1.4 DELIVERY, STORAGE AND HANDLING
A. Owner’s Designated Representative for Construction (General Contractor) shall examine all items upon receipt.
Damaged or incomplete items shall be replaced or repaired at no additional cost to General Motors.
B. Steel deck shall be stacked off the ground and sloped for drainage. Deck shall be protected with waterproof covering
and ventilated to prevent condensation on deck.
1.5 PROJECT CONDITIONS
A. Area beneath roof deck shall be cordoned off during deck fastening.
B. Placed deck units shall not be used as storage area or working surface until units have been permanently fastened in
position.
C. Do not damage or overload placed roof deck during the construction period.
05310.2 PRODUCTS
2.1 MATERIALS
A. Roof deck units shall be fabricated from galvanized steel sheet, ASTM A653/A653M, Structural Steel Grade 33,
hot-dipped galvanized to designation G-90 zinc coating. The bottom surface shall be exposed, galvanized.
1. For deck receiving finish coat of paint, shop-paint bottom side with manufacturer’s standard gray, lead and
chromate free, rust-inhibitive primer.
B. Cold-rolled carbon steel sheet, ASTM A611 Grade C, cleaned, chemically treated and painted with manufacturer’s
standard gray, lead and chromate free, rust-inhibitive primer to minimum 0.5 mil dry film thickness each side.
C. Steel angles for deck reinforcing shall be hot rolled carbon steel ASTM A36 shop painted with 1 coat of prime paint of
same type and color used for structural steel.
D. Vapor-Proof Deck Materials:
1. Joint Sealing Material: Non-skinning, gun-grade, bulk compound conforming to requirements of National
Association of Architectural Metal Manufacturer’s Specification.
2. Flexible Closure Strips: Elastomeric, vulcanized, closed cell neoprene or EPDM rubber to fit deck profile and be
under compression.
E. Fasteners for attachment of metal roof deck to support steel:
1. Low-velocity, air-actuated, corrosion-resistant, carbon-steel fasteners. Fasteners shall have knurled shanks with
minimum 1/2” diameter steel-washers, and shall be zinc electroplated in conformance with ASTM B633, Sc 1,
Type III. Fasteners and the low-velocity air- actuated tools by:
a. Hilti, Inc.
b. Pneutek, Inc.
F. Side-Lap Fasteners:
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General Motors Company
Global Facilities Group
1. Corrosion-resistant, hexagonal washer head, self-drilling, carbon-steel screws. Screw size shall be 10-14 x 3/4
inches long, and shall be zinc electroplated.
a. Compass International
b. Hilti, Inc.
c. ITW Buildex.
d. Textron Fastening Systems
2.2 MANUFACTURER AND FABRICATION
A. General
1. Metal roof deck manufacturer shall be a member producer of the Steel Deck Institute (SDI).
2. Deck and accessories shall be fabricated in accordance with AISI “Specifications for the Design of Cold-Formed
Steel Structural Members” and SDI “Standard No. 1 - Basic Design Specifications” except where other
requirements are specified.
3. Roof deck units shall be continuous over a minimum of three spans. Where three span units are not practical
provide 2 span units, but only where approved on the shop drawings by a Registered Design Professional.
B. Roof Deck Units
1. Where gage of steel sheet is specified followed by a minimum thickness in inches, the minimum inch thickness
shall govern based on bare uncoated sheet. There shall be no tolerance under the specified minimum inch
thickness.
2. 1-1/2 Inch Deep Deck: Fabricate of 20 gage (the design thickness is 0.0358 inch and the minimum thickness shall
be 0.034 inch) galvanized steel sheet. Provide wide rib deck conforming to Steel Deck Institute type WR.
a. Consolidated Systems Inc. “B”.
b. Epic Metals Corporation “B”.
c. United Steel Deck Inc. “B”.
d. Vulcraft, Nucor Corporation “1.5B”.
e. Wheeling Corrugating Company, Wheeling-Pittsburgh Steel Corporation “BW”.
3. 1-1/2 Inch Deep Acoustical Deck: Fabricate of 20 gage (the design thickness is 0.0358 inch and the minimum
thickness shall be 0.034 inch thick) galvanized steel sheet. Provide wide ribbed deck conforming to Steel Deck
Institute type WR with perforations in webs of ribs. Furnish inert, non-organic, glass-fiber sound absorbing
batting shaped for insertion into ribs. Assembly shall achieve a minimum noise reduction coefficient (NRC) of
0.65 when tested in accordance with ASTM C423. The minimum sound absorption coefficient per octave band
shall be as follows:
Octave Band Number:
2
3
4
5
6
7
Absorption Coefficient:
0.11
0.20
0.63
1.04
0.66
0.36
a. Consolidated Systems Inc. “BA”.
b. United Steel Deck Inc. “BA”.
c. Vulcraft, Nucor Corporation “1.5BA”.
d. Wheeling Corrugating Company, Wheeling-Pittsburgh Steel Company “BW Sound-Asorb”.
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4. 3 Inch Deep Deck: Fabricate of 20 gage (the design thickness is 0.0358 inch and the minimum thickness shall be
0.034 inch) galvanized steel sheet. Provide deep rib deck conforming to Steel Deck Institute Type 3DR.
a. Consolidated Systems Inc. “N”.
b. Epic Metals Corporation “E300”.
c. United Steel Deck Inc. “NS”.
d. Vulcraft, Nucor Corporation “3N”.
e. Wheeling Corrugating Company, Wheeling-Pittsburgh Steel Corporation “N”.
5. 3 Inch Deep Acoustical Deck: Fabricate of 20 gage (The design thickness is 0.0358 inch and the minimum
thickness shall be 0.034 inch) galvanized steel sheet. Provide deep rib deck conforming to Steel Deck Institute
Type 3DR with perforations in webs of ribs. Furnish inert, non-organic, glass-fiber sound absorbing batting
shaped for insertion into ribs. Assembly shall achieve a minimum noise reduction coefficient (NRC) of 0.7 when
tested in accordance with ASTM C423. The minimum sound absorption coefficient per octave band shall be as
follows:
Octave Band Number:
2
3
4
5
6
7
Absorption Coefficient:
0.14
0.36
0.89
0.95
0.53
0.34
a. Consolidated Systems Inc. “NA”.
b. Epic Metals Corporation “E300A”.
c. United Steel Deck Inc. “NSA”.
d. Vulcraft, Nucor Corporation “3NA”.
C. Accessories
1. Provide standard accessory pieces produced by deck manufacturer and that comply with this specification, and the
design drawings.
2. Ridge plates, valley plates, filler sheets, metal closures and other metal sheet accessories shall be fabricated from
sheet steel of same material, finish and thickness as specified for roof deck units unless otherwise indicated.
3. Flat roof sump pans shall be fabricated from single-piece 14-gage steel sheet of same material and finish as
specified for roof deck units. Field cut hole for drain.
4. Recessed roof sump pans shall be fabricated from single-piece 14-gage steel sheet of same material and finish as
specified for roof deck units. Pans shall have 3-inch wide flanges and 1-1/2-inch deep [level] [or] [sloped] pan
recess. Field cut hole for drain.
5. Hanger tabs shall not be permitted.
05310.3 EXECUTION
3.1 INSTALLATION
A. Supporting members shall be properly installed and fastened before placing roof deck units. Place bundles of deck on
supporting members so as not to overload members.
B. Install roof deck to comply with SDI Specifications, SDI Manual of Construction with Steel Deck, approved
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placement plans and the requirements of this section.
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C. Place roof deck units on the supporting steel framework and adjust to final position. Deck ends shall bear 1-1/2-inch
minimum on the supporting members. Deck ends shall be butted together over supports. Align flutes longitudinally
before fastening deck permanently. Lap side joints by nesting with adjacent units. Maintain the required number of
units indicated on the approved shop drawings without stretching or contracting side-laps.
D. Attach roof deck ends to support steel framing with specified mechanical fasteners spaced a maximum of 12 inches on
center at each supporting member.
E. Attach roof deck perimeter edge to support steel framing with specified mechanical fasteners spaced a maximum of 12
inches on center along perimeter.
F. Fasten nested side laps together with specified screws. Place screws between supports at 36 inches on center
maximum with 1 screw minimum between supports.
G. Seal end laps and side laps where vapor-proof areas are indicated. Clean deck edges of foreign material and apply
sealant as deck units are being placed. Install flexible closure strips at underside of deck. Place closure strips in the
flutes at support members to effectively seal off of the area.
H. Attach ridge plates, valley plates, filler sheets, metal closures and other metal sheet accessories to substrate with
screws at 12 inches on center maximum. For accessories attached to deck use specified side lap screws. For
accessories attached support steel use screws appropriate for attachment to support steel.
I.
Neatly cut openings in roof deck for roof sump pans, pipes, ducts, vents, structural elements and similar construction.
J.
Openings in 1-1/2 inch wide rib roof deck shall be reinforced as follows (Note: Deck web refers to the vertical element
of rib):
1. Openings in deck 6 inches in diameter/dimension or less and that cut no more than 2 deck webs shall require no
reinforcing.
2. Openings in deck 20 inches in diameter/dimension or less and that cut no more than 6 deck webs shall be reinforced
with L2-1/2x2-1/2x1/4 steel reinforcing angles. Install angles at the 2 edges of the opening that are perpendicular
to deck ribs. Extend angles minimum of 3 ribs past each side of opening. Place angles at underside of deck and
fasten with at least 1 screw at the bottom of each rib.
3. Openings in deck over 20 inches in diameter/dimension or that cut 7 or more webs shall have all deck edges
supported by structural steel framing. Frame shall span to main building structure and be design by Registered
Design Professional.
K. Openings in 3 inch deep rib roof deck shall be reinforced as follows (Note: Deck web refers to the vertical element of
rib):
1. Openings in deck 5 inches in diameter/dimension or less and placed through deck without cutting any deck webs
shall require no reinforcing.
2. Openings in deck 12 inches in diameter/dimension or less and that cut no more than 2 deck webs shall be reinforced
with L2-1/2x2-1/2x1/4 steel reinforcing angles. Install angles at the 2 edges of the opening that are perpendicular
to deck ribs. Extend angles minimum of 3 ribs past each side of opening. Place angles at underside of deck and
fasten with at least 1 screws at the bottom of each rib.
3. Openings in deck that cut 3 or more webs shall have all deck edges supported by structural steel framing. Frame
shall span to main building structure and be design by Registered Design Professional.
L. Set roof sump pans over openings in deck for roof drains. Fasten sump pan to top of roof deck with side lap screws at
8 inches on center maximum around perimeter of pan with at least 1 screw at each corner.
3.2 FIELD QUALITY CONTROL
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A. Examine placed deck for tears, dents or other damage that may compromise structural integrity of decking. Report
damage to Registered Design Professional for determination of any required repairs.
B. Examine air-actuated fasteners to insure steel roof deck is properly clamped to support steel. Verify fastener nail head
standoff is within manufactures accepted tolerance. Replace under-driven and over-driven fasteners with adjacent
properly installed fasteners.
3.3 CLEANING AND TOUCH-UP PAINTING
A. Upon completion of roof deck installation clean top and bottom surfaces of deck free of rust, mud, dirt, grease, oil,
weld spatters and any other contaminants.
B. Repair damaged galvanized coating on top and bottom surfaces of deck with zinc-rich paint.
C. Repair damaged prime-paint coating on top and bottom surfaces of deck with rust-inhibitive prime paint of same color
and type as applied in the shop.
END OF SECTION
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05400 - COLD-FORMED METAL FRAMING
05400.1 GENERAL
1.1 SUMMARY
A. This Section includes interior wall load-bearing framing, and roof and floor joist framing.
B. Related Sections Include:
1. Metal fabrications – Division 5.
2. Exterior metal stud wall systems – Division 5.
3. Thermal or acoustical insulation – Division 7.
4. Gypsum board – Division 9.
1.2 PERFORMANCE REQUIREMENTS
A. Structural Performance: Provide metal framing to withstand design loading of maximum loads and deflections as
indicated below:
1. Interior wall lateral loads of 5 psf and axial loads as calculated per any overhead loading.
2. Floor/ceiling live loading of 40 psf plus calculated dead loading.
3. Interior Wall Framing: Horizontal deflection limited to 1/240 of total wall height.
4. Floor and Roof Joist Framing: Vertical deflection limited to 1/360 of the framing member span.
5. Earthquake loading as required for geographic locations according to applicable Building Code requirements
1.3 SUBMITTALS
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g., Item
[L]). Refer to Division 1, General Requirements for definition of codes, types of submittals and the administrative
requirements governing submittal procedure. Additional submittal requirements pertaining to this Section are specified
under this Article.
B. Product Data: For each metal framing system and accessories specified.
C. Shop Drawings: Include framing plans, framing member sizes, material gauges, spacing, metal framing member types,
bracing accessories, fastening and connection details and structural loading criteria.
1. Include structural analysis computations, details and data signed and sealed by professional engineer registered in
the state of the project location and in responsible charge of the developed Shop Drawings.
D. Test Reports or Mill Certificates.
E. Research/Evaluation Reports.
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F. Welder Certificates.
1.4 QUALITY ASSURANCE
A. Installer Qualifications: An experienced installing contractor with experienced crew who has completed cold-formed
metal framing for large-scale commercial/industrial facilities.
B. Comply with AISI "Specification for the Design of Cold-Formed Steel Structural Members" including structural
characteristics and methods of calculation for cold-formed metal framing members. Incorporate also, requirements, as
appropriate, addressed in: CCFSS Technical Bulletin: "AISI Specification Provisions for Screw Connections."
1. Engineering Responsibility: A registered professional engineer qualified and experienced in structural engineering
shall be engaged to prepare design drawings, calculations, and all other related structural data.
C. Mill certificates or qualified independent test reports shall be signed by the metal framing manufacturer.
D. Fire Test Characteristics [T]: In fire-resistant cold-formed metal framing assemblies, provide tested assemblies per
ASTM E 119, and certified by an independent test agency approved by authorities having jurisdiction.
1. Fire-Resistance Ratings: Shall be per GA File Numbers in GA-600, “Fire Resistance Design Manual,” from UL’s
“Fire Resistance Directory” design designations or by a testing agency acceptable to authorities having
jurisdiction.
E. Welding [C]: Qualify procedures and personnel according to AWS D1.1, "Structural Welding Code--Steel," and AWS
D1.3, "Structural Welding Code--Sheet Steel."
1.5 DELIVERY, STORAGE AND HANDLING
A. Wrap, carton, and crate, as required, to provide physical and climatic protection during loading, shipping and job site
storage and handling.
B. Deliver packaged materials to the project site in the manufacturer's original, unopened containers which bear intact,
legible and visible labels that identify the manufacturer's name and brand name, the contents, grade and type.
C. Upon delivery, immediately inspect shipments to assure their compliance with the requirements of the Contract
Documents and approved submittals, and that products are complete, undamaged and adequately protected.
Immediately report damaged, missing, or defective items. Remove broken, damaged or unlabeled items from the site
immediately.
D. Store products in accordance with manufacturer's instructions with seals and labels intact, legible, and visible. Store
products in a manner to prevent to prevent damage, soiling, theft, deterioration and contamination. Marred surfaces,
cracked, checked spilt or warped materials will be rejected. Store materials subject to damage by climatic conditions
in weathertight enclosures. Maintain temperature and humidity within the ranges required or recommended by the
manufacturer.
E. Repair or clean items that have been damaged or soiled that can be restored to an "as new" condition at not cost to the
Owner. The Owner's Representative shall be the judge of the effectiveness of remedial measures. Additional time or
expense required to secure replacements and to make repairs will not be considered by the Owner's Representative to
justify and extension in the Contract time of completion or an increase in the Contract amount.
05400.2 PRODUCTS
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2.1 MANUFACTURERS
A. Metal Framing System: Provide products from one of the following acceptable manufacturers:
1. Dale Industries, Inc.
2. Dietrich Industries, Inc.
3. MarinoWare; Div. of Ware Industries, Inc.
4. Super Stud Building Products, Inc.
5. United Metal Products, Inc.
2.2 MATERIALS
A. Steel Sheet: ASTM A 653/A 653M, with G60 (Z180) zinc coating and Grade 33 (230) for uncoated steel minimum
thickness of 0.0428 inch and less; Grade 50 for uncoated steel minimum thickness of 0.0538 inch (1.37 mm) and
greater.
B. Wall Framing [P, D]: Manufacturer's standard steel C-shaped studs, with web depths indicated and stiffened flanges,
per ASTM C 955, and as follows:
1. Minimum Uncoated-Steel Thickness Gage: As indicated on the Drawings.
2. Flange Width: As indicated on the Drawings.
3. Section Depth: As indicated on the Drawings.
4. Stud Track: Manufacturer's standard U-shaped unquenched steel track, and uncoated-steel thickness minimum
matching stud steel.
C. Joist Framing [P, D]: Manufacturer's standard C-shaped steel joists, of web depths indicated, [punched], and
stiffened flanges, per ASTM C 955, and as follows:
1. Minimum Uncoated-Steel Thickness Gage: As indicated on the Drawings.
2. Flange Width: As indicated on the Drawings.
3. Section Depth: As indicated on the Drawings.
4. Joist Track: Manufacturer's standard U-shaped steel joist track, of web depths indicated, unpunched, with
unstiffened flanges, and as follows:
a. Minimum Uncoated-Steel Thickness Gage: Matching steel joists.
b. Flange Width: As indicated on the Drawings.
2.3 ACCESSORIES AND MISCELLANEOUS MATERIALS
A. Fabricate steel-framing accessories with a yield strength minimum of 33,000 psi (230 MPa), and of the same gauge
and finish used for other framing members.
B. Steel Shapes and Miscellaneous Clips: ASTM A 36/A 36M, hot-dip zinc coated per ASTM A 123.
C. Anchor Bolts: ASTM F 1554, Grade 36, threaded hex-headed bolts and carbon-steel, nuts; and flat, hardened-steel
washers. All fasteners shall be hot-dip zinc coated per ASTM A 153.
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D. Expansion Anchors: Corrosion-resistant steel with total load capacity equal to 5 times design load according to ASTM
E 488.
E. Power-Actuated Anchors: Corrosion resistant steel type with total load capacity equal to 10 times design load,
according to ASTM E 1190.
F. Mechanical Fasteners: Self-drilling, self-threading corrosion-resistant-coated steel drill screws.
G. Galvanizing Touchup Paint: DOD-: -21035 or SSPC-Paint 20.
H. Cement Grout: Portland cement, Type I per ASTM C 150 with clean, natural sand per ASTM C 404. Mix ratio shall
be 1 part cement to 2-1/2 parts sand, and minimum water as required for hydration and placement.
I.
Thermal Insulation: Unfaced mineral-fiber blankets, Type I per ASTM C 665.
05400.3 EXECUTION
3.1 INSTALLATION
A. Preparation: Ensure full contact of bearing flanges and track webs on supporting masonry concrete or construction by
full grouting of all bearing surfaces.
B. Erect all metal framing and related accessories straight, plum, and square. Connections shall be securely fastened,
according to ASTM C 1007 and manufacturer’s specifications.
1. Do not torch cut framing members. All joints shall be seared or saw cut.
2. Securely attach metal framing members via screws or tack welding per manufacturer’s standard details.
3. Erect framing members in continuous lengths with no lap splices.
4. Erect temporary supports and bracing to anchor framing and provide adequate support for loads as specified.
5. Install thermal or acoustic insulation in headers, sills, boxed joists and studs that are made inaccessible by framing
installations. Provide reinforcing plates over any web holes or punched openings that are in excess of
manufacturer’s standard or specified openings.
6. Provide reinforcing plates over any web holes or punched openings that are in excess of manufacturer's specified or
standard punched openings.
C. Erection Tolerances: All installations shall be within an allowable maximum tolerance variation of 1/8 inch in 10 feet.
1. Erect walls and framing members to a maximum plus or minus ¼ inch from plan dimension. Cumulative error shall
not be greater than finish material or sheathing minimum fastening specification.
D. Load-Bearing Wall Installation: Install top and bottom tracks continuously over studs. Align tracks to plan dimensions
and securely anchor tracks at ends and corners. Bear seat studs tight against top and bottom tracks webs. Space studs
as detailed, set plumb, align, and fasten each flange of studs to bottom and top tracks.
1. Provide for vertical alignment of studs where wall continuity is interrupted by a floor.
2. Properly align floor and roof framing directly over stud framing to transfer load or reinforce track.
3. Anchor studs to columns or other supporting structures as detailed.
4. Provide headers above all wall openings. Fabricate headers of adequate or multiple shapes as required for load
transfer to supporting stud ends. Provide all connections, gusset plates and stiffeners for adequate header member
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pp
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5. Provide double stud at each jamb of all framed wall and door openings.
6. Install jack studs and runner tracks below and above all framed openings. Anchor runner tracks to jamb studs via
welding or mechanical attachment with clip angles. Jack studs shall be spaced the same as adjacent wall
construction.
7. Install horizontal bridging inside stud system, in location engineered for full lateral support. Fasten bridging at each
stud intersection.
8. Install miscellaneous accessories, fasteners, etc. for a complete wall-framing system capable of withstanding all
specified bearing and lateral loads.
E. Joist Installation: Erect, plumb, align, and securely anchor perimeter joist track sized to joists and supporting
construction. Fasten framing members to both flanges of joist track.
1. Install framing and joists over adequate support frame. Provide an end-bearing minimum of 1-1/2 inches. Reinforce
ends and bearing points of joists as required for shear or other loads.
2. Frame openings with heavy gauge or multiple joist headers and joist track capable of transferring load adequately
beyond the opening and to bearing locations
3. Install joist reinforcement and web stiffeners at all interior partitions or concentrated load areas as required.
4. Install and fasten bridging at intervals as required for lateral load stability.
5. Secure joists to all load-bearing interior walls or other supporting structures.
6. Install miscellaneous accessories, fasteners, etc. to provide a complete joist-framing assembly capable of
withstanding all specified dead and live loading.
F. Galvanizing Repairs: Touch up any damaged galvanized coatings on metal framing members with repair paint per
ASTM A 780 and as recommended per manufacturer’s specification.
3.2 FIELD QUALITY CONTROL
A. Testing: Owner will engage an independent testing agency to perform testing of metal framing field quality control as
follows.
1. All connections including shop and field welds will be subject to testing and inspection.
2. Identification of any defective installations for repair or replacement that do not comply with the Contract
Documents shall be repaired, reinstalled or replace.
3. Any required additional inspections or testing will be at the Contractor’s expense, for checking repaired or replaced
work not found to be in accordance with the Contract Documents shall be repaired, reinstalled or replaced.
END OF SECTION
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05500 - METAL FABRICATIONS
05500.1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Provide metal fabrications shown or specified.
2. The General Contractor is responsible for providing steel framing and fabrications not shown or noted on the
Structural Drawings of the Structural Steel Contract and not noted “Structural Steel” or “SS” on the Architectural
Drawings. The General Contractor is responsible for comparing the Structural Steel Contract Bid Documents with
those of the General Contract to determine what steel is in the General Contract.
3. The General Contractor is responsible for providing steel framing and fabrications which were not shown or noted
on the Structural Drawings of the Structural Steel Contract and those that were noted as “General Contract” or
“GC” on the Drawings. The General Contractor is responsible for comparing the Structural Steel Contract Bid
Documents with those of the General Contract to determine what steel is in the General Contract.
4. This section includes the following:
a. Steel ladders.
b. Ladder safety cages.
c. OSHA industrial stairs.
d. Loose bearing and leveling plates.
e. Loose steel lintels.
f.
Shelf angles.
g. Steel framing and supports for overhead doors.
h. Steel framing and supports for ceiling hung toilet compartments.
i.
Steel framing and supports for operable partitions.
j.
Steel framing and support for countertops.
k. Steel framing and supports for mechanical and electrical equipment.
l.
Steel framing for openings in the roof.
m. Steel framing for wall openings.
n. Steel framing and supports for applications where framing and supports are not specified in other Sections.
o. Metal angle corner guards.
p. Metal angle and channel edgings.
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q. Miscellaneous metal trim.
r.
Rolled shape steel door frames.
s.
Metal floor plate and supports.
t.
Cast thresholds.
u. Metal stairs.
v. Cast nosings and treads.
w. Extruded nosings and treads.
x. Pipe guards.
y. Wheel guards.
z. Pipe bollards.
aa. Gratings.
bb. Pipe railings.
cc. Highway type guardrails.
B. Related Work Specified in Other Sections:
1. Anchorage Devices for Securing Precast Concrete Panels - Division 3.
2. Cast Iron Trench Drains and Grates – Division 3.
3. Structural Steel – Division 5.
4. Ornamental Metals – Division 5.
C. Products Furnished, But Not Installed Under This Section:
1. Loose steel lintels and shelf angles in masonry work.
2. Nosings for concrete stairs.
3. Metal fabrications, and anchors for same, for embedment in concrete.
D. Related Work Performed Under Other Contracts
1. Structural Steel - Structural Steel Contract.
1.2 PERFORMANCE REQUIREMENTS
A. Metal Surfaces, General: For metal fabrications exposed to view in the completed Work, provide materials with
smooth, flat surfaces without blemishes. Do not use materials with exposed pitting, seam marks, roller marks, rolled
trade names, or roughness.
B. Material Isolation: Where aluminum comes in contact with concrete, masonry, or dissimilar metals, the materials shall
be kept from direct contact by use of a membrane separator such as tarred building paper or a heavy coat of alkali
resistant bituminous paint as approved by the Architect-Engineer, applied as received from the manufacturer. This
paint shall be allowed to dry before assembly.
1.3 SUBMITTALS
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g., Item
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y
yp
( g
[L]). Refer to Division 1 General Requirements for definition of codes for types of submittals and the administrative
requirements governing submittal procedure. Additional submittal requirements pertaining to this Section are specified
under this Article.
B. Submit detailed shop drawings when specified, to show compliance with the design intent.
C. Metal Fabrications Materials: Submit Letter of Compliance for materials and products specified.
D. Qualified Welder Certificates: Submit to the Owner’s Representative for each welder, from accredited, independent
testing laboratory, per AWS D1.1.
1.4 QUALITY ASSURANCE
A. Fabricator Qualifications: A firm having the experience in the type and quantity of metal fabrications to be fabricated
and installed and have construction records indicating success in performance capacity, quantity, quality and safety.
B. Welds shall be certified for procedures to be performed in accordance with AWS D1.1 “Structural Welding Code –
Steel”, AWS D1.3 “Structural Welding Code – Sheet Steel”, and AWS D1.2 “Structural Welding Code – Aluminum”.
C. Shop Inspection: Grant the Owner’s Representative access for inspection purposes to any and all parts of the shop
where work under this Section is being fabricated.
D. Grating shall be designed, manufactured and installed in compliance with ANSI/NAAMM MBG 531 “Metal Bar
Grating Manual” and MBG 532 “Heavy-Duty Metal Bar Grating Manual”.
1.5 PROJECT CONDITIONS
A. Field Measurements: Take measurements at the building to assure proper fitting, fabrication, and erection of the work.
Check dimensions in the field, whether or not shown, upon which the accurate fitting together and building-in of the
metal fabrication work may depend or which affects the proper installation of the work of others. Indicate field
dimensions on the shop drawings.
B. Closely coordinate this work with the work of others, including construction schedule wherever this work affects or is
affected by the work of others. Provide all anchors, inserts, supports, and accessories as part of this work.
C. Fabrication from Established Dimensions: Verify with the Owner’s Representative whether field dimensions will
delay the construction schedule. Upon approval of the Owner’s Representative, proceed with fabrication after receipt
of approved shop drawings based on established dimensions without field measurement. Continue coordination of
established and field dimensions until fabrications are installed. Allow extra material, if required, for field fitting and
trimming.
1.6 COORDINATION
A. Coordinate the work of this Section with the work of other trades, under this Contract or other contracts, doing
adjacent or concurrent work so as to insure proper, timely, and adequate interface.
B. Provide drawings and deliver templates, anchors, fasteners and embedded items to the site to insure proper, timely and
adequate interface.
05500.2 PRODUCTS
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2.1 MATERIALS
A. Rolled Steel Plates and Shapes: Conform to ASTM A36 for angles and plates, ASTM A36 or A572 Grade 50 for S
and M shapes and channels, and ASTM A992 for W shapes.
1. Where exposed to view, material and fabrication shall conform to requirements of “Specification for Architecturally
Exposed Structural Steel” in Section 10 of AISC Code of Standard Practice.
B. Bolts: High-strength heavy hex structural bolts per ASTM A325, Type 1 or 2, Plain (Galvanized for galvanized
members); use heavy hex nuts per ASTM A563, Grade C plain nut (Grade DH for galvanized bolts); and use hardened
steel washers per ASTM F436 plain-finished washer (Galvanized washer for galvanized bolts).
C. Steel Pipe: Per ASTM A53, Grade B, Type E or S, Schedule 40 and 80.
D. Steel Grating:
1. Steel Grating
a. Rectangular bearing bars and crossbars shall conform to ASTM A 569 for hot rolled carbon steel sheet and
strip.
b. Crossbars made of wire rods shall conform to ASTM A510 for carbon steel wire rods.
2. Heaving Duty Steel Grating
a. Rectangular bearing bars and crossbars shall conform to ASTM A569 for hot rolled carbon steel sheet and strip
and ASTM A36 for carbon structural steel.
b. Crossbars made of wire rods shall conform to be ASTM A510 for carbon steel wire rod.
3. Acceptable Manufacturers
a. Alabama Metal industries Corp., Birmingham, AL
b. All American Grating, Pittsburgh, PA
c. Barnett/Bates Corp., Joliet, IL
d. Fisher & Ludlow, Plymouth, MI
e. IKG Industries, Nashville, TN
f. Ohio Grating Inc., Canton, OH
g. Tru-Weld Grating Inc., Wexford, PA
4. Bar grating shall be fabricated using [plain] [serrated] rectangular steel bearing bars spaced at 1-3/16 inches on
center with forge welded steel crossbars spaced 4 inches on center. Registered Design Professional shall determine
depth of bearing bars based on design load and span.
5. Notching of bearing or cross bars is prohibited.
6. Provide banding at cutouts and around perimeter of removable panels. Banding shall be same size as bearing bars.
7. Limit weight of removable panels.
8. Grating exposed to elements shall be galvanized.
9. Mechanical fasteners shall be galvanized when galvanized grating is used.
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E. Galvanized Steel Bar Grating Fasteners: Use galvanized grating fasteners when galvanized grating is fastened to
galvanized steel framing.
1. Hilti “FCM Fastening System”.
F. Fiberglass Bar Grating: Fiberglass reinforced polyester molded bearing bars and cross bars in a square pattern. Grating
shall support a live load of 100 pounds per square foot, unless otherwise noted. Grating shall be removable.
1. Fibergrate.
2. IKG Borden Products.
G. Abrasive-Surfaced Steel Floor Plate: 1/4 inch thick unless noted otherwise, with steel abrasive integral with surface of
ASTM A36 steel or ASTM A 283, Grade A, steel base plate.
1. W.S. Molnar Co. “Slip-Not, Grade 2”.
2. IKG Industries “Mebac Anti-Skid Plate”.
H. Checkered Steel Plate: Raised pattern floor plates 1/4 inch thick unless otherwise noted; of ASTM A 36 steel:
1. Ryerson “Inland 4-Way Floor Plate”.
2. U.S. Steel “Multigrip Floor Plate”.
3. Central Steel “Four Way Steel Floor Plate”.
I.
Tubing: Cold formed shapes per ASTM A 500, Grade B.
J.
Stair Nosings: Use for cast-in-place concrete interior stairs. Furnish abrasive-surface cross-hatched pattern in cast iron,
4 inches wide, complete with anchors on backside.
1. American Safety Tread Co. “801”.
2. Safe-T-Metal Co., Inc. “Style Ax”.
3. Wooster Products, Inc. “Type 101”.
K. Guardrail:
1. Rails. W type, 12 gage, galvanized per ASTM A 123, “Standard Specification for Zinc(Hot Dip Galvanized)
coatings on Iron and Steel Products”, with 3.6 ounces of zinc coating per square foot, complete with terminal and
splice sections, and galvanized steel bolts.
a. Trinity, Inc. Guardrail
b. Contech “Flex-Beam” Guardrail
2. Posts:
a. Wide-flange W6x9 steel per ASTM A 36, “Standard Specification for Carbon Structural Steel”, and galvanized
per ASTM A 123, “Standard Specification for Zinc(Hot Dip Galvanized) coatings on Iron and Steel
Products”, with an average of 2 ounces of zinc coating per square foot of surface.
L. Expansion Bolts:
1. Manufacturer:
a. Hilti “Kwik Bolt”.
b. Rawl “Rawl-Stud”.
c. Red Head “Wedge Anchors”.
2. Anchor bolts and sleeve assembly of material indicated below with capability to sustain, without failure, a load
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equal to 6 times the load imposed when installed in unit masonry and equal to 4 times the load imposed when
installed in concrete, as determined by testing per ASTM E 488, conducted by a qualified independent testing
agency.
a. Material: Carbon-steel components zinc-plated to comply with ASTM B 633, Class Fe/Zn 5.
b. Material: Alloy Group 1 or 2 stainless-steel bolts complying with ASTM F 593 (ASTM F 738M) and nuts
complying with ASTM F 594 (ASTM F 836M).
M. Epoxy Capsule Type Anchors: 2 part, threaded steel stud and epoxy adhesive filled capsule anchoring system. Install
per manufacturer’s recommendations.
1. Hilti “HVA Adhesive Anchor”.
N. Threaded Type Concrete Insert:
1. Heckmann Building Products, Inc. “No. 444 Star Threaded Insert”.
2. Hohmann & Barnard, Inc. “Malleable Iron Threaded Insert No. HF”.
3. Richmond Screw Anchor Co. “Kohler Threaded No. UST 634”.
O. Bolts and Nuts: Regular hexagon-head bolts, ASTM A 307, Grade A (ASTM F 568M, Property Class 4.6); with hex
nuts, ASTM A 563 (ASTM A 563M); and, where indicated, flat washers.
1. High-strength bolts, nuts, and washers; ASTM A 325. Use according to latest edition of "Specification for
Structural Joints Using ASTM A 325 or A 490 Bolts". Do not use ASTM A 490 bolts unless specifically called
for or approved by the Architect or Engineer. Do not use machine bolts to connect any structural steel.
P. Prime Paint on Carbon Steel: Rust-inhibitive non-lead type.
1. Shop Primer for Ferrous Metal: Rust-inhibitive, lead- and chromate-free, modified-alkyd primer complying with
performance requirements in FS TT-P-664; selected for good resistance to normal atmospheric corrosion,
compatibility with finish paint systems indicated, and capability to provide a sound foundation for field-applied
topcoats despite prolonged exposure.
2. Preferred shop primers are:
a. Bruder 24-A-167 Gray.
b. Carboline AD-29 Gray.
c. Con-Lux Rust Arrestor 43 Gray.
d. DuPont 65-Y-3055.
e. PPG Industries , MULTIPRIME Fast Dry 2.8 VOC Gray 94-269
f. Rust-Oleum 7086 Gray.
g. The Sherwin-Williams Company Steel Spec Fast Dry Universal Primer Gray B50AW14.
h. Tnemec 10-1009 Gray.
3. Shop Primer for Ferrous Metal: Organic zinc-rich primer, complying with SSPC-Paint 20 and compatible with
topcoat.
a. Manufacturer:
1) The Sherwin-Williams Company , “Corothane I GalvaPac Zinc Two Pack Primer B65G10/B69D210”.
2) The Sherwin-Williams Company , “Zinc Clad III HS B69A100/B69V100/B69D11”.
3) Carboline Company , “Carboline 621”.
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4) PPG Industries , “Aquapon Zinc-Rich Primer 97-670.
5) Tnemec Company, Inc. , “Tnemec-Zinc 90-97.
Q. Touch-up Paint on Galvanized Steel: Organic zinc-rich primer per SSPC-Paint 20:
1. The Sherwin-Williams Company , “Corothane I GalvaPac Zinc Two Pack Primer B65G10/B69D210”.
2. Carboline Co. , “Carboline 621”.
3. PPG Industries , “Aquapon Zinc-Rich Primer 97-670”.
4. Tnemec “Tneme-Zinc 90-97”.
R. Bituminous Paint: Cold-applied asphalt mastic complying with SSPC-Paint 12, except containing no asbestos fibers,
or cold-applied asphalt emulsion complying with ASTM D 1187.
S. Aluminum:
1. Extruded Bars, Rods, Shapes and Tubes. ASTM B 221, 6063 alloy.
2. Structural Shapes: ASTM B 221, 6061 alloy.
3. Flat Sheet and Plate: ASTM B 209, 1100, 3003 or 5052 alloy.
4. Extruded Pipe: ASTM B 241, 6063 alloy.
5. Fasteners: 2024 alloy for screws and 6061 for rivets.
T. Aluminum Bar Grating: Pressure-locked rectangular aluminum grating with plain top rectangle bearing bars with
serrated surface of size noted with cross bars at 4 inches on center. Provide banded edges on all removable gratings.
1. IKG Borden Products.
2. Ohio Gratings Inc.
2.2 FABRICATION
A. Connections and Workmanship
1. Fabricate and install the items per:
a. AISC “Specifications for the Design, Fabrication & Erection of Structural Steel for Buildings”.
b. AISC “Code of Standard Practice for Steel Buildings and Bridges”.
c. AISC “Specification for Architecturally Exposed Structural Steel”.
d. AISC “Manual of Steel Construction”.
e. AWS “Structural Welding Code”, AWS D1.1.
2. Make detail pieces with all projecting corners clipped and filler pieces welded flush.
3. Bolt or weld shop and field connections, unless otherwise noted or specified. Provide clips, lugs, brackets, straps,
plates, bolts, nuts, washers and similar items, required for complete fabrication and erection. Use connections of
type and design required by forces to be resisted, and to provide secure fastening.
4. In bolting, draw up bolts or nuts tight. Use bolts of lengths required so that bolts do not project more than 1/4 inch
beyond face of nut. Provide high-strength hexagonal head bolts with washers and hexagonal nuts.
5. Maximize shop preassembly of fabricated items.
6. Provide beam connections that comply with AISC standard 2 angle web connections that support 75% of the total
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uniform load capacity of the beam. Connections with angles bolted to the web shall meet the shear requirements
for friction bolting and bearing type bolts per AISC specification Section 1.5.1.2.2.
7. Remove burrs from sheared and punched metal.
8. Provide air vents with punched 1 inch (25 mm) holes at 24 inches on center in all channels, angles and plates
embedded in concrete to vent trapped air produced when vibrating concrete in place.
9. Bend metal edges to the minimum radius without causing metal separation at the bent edge.
10. Ease exposed edges to a radius of approximately 1/32 inch unless otherwise indicated.
11. Weld seams and corners with continuous welds using methods that minimize distortion of members. Remove flux.
Grind welds exposed in the finish work smooth, flush with adjacent surfaces, filleted at angular connections unless
otherwise specified.
12. Drill, tap and reinforce fabrications to receive bolts and hardware for connection.
13. For exterior work, fabricate joints and connections to exclude water. Provide weep holes to drain moisture from
precipitation or condensation
14. Provide connections that prevent bending, buckling or overstressing of the members based on a temperature range
of 180 degrees F for the metal surfaces.
15. Remove sharp edges in pedestrian walk areas.
16. Provide exposed connections with flush, tight joints. Use exposed fasteners only as indicated and concealed
fasteners wherever possible. Locate joints at concealed locations wherever possible
17. Provide holes required for the connection of other adjacent or adjoining work wherever holes are noted or can be
determined prior to fabrication of the steel. Locate holes for bolting equipment to supports to a tolerance of plus or
minus 1/16 inch of dimensions indicated.
18. Furnish members true to length so that assembling may be done without fillers, except where same are required or
detailed. Trim projecting edges or corners flush where different members are assembled. Items shall be free from
twists, bends, and open joints.
19. Fabricate members to a tolerance per AISC Code of Standard Practice.
20. Use welded studs for connections to tubing members in lieu of drilled and tapped holes.
21. Seal ends of tubing either by welding completely around where joining other members or by welding in a 3/16
inch plate at open ends.
22. Tag miscellaneous iron and steel, including anchor bolts, sleeves, and bases or otherwise mark for ease of
identification at the project site.
23. Fit work together in the fabrication shop and deliver complete, or in parts, ready to be set in place.
24. Welding of aluminum work shall be done by the inert-gas metal-arc torch tungsten-arc torch or other specialized
welding as approved by the Architect-Engineer.
2.3 FINISHES
A. General
1. Reference: NAAMM “Metal Finishes Manual for Architectural Metal Products” for application of finishes.
2. Assemble metal fabrications before finishing.
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B. Galvanizing
1. Apply galvanizing after built-up members are completely fabricated. After galvanizing, ream holes to proper size
and re-tap threads. Straighten shapes and assemblies true to line and plane after galvanizing. Repair damage to
galvanized surfaces with zinc-rich galvanized touch-up paint specified.
2. Galvanize: Members specifically noted on the Drawings or specified as galvanized.
a. Rolled, Pressed and Forged Steel Shapes, Plates, Bars and Strips: Per ASTM A123; average weight of zinc
coating per square foot of actual surface, for 3/16 inch and less thickness members 2.0 ounces, for 1/4 inch
and heavier members 2.3 ounces.
b. Iron and Steel Hardware: Per ASTM A153; minimum weight of zinc coating, in ounces per square foot of
surface per Table 1 of ASTM A153, for the various classes of materials used on the Project.
c. Steel Sheet: Per ASTM A653; weight of zinc coating, per square foot on both sides of sheet, Coating
Designation G90, minimized spangle and chemically treated.
C. Shop Prime Painting
1. Clean interior ferrous metals to be shop primed by power tool cleaning per SSPC-SP3 per SSPC Zone 1A.
2. Clean exterior metals to be shop primed by commercial blast cleaning per SSPC-SP6/NACE No. 3 per SSPC Zone
1B.
3. Shop paint ferrous metal 1 coat of priming paint, minimum 2.5 mils dry film thickness per SSPC-PA1, except that
those surfaces in contact after assembling, and members embedded in concrete or masonry, need have no paint.
Shop paint surfaces not in contact, but inaccessible after assembly, a second coat of priming paint before
assembling. Allow surface to thoroughly dry before primer paint is applied.
a. Do not shop prime paint items specified or noted to be galvanized.
b. Do not shop prime paint members that are to receive spray-on fireproofing.
4. Stripe paint corners, crevices, bolts, welds and sharp edges.
D. Aluminum Finishes
1. Provide aluminum finishes as designated by the Aluminum Association (AA).
2. Fabricated Finish: AA-M10 (mill finish).
3. Clear Anodic Finish: (Class I) AA-M12C22A41.
2.4 STEEL LINTEL
A. Steel Lintels [D]: Furnish for setting, for support of masonry in walls and partitions, including those required for door
openings, louver openings, grille openings, wall recesses, duct openings and other locations where shown or required,
and where reinforced concrete or masonry lintels are not indicated.
B. Fabricate lintels from structural shapes. Unless otherwise noted, lintels shall have a minimum bearing of 8 inches at
each side of opening. Fabricate lintels of multiple sections by welding at edges, and grinding exposed welds smooth.
Where size and type of lintel are not noted, provide a 3 inch by 2-1/2 inch by 1/4 inch angle for each 4 inches of wall
thickness.
C. Galvanize lintels in exterior walls.
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2.5 SHELF ANGLE
A. Steel Shelf Angles [D]: Furnish for support of masonry wythes at concrete walls or beams and elsewhere as noted.
Provide slotted holes at not greater than 6 inches from ends of shelf angles and at not over 24 inches on center in
between end holes. Size holes to accommodate 3/4 inch diameter bolts. Furnish inserts for setting, of type specified as
appropriate for the conditions encountered.
B. Galvanize shelf angles in exterior walls.
2.6 STEEL FRAMES
A. Steel Frames [D]: Furnish for doors, hatches, grilles and other openings, fabricated from structural shapes and not
indicated as part of the Structural Steel (Work) (Contract).
B. Fabricate frames from rolled steel sections or rolled steel sections and steel plate, and provide connections and anchors
for building into adjoining materials. Select sections for trueness of web and flange. Straighten members as required
so that the finished frames are uniform, square and true throughout the length and depth of the assembled units.
C. Connect built-up members of frames by welding. Miter or cope and join members with continuous welding beads.
Provide and weld solid steel bar stops, spacers, and fillers to frames as indicated. Provide frames with temporary
spreader bars to prevent springing frames out of shape prior to and during erection.
D. Frames for floor openings shall be of sizes indicated and so fabricated that top of frame and frame insert of plate or bar
grating are flush with finish floor.
2.7 STEEL CURBS AND SILLS
A. Steel Curbs and Sills [D]: Fabricate from structural steel shapes and steel plates. Where curbs extend around corners,
butt or miter, and join the members by continuous welding bead. Grind welding beads upon which covers or other
members bear, and exposed welding beads, smooth and flush. Round exposed edges of members by grinding.
2.8 DOOR FRAMES
A. Steel door frames and associated items which are shown or noted as miscellaneous metal work shall be as indicated
and fabricated with heads and jambs of structural shapes, plates, etc., according to typical details. All corners shall be
square and true. Weld all exposed joints and grind flush and smooth. Provide anchors on frames to be set in masonry
or concrete. Unless otherwise shown or specified herein, cut holes in channel jambs to receive latch bolts and/or dead
bolts for door locks and latches. Fit door frames with bar stops as shown or noted and plug weld to frame.
B. All steel door frames for fire doors shall conform to the underwriter’s requirements and shall have joints formed by
extending head members over jambs and securely fastened by a continuous weld.
C. Frames for overhead doors shall have jamb members extended upward for mounting tracks and securing frames as
shown, noted and as required by the door installation.
D. Cut back jamb channels, extend up and connect to girts above, where and as shown or noted.
2.9 ANCHORS
A. Anchors: Furnish for frames, curbs, sills, and other miscellaneous metal members shown anchored into concrete or
masonry. Fabricate anchors from strap iron bent to shape or use weldable headed studs, welded to backs of members,
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extended with bent or head end for building-in as conditions require, of sizes and spacing as noted. Where size and
spacing are not noted, furnish 1-1/2 inch wide by 1/4 inch thick by 8 inches long size anchors for concrete and 1-1/2
inch wide by 1/8 inch thick by 8 inches long size anchors for masonry. Space masonry anchors to fit the jointing of the
adjacent masonry work. Unless otherwise noted, space anchors at 36 inches or less on centers.
B. Where anchors and plates or clips are to be built-in for attachment of later work, provide bolts in the plates or clips,
welded to back, with threaded ends extended as required.
C. For attaching work to masonry or concrete, where anchors or inserts cannot be built-in, provide specified expansion
anchors and machine bolts or screws.
2.10 LADDERS
A. Fixed-rail Type Steel and Aluminum Ladders [D]: Fabricate with side rails of steel or aluminum pipe of sizes
indicated on the Drawings. Fit solid section bar rungs into punched holes in side rails, at 12 inches on center and weld
rungs in place and grind welds smooth. Weld steel brackets to side rails, at not over 6 feet on center, to secure ladders
in place. Provide aluminum ladders at exterior locations and steel ladders at interior locations. Provide mill finish at
aluminum ladders. Provide material isolation at aluminum ladders with a heavy coat of bituminous paint where
aluminum comes in contact with concrete, masonry or dissimilar metals. Provide non-slip surface on top of each ring.
B. Safety Cages for Ladders [D]: Fabricate basket guard, hoop type, from steel or aluminum flat bars and assemble by
bolting or welding. Provide bars for top and bottom hoops of sizes indicated on the Drawings, spaced not more than 4
feet on center and vertical bars spaced not more than 9 inches on center. Fasten hoops to side rails by welding.
C. Provide aluminum oxide coating adhesively applied at top of rung or rung filled with aluminum oxide grout.
D. Provide metallically bonded non-slip surface at each rung.
1. IKG Industries , “Mebac”.
2. W. S. Molnar Co. , “Slip-not”.
2.11 STEEL PIPE RAILINGS
A. Steel Pipe Railings [D]: Fabricate from standard weight, carbon steel pipe or of round structural steel tubing. Where
railing size is not noted, use members of 1-1/2 inch nominal diameter (actual 1.9 inch outside diameter). Use Schedule
80 pipe or equivalent tubing for vertical members such as posts and use Schedule 40 pipe or equivalent tubing for
horizontal members such as railings. Incorporate 4 inch high toe guard where required.
B. Perform joining of post, rails, and corners by one of the following methods:
1. Use flush-type weld-on steel railing fittings, such as ells, tees and crosses for joining railing members together and
use preformed flush-type weld-on railing radius elbows for railing bends and corners. Use internal splice
locks/connectors for welding pieces of railings together.
2. Railings may be bent at corners instead of jointing, provided the bends conform to the Drawing and are made in
suitable jigs and that the cylindrical cross-section of the pipe is maintained throughout the entire bend.
C. Where post spacing is not shown, space posts not more than 5 feet on center. Erect posts plumb in each direction.
D. Provide concrete anchorage for posts by means of pipe sleeves set into the concrete. Sleeves shall be galvanized,
standard weight, steel pipe, of inside diameter approximately 1/2 inch more than outside diameter of post, not less than
6 inches long, and having a steel plate closure secured to the bottom of the sleeve. Steel wedge posts into sleeves, and
fill space between post and sleeve solid with a quick-setting hydraulic cement.
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E. Provide steel anchorage for posts by welding to the steel supporting members.
F. Provide removable sections of handrail with posts set in close-fitting sleeves with tapped holes at third points on
sleeve circumference and Allen head set screws for securing posts to sleeves.
G. Fabricate wall railings with wall brackets for intermediate support and wall return fittings at ends. Brackets and end
fittings shall be of steel and shall be of proper height to provide 1-1/2 inch clear space between wall and railing.
Provide brackets at not over 5 feet on center. Anchorage to walls shall be by bolting through the bracket flange into
the wall construction.
2.12 SAFETY CHAINS
A. Safety Chains [D]: Fabricate of galvanized, welded type, proof coil steel chain, 3/16 inch nominal diameter, with not
less than 10 links per foot, proof loading of not less than 1,000 pounds, complete with snap fasteners on each end and
eye bolts for attachment. Snap fasteners shall be boat type with strength equal to the chain proof loading. Eye bolts
shall be 3/8 inch bolt with 3/4 inch eye inside diameter and complete with 1/8 inch thick fastening plate. Provide
chains 6 inches longer than guarded opening.
2.13 STEEL STAIRS
A. Steel Stairs [D]: Construct to support a uniformly distributed live load of 100 pounds per square foot, in addition to
the dead load, with a safety factor of 5, but never of less strength than to carry safely a moving concentrated load of
1,000 pounds. Provide steel framing, hangers, columns, struts, clips, brackets, bearing plates, and other components
required for the support of stairs and platforms.
B. Stringers: Provide of structural steel shapes. Close exposed ends of stringers with plates; continuously weld and grind
joints smooth. Closures, covers, or filler plates shall be provided and placed between stair stringers and walls where
and as shown. If not shown, provide loose 20 gauge sheet metal angles 1 inch x 4 inch for field installation. To be
trimmed and installed with 1 inch leg facing down against wall using caulk/adhesive at wall and as bond to horizontal
stringer surface.
C. Platform: Construct of structural steel channel headers and structural steel framing members. Connect headers to
stringers and framing members to stringers and headers. Bolts may be used only where concealed in the finish work.
D. Provide treads and landing platforms for stairs. Treads shall be complete with supporting brackets with brackets
designed to be welded or bolted to stringers unless otherwise noted. Platforms shall be designed for welding to
platform framing unless otherwise noted.
1. Fabricate pan type treads, landings and risers from not less than 12 gage, uncoated, hot-rolled, carbon steel of
structural quality, per ASTM A 570, Grade 30. Form riser and subtread pans to profile indicated. Provide 3 inch
wide cast iron abrasive safety nosings with rounded no-lip edge, complete with anchors for embedment in cement
fill, of length equal to width of tread or landing, as follows:
a. American Safety Tread Co. "820".
b. Safe-T-Metal Co. "BF Nosing".
c. Wooster Products, Inc. “120”.
2. Fabricate bar grating treads and landings of bar grating. Treads shall be standard prefabricated product of grating
manufacturers specified, welded or bolted into place, complete with non-slip type safety nosings. Construct
landings of regular bar grating panels; provide non-slip abrasive type safety nosing at landing edge, toe plate at
other open sided edges and end-banding bars at all other edges.
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3. Fabricate floor plate treads and landings, of steel checkered plate specified under materials, bent to profile shown
and with back edge stiffener on treads.
E. Provide railings for stairs, as previously specified in the article “STEEL PIPE RAILINGS”.
F. Use welding for joining pieces together, except as otherwise noted. Bolts or similar fastenings shall not appear on
finish surfaces. Make joints true and tight, and connections between parts light-tight. Welds shall be continuous and
ground smooth. Fabricate stair work to be in line, plumb, square, true, and level. Runs shall register level with floor
and platform levels.
2.14 TOILET PARTITION SUPPORT FRAMING
A. Toilet Partition Supports [D]: Fabricate for ceiling-hung toilet partitions in toilet rooms with suspended ceilings. Steel
framing member shall be aligned with, and directly above the ceiling, over the pilasters of toilet stall partitions to
provide a fastening point for the pilaster. Hang the framing member from building framing above and brace the
assembly against movement. Provide supplementary, concealed steel framing as required to secure the hangers and
bracing in place.
2.15 OPERABLE PARTITION SUPPORTS
A. Provide continuous steel beams and hangers as indicated on the drawings with bearing plates, anchors and braces.
Provide holes on the bottom of the beam for mounting the partition track of sizes and spaces indicated on the shop
drawings.
B. Provide holes or fasteners for wood blocking attached to the beams.
2.16 PIPE GUARD POSTS
A. Pipe Guard Posts [D]: Fabricate of diameter noted, using standard weight carbon steel pipe or structural steel tubing.
Provide flanged welded-on base plates for bolted-in-place posts. Provide sleeves, with base plates, for posts noted to
be removable; provide holes, at third points on the circumference of the sleeve and post, and insert removable steel
through-pins for securing of posts in sleeves.
2.17 BAR GRATING
A. Bar Grating [D]: Provide for use at catwalks, platforms, ladders, trenches and elsewhere as shown, of welded
construction. No notching of bearing or cross bars permissible. For conditions shown on the Drawings, grating shall
support a uniform load of 100 pounds per square foot. Band cut grating edges; use same size bars as bearing bars.
2.18 FLOOR PLATE
A. Shearing, cutting, or punching shall leave clean, true lines and surfaces. Floor plate shall be fastened in place by
welding or bolting unless otherwise noted. Removable floor plate must be bolted. Bolts shall conform to ASTM A
307, countersunk.
1. Use specified abrasive-surfaced floor plate where specifically noted.
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2.19 STAIR NOSINGS
A. Stair Nosings [D]: Furnish for setting in treads of interior cast-in-place concrete stairs. Nosings shall be of length 6
inches shorter than stair tread width.
2.20 MISCELLANEOUS FRAMING
A. Fabricate miscellaneous steel framing and supports that do not form a part of the structural steel framework or that are
not indicated to be furnished under the Structural Steel (Work) (Contract). Use structural steel plates, shapes, bars and
tubing of sizes and arrangement shown.
2.21 GROUT
A. Metallic, Non-Shrink Grout: Ferrous aggregate grout per ASTM C 1107 for heavy loading applications.
B. Non-Metallic, Non-Shrink Grout: Nonstaining, noncorrosive grout per ASTM C 1107 for interior and exterior
applications.
05500.3 EXECUTION
3.1 INSTALLATION
A. Fabricate items that are to be built into masonry or concrete and deliver to project site for setting; furnish items
complete with bolts, anchors, clips, etc., ready to set. Furnish, completely install and connect other items. Erect items
to proper lines and levels, plumb and true, and in correct relation to adjoining work. Parts shall be secured in a rigid
and substantial manner using concealed connections whenever practicable.
B. Where necessary to secure work to the structure by means of expansion bolts, cinch anchors, and similar connections,
do the work of laying out and installing such connections, installing the work and bolting up, unless otherwise noted.
Drill or core holes in concrete and masonry work.
C. Plumb and true the vertical members to a tolerance per AISC Code of Standard Practice. Level the horizontal members
that support equipment, walkways, etc., to a tolerance per AISC Code of Standard Practice. Install such work flush
with existing members where required.
D. Provide bolts, shims, blocks, nuts, washers, wedging pieces, etc., required for complete installation, unless otherwise
noted.
E. Drill field holes for bolts or rivets. Do not burn holes.
F. Furnish fitting-up bolts, drift pins, other tools and equipment and do necessary reaming of unfair holes found in field
connections. New holes or enlargement of unfair holes by use of cutting torch is cause for rejection of the entire
member. Replacement shall be made at Contractor’s expense.
G. Perform cutting, drilling, and fitting required for the installation of miscellaneous metals work. When required, fit
work in place before fastening.
1. Burning of holes or flame cutting of parts will not be permitted, except on prior written permission of the
Owner’s Representative.
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2. Where shoring is required, provide supports with sufficient cribbing to spread the load to members capable
of supporting the load. If the immediate construction cannot support the shoring, shore the loads between
floors adequately to transfer loads to the first floor slab.
H. Field welds shall be approved by Owner’s Representative before prime painting. Slag shall be cleaned fro
1. Protect Owner’s personnel during welding in occupied areas.
I.
Adjust railings prior to securing in place to insure proper matching at butting joints and correct alignment throughout
their length.
J.
Provide 2 safety chains at man openings in guard railings, and elsewhere as indicated; place top chain at no less than
36 inches above floor elevation and second chain 24 inches above floor elevation, unless otherwise noted.
K. Install steel posts for highway-type guide rails at 6 feet 3 inches or 12 feet 6 inches on center unless otherwise noted,
and as required to suit lengths of runs. Set posts in concrete. Bolt rails to posts, including flared end sections where
required or indicated. Tighten post and splice bolts and nick the threads to prevent loosening.
L. Set steel pipe guard posts in concrete as shown, and fill posts with concrete formed to a dome shape at top of pipe.
3.2 SETTING, BEARING AND LEVELING PLATES
A. Clean concrete steel and masonry bearing surfaces.
B. Set bearing and leveling plates on wedges, shims or leveling nuts. Tighten anchor bolts after members have been
positioned and plumbed. Cut shims flush with bearing plates. Pack with grout.
3.3 INSTALLATION OF MISCELLANEOUS FRAMING AND SUPPORTS
A. Install framing and supports as indicated on shop drawing and per manufacturer’s requirements and instructions.
B. Rigidly brace with additional members if necessary supports for operable partitions and ceiling hung toilet partitions
3.4 NOSINGS, TREADS AND THRESHOLDS
A. Install nosings, treads and thresholds as indicated on shop drawings and set anchors per manufacturer’s requirements
and instruction.
B. Center the nosings on the tread.
C. At concrete steps, align nosing flush with the top of the tread and face of the riser.
D. Seal thresholds at exterior locations per Joint Sealants - Division 7.
3.5 TOUCHUP
A. Clean painted and galvanized surfaces after installation. Touch-up shop-primed surfaces damaged during shipment
and erections. Use same paint as used in the shop. Apply minimum 2.5 mil film thickness. On galvanized surfaces,
touch-up damaged galvanizing with specified zinc-rich galvanizing touch-up paint.
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END OF SECTION
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05700 - ORNAMENTAL METAL
05700.1 GENERAL
1.1 SUMMARY
A. Section Includes
1. Custom handrails, grilles and miscellaneous ornamental metal fabrications of non-ferrous metal and stainless steel,
as indicated or specified.
B. Related Work Specified In Other Sections
1. Metal Fabrications – Division 5.
1.2 PERFORMANCE REQUIREMENTS
A. Structural Performance of Handrails and Railings:
1. Comply with ASTM E 985, based on testing per ASTM E 894 and ASTM E 935
2. Capable of withstanding structural loads required by ASCE 7 without exceeding allowable design working
stresses of materials involved.
3. Capable of withstanding the following structural loads without exceeding the allowable design working stress of
materials involved:
a. Top Rail of Guards: Concentrated load of 200 lbf (890 N) applied at any point and in any direction, and a
uniform load of 50 lbf/ft. (730 N/m) applied horizontally and concurrently with uniform load of 100 lbf/ft.
(1460 N/m) applied vertically downward. Concentrated and uniform loads need not be assumed to act
concurrently.
b. Handrails Not Serving as Top Rails: Concentrated load of 200 lbf (890 N) applied at any point and in any
direction, and a uniform load of 50 lbf/ft. (730 N/m) applied in any direction. Concentrated and uniform loads
need not be assumed to act concurrently.
c. Infill Area of Guards: Horizontal concentrated load of 200 lbf (890 N) applied to 1 sq. ft. (0.09 sq. m) at any
point in system, including panels, intermediate rails, balusters, or other elements composing infill area. Load
on infill area need not be assumed to act concurrently with loads on top rails.
d. Glass-Supported Handrails and Railings: Same loads indicated for top rails and infill areas of guards based on
a safety factor of 4, with each section of top rail supported by a minimum of three glass panels or by other
means so top rail will remain in place if any one panel fails.
1.3 SUBMITTALS
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g., Item
[L]). Refer to Division 1, General Requirements for definition of codes for types of submittals and the administrative
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requirements governing submittal procedure. General submittal requirements pertaining to this Section are specified
herein under this Article.
B. Submit product data and completely detailed Shop Drawings to show all installations, connections and compliance
with the design intent.
C. Submit samples of each finish illustrating extreme manufacturing variation in color and texture of finish work.
D. Submit samples of all custom aluminum extrusions.
1.4 DELIVERY, STORAGE AND HANDLING
A. Wrap, carton, and crate, as required, to provide physical and climatic protection during loading, shipping and job site
storage and handling.
B. Deliver packaged materials to the project site in the manufacturer's original, unopened containers which bear intact,
legible and visible labels that identify the manufacturer's name and brand name, the contents, grade and type.
C. Upon delivery, immediately inspect shipments to assure their compliance with the requirements of the Contract
Documents and approved submittals, and that products are complete, undamaged and adequately protected.
Immediately report damaged, missing, or defective items. Remove broken, damaged or unlabeled items from the site
immediately.
D. Store products in accordance with manufacturer's instructions with seals and labels intact, legible, and visible. Store
products in a manner to prevent to prevent damage, soiling, theft, deterioration and contamination. Marred surfaces,
cracked, checked spilt or warped materials will be rejected, Store materials subject to damage by climatic conditions
in weathertight enclosures. Maintain temperature and humidity within the ranges required or recommended by the
manufacturer.
E. Repair or clean items that have been damaged or soiled that can be restored to an "as new" condition at not cost to the
Owner. The Owner’s Representative shall be the judge of the effectiveness of remedial measures. Additional time or
expense required to secure replacements and to make repairs will not be considered by the Owner’s Representative to
justify and extension in the Contract time of completion or an increase in the Contract amount.
1.5 QUALITY ASSURANCE
A. Installer Qualifications: Ornamental metal installations shall be installed by a manufacturer authorized firm
experienced in the systems being incorporated into the Project.
B. Fabricator Qualifications: A firm qualified and experienced in producing ornamental metal installations using products
indicted for this Project and with a successful track record of in-service performance.
C. Organic-Coating Applicator Qualifications: A firm qualified and experienced in organic coating application of types
indicated for this project. Firm shall have in place an effective, continuous quality-control program to ensure
compliance with requirements.
D. Anodic Finisher Qualifications: A qualified and experienced firm in anodic type finishes indicated for this project and
engaging in continuing improvement quality-control programs to ensure compliance with project requirements.
E. Testing Agency Qualifications: A qualified independent testing agency with experience in testing indicated, per
ASTM E 548.
F. Preconstruction Testing Service: Engage an experienced qualified independent testing agency to test all proposed
ornamental railings for compliance with the specifications. Conduct tests using products and installations detailed
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same as those for the proposed project.
G. Welding Standards: Qualify personnel and procedures according to the welding code as follows:
1. AWS D1.1, "Structural Welding Code – Steel".
2. AWS D1.2, "Structural Welding Code – Aluminum".
3. AWS D1.3, "Structural Welding Code – Sheet Steel".
H. Preinstallation Conference: Schedule a preinstallation conference at the Project site to coordinate all requirements per
Division 1, General Requirements.
1.6 PROJECT CONDITIONS
A. Field Measurements: Where ornamental metal is indicated to fit to other construction, verify dimensions of other
construction by field measurements before fabrication and indicate measurements on Shop Drawings. Coordinate
fabrication schedule with construction progress to avoid delaying the Work,
B. Established Dimensions: Field measurements shall be made without delaying the Work, proceed with ornamental
metal fabrication only with field measurements. Coordinate all related construction to ensure proper fit.
C. Coordinate all connections to existing work and proper anchorages. Furnish Shop Drawings, and required templates,
and installation instructions. Include all required accessories for complete installation including sleeves, anchors, etc.,
for proper mounting of ornamental metal items.
05700.2 PRODUCTS
2.1 MANUFACTURERS
A. Manufacturers: Subject to compliance with requirements, provide one of the following acceptable manufacturer's and
products:
1. Custom Handrails and Railings [P,D]:
a. Blum, Julius & Co., Inc.
b. Blumcraft of Pittsburgh.
c. Braun, J. G. Co.
d. Livers Bronze Co., Inc.
e. Newman Brothers, Inc.
f.
P & P Artec.
g. Poma Corporation.
h. Rippel Architectural Metals, Inc.
i.
Sterling Dula Architectural Products, Inc.
j.
Superior Aluminum Products, Inc.
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k. Wagner, R & B, Inc.
l.
Glenn J. Wylie & Associates, Ltd.
m. Zephyr Metals, Inc.
2. Ornamental Mechanical Grilles [P,D]:
a. Architectural Grille; Div of Giumenta Corp.
b. Reggio Register Co. (The).
c. Register & Grille Manufacturing, Co., Inc.
3. Ornamental Castings & Forgings [P,D]:
a. Allen Robbins Architectural Metals, Inc.
b. Blum, Julius & Co., Inc.
c. Braun, J. G. Co.
d. Historical Arts & Casting, Inc.
e. Indital U.S.A.
f.
Lawler Machine & Foundry Company, Inc.
g. OMC Industries, Inc.
h. Robinson Iron Corp.
4. Stainless Steel Wire Rope and Fittings [P,D]:
a. Hayn Industries, Inc.
b. Sava Industries, Inc.
c. Seco South, Inc.
2.2 MATERIALS
A. Aluminum Fabrications
1. Extruded Bars, Rods, and Shapes : ASTM B 221, 6063 alloy.
2. Structural Shapes: ASTM B 221, 6061 alloy.
3. Flat Sheet and Plate: ASTM B 209, 6061 alloy.
4. Extruded Pipe and Tubes: ASTM B 429, 6063 alloy.
5. Aluminum for Anodic Finish: Alloy required to produce the specified finish and temper as recommended by the
manufacturer.
6. Aluminum Castings: ASTM B 108 for permanent mold castings, and B 26, alloy A 356, for sand castings.
7. Fasteners: 2024 alloy for screws and 6061 for rivets.
8. Filler Metal for Welding Aluminum: Alloy recommended for each application by the manufacturer of aluminum
alloy.
B. Stainless Steel Fabrications
1. Plate, Sheet, Bar, and Strip. ASTM A 666, Type 304.
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2. Tubing: ASTM A 554, Grade MT, Type 304.
3. Filler Metal for Welding. Type recommended by manufacturer of stainless steel.
C. Bronze and Copper Alloy Fabrications
1. Extrusions: ASTM B455, alloy UNS No. [B249 alloy UNS C 36000].
2. Sheet: ASTM B 36, alloy UNS No. [C28000] [C26000].
3. Seamless Tubes: ASTM B135, alloy UNS No. [23000] [C26000].
4. Seamless Pipe: ASTM B43, alloy UNS [C23000] [C26000].
D. Zinc Coating On Hardware
1. Zinc Coating on Hardware. ASTM A 153.
E. Aluminum Finishes
1. Color Anodized Aluminum Finish [S]: AA Designation AAM21C12C22A42, in black color.
2. Clear Anodized Aluminum Finish [S]: AA Designation AAM21C12C22A31.
3. Smooth Satin Aluminum Finish [S]: AA Designation AAM21C12C22.
4. Mill Satin Aluminum Finish [S]: AA Designation AAC22.
5. Exposed surfaces shall be uniform in color and texture, free from scratches, streaks, discolorations, die marks and
other imperfections. The finish shall match the approved samples, within the color variation range as approved.
Do not use dyes or coatings to produce the color-anodized finish.
F. Stainless Steel Finishes
1. No. 4 Stainless Steel Finish Bright Directional Polish [S].
2. No. 6 Stainless Steel Finish Satin Directional Polish [S].
3. No. 7 Stainless Steel Finish Satin Reflective Directional Polish [S].
4. No. 8 Stainless Steel Finish, Mirrorlike, Non Directional Polish [S].
5. Exposed surfaces shall have finish match throughout, without scratches, and uniform in color and texture. Run grain
with long dimension. Leave surfaces chemically clean.
G. Bronze Finishes
1. Light bronze finish [S]:
2. Medium bronze finish [S]:
3. Dark bronze finish [S]:
4. Exposed surfaces shall have medium satin mechanical finish followed by chemical conversion treatment to produce
the statuary finish.
5. Kynar/Hylar Finish [S]: [Two] [three] coats manufacturer standard finish formulation.
2.3 GLASS PRODUCTS AND GLAZING MATERIALS
A. Tempered Glass: ASTM C 1048, Kind FT, Condition A, Type 1, Quality q3, complying with surface and edge
compression testing requirements of ASTM C 1048 and impact testing requirements of 16 CFR, Part 1201 for
Category II materials.
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1. Class: 1, clear.
2. Thickness: 1/4”.
3. Manufacturing Process: [Horizontal (roller-hearth) process with roll-wave distortion parallel with bottom edge
of glass].
B. Plastic Glazing: Acrylic sheet complying with ASTM D 4802, Category A-1 or A-2, Finish 1.
1. Color: Colorless, (clear) .
2. Thickness: 3/8”.
C. Glazing Cement and Accessories: As recommended or supplied by railing manufacturer for bonding glass to metal
subrails.
2.4 MISCELLANEOUS MATERIALS
A. Fasteners: Same basic metal as fastened metal; concealed, unless otherwise indicated or unavoidable, and standard
with systems indicated.
B. Anchors: Fabricated from corrosion-resistant materials with capability to sustain, without failure, a load equal to six
times the load imposed when installed in unit masonry and four times the load imposed when installed in concrete, as
determined per ASTM E 488.
C. Shop Primers: Provide primers to comply with applicable requirements in Division 9 Section “Painting”.
D. Shop Primer for Ferrous Metal: Rust inhibitive, lead- and chromate-free, universal modified-alkyd primer complying
with performance requirements in FS TT-P-664; with good resistance to corrosion; and compatible with finish paint
systems indicated.
E. Preferred Shop Primers are as follows:
1. Burder 24-A-167 Gray.
2. Carboline AD-29 Gray.
3. Con-Lux Rust Arrestor 43 Gray.
4. DuPont 65-Y-3055.
5. Rust-Oleum 7086 Gray.
6. ShermanWilliams E61A45 Gray.
7. Tnemec 10-1009 Gray,
F. Shop Primer for Galvanized Steel: SSPC-Paint 5, zinc-dust, zinc-oxide primer formulated for priming zinc-coated
steel and for compatibility with finish paint systems indicated.
G. Grout and Anchoring Cement: Premixed, nonshrink, nonmetallic grout complying with ASTM C 1107 or
erosion-resistant, nonshrink anchoring cement; recommended by manufacturer for use indicated.
2.5 FABRICATION
A. General: Fabricate to design, dimensions, and details indicated, but not less than that required to support structural
loads.
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1. Prevent galvanic action and other forms of corrosion by insulating metals and other materials from direct contact
with incompatible materials.
B. Form changes in direction of railing members by mitering or inserting prefabricated flush elbow fittings .
1. Form curves by bending in jigs to produce uniform curvature without buckling, twisting, cracking, or otherwise
deforming exposed surfaces.
C. Provide necessary rebates, lugs, and brackets to assemble units and at to attach to other work.
D. Clean and dress exposed welded and brazed joints.
E. Mill joints to a tight, hairline fit; cope or miter corners. Form joints exposed to weather to exclude water.
F. Welded Connections: Connect handrail and railing members by welding. Cope and weld or use welded-in fittings.
Weld connections continuously.
G. Brazed Connections: Connect copper-alloy handrails and railings members by brazing. Braze corners and seams
continuously.
05700.3 EXECUTION
3.1 INSTALLATION
A. Aluminum Pipe Railings
1. For posts on steel stairs and platforms, bolt the flanges to steel with zinc-coated bolts.
2. For posts on concrete stairs and floors, set posts in sleeves embedded in concrete and anchored with non-shrink
grout, covered with slip flanges with set screws. Use zinc-coated steel sleeves with bottom capped.
3. Maximum spacing in horizontal plane. 5 feet 0 inches for posts and 4 feet 6 inches for wall brackets.
B. Aluminum Tubular Railings
1. Splice or butt tubular members tight with internal provision for alignment. Attach to balusters and brackets with
approved fastenings concealed or exposed only from underside.
2. Close the ends of hollow sections. Round the edges of ends.
3. For balusters on concrete stairs or floors, set in sleeves embedded in concrete and anchored with non-shrink grout
cut flush with surface of concrete.
C. Provide anchorage devices and fasteners where necessary for securing to in-place construction.
D. Prevent galvanic action and other forms of corrosion by insulating metals and other materials from direct contact with
incompatible materials.
1. Aluminum Protection: Coat concealed surfaces of aluminum that will be in contact with grout, concrete, masonry,
wood, or dissimilar metals with a heavy coat of bituminous paint.
E. Perform cutting, drilling, and fitting required to install ornamental metal. Set products accurately in location,
alignment, and elevation.
F. Fit exposed connections accurately together with hairline joints, or, where indicated, with uniform reveals and spaces
for sealants and joint fillers.
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G. Do not cut or abrade finishes that cannot be completely restored in the field. Return items with such finishes to the
shop for required alterations, followed by complete refinishing, or provide new units as required.
H. Install concealed gaskets, joint fillers, insulation, and flashings as work progresses.
I.
Restore protective coverings that have been damaged during shipment or installation. Remove coverings only when
other work to be performed at same location is complete. Touch up paint any scratched or marred areas with matching
finish.
3.2 CLEANING
A. Thoroughly clean stainless steel and aluminum with thorough water and soap washing. Rinse with clean water.
B. Clean copper elements per manufacturer's specification without damaging finish.
C. Galvanized Surfaces: Clean all field welds, and connections. Apply galvanized repair paint per ASTM A 780 to
touch-up any marred or abraded areas.
END OF SECTION
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05810 - EXPANSION JOINT ASSEMBLIES
05810.1 GENERAL
1.1 SUMMARY
A. Section Includes:
1. Types of joints for which architectural joint systems are specified include the following:
a. Interior pedestrian floor joints.
b. Interior wall and ceiling joints.
c. Exterior wall and soffit joints.
d. Vehicular traffic joints.
B. Related Work Specified in Other Sections:
1. Block-outs and cast-in anchorage and frames for architectural joint systems in concrete floors, parking decks, and
walls. – Division 3
2. Sheet metal roof and wall flashing systems – Division 7
3. Factory-fabricated roof and exterior siding wall expansion joint systems – Division 7.
4. Elastomeric sealants and preformed compressed-foam sealants without metal frames – Division 7.
1.2 DEFINITIONS
A. Architectural Joint System: Any filler or cover used to span, fill, cover, or seal a joint, except expanding foam seals
and poured or foamed in-place sealants.
B. Cyclic Movement: Periodic change between widest and narrowest joint widths in an automati-cally mechanically
controlled system.
C. Fire Barriers: Any material or material combination, when fire tested after cycling, designated to resist passage of
flame and hot gases through a movement joint.
D. Maximum Joint Width: Widest linear gap a joint system tolerates and performs its designed function without
damaging its functional capabilities.
E. Minimum Joint Width: Narrowest linear gap a joint system tolerates and performs its designed function without
damaging its functional capabilities.
F. Movement Capability: Value obtained from the difference between widest and narrowest widths of a joint opening
typically expressed in numerical values (mm or inches) or a percent-age of nominal value of joint width.
G. Nominal Joint Width: A width equal to half the sum of maximum and minimum joint widths.
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1.3 PERFORMANCE REQUIREMENTS
A. System Description: Provide factory-fabricated architectural joint systems capable of with-standing the types of loads
and movement, and other criteria including those listed in Appendix X3 of ASTM E 1399.
1. Vehicular Traffic Joints: Support vehicular traffic across joint.
2. Pedestrian Floor Joints: Support pedestrian traffic across joint.
3. Exterior Joints: Maintain continuity of weather enclosure.
4. Joints in Fire-Resistance-Rated Assemblies: Maintain fire-resistance ratings of assemblies.
5. Joints in Smoke Barriers: Maintain integrity of smoke barrier.
6. Joints in Acoustically Rated Assemblies: Inhibit passage of airborne noise.
7. Other Joints: Where indicated, provide joint systems that prevent penetration of water, moisture, and other
substances deleterious to building components or content.
8. Seismic Joints: Remain in place on exposure to seismic activity (3 dimensional movement).
9. Joints in Surfaces with Architectural Finishes: Serve as finished architectural joint closures.
B. Source Limitations: Obtain architectural joint systems through one source from a single manufacturer. Coordinate
compatibility with adjoining joint systems specified in other Sections.
C. Fire-Test-Response Characteristics: Where indicated, provide joint systems incorporating fire barriers that are
identical to those of assemblies tested for fire resistance per [ASTM E 119] [and] [ASTM E 814] [UL 2079],
including hose-stream test of vertical wall assemblies, by a testing and inspecting agency acceptable to authorities
having jurisdiction.
D. Product Options: Drawings indicate size, profiles, and dimensional requirements of architec-tural joint systems and are
based on the specific systems indicated. Do not modify intended aesthetic effects.
1.4 SUBMITTALS
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g.,
Item[L]. Refer to Division 1 General Requirements for definition of codes, types of submittals and the administrative
requirements governing submittal procedure. Additional submittal requirements pertaining to this Section are specified
under this Article.
B. Guarantee [G]: Furnish to the Owner, a written guarantee warranting that the expansion joint systems will remain free
from defects of workmanship and materials and will provide a warranty for a period of 5 years from date of final
acceptance of the project. Include in the guarantee the provision that defective work will be repaired or replaced
without delay, and at no cost to the Owner, during the guarantee period, including removal and replacement of other
work required to repair or replace the defective parts.
C. Engineering Calculations [C]: Submit engineering calculations for the expansion joint systems certifying to their
conformance to the design criteria. Calculations and certification shall be prepared by a professional engineer licensed
in the State of <Insert>,
D. Samples: Manufacturer's standard color charts consisting of units or sections of units showing the full range of colors,
textures, and patterns available for each exposed metal and elastomeric material of joint system indicated.
1. Include similar Samples of material for joints and accessories involving color selection.
E. Product Test Reports: From a qualified testing agency indicating architectural joint systems comply with requirements,
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based on comprehensive testing of current products.
1.5 DELIVERY, STORAGE AND HANDLING
A. Wrap, carton, and crate as required to provide physical and climatic protection during loading, shipping and job site
storage and handling.
B. Deliver packaged materials to the project site in the manufacturer's original, unopened containers which bear intact,
legible and visible labels that identify the manufacturer's name and brand name, the contents, grade and type.
C. Upon delivery, immediately inspect shipments to assure their compliance with the requirements of the Contract
Documents and approved submittals, and that products are complete, undamaged and adequately protected.
Immediately report damaged, missing, or defective items. Remove broken, damaged, or unlabeled items from the site
immediately.
D. Store products in accordance with manufacturer's instructions with seals and labels intact, legible, and visible. Store
products in a manner to prevent damage, soiling, theft, deterioration and contamination. Marred surfaces, cracked,
checked split or warped materials will be rejected. Store materials subject to damage by climatic conditions in
weathertight enclosures/ Maintain temperature and humidity within the ranges required or recommended by the
manufacturer.
E. Repair or clean items that have been damaged or soiled that can be restored to an "as new" condition at no cost to the
Owner. The Owner's Representative shall be the judge of the effectiveness of remedial measures. Additional time or
expenses required to secure replacements and to make repairs will not be considered by the Owner's Representative to
justify an extension in the Contract time of completion or an increase in the Contract amount.
05810.2 PRODUCTS
2.1 MATERIALS
A. Aluminum: ASTM B 221 (ASTM B 221M), alloy 6063-T5 for extrusions; ASTM B 209 (ASTM B 209M), alloy
6061-T6 for sheet and plate.
1. Apply manufacturer's standard protective coating on aluminum surfaces to be placed in contact with cementitious
materials.
B. Bronze: ASTM B 455, alloy C38500 for extrusions; alloy C23000 Red Brass for plates.
C. Brass: ASTM B 36/B 36M, UNS alloy C26000 for half hard sheet and coil.
D. Stainless Steel: ASTM A 666, Type 304 with No. 2B finish, unless otherwise indicated, for plates, sheet, and strips.
E. Preformed Seals: Single or multicellular extruded elastomeric seals designed with or without continuous, longitudinal,
internal baffles. Formed to be installed in frames or with anchored flanges, in color selected from manufacturer's
standard colors.
F. Strip Seals: Elastomeric membrane or tubular extrusions with a continuous longitudinal internal baffle system
throughout complying with ASTM E 1783; used with compatible frames, flanges, and molded-rubber anchor blocks.
G. Compression Seals: Preformed, elastomeric extrusions having internal baffle system complying with ASTM E 1612 in
sizes and profiles indicated or as recommended by manufacturer.
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H. Preformed Cellular Foams: Neoprene or polyurethane extruded, compressible foam.
I.
Fire Barriers: Any material or material combination, when fire tested after cycling, designated to resist the passage of
flame and hot gases through a movement joint.
J.
Accessories: Manufacturer's standard anchors, clips, fasteners, set screws, spacers, flexible moisture barrier and filler
materials, drain tubes, lubricants, adhesives, and other accessories compatible with material in contact, as indicated or
required for complete installations.
2.2 ARCHITECTURAL JOINT SYSTEMS
A. General: Provide joint systems of design, basic profile, materials, and operation indicated. Provide units with the
capability to accommodate joint widths indicated and variations in adjacent surfaces.
1. Furnish units in longest practicable lengths to minimize number of end joints. Provide hairline mitered corners
where joint changes directions or abuts other materials.
2. Include closure materials and transition pieces, tee-joints, corners, curbs, cross-connections, and other accessories as
required to provide continuous joint systems.
3. Frames for Strip Seals: Designed with semiclosed cavity that provides a mechanical lock for seals of type indicated.
4. Public Space Seals: Non-slip seals designed for installation on treads and risers and to lie flat with adjacent
surfaces, and complying with ADA guidelines for public areas.
B. Interior Pedestrian Architectural Floor Joints [P,D,G]: Provide one of the following accept-able manufacturers and
models:
1. Architectural Art Mfg., Inc.
a. Architectural Art Mfg., Inc. A Series
b. Architectural Art Mfg., Inc. B Series
c. Architectural Art Mfg., Inc. C Series
d. Architectural Art Mfg., Inc. D Series
e. Architectural Art Mfg., Inc. K Series
f. Architectural Art Mfg., Inc. D Series for fire rated assembly
2. C/S Group, Conspec Systems, Inc.
a. C/S Group, Conspec Systems, Inc. Thin Line Series
b. C/S Group, Conspec Systems, Inc. Twin Line Series
c. C/S Group, Conspec Systems, Inc. Twin Line Seismic Series
d. C/S Group, Conspec Systems, Inc. Allway Standard Covers
3. Joint Master USA
a. Joint Master USA 100 Series
b. Joint Master USA 200 Series
c. Joint Master USA 300 Series
d. Joint Master USA 400 Series
e. Joint Master USA 500 Series
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f. Joint Master USA 600 Series
g. Joint Master USA 700 Series
h. Joint Master USA 800 Series
4. MM Systems
a. MM Systems Flushline System
b. MM Systems Dual Scale System
c. MM Systems Hidden Sight Line System
d. MM Systems Extra Heavy Duty Floor Covers
e. MM Systems Heavy Duty Aluminum Floor Covers
f. MM Systems Seismic Floor System
g. MM Systems No Bump Seismic Floor System
h. MM Systems Extra-Wide Seismic Floor System
i. MM Systems Narrow Joint Surface Mount
j. MM Systems Seismic Joint Surface Mount
k. MM Systems Seismic Sentry System
l. MM Systems Standard Fire Barrier System
5. Nystrom, Michael Rizza Company, Inc.
a. Nystrom, Michael Rizza Company, Inc. Floor Surface Mounted SA Series
b. Nystrom, Michael Rizza Company, Inc. Floor Surface Mounted DA Series
c. Nystrom, Michael Rizza Company, Inc. Industrial Use DT Series
d. Nystrom, Michael Rizza Company, Inc. Industrial Use RA Series
e. Nystrom, Michael Rizza Company, Inc. Economical Joint TM Series
f. Nystrom, Michael Rizza Company, Inc. Economical Joint TC Series
g. Nystrom, Michael Rizza Company, Inc. Seismic Cover FL Series
h. Nystrom, Michael Rizza Company, Inc. Seismic Cover FR Series
i. Nystrom, Michael Rizza Company, Inc. Fire Barrier FB Series
6. Wabo, Watson Bowman Acme Corp.
a. Wabo, Watson Bowman Acme Corp. Wabo Allure, AFJ Series
b. Wabo, Watson Bowman Acme Corp. Wabo Seismax NBS Series
c. Wabo, Watson Bowman Acme Corp. Wabo Seismic Pan SPJ Series
d. Wabo, Watson Bowman Acme Corp. Wabo Heavy Duty VIP Series
e. Wabo, Watson Bowman Acme Corp. Wabo Seismic Floor FJG Series
f. Wabo, Watson Bowman Acme Corp. Wabo Seismic Floor AFX Series
g. Wabo, Watson Bowman Acme Corp. Wabo Seismic Floor FJX Series
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Project No. 1201344 (SPEC-01804)
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h. Wabo, Watson Bowman Acme Corp. Wabo Seismic Floor FJC Series
i. Wabo, Watson Bowman Acme Corp. Wabo Seismic Floor FXB Series
j. Wabo, Watson Bowman Acme Corp. Wabo Fast Floor FFS Series
k. Wabo, Watson Bowman Acme Corp. Wabo Fast Floor FJF Series
l. Wabo, Watson Bowman Acme Corp. Wabo Fast Floor FJS Series
m. Wabo, Watson Bowman Acme Corp. Wabo Fast Floor FFR Series
n. Wabo, Watson Bowman Acme Corp. Wabo Fast Floor FJD Series
o. Wabo, Watson Bowman Acme Corp. Wabo Hinge Mount FJH Series
p. Wabo, Watson Bowman Acme Corp. Wabo Hinge Mount HDH Series
q. Wabo, Watson Bowman Acme Corp. Wabo Convex Cover CCF Series
r. Wabo, Watson Bowman Acme Corp. Wabo Twin Seam TSF Series
s. Wabo, Watson Bowman Acme Corp. Wabo Twin Seam TSW Series
t. Wabo, Watson Bowman Acme Corp. Wabo Accent ADA ACF Series
u. Wabo, Watson Bowman Acme Corp. Wabo Flat Line, URG Series
7. Maximum Joint Width: [As indicated] <Insert dimension>.
8. Nominal Joint Width: [As indicated] <Insert dimension>.
9. Minimum Joint Width: [As indicated] <Insert dimension>.
10. Movement Capability: [As indicated] <Insert dimension difference between maximum and minimum joint
width>.
11. Type of Movement Capability: [Expansion and contraction] [Seismic].
12. Cyclic-Movement-Test-Response Characteristics: No evidence of visual fatigue, inability to cycle between
designated joint widths, or other types of failure as determined by testing products identical to those indicated per
ASTM E 1399 including Appendix X3.
13. Exposed Cover Material: [As indicated] [Aluminum] [Bronze] [Brass] [Stainless steel].
14. Exposed Frame Material: [As indicated] [Same material and finish as exposed cover material].
15. Moisture Barrier: Provide manufacturer's standard unit.
16. Fire-Resistance Ratings: Provide manufacturer's standard fire barrier with a rating not less than that of adjacent
construction.
C. Interior Wall and Ceiling Joints [P,D,G]: Provide one of the following acceptable manufacturers and models:
1. Architectural Art Mfg. Inc.
a. Architectural Art Mfg., Inc. B series
b. Architectural Art Mfg., Inc. C series
c. Architectural Art Mfg., Inc. D series
d. Architectural Art Mfg., Inc. G series
e. Architectural Art Mfg., Inc. H series
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f. Architectural Art Mfg., Inc. J series
g. Architectural Art Mfg., Inc. D series for fire rated assembly
2. C/S Group, Conspec Systems Inc.
a. C/S Group, Conspec Systems, Inc. Thin line Flush Series
b. C/S Group, Conspec Systems, Inc. Twin line Seismic Series
c. C/S Group, Conspec Systems, Inc. LA Series Acoustical
d. C/S Group, Conspec Systems, Inc. Allway Series
3. Joint Master USA
a. Joint Master USA 100 Series
b. Joint Master USA 200 Series
c. Joint Master USA 300 Series
d. Joint Master USA 400 Series
e. Joint Master USA 500 Series
f. Joint Master USA 800 Series
4. MM Systems
a. MM Systems Flush Line System
b. MM Systems Dual Seal System
c. MM Systems Hidden Sight System
d. MM Systems Standard Wall and Ceiling Systems
e. MM Systems Flexible Wall and Ceiling Systems
5. Nystrom, Michael Rizza Company, Inc.
a. Nystrom, Michael Rizza Company, Inc. Wall Cover WJ Series
b. Nystrom, Michael Rizza Company, Inc. Wall Cover BW Series
6. Wabo, Watson Bowman Acme Corp.
a. Wabo, Watson Bowman Acme Corp. Wabo Allure, AWJ Series
b. Wabo, Watson Bowman Acme Corp. Wabo SeisMax, NBW Series
c. Wabo, Watson Bowman Acme Corp. Wabo Seismic Panel, SWP Series
d. Wabo, Watson Bowman Acme Corp. Wabo Contour, CTC Series
e. Wabo, Watson Bowman Acme Corp. Wabo Contour, CTR Series
f. Wabo, Watson Bowman Acme Corp. Wabo Seismic Cover, WFT Series
g. Wabo, Watson Bowman Acme Corp. Wabo Fast Wall, EWH Series
h. Wabo, Watson Bowman Acme Corp. Wabo Twin Seam, TSW Series
i. Wabo, Watson Bowman Acme Corp. Wabo Finish Line, FLC Series
j. Wabo, Watson Bowman Acme Corp. Wabo Flat Line, URG Series
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Global Facilities Group
k. Wabo, Watson Bowman Acme Corp. Wabo Fast Wrap, CEB Series
l. Wabo, Watson Bowman Acme Corp. Wabo Fast Wrap, CWF Series
m. Wabo, Watson Bowman Acme Corp. Wabo Fast Wrap, LPP Series
n. Wabo, Watson Bowman Acme Corp. Wabo Fast Wrap, CWS Series
o. Wabo, Watson Bowman Acme Corp. Wabo Finish Seam, FSW Series
7. Maximum Joint Width: [As indicated] <Insert dimension>.
8. Nominal Joint Width: [As indicated] <Insert dimension>.
9. Minimum Joint Width: [As indicated] <Insert dimension>.
10. Movement Capability: [As indicated] <Insert dimension difference between maximum and minimum joint
width>.
11. Type of Movement Capability: [Expansion and contraction] [Seismic].
12. Cyclic-Movement-Test-Response Characteristics: No evidence of visual fatigue, inability to cycle between
designated joint widths, or other types of failure as determined by testing products identical to those indicated per
ASTM E 1399 including Appendix X3.
13. Exposed Cover Material: [As indicated] [Aluminum] [Bronze] [Brass] [Stainless steel].
14. Exposed Frame Material: [As indicated] [Same material and finish as exposed cover material].
15. Moisture Barrier: Provide manufacturer's standard unit.
16. Fire-Resistance Ratings: Provide manufacturer's standard fire barrier with a rating not less than that of adjacent
construction.
D. Exterior Wall and Soffit Joints [P,D,G]: Provide one of the following acceptable manufacturers and models:
1. Architectural Art Mfg. Inc.
a. Architectural Art Mfg., Inc. L Series
b. Architectural Art Mfg., Inc. R Series
2. C/S Group, Conspec Systems, Inc.
a. C/S Group, Conspec Systems, Inc. Exterior Wall Covers, SF Series
b. C/S Group, Conspec Systems, Inc. Exterior Wall Covers, SC Series
c. C/S Group, Conspec Systems, Inc. Exterior Seismic Wall Covers, XL Series
3. Joint Master USA
a. Joint Master USA 500 Series
b. Joint Master USA 700 Series
4. MM Systems
a. MM Systems Exterior Systems, N Series
b. MM Systems Exterior Systems, E Series
c. MM Systems Exterior Systems, WJ Series
d. MM Systems Rufseal, RW and RS Series
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General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
e. MM Systems Veraseal, VS Series
5. Nystrom, Michael Rizza Company, Inc.
a. Nystrom, Michael Rizza Company, Inc. Exterior Vertical Seal, EV Series
b. Nystrom, Michael Rizza Company, Inc. Compression Seal, SAN Series
c. Nystrom, Michael Rizza Company, Inc. Compression Seal, EW Series
6. Wabo, Watson Bowman Acme Corp.
a. Wabo, Watson Bowman Acme Corp. Wabo Weather Seam, WSW Series
7. Maximum Joint Width: [As indicated] <Insert dimension>.
8. Nominal Joint Width: [As indicated] <Insert dimension>.
9. Minimum Joint Width: [As indicated] <Insert dimension>.
10. Movement Capability: [As indicated] <Insert dimension difference between maximum and minimum joint
width>.
11. Type of Movement Capability: [Expansion and contraction] [Seismic].
12. Cyclic-Movement-Test-Response Characteristics: No evidence of visual fatigue, inability to cycle between
designated joint widths, or other types of failure as determined by testing products identical to those indicated per
ASTM E 1399 including Appendix X3.
13. Exposed Cover Material: [As indicated] [Aluminum] [Bronze] [Brass] [Stainless steel].
14. Exposed Frame Material: [As indicated] [Same material and finish as exposed cover material].
15. Moisture Barrier: Provide manufacturer's standard unit.
16. Fire-Resistance Ratings: Provide manufacturer's standard fire barrier with a rating not less than that of adjacent
construction.
E. Vehicle Traffic Joints [P,D,G]: Provide one of the following acceptable manufacturers and models:
1. Capitol Services
a. Capitol Services Meta Zeal System
b. Capitol Services Pro-Flex 2000 System
c. Capitol Services Pro-Flex 3000 System
d. Capitol Services Pro-Flex 4000 System
e. Capitol Services Evazote System
2. C/S Group. Conspec Systems Inc.
a. C/S Group. Conspec Systems Inc. Parking Garage Cover, Model WF
b. C/S Group. Conspec Systems Inc. Parking Garage Cover, Model KB
c. C/S Group. Conspec Systems Inc. Parking Garage Cover, Model PTC
d. C/S Group. Conspec Systems Inc. Elastomer Garage Seal, Model WF
e. C/S Group. Conspec Systems Inc. Elastomer Garage Seal, Model CSAB
f. C/S Group. Conspec Systems Inc. Compression Seal, Model CSS
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General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
g. C/S Group. Conspec Systems Inc. Compression Seal, Model JC
h. C/S Group. Conspec Systems Inc. Seismic Parking Joint, KB Series
i. C/S Group. Conspec Systems Inc. Seismic Parking Joint, PTC Series
3. Larsen Products Corporation
a. Larsen Products Corporation Interspan Joint System
4. Nystrom, Michael Rizza Company Inc.
a. Nystrom, Michael Rizza Company, Inc. Parking Deck Cover, PD Series
5. Wabo, Watson Bowman Acme Corp.
a. Wabo, Watson Bowman Acme Corp. Wabo Traffic Seal, ME Series
b. Wabo, Watson Bowman Acme Corp. Wabo Traffic Seal, MM Series
c. Wabo, Watson Bowman Acme Corp. Wabo Strip Seal, SEC Series
d. Wabo, Watson Bowman Acme Corp. Wabo Strip Seal, SE Series
e. Wabo, Watson Bowman Acme Corp. Wabo Elastoflex, EFJ Series
f. Wabo, Watson Bowman Acme Corp. Wabo Jeene, W. Series
g. Wabo, Watson Bowman Acme Corp. Wabo Seismic Span, APS Series
h. Wabo, Watson Bowman Acme Corp. Wabo Seismic Span, APX Series
i. Wabo, Watson Bowman Acme Corp. Wabo, Watson Bowman Acme Corp.
j. Wabo, Watson Bowman Acme Corp. Wabo Compression Seal, WA Series
k. Wabo, Watson Bowman Acme Corp. Wabo Compression Seal, WE Series
6. Maximum Joint Width: [As indicated] <Insert dimension>.
7. Nominal Joint Width: [As indicated] <Insert dimension>.
8. Minimum Joint Width: [As indicated] <Insert dimension>.
9. Movement Capability: [As indicated] <Insert dimension difference between maximum and minimum joint
width>.
10. Type of Movement Capability: [Expansion and contraction] [Seismic].
11. Cyclic-Movement-Test-Response Characteristics: No evidence of visual fatigue, inability to cycle between
designated joint widths, or other types of failure as determined by testing products identical to those indicated per
ASTM E 1399 including Appendix X3.
12. Exposed Cover Material: [As indicated] [Aluminum] [Bronze] [Brass] [Stainless steel].
13. Exposed Frame Material: [As indicated] [Same material and finish as exposed cover material].
14. Moisture Barrier: Provide manufacturer's standard unit.
15. Fire-Resistance Ratings: Provide manufacturer's standard fire barrier with a rating not less than that of adjacent
construction.
2.3 FINISHES, GENERAL
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Project No. 1201344 (SPEC-01804)
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A. Comply with NAAMM's "Metal Finishes Manual for Architectural and Metal Products" for recommendations for
applying and designating finishes.
B. Protect mechanical finishes on exposed surfaces from damage by applying a strippable, tem-porary protective
covering before shipping.
2.4 ALUMINUM FINISHES
A. Finish designations prefixed by AA comply with the system established by the Aluminum Association for designating
aluminum finishes.
B. Mill Finish: AA-M10 (Mechanical Finish: as fabricated; no other applied finish unless buffing is required to remove
scratches, welding, or grinding produced in fabrication process).
C. Class II, Clear Anodic Finish: AA-M12C22A31 (Mechanical Finish: nonspecular as fabricated; Chemical Finish:
etched, medium matte; Anodic Coating: Architectural Class II, clear coating 0.010 mm or thicker) complying with
AAMA 607.1.
D. Class I, Clear Anodic Finish: AA-M12C22A41 (Mechanical Finish: nonspecular as fabricated; Chemical Finish:
etched, medium matte; Anodic Coating: Architectural Class I, clear coating 0.018 mm or thicker) complying with
AAMA 607.1.
E. Class II, Color Anodic Finish: AA-M12C22A32/A34 (Mechanical Finish: nonspecular as fabricated; Chemical Finish:
etched, medium matte; Anodic Coating: Architectural Class II, integrally colored or electrolytically deposited color
coating 0.010 mm or thicker).
F. Class I, Color Anodic Finish: AA-M12C22A42/A44 (Mechanical Finish: nonspecular as fabricated; Chemical Finish:
etched, medium matte; Anodic Coating: Architectural Class I, integrally colored or electrolytically deposited color
coating 0.018 mm or thicker) complying with AAMA 606.1 or AAMA 608.1.
1. Color: Light bronze.
2. Color: Medium bronze.
3. Color: Dark bronze.
4. Color: Black.
5. Color: Match Architect's sample.
6. Color: As selected by Architect from the full range of industry colors and color densities.
G. Baked-Enamel Finish: AA-C12C42R1x (Chemical Finish: cleaned with inhibited chemicals; Chemical Finish:
acid-chromate-fluoride-phosphate conversion coating; Organic Coating: as specified below). Apply baked enamel
complying with paint manufacturer's specifications for cleaning, conversion coating, and painting.
1. Organic Coating: Thermosetting, modified-acrylic enamel primer/topcoat system com-plying with AAMA 2603
except with a minimum dry film thickness of 1.5 mils (0.04 mm), medium gloss.
2. Color: As indicated by manufacturer's designations.
3. Color: Match Architect's sample.
4. Color: As selected by Architect from manufacturer's full range.
H. High-Performance Organic Finish: AA-C12C42R1x (Chemical Finish: cleaned with inhibited chemicals; Chemical
Finish: acid-chromate-fluoride-phosphate conversion coating; Organic Coating: as specified below). Prepare, pre-treat,
and apply coating to exposed metal surfaces to comply with coating and resin manufacturers' written instructions.
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General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
1. Fluoropolymer Two-Coat System: Manufacturer's standard two-coat, thermocured sys-tem consisting of specially
formulated inhibitive primer and fluoropolymer color topcoat containing not less than 70% polyvinylidene
fluoride resin by weight; complying with AAMA 2604.
2. Fluoropolymer Three-Coat System: Manufacturer's standard three-coat, thermocured system consisting of specially
formulated inhibitive primer, fluoropolymer color coat, and clear fluoropolymer topcoat, with both color coat and
clear topcoat containing not less than 70% polyvinylidene fluoride resin by weight; complying with AAMA 2605.
a. Color and Gloss: As indicated by manufacturer's designations.
b. Color and Gloss: Match Architect's sample.
c. Color and Gloss: As selected by Architect from manufacturer's full range.
2.5 STAINLESS-STEEL FINISHES
A. Remove tool and die marks and stretch lines or blend into finish.
B. Grind and polish surfaces to produce uniform, directionally textured, polished finish indicated, free of cross scratches.
Run grain with long dimension of each piece.
C. Bright, Cold-Rolled, Unpolished Finish: No. 2B finish.
D. Bright, Directional Polish: No. 4 finish.
E. Satin, Directional Polish: No. 6 finish.
F. Mirrorlike Reflective, Nondirectional Polish: No. 8 finish.
G. When polishing is completed, passivate and rinse surfaces. Remove embedded foreign matter and leave surfaces
chemically clean.
2.6 COPPER-ALLOY FINISHES
A. Finish designations prefixed by CDA comply with the system established by the Copper De-velopment Association
for designating copper-alloy finish systems, as defined in NAAMM's "Metal Finishes Manual for Architectural and
Metal Products."
1. Remove tool and die marks and stretch lines or blend into finish.
2. Grind and polish surfaces to produce uniform, directionally textured polished finish indicated, free of cross
scratches. Run grain with long dimension of each piece.
B. Standard Finish Designation: CDA M32 (Mechanical Finish: directionally textured, medium satin).
05810.3 EXECUTION
3.1 PREPARATION
A. Prepare substrates according to architectural joint system manufacturer's written instructions.
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B. Coordinate and furnish anchorages, Placement Drawings, and instructions for installing joint systems to be embedded
in or anchored to concrete or to have recesses formed into edges of concrete slab for later placement and grouting-in
of frames.
C. Fastening to In-Place Construction: Provide anchorage devices and fasteners where necessary to secure joint systems
to in-place construction, including threaded fasteners with drilled-in expansion shields for masonry and concrete
where anchoring members are not embedded in concrete. Provide fasteners of metal, type, and size to suit type of
construction indicated and to provide for secure attachment of joint systems.
3.2 INSTALLATION
A. Comply with manufacturer's written instructions for handling and installing architectural joint assemblies and
materials, unless more stringent requirements are indicated.
B. Coordinate installation of architectural joint assembly materials and associated work so complete assemblies comply
with assembly performance requirements.
C. Terminate exposed ends of exterior architectural joint assemblies with factory-fabricated termination devices to
maintain waterproof system.
D. Install factory-fabricated transitions between building expansion-joint cover assemblies and roof expansion-joint
assemblies, specified in Division 7 Section "Roof Expansion Assemblies," to provide continuous, uninterrupted,
watertight construction.
E. Cutting, Fitting, and Placement: Perform cutting, drilling, and fitting required to install joint systems.
1. Install joint cover assemblies in true alignment and proper relationship to joints and ad-joining finished surfaces
measured from established lines and levels.
2. Allow adequate free movement for thermal expansion and contraction of metal to avoid buckling.
3. Set covers in horizontal surfaces at elevations that place exposed surfaces flush with ad-joining finishes.
4. Locate all expansion joint covers in continuous contact with adjacent surfaces.
5. Securely attach in place with required accessories.
6. Locate anchors at interval recommended by manufacturer, but not less than 3 inches (75 mm) from each end and not
more than 24 inches (600 mm) o.c.
F. Continuity: Maintain continuity of joint systems with a minimum number of end joints and align metal members. Cut
and fit ends to produce joints that will accommodate thermal expansion and contraction of metal to avoid buckling of
frames. Adhere flexible filler materials, if any, to frames with adhesive or pressure-sensitive tape as recommended by
manufacturer.
G. Extruded Preformed Seals: Install seals to comply with manufacturer's written instructions and with minimum number
of end joints.
1. For straight sections, provide preformed seals in continuous lengths.
2. Vulcanize or heat-weld field splice joints in preformed seal material to provide watertight joints using procedures
recommended by manufacturer.
3. Apply adhesive, epoxy, or lubricant adhesive approved by manufacturer to both frame interfaces before installing
preformed seals.
4. Seal transitions according to manufacturer's written instructions.
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General Motors Company
Project No. 1201344 (SPEC-01804)
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5. Install foam seals with adhesive recommended by manufacturer and heat seal all splices.
H. Joint Systems with Seals: Seal end joints within continuous runs and joints at transitions ac-cording to manufacturer's
written instructions to provide a watertight installation.
I.
Seismic Seals: Install interior seals in continuous lengths. Install exterior seal in standard lengths and vulcanize or
heat-weld field splice joints to provide watertight joints using manufacturer's recommended procedures. Seal
transitions and end joints according to manufacturer's written instructions.
J.
Fire Barriers: Install fire barriers to provide continuous, uninterrupted fire resistance through-out length of joint,
including transitions and end joints.
3.3 CLEANING AND PROTECTION
A. Do not remove protective covering until finish work in adjacent areas is complete. When protective covering is
removed, clean exposed metal surfaces to comply with manufacturer's writ-ten instructions.
END OF SECTION
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Project No. 1201344 (SPEC-01804)
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Global Facilities Group
DIVISION 06
WOOD AND PLASTICS
SECTION 06100 - ROUGH CARPENTRY
SECTION 06100.1 GENERAL
1.1 Summary
A. Section includes rough carpentry items as indicated, as specified or as required to support finished work.
B. Related Work Specified in Other Sections:
1. Form work for concrete Division 3.
2. Finish Carpentry – Division 6.
1.2 Performance Requirements
A. Requirements For Preservative Treatment
1. Preservative pressure treated lumber and plywood shall be clean and free of surface deposits.
2. Each piece shall be indelibly ink stamped with the quality mark of an approved independent third party
inspection agency having a follow up testing and inspection service at the treating plant over the quality of
the treated product, and whose service is certified by an approved overview agency such as American
Wood Preservative Association (AWPA).
B. Requirements For Fire Retardant Treatments
1. Interior type fire retardant treated lumber and plywood shall have a flame spread rating of 25 or less when
tested in accordance with ASTM E84 in a test duration of 30 minutes.
2. Interior type fire retardant treated lumber and plywood shall be a low hydroscopic low corrosive type
having an equilibrium moisture content of not over 28% at 92% relative humidity after testing in
accordance with ASTM D3201 and meeting the treating requirements of American Wood Preservative
Association (AWPA) C20 for lumber, and C27 for plywood Type A.
3. Use treatment for which chemical manufacturer publishes physical properties of treated wood after
exposure to elevated temperatures, when tested by a qualified independent testing agency according to
ASTM D 5664, for lumber and ASTM D 5516, for plywood.
4. After treatment, interior fire retardant lumber 2 inches thick or less shall be kiln dried to a moisture
content of 19% or less, and plywood to 15% or less. Kiln temperature shall not exceed 160 degF.
5. Interior fire retardant formulations shall contain no ammonium phosphates, sulfates, or halides.
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General Motors Company
Project No. 1201344 (SPEC-01804)
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6. Use exterior type treatment for exterior locations.
7. Each piece shall be stamped with the indelible ink marking of an approved independent third party
inspection agency (such as Underwriters Laboratories) having a follow up inspection service at the
treating plant. Information on the mark shall comply with the building code.
C. Requirements Of Regulatory Agencies
1. In addition to locations indicated or specified, provide fire retardant treated lumber and plywood in
locations required by code, by governing authorities having jurisdiction, or by the Owner’s Insurance
Underwriter.
1.3 Submittals
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g.,
Item [L]). Refer to Division 1 General Requirements for definition of codes for types of submittals and the
administrative requirements governing submittal procedure. General submittal requirements pertaining to this
Section are specified under this Article.
.
B. Treatment Certificates [C]: Submit certificates for preservative and fire retardant treated lumber and plywood
when requested by the governmental authority having jurisdiction. Certificate to be from an independent
accredited testing agency having a re examination inspection service at the treating plant.
1.4 Delivery, Storage and Handling
A. Deliver and store lumber and plywood at the project site in a manner to minimize exposure to moisture migration.
Provide for air circulation around lumber and panel stacks.
B. Exercise special care in storing, handling and installation of preservative and fire retardant treated lumber and
plywood so as to prevent moisture absorption of such items.
SECTION 06100.2 PRODUCTS
2.1 Wood Material
A. General
1. Each piece of lumber shall meet DOC PS 20 and bear the official trademark and grade of the
manufacturer’s association or inspection bureau certified by the American Lumber Standards Committee
Board of Review. . Lumber shall be seasoned, surfaced 4 sides and kiln or air dried to moisture content
specified in the association’s rules, except that moisture content shall not exceed 19% and 15% for
plywood.
B. Lumber Use And Species
1. Furring, Grounds, and Similar Use: Western Wood Products Association (WWPA) “Standard”, “Number
2 Common” or better Douglas Fir Larch, Hem Fir, Pine, Cedar; or Southern Pine Inspection Bureau
(SPIB) Number 2 Southern Pine.
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GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
2. Nailers, Blocking, Framing, Rough Bucks, and Rough Lumber Not Otherwise Specified: Western Wood
Products Association (WWPA) “Utility”, Number 3 or better Douglas Fir, Hem Fir, Western Cedars; or
Southern Pine Inspection Bureau (SPIB) Number 2KD Southern Pine.
3. Sheathing: Western Wood Products Association (WWPA) “Number 4 Common” Douglas Fir Larch, Hem
Fir, Pine.
4. Framing for Utility Shelving: “C Finish” boards, Southern Yellow Pine, Sugar Pine, Douglas Fir, or
Western Red Cedar.
C. Plywood Use And Species
1. Sheathing: American Plywood Association (APA), Structural I, Exposure 1, of thickness noted.
2. Exterior Plywood: American Plywood Association (APA), Exterior, Structural I, Exposure 1of thickness
noted.
3. Utility Panels and Shelving: American Plywood Association (APA), PS 1 83 Product Standard, BD
Interior, Exposure 1, Group 1, sanded, 3/4 inch thick unless otherwise noted.
2.2 Fastening Materials
A. General: Use fastening materials of types appropriate for the conditions encountered, including wood to wood,
wood to masonry or concrete, and wood to metal. Use anchors as shown for securing blocking, nailers and
framing. Threaded stud bolts and nuts, or powder actuated fasteners, shall be used for securing wood to structural
framing. Where fasteners are exposed to weather, provide hot-dip zinc coating per ASTM A 153.
B. Threaded Studs: Threaded studs for securing wood nailers or other items noted, complete with nut and washer.
1. Erico Products, Inc. "Blue Arc Shear Connector Studs".
2. Midwest Fasteners, Inc., "Weld Studs".
C. Powder Actuated Fasteners: Drive pin type, threaded, of length to penetrate the steel member and depth of wood
member, and a washer of sufficient diameter to secure the wood member. Fasteners and low velocity powder
actuated tools by same manufacturer, and meeting CABO NER-272.
1. Hilti, Inc
2. Ramset, Inc
D. Nails and Staples: Galvanized carbon steel, per ASTM F 1667.
E. Screws: Galvanized carbon steel per ASME B 18.6.1.
F. Lag and Machine Bolts, Washers, Expansion Shields, and Nuts: Zinc coated carbon steel, per ASTM A 307,
Grade A with ASTM A 563 hex nuts and flat washers where indicated.
G. Bar or Strap Anchors: ASTM A36 carbon steel 1/8 inch thick unless otherwise noted, hot dipped galvanized, with
2.0 ounce zinc coating per square foot of surface, per ASTM A123.
H. Expansion Anchors: Carbon-steel zinc-coated per ASTM B 633 rated 6 times the load when installed in masonry
and 4 times the load installed in concrete.
2.3 Wood Treatments
A. Preservative Treatment
1. Preservative Treatment [C]: Use preservative pressure treated wood nailers, blocking, rough bucks,
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furring, grounds and other rough lumber items that come in contact with concrete, masonry or metal and
are inaccessible in the finished work. Preservative pressure treatment shall be in accordance with
American Wood Preservers Association (AWPA) Standards C2 for lumber and C9 for plywood. Each
piece shall be stamped with indelible ink with American Wood Preservative Association (AWPA) Quality
Mark. Perform all milling along the grain of the wood prior to preservative pressure treatment.
a. Hickson Corporation Wolman-CCA
b. Hoover Treated Wood Products, Inc., CCA
c. Osmose Wood Preserving Company Osmose CCA
2. Wood shall be kiln dried to 19% moisture content for lumber and 15% for plywood after preservative
pressure treatment.
B. Fire Retardant Treatment
1. Fire Retardant Treatment [C]: Use fire retardant wood for nailers, blocking, rough bucks, grounds and
other rough lumber items in areas requiring fire retardant rating and that are not exposed to the weather.
Kiln dry, after treatment, to a moisture content of 19% or less for lumber and to 15% or less for plywood.
a. Interior Treatment:
1) Hoover Treated Wood Products, Inc., "Pryo-Guard".
2) Hickson Corporation "Dricon"
b. Osmoose Corp "Fire-Pro"
c. Exterior Treatment:
1) Hoover Treated Wood Products, Inc., "Exterior Fire-X".
C. Back Painting
1. Primer Sealer: Apply 1 coat in the shop, on back surfaces and edges of rough lumber items that are not
treated as described above.
a. ICI Dulux "Ultra-Hide Alkyd Wood Undercoater"
b. PPG Industries, Inc. Speedhide 6-6 Interior Undercoater
c. Benjamin Moore "Alkyd Enamel Underbody 217".
d. Sherwin-Williams Promar 200 .
SECTION 06100.3 EXECUTION
3.1 Preparation
A. Provide rough hardware required to complete this Work, including attachments of wood to wood, wood to
masonry or concrete and wood to metal. Counterbore holes for nuts and heads of fasteners, and countersink all
screws so as to be flush. Drill holes in lumber for fasteners. Furnish rough hardware items, loose, that are
scheduled to be preset in masonry or concrete, to expedite the installation of such Work.
1. In pressure treated wood, drill undersize holes for screws and nails to prevent splitting of wood members.
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B. For back painted members, after any such members are cut in the field, apply a brush coat of the same material
used in the shop, to reseal the surface.
C. When preservative pressure treated lumber is cut across the grain in the field, apply preservative to cut end in
accordance with American Wood Preservers Association (AWPA) Standard M4 Section 1.5.
D. For fire retardant pressure treated lumber cut across the grain in the field, no supplemental end treatment is
required.
E. Field cutting (ripping) along the grain is not allowed for either fire retardant or preservative pressure treated
lumber.
3.2 Furring and Grounds
A. Provide wood furring and grounds required to install wood sheathing, gypsum wall board, gypsum and metal lath,
and wood paneling to masonry or concrete. Install in parallel rows, spaced at 16 inches on center; and in addition,
to frame the perimeters of such areas and corners. Use nominal 1 inch by 3 inch solid stock unless otherwise
noted. At metal lath, provide beveled edge to develop good plaster keys.
B. Provide wood furring required to install cabinet work and other finish items to masonry, concrete, gypsum wall
board or plaster substrates to properly secure these items.
C. Secure members rigidly in place, at 2 feet on center, maximum, using flush bolts. Where members are applied
over stud partition framing, bolt members in place through the substrate and into the metal stud framing.
3.3 Nailers, Blocking, Framing and Rough Bucks
A. Provide nailers, blocking, framing, rough bucks, sheathing and other rough lumber necessary for a complete
installation.
B. Anchor wood members to concrete, masonry, or steel as shown, or required, complete with the fasteners specified.
If powder actuated fasteners are used, comply with safety requirement of OSHA and fastener manufacturer.
Where size and spacing are not shown or noted, secure members with 1/2 inch diameter bolts or threaded studs;
not less than 2 for each individual piece; and at not more than 24 inches on center, maximum, for continuous
members. Provide washers under bolt heads and nuts. Provide nailers and blocking in long lengths to minimize
joints. When joints are necessary, join pieces without projecting edges.
C. Lay sheathing close and nail solidly at each bearing; at not over 6 inches on center at continuous bearing
members. Stagger end joints of adjacent sheets, with joint over bearings, in all cases.
3.4 Utility Panels and Shelving
A. Provide utility panels in telephone equipment rooms, electrical equipment rooms and elsewhere as required for
mounting of equipment. Neatly install panels, with close butted joints where more than 1 sheet is required.
Expansion bolt the panels to concrete or masonry substrates. At metal stud partitions, bolt panels in place through
the substrate and into the metal stud framing. Unless otherwise noted, provide full 8 foot high panels.
B. Provide wood utility shelving in janitors closets, and equipment rooms. Install 1 inch x 3 inch framing to support
shelving on ends and at back. Provide plywood shelving, with solid wood nosing on exposed edge; use single
piece shelves in each location. Unless otherwise noted, install 5 shelves at each indication for shelving.
3.5 Shelving and Clothes Rods
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A. Shelving: 3/4-inch (19-mm) plywood shelving with solid wood nosing on front edge.
1. Shelf Framing: 3/4-inch by 5-1/2-inch (19 by 140 mm) boards with holes to receive clothes rods, of
interior lumber trim for opaque finish.
2. Shelf Brackets: Prime-painted formed steel with provision to support clothes rod where rod is indicated.
B. Clothes Rods: 1-1/2-inch- (38-mm-) diameter aluminum or factory finished steel tubes.
3.6 Temporary Roof Curb Rods
A.
Provide temporary plywood covers, complete with wood support blocking as necessary, over roof curbs until
permanent equipment is installed on the curbs. Use minimum 3/4-inch thick exterior grade plywood.
END OF SECTION
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SECTION 06200 - FINISH CARPENTRY
SECTION 06200.1 GENERAL
1.1 Summary
A. Section includes all finish carpentry work, complete with accessories and related work, as indicated and specified,
including but not necessarily limited to the following custom work:
1. Plastic laminate window sills, toilet room vanities, counters and cabinet work.
B. Related Work Specified In Other Sections
1. Rough carpentry Division 6.
2. Sinks in countertops Division 15.
1.2 Submittals
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g.,
Item [L]). Refer to Division 1 General Requirements for definition of codes for types of submittals and the
administrative requirements governing submittal procedure. General submittal requirements pertaining to this
Section are specified herein under this Article.
B. Finish Carpentry Shop Drawings [D]: Submit for review, completely detailed shop drawings showing all
information necessary for the fabrication and erection of all work specified herein. The shop drawings shall show
dimensions, construction details, jointing details, wood species and grade, trim, finishes, paneling layout,
hardware and details relating to adjacent work.
C. Finish Carpentry Product Data [P]: Submit product data on all catalog type components.
D. Finish Carpentry Material Samples [S]: Submit samples of each of the following items:
1. Plastic laminate chips of colors, patterns and textures specified.
2. Cabinet hardware, of each item proposed for use.
3. Hardwoods proposed for use.
4. Finish on hardwood items.
E. Submittals of shop drawings, product data, and samples are required for all work of the Section per Division 1,
General Requirements.
1.3 Quality Assurance
A. Reference Standard
1. Use the “Quality Standards” of the Architectural Woodwork Institute (AWI) which are referenced and
hereby made a part of this Section. Use “Premium Grade” for all work as defined in the latest edition of
the AWI “Quality Standards”.
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2. Use plastic laminates which conforms to National Association of Plastic Fabricators.
3. Use grades of lumber, plywood and particleboard as defined by the rules of the recognized association of
manufacturers producing the kind or species of lumber, plywood and particleboard specified in this
Section. Use only lumber, plywood, and particleboard grade stamped by the inspecting authorities.
1.4 Site Conditions
A. The woodwork manufacturer is responsible for dimensions not controlled by job conditions. Shop drawings shall
show all required field measurements. The cooperation of the Contractor and the woodwork manufacturer is
required to establish and maintain these field dimensions.
1.5 Delivery, Storage and Handling
A. It is the joint responsibility of the woodwork manufacturer and the Contractor to make certain that woodwork is
not delivered until the building and storage areas are sufficiently dry and complete so that the woodwork will not
be damaged. The Contractor will replace defective or damaged materials at no cost to the Owner.
B. Crate, ship and deliver all materials to the Site and store in accordance with manufacturer’s instructions and
standards of the National Woodwork Manufacturers Association.
C. Protect all finished surfaces after installation and finishing from damage and soiling. Maintain protection during
subsequent work operations, and remove same upon Owner’s Representative’s acceptance or when instructed by
Owner’s Representative.
SECTION 06200.2 PRODUCTS
2.1 Materials and Fabrication
A. General
1. Use lumber bearing the official trademark and grade of the manufacturer’s association or inspection
bureau under which it was manufactured and graded, except as specified otherwise herein. Use seasoned
lumber, surfaced four sides and kiln or air dried to moisture content specified in association’s rules,
except that moisture content is limited to a maximum of 11%.
2. Lumber Standards: Comply with DOC PS 20, "American Softwood Lumber Standard," for lumber and
with applicable grading rules of inspection agencies certified by the American Lumber Standards
Committee Board of Review.
3. Softwood Plywood: Comply with DOC PS 1, "U.S. Product Standard for Construction and Industrial
Plywood."
4. Hardwood Plywood: Comply with HPVA HP-1, "Interim Voluntary Standard for Hardwood and
Decorative Plywood."
5. Particle Board: Comply with ANSI A 208.1 Grade M-2 Exterior Glue.
.
6. Preservative Treatment [P]: Comply with NWWDA I.S. 4 for exterior finish carpentry to receive
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7. Fire-Retardant Treatment [P]: Where indicated, use materials impregnated with fire-retardant chemicals
per AWPA C20; exterior type or interior Type A as required.
B. Lumber Use And Species
1. Furring, Grounds and Similar Use: WWPA “Standard”, “No. 2 Common” or better, Douglas Fir Larch,
Hem Fir, Pine, Engelmann Spruce, Cedar, or SPIB No. 2 Boards Southern Pine.
2. Nailers, Blocking, Framing, Rough Bucks, and Rough Lumber Not Otherwise Specified: WWPA
“Utility”, “No. 3” or better, Douglas Fir, Hem Fir, Lodgepole Pine, Western Cedars, or SPIB No. 2KD
Southern Pine.
C. Plastic Laminate Cores
1. Plywood: Douglas Fir or Pine, interior A D grade conforming to P.S. 1 74, or thicknesses indicated.
2. Particle Board: Douglas Fir or Pine, mat formed medium density conforming to Commercial Standard
236 66, of thicknesses indicated.
D. Fastening Materials
1. General: Furnish fastening materials of types appropriate for the conditions encountered, including wood
to wood, wood to masonry or concrete and wood to metal.
2. Nails and Staples: Galvanized carbon steel, conforming to the requirements of Fed. Spec. FF N 105B.
3. Screws: Galvanized carbon steel conforming to the requirements of Fed. Spec. FF S 107C and natural
bright finish carbon steel conforming to the requirements of Fed. Spec. FF S 111C.
4. Bolts, Washers, Expansion Shields, and Nuts: Zinc coated carbon steel, conforming to the requirements of
Fed. Spec. FF B 561C, FF B 575C, FF W 92A, FF B 588C and FF N 836D.
5. Adhesives: Aliphatic or phenolic-resin wood glue recommended for general carpentry use.
E. Plastic Laminate [P,D,S]
1. Plastic Laminate [S]: Provide high pressure plastic laminate consisting of melamine impregnated surface
papers laminated over phenolic impregnated kraft layers under high pressure and heat, as manufactured by
Formica, Nevamar, Pioneer, Textolite, Wilsonart, or Westinghouse, and conforming to National Electrical
Manufacturers Association (NEMA) Publication No. LD3 1980, with low gloss finish, in colors, patterns,
and textures as selected, per approved samples. Provide the following types:
a. Use NEMA LD 3, Standard Grade GP50, nominal .050 inch thick plastic laminate for straight
horizontal and vertical surfaces.
b. Use NEMA LD 3, Grade GP28 or PF30, nominal .030 inch thick plastic laminate as a backer
sheet on underside and back of countertops.
c. Use NEMA LD 3, Postforming Grade PF42, nominal .042 inch thick plastic laminate for forming
over curved or rounded shapes.
2. Match the following plastic laminates:
a. PL 1:
b. PL 2:
c. PL 3:
d. PL 4:
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3. Adhesive: Water resistant, in accordance with AWI recommendations, and as recommended by plastic
laminate manufacturer.
4. Back Painting: Apply one coat of primer sealer paint in the shop, on all wood surfaces and edges not
covered with plastic laminate backer sheet, and that will be concealed in the finished work. See Section
09900 for acceptable paint manufacturers and types.
F. Typical Countertops [P,D]
1. Unless otherwise noted construct countertops of plywood or particleboard as detailed, with back and end
splashes where shown, complete with supports, with all exposed surfaces (including exposed supports)
and edges surfaced with plastic laminate of colors and patterns selected for each countertop.
a. AWI Quality Grade: Premium.
b. All Exposed Surfaces: Plastic laminate.
G. Counters And Cabinet Work
1. Counters and Cabinets [P,D]: Provide counters and cabinets constructed of plywood with all exposed
surfaces and edges surfaced with plastic laminate.
a. AWI Quality Grade: Premium
b. Wall and Base Cabinet Construction: AWI Flush Overlay design, with cabinet interior finished
with plastic laminate backer sheet.
2. Cabinet Hardware [P,S]: Furnish and install all cabinet hardware:
a. Pulls: Provide standard aluminum pulls for all cabinets, with clear anodized finish. Provide wire
pulls with 4 3/4 inches centerline to centerline of tapped threaded attachment holes.
b. Engineered Products Co. “MC 42”.
c. Stanley “4483 1/2”.
d. Door Catch: Engineered Products Co. “No. 1000 Magnetic Catch”.
e. Door Hinges: Similar to Stanley “1588” type; provide 2 per door; US26D finish.
f. Adjustable Shelf Standards and Clips: Similar to Knape & Vogt “255NP Standards and 256NP
Support Clips” or Grant “120 and 121”.
g. Drawer Slides: Knape & Vogt “1300” or Grant “300”.
H. Wood Trim Species And Finish [S]
1. Provide ______ door frames, bases and trim as shown.
a. AWI Quality Grade: Premium, per approved samples for color and graining.
2. Provide ________ door and window frames, chair rails, guard rails, and display rails as shown.
a. AWI Quality Grade: Premium, per approved samples for color and graining. Provide of sizes and
shapes shown.
3. Finish [S]:
a. Finish moldings shall be graded as follows:
1) Transparent Finish: N-Grade.
2) Painted Finish: P-Grade.
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b. Finish all exposed surfaces and edges
SECTION 06200.3 EXECUTION
3.1 Installation
A. General Millwork
1. Provide all wood blocking and framing required to support items of finish carpentry. Use fastening
materials of types appropriate for the conditions encountered, including wood to wood, wood to masonry,
and wood to metal stud framing. Counterbore holes for nuts and bolt heads, and countersink for screws.
Use concealed fasteners in exposed surfaces of finish carpentry.
2. Before installing finish carpentry, condition materials to average prevailing humidity in installation areas
for a minimum of 24 hours.
3. Do not use materials that are unsound, warped, improperly treated or finished, inadequately seasoned, or
too small to fabricate with proper jointing arrangements. Do not use manufactured units with defective
surfaces, sizes, or patterns.
4. Furnish millwork in configurations shown and specified. AWI grading will take precedence over joiner
details shown on Drawings. Provide tight joints. Miter exterior angles, cope interior angles and returns of
trim moldings. Provide blind nailing where practicable. Secure work with finishing nails or screws and
glue. Install trim in maximum practical lengths.
5. On surfaces exposed to view, set all nail heads and spackle. Countersink all screw heads and cover with
neatly fitted wood plugs to match grain. Sand in accordance with AWI grading. Fit and scribe all work to
walls or other finished work in a careful manner, so as not to injure the surface in any way.
B. Plastic Laminate Work
1. Install support framing for countertops not set on base cabinets and anchor to adjacent construction; install
countertops on supports and secure thereto, in accordance with reviewed shop drawings. Install base
cabinet for counter and anchor to adjacent construction. Make all cut outs in counter. Carefully install all
plastic laminate items complete in place, including all incidental items not specifically noted elsewhere,
properly aligned, set plumb and rigidly secured. Provide adjustments, closures, etc., as may be necessary
to close to adjacent items and construction. Scribe and closely fit all items to adjacent work. Provide
backing, grounds, anchors, bolts, fasteners, etc., necessary for securing work in place. Set all work level
and plumb, securely anchored in place. Anchor cabinets to floor and walls from inside the cabinets; at
stud walls, secure cabinets through the wall finish into the studs behind same. Seal joints at adjacent work
with sealant specified in Section 07900.
2. Paint all visible surfaces in plastic laminate work, other than finish plastic laminate itself, such as
recesses, reveals, visible rough hardware, etc. Paint to match color of adjacent plastic laminate.
C. Clean up
1. Clean up and dispose of all waste material and refuse that has been brought onto the job or that has
accumulated as a result of the work. Leave the work broom clean or better.
2. Replace finish carpentry that is damaged or does not comply with requirements. Finish carpentry may be
repaired or refinished if work complies with requirements and show no evidence of repair or refinishing.
Adjust joinery for uniform appearance.
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3. Touch up any damaged finishes to restore to new matching adjacent areas.
END OF SECTION
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Project No. 1201344 (SPEC-01804)
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DIVISION 07
THERMAL AND MOISTURE PROTECTION
07170 - BENTONITE WATERPROOFING
07170.1 GENERAL
1.1 Summary
A. Section includes bentonite waterproofing panels to exterior side of below grade walls and horizontal surfaces
where indicated. Apply 3/16 inch thick panels and overlap each joint. Provide protective board over the completed
waterproofing work prior to start of backfill operations or other subsequent work.
B. Related work specified in other sections:
C. 1.
Cast In Place Concrete Division 3.
1.2 Quality Assurance
A. Installers’ Qualifications
1. The Work of this Section shall be carried out by an approved installer having specialized in this Work as
its primary business for at least 5 years, and having performed satisfactorily Work of this type, size and
scope.
2. Employ craftsmen who are thoroughly skilled and completely familiar with the specified requirements.
Provide the services of a competent foreman or supervisor who shall be available at all times during the
progress of the work of this Section.
3. The Owner’s Representative reserves the right to reject materials or workmanship not conforming to the
Specifications at any time before final acceptance. Acceptance of materials or workmanship by the
Owner’s Representative shall not prevent its subsequent rejection if defects are discovered later. The
Contractor shall remove installed materials that are rejected by the Owner’s Representative and replace
them at no additional cost to the Owner.
1.3 Submittals
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g.,
Item [L]). Refer to Division 1 General Requirements for definition of codes, types of submittals and the
administrative requirements governing submittal procedure. Additional submittal requirements pertaining to this
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Section are specified under this Article.
Project No. 1201344 (SPEC-01804)
Global Facilities Group
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B. Guarantee: Furnish to the Owner, a written guarantee warranting that the waterproofing system will remain free
from defects of workmanship and materials and will provide a watertight barrier for a period of two years from
date of final acceptance of the project. Include in the guarantee the provision that defective work will be repaired
or replaced without delay, and at no cost to the Owner, during the guarantee period, including removal and
replacement of other work required to access, repair or replace the defective waterproofing.
1.4 Product Delivery, Storage and handling
A. Wrap, carton, and crate, as required, to provide physical and climatic protection during loading, shipping and job
site storage and handling.
B. Deliver packaged materials to the project site in the manufacturer's original, unopened containers which bear
intact, legible and visible labels that identify the manufacturer's name and brand name, the contents, grade and
type.
C. Upon delivery, immediately inspect shipments to assure their compliance with the requirements of the
CONTRACT DOCUMENTS and approved submittals, and that products are complete, undamaged and
adequately protected. Immediately report damaged, missing, or defective items. Remove broken, damaged or
unlabeled items from the site immediately.
D. Store products in accordance with manufacturer's instructions with seals and labels intact, legible, and visible.
Store products in a manner to prevent to prevent damage, soiling, theft, deterioration and contamination. Marred
surfaces, cracked, checked spilt or warped materials will be rejected, Store materials subject to damage by
climatic conditions in weathertight enclosures. Maintain temperature and humidity within the ranges required or
recommended by the manufacturer.
E. Repair or clean items that have been damaged or soiled that can be restored to an "as new" condition at not cost to
the OWNER. The OWNER'S REPRESENTATIVE shall be the judge of the effectiveness of remedial measures.
Additional time or expense required to secure replacements and to make repairs will not be considered by the
OWNER'S REPRESENTATIVE to justify and extension in the CONTRACT time of completion or an increase in
the CONTRACT amount.
1.5 Project Conditions
A. Environmental Conditions
1. Do not apply waterproofing until concrete has attained full cure and initial shrinkage has occurred.
2. Ambient temperature and humidity conditions shall be compatible to proper workability of materials
specified and to a successfully completed installation. Commencement of work shall constitute acceptance
of the surfaces to be waterproofed and the conditions at the site under which this work is to be done.
3. If work must be done under adverse weather conditions, furnish temporary heat and enclosures to bring
surfaces and areas to proper conditions to ensure proper bond of materials to surfaces. Provide ventilation,
safety precautions and procedures and other protective measures for workmen, if waterproofing work is to
be done in a confined space.
4. Follow manufacturer’s printed instructions for maintaining proper environmental conditions.
B. Protection
1. Provide and maintain temporary protections to prevent damage to adjacent surfaces due to application of
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waterproofing. Provide and maintain temporary protection to prevent damage to waterproofing systems
during installation and until subsequent construction operations are commenced.
07170.2 PRODUCTS
2.1 Materials
A. Bentonite Waterproofing Systems
1. Bentonite filled corrugated cardboard panels, 3/16 inch thick, containing not less than 1.0 pound of
bentonite per square foot of panel.
a. CETCO "Volclay Panels".
1.)Type 1 vertical application.
2.)Type 1c horizontal application.
2. Accessories for Bentonite Panels [P]: Joint packing, joint seal, and hydrobar tubes as required to provide
a complete waterproof system.
a. CETCO "Volclay Products".
B. Protective Cover
1. Premolded Membrane Type Protective Board [P]: Shall be 1/8 inch thick.
a. Niagara Fiberboard Inc. "Protect-Tite".
b. W.R. Meadows Company "Sealtight PC-2 Protection Course".
2. Minimum 6 mil thick protective polyethylene sheet per ASTM C 171 for clear polyethylene film.
07170.3 EXECUTION
3.1 General
A. Coordination
1. Coordinate the Work of this Section with the work of other trades doing adjacent or concurrent work so as
to insure proper, timely, and adequate interface.
B. Inspection
1. If any part of the Contractor’s work depends for proper execution or results upon the prior work of any
other Contractor, the Contractor shall, prior to proceeding with the work, promptly report to the Owner’s
Representative any apparent discrepancies or defects that render it unsuitable for proper execution and
results. Failure of the Contractor to report such discrepancies or defects shall constitute acceptance of the
prior work as fit and proper to receive his work, except as to defects in work by others which may
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C. Surface Preparation
1. Examine surfaces to receive waterproofing. Remove laitance, projections, oil, grease, dirt, grime, dust or
other conditions that would prevent obtaining a tight, uniform bonding of the waterproofing to the
substrate, or that which would be detrimental to the proper performance of the waterproofing.
2. Roughen surfaces as necessary to ensure proper bonding of waterproofing to the surfaces. Cut out
defective areas and joints. Fill cut out areas, joints and holes with fillers and sealants compatible with the
waterproofing. Cut out around items piercing the waterproofing plane to create a recess and fill the recess
with sealant and flashings.
3.2 Installation
A. Install in accordance with the manufacturer’s written recommendations and specifications unless otherwise noted.
B. Panel System:
1. Apply bentonite clay at juncture of wall and footing. Apply tubes, joint packing and joint seal at
construction and expansion joints per manufacturer’s written instructions and details.
2. Provide protective cover per manufacturer’s written instructions. Place protective sheet cover on earth
subgrade before installing panels on same, and apply protective board cover over vertical panels before
backfilling.
C. Where items pierce the waterproof plane, prepare the surface, apply recommended materials and seal such
penetrations. Follow the recommendations of the bentonite waterproofing system manufacturer to maintain the
integrity of the waterproofing plane.
3.3 Adjusting and Patching
A. Prior to placing of the protective cover board, inspect the waterproofing plane and repair any damaged or defective
areas to provide a continuous and monolithic waterproofing plane. Prior to commencement of subsequent
construction operations, examine the protective board for damage or defective conditions. Determine if damage or
defective condition has affected the waterproofing plane and the protective board course. Repair damaged or
defective area to provide a continuous waterproofing plane and a continuous protective course.
B. Remove any improperly applied waterproofing material and properly prepare and patch surfaces and reinspect.
END OF SECTION
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GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
07210 - BUILDING INSULATION
07210.1 GENERAL
1.1 Summary
A. Section Includes
1. The locations and extent of the several types of insulation specified in this Section are generally shown on
the Drawings. Provide insulation, in addition to that shown, as necessary to affect a thermal or acoustic
barrier throughout the affected area. The systems are described in the following paragraphs:
a. Perimeter insulation on fill under concrete slabs and on interior face of foundation walls as a
thermal barrier.
b. Rigid insulation in masonry walls as a thermal barrier.
c. Heat barrier rigid insulation behind induction units and other heating elements to provide heat
barrier between such units and building surfaces.
d. Thermal batt insulation above ceilings and soffits and in walls as a thermal barrier.
e. Sound attenuating blankets of the various thicknesses required in walls and above ceilings as
shown, but in no case less than 3 inches thick in walls and not less than 3 inches thick where laid
on suspended ceilings.
B. Related Work Specified in Other Sections
1. Loose fill insulation in masonry block Division 4
2. Roof Insulation – Division 7
3. Cementitious Fireproofing – Division 7
4. Firestopping, including fire safing insulation – Division 7
5. Insulation in preformed metal siding – Division 7
6. Insulation in conjunction with glass spandrel panels Division 8
7. Insulation in conjunction with walk in coolers, freezer, refrigerator rooms – Division 11
8. Insulation of mechanical work Division 15
C. Related Work Performed Under Other Contracts
1. Perimeter insulation installed (vertically on interior face of foundation walls) (horizontally under floor
slabs on grade).
1.2 Quality Assurance
A. Requirements Of Regulatory Agencies
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Project No. 1201344 (SPEC-01804)
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1. The use of polystyrene boards or urethane foamboards shall conform to the requirements of laws and
regulations of governmental authorities and the requirements of the Owner’s Underwriters. All such
boards shall be protected against fire hazards, both during installation and in the completed construction.
B. Design Criteria
1. The noise reduction coefficient shall be determined per ASTM C 423.
2. The sound transmission classification shall be determined per ASTM E 413.
C. Field Sample
1. At the beginning of the work for each particular type of application, the Contractor shall install the
approved insulation to a sample area to enable the Owner’s Representative to inspect the Contractor’s
methods of installation, workmanship and finished work. The sample areas will be designated by the
Owner’s Representative, but will not be less than 25 square feet. Work is to be continued only after the
Contractor has received written approval of the inspected sample areas from the Owner’s Representative.
All subsequent work shall conform to the approved sample areas in every respect.
1.3 Submittals
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g.,
Item [L]). Refer to Division 1 General Requirements for definition of codes for types of submittals and the
administrative requirements governing submittal procedure. General submittal requirements pertaining to this
Section are specified herein under this Article.
1.4 Product Delivery, Storage and handling
A. Sequencing, Scheduling
1. Furnish and install the insulations in coordination with other work so as not to delay subsequent work.
Install insulation in its proper place prior to enclosing with subsequent work.
1.5 Project Conditions
A. Sequencing, Scheduling
1. Furnish and install the insulations in coordination with other work so as not to delay subsequent work.
Install insulation in its proper place prior to enclosing with subsequent work.
07210.2 PRODUCTS
2.1 Materials
A. Perimeter Insulation
1. Perimeter Insulation Board: Minimum 2 inch thick extruded polystyrene per ASTM C578, Type IV, of
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General Motors Company
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minimum 25 psi compressive strength.
a. .DiversiFoam Products "CertiFoam".
b. Dow Chemical "Styrofoam Square Edge"
c. Owens Corning "Foamular 250"
d. Pactiv Building Products "Greenyard CM"
B. Rigid Cavity Wall Insulation
1. Rigid Cavity Wall Insulation Board: Minimum 1 inch thick (unless dimensioned otherwise), extruded
polystyrene per ASTM C578, Type IV, of minimum 25 psi compressive strength.
a. DiversiFoam Products "CertiFoam"
b. Dow Chemical "Styrofoam Cavity Mate"
c. Owens Corning "Foamular 250"
d. Pactiv Building Products "Greenguard SB"
C. Heat Barrier Rigid Insulation
1. Heat Barrier Rigid Insulation: Minimum 6.0 pcf density glass fiber insulation with foil facing with 25
flame spread and 50 smoke development rating per ASTM E-84.
a. Johns Manville "Insulshield 600 FSK"
b. Owens-Corning Fiberglas Corp. "705FRK"
c. .CertainTeed Corp. "Wall Panel CB600 FSK"
D. Residential Type Foil Faced Thermal Batt Insulation
1. Foil Faced Thermal Batt Insulation: ASTM C 665, Type III, Class B, minimum 3 1/2 inches thick (unless
dimensioned otherwise), 15 inches or 23 inches wide, glass fiber thermal batt insulation with foil facing 1
side, with stapling flanges, having a minimum “R” value of 11.
a. Guardian-Fiberglass Inc. "Foil Faced Thermal Batts"
b. Owens-Corning Fiberglas Corp "Foil Faced Thermal Batt Insulation"
c. Thermafiber "FS-15"
d. CertainTeed Corp. "Thermal Foil Faced Batts"
E. Fire Resistant Foil Faced Batt Insulation
1. Fire Resistant Foil Faced Batt Insulation: ASTM C 665, Type III, Class A, minimum 3 1/2 inches thick
(unless dimensioned otherwise), 16 inches or 24 inches wide commercial width, glass fiber thermal batt
insulation with foil scrim kraft facing 1 side, having a minimum “R” value of 11, and having fire
resistance ratings per ASTM E 84 of 25 or less flame spread, 50 or less fuel contributed and 50 or less
smoke developed.
a. CertainTeed Corp. "Flame Resistant Foil-Faced (FSK-25) Building Insulation"
b. Johns Manville "Flame Resistant FSK-25 Thermal Batts"
c. Owens-Corning Fiberglas Corporation "FS-25 Building Insulation Blankets"
d. Thermafiber "FS-25 Flame-Resistant Blankets"
F. Kraft Faced Batt Insulation
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Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
1. Kraft Faced Batt Insulation: ASTM C 665, Type II, Class C, minimum 3 1/2 inches thick (unless
dimensioned otherwise), 16 inches or 24 inches wide commercial width, glass fiber thermal batt insulation
with Kraft facing 1 side, having a minimum “R” value of 11.
a. Johns Manville a.< "Kraft-Faced Thermal Shield"
b. Owens-Corning Fiberglas Corp. "Kraft-Faced Thermal Batt Insulation"
c. CertainTeed Corp. "Thermal Kraft Faced Batts"
G. Un Faced Batt Insulation
1. Un Faced Batt Insulation: ASTM C665, Type I, minimum 3 1/2 inches thick (unless dimensioned
otherwise), 16 inches or 24 inches wide commercial width, un faced, glass fiber thermal batt insulation,
having a minimum “R” value of 11.
a. Johns Manville “Un-Faced Thermal Insulation”
b. Owens-Corning Fiberglas Corp. “Unfaced Thermal Batt Insulation”
c. Thermafiber “FS-15 Metal-Stud Blankets”
d. CertainTeed Corp. “Unfaced Acousta Therm Batts”
H. Sound Attenuating Blankets
1. Sound Attenuating Blankets: ASTM C 665, Type I, glass fiber blanket, un-faced, 3 1/2 inches thick
(unless dimensioned otherwise), 16 inches or 24 inches wide.
a. Johns Manville “Sound Shield Batts”
b. Owens-Corning Fiberglas Corp. “Sound Attenuation Batts”
c. Thermafiber “SAFB Sound-Attenuation Blanket”
d. CertainTeed Corp. “Unfaced Acousta Therm Batts”
I.
Accessories
1. Adhesives: Adhesives for cementing insulation boards to masonry, concrete or other surfaces shall be
types as recommended by the insulation manufacturer for the particular application.
2. Fasteners: Fasteners for securing insulation boards and blankets in place shall be as recommended by the
insulation manufacturer and approved by the Architect-Engineer. Provide impaling type insulation
supports for supporting insulation between metal studs. If impaling pins are to be used for attaching
insulation to metal surfaces, they shall be weld pins of sufficient length to insure tight fit, with lock
washers.
3. Joint Sealing Tape: Tape shall be a pressure-sensitive tape 3” wide, with foil reinforced facing matching
the insulation facing, as recommended by the insulation manufacturer.
4. Sealant: Sealant shall be recommended by the insulation manufacturer.
07210.3 EXECUTION
3.1 Installation
A. General
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General Motors Company
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1. Install materials in manner as detailed, as specified in this Section and as recommended by the
manufacturer in each case. Each system shall be complete in each area to provide a continuous insulation
barrier throughout each such area. Provide a continuous unbroken vapor barrier. Pack all void spaces with
insulation and seal or tape.
2. Install insulation in the various locations as indicated on the drawings and in conformance with the design
details. All insulation must be installed carefully and neatly to provide continuous unbroken thermal and
vapor barriers. Thoroughly pack all void spaces with insulation and seal.
3. Boards, blankets and batts shall be cut, fitted and fastened in place with tight butted joints. All insulation
edges and butt joints shall be sealed with approved pressure-sensitive tape. Keep all contact surfaces clean
and dry and apply sufficient pressure to the tape to insure permanent bond. All tears and punctures
through insulation facing shall be patched with sealing tape. Sealing tape shall only be applied when
ambient temperature is over +35 deg. F.
4. Where penetrations through the insulation occur, insulation shall be carefully fitted around the penetrating
member and sealed air and vapor tight.
5. Sound blanket insulation shall be installed to provide a tight friction fit between metal studs without
adhesive, staples or other supports.
B. Perimeter Insulation
1. Install perimeter insulation on interior face of foundation walls and under concrete floor slabs where
shown. Unless noted otherwise, extend insulation down 2 feet below grade on foundation wall and 2 feet
in under floor slabs.
a. On Foundation Walls: Spot adhere insulation in place with adhesive recommended by insulation
manufacturer and protect against displacement during backfilling operations. Install insulation
just prior to backfilling.
b. Under Slabs: Lay insulation over the graded and compacted granular fill and protect against
displacement during concrete operations.
C. Rigid Cavity Wall Insulation
1. Cut and fit insulation tight to adjacent surfaces. Install insulation with tightly butted end and side joints to
provide a continuous thermal barrier free of voids.
2. In insulated masonry cavity walls, apply rigid insulation on exterior face of back up wythe, with long
dimension of insulation horizontal, to fit between horizontal wall reinforcement or metal ties. Secure
insulation in place with spots of adhesive mastic recommended by insulation manufacturer, spaced 12
inches o.c. Install insulation as the masonry work progresses, to leave an air space between face of
insulation and interior surface of exterior wythe.
3. Install rigid insulation on interior side of exterior masonry walls where shown, and elsewhere where
shown. Adhere insulation in place with spots of adhesive mastic recommended by insulation
manufacturer, spaced 12 inches o.c.
4. Install insulation in conjunction with Z furring members. Fit insulation tightly between furring members
and install progressively with the metal furring installation.
D. Heat Barrier Rigid Insulation
1. Install heat barrier rigid insulation board behind induction units or other heating elements with the facing
side to the heating unit. Secure insulation with impaling clips or UL approved non combustible adhesive.
E. Thermal Batt Insulation
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Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
1. In Walls and Partitions: Install thermal batt insulation in walls and partitions where shown or scheduled.
Use insulation of widths to tightly fit stud spacing and in as long lengths as practicable. Wedge batts
between metal studs, with ends butted tightly together and to adjacent construction and sides fitted tightly
to sides of studs and adjacent construction, to provide a continuous thermal barrier free of voids. Install
galvanized wire lacing to hold insulation batts in place without sagging. Cut insulation to fit tightly to
studs and adjacent surfaces. Pack insulation around all items piercing the insulation plane.
a. Install vapor barrier faced batts with vapor barrier side toward heated areas; seal insulation joints,
and all penetrations of the vapor barrier, with vapor barrier tape.
b. At wood stud walls, press insulation into the cavity between studs until outside edge of the vapor
barrier flange is flush with face of studs. Staple flanges to sides of studs at minimum 6 inches o.c.
to hold insulation firmly in place and free of gaps and “fishmouths” between flanges and studs.
2. On Ceilings: Install thermal batt insulation on suspended ceilings and soffits in all areas as shown or
scheduled. Lay insulation in place as recommended by the manufacturer and to the following additional
requirements:
a. Install insulation with vapor barrier side toward heated areas.
b. Wedge insulation up tight to all vertical projections and to each other to provide a continuous
thermal barrier. At all penetrations of the ceiling or soffit plane, continue insulation over such
penetrations except that where penetrations continue through the area, butt the insulation up tight
to the penetrations. At perimeter of each area, continue insulation up the walls and secure
insulation to such walls with adhesive, clips or other means, to prevent settlement.
F. Sound Attenuating Blankets
1. In Walls and Partitions: Install sound attenuating blanket insulation in walls and partitions where shown
or scheduled. Use insulation of widths to tightly fit the stud spacing and in as long lengths as practicable.
Wedge batts between metal studs, with ends butted tightly together and to adjacent construction and sides
fitted tightly to sides of studs and adjacent construction, to provide a continuous sound barrier free of
voids. Secure insulation to backside surface of 1 side of wall to prevent sagging; do not deform insulation
so as to maintain its full thickness efficiency. Cut insulation to fit tightly to studs and adjacent surfaces.
Pack insulation around all items penetrating the insulation plane.
2. On Ceilings: Furnish and install sound attenuating blankets on suspended ceilings in all areas and rooms
as shown or scheduled. Lay blankets in place, as recommended by the manufacturer and to the following
additional requirements:
a. Wedge blankets up tight to all vertical projections and to each other to provide a continuous
sound absorption barrier. At recessed light fixtures and other penetrations, continue blankets
across the light fixtures and other items to maintain the barrier. At perimeter of each area of
room, continue the blanket insulation up the walls of the plenum; secure blanket to wall with
adhesive, clips or other means to prevent settlement.
3.2 Adjusting and Patching
A. Inspect insulation, installed as part of the work of this Section, just prior to its being concealed or covered by
subsequent construction and also at completion of the project before acceptance by the Owner.
B. Repair or remove and replace any insulation that has become torn, displaced, water soaked, or otherwise damaged
so that it will not function as a thermal barrier for that type of insulation or as a sound barrier for the sound
attenuating blankets.
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General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
END OF SECTION
Gregory Eastman
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GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
07412 - PREFORMED METAL SIDING
07412.1 GENERAL
1.1 Summary
A. Section Includes
1. Insulated Metal Siding: Provide nominal 3 1/2 inch thick fluted profile field assembled thermal insulated
metal siding to the extent shown.
2. Provide siding in maximum lengths practicable to eliminate or minimize the number of end laps. For
walls 30 feet or less in height, provide metal siding in full 1 piece continuous lengths without end laps.
For walls over 30 feet in height where end laps are approved, provide die set ends on sheets for flush
overlap.
3. All siding for this project, including exterior sheets, liner panels, subgirts, flashings, copings, trim
members, closures, fasteners and other required items, shall be provided by a single manufacturer.
B. Related Work Specified in Other Sections
1. Structural steel building framing Division 5.
2. Miscellaneous metal fabrications Division 5.
3. Preformed insulated metal panels – Division 7.
4. Flashing and Sheet Metal – Division 7.
5. Sealant and calking of joints at perimeter of preformed metal siding abutting other construction –
Division 7.
C. Decorative painting of preformed metal siding on the interior of the building Division 9.
D. Related Work Performed Under Other Contracts
1. Structural steel building framing – Structural Steel Contract
1.2 Performance Requirements
A. Design Criteria
1. Provide metal siding having maximum deflection of 1/180 of clear span, per AISI “Specifications for the
Design of Light Gage Cold Formed Steel Structural Members” based on resistance to inward wind
pressure and outward suction pressure of not less 20 psf, unless greater wind load value is noted on
Drawings.
2. When tested in test chamber of size to accommodate panels equal in height to maximum clear span and
approximately 12 feet wide, at each application of pressure for a series of 6 such applications for each
test, based on exterior siding sheet, siding shall conform to the following:
a. Air Infiltration, per ASTM E 283. Maximum 0.02 cfm per square foot of wall area at air pressure
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Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
p
difference of 1.57 lbf/psf.
p
q
p
b. Water Penetration per ASTM E 331. No visual evidence of water penetration per AAMA 501 83,
at air pressure difference of 20% of positive design wind pressure with a minimum of 6.24
lbf/psf.
3. Provide acoustical metal siding system having an NRC value of 0.95 or better when tested per ASTM C
423.
4. For steel sheet, wherever a specific gage is specified in this Section, followed by a minimum thickness in
inches, the minimum inch thickness shall govern, based on bare, uncoated sheet. There shall be no
tolerance under the specified minimum inch thickness.
1.3 Submittals
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g.,
Item [L]). Refer to Division 1 General Requirements for definition of codes for types of submittals and the
administrative requirements governing submittal procedure. General submittal requirements pertaining to this
Section are specified herein under this Article.
B. Prepare and submit completely detailed Shop Drawings. Show completely dimensioned structural frame and
erection layouts, openings in walls, any special framing details, details at corners, building intersections,
expansion joints, trim, and flashing. Also indicate materials, gage or thickness, profiles, widths, lengths, special
cuts, locations and types of flexible and metal closures, location and erection of subgirts, typical location and type
of fasteners, and information necessary for adjacent work.
C. Submit, attesting that pressure release fasteners are designed to fail at pressure specified and that fasteners are FM
Approved and Listed.
D. Structural Calculations [C]: Submit structural calculations for preformed metal siding system certifying to its
conformance to the design criteria. Calculations and certification shall be prepared by a structural engineer
licenses in the State of Michigan.
1.4 Quality Assurance
A. Requirements Of Regulatory Agencies
1. Use materials and methods of installation to produce installed siding that complies with wind load
requirements of governmental authorities having jurisdiction, unless different requirements are noted on
the Structural Drawings or specified herein.
2. Use FM Approved and Tested fasteners for securement of siding in areas designated or noted as “pressure
release siding” or “blow out panels”.
B. Installer Qualifications: The Work of this Section shall be carried out by an approved installer having specialized
in this Work as its primary business for at least 5 years and having performed satisfactorily Work of this type and
scope.
C. Engineer Qualifications: Verification of preformed metal siding systems by a professional engineer licensed in the
area of jurisdiction where the project is located and experienced in product systems specified.
D. ULI classification for use as a component of a non-load bearing metal siding system per ASTM E 119 and
indicated by designations in the UL “Fire Resistance Directory”
E. Provide data from a qualified testing agency of criteria specified in the previous article “Performance
Requirements”.
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General Motors Company
Global Facilities Group
F. Mockups:
1. At the beginning of the work for each particular type of application, the Contractor shall install the
approved metal siding system to a sample area to enable the Owner’s Representative to inspect the
Contractor’s methods of installation, workmanship and finished work. The sample areas will be
designated by the Owner’s Representative, but will not be less than 50 square feet. Work is to be
continued only after the Contractor has received written approval of the inspected sample areas from the
Owner’s Representative. All subsequent work shall conform to the approved sample areas in every
respect.
1.5 Product Delivery, Storage & Handling
A. Store units at the site off the ground and in proper sequence to expedite installation.
B. Bundles or stacks of metal sheets shall not exhibit any form of sticking between sheets. Apply manufacturer’s
standard anti stick process, or any other suitable system to assure compliance with this anti stick requirement. Use
anti stick compound or ply that is readily removable and does not adversely affect the finished surfaces.
1.6 Warranties
A. General Warranty: Special warranties specified below shall not negate the Owner’s right that the Owner may have
under prevailing local laws, the Uniform Commercial Code (UCC) or any other requirements of the Contract
Documents. The special warranties specified below are in addition to other warranties and are concurrently
applicable to other warranties made by the contractor by other requirements of the Contract Documents.
B. Polyvinylidene Fluoride Finish Warranty: Furnish to the Owner in an approved form, warranting the
polyvinylidene fluoride finish will be nonfacing, nonconvertible, nonchalking, nonblistering, noncracking and
permanently a part of the metal surface for a period of twenty years after acceptance of the building. State in the
guarantee that any items showing failure during the guarantee period will be replaced or refinished to the original
condition, at no cost to the Owner.
07412.2 PRODUCTS
2.1 Insulated Metal Siding
A. System
1. Insulated Metal Siding [D]: Provide field assembled system having an overall nominal thickness of 3 1/2
inches, consisting of 1 1/2 inch deep interior liner panel, 1 1/2 inch thick thermal insulation, metal
subgirts, and 1 1/2 inch deep profiled exterior siding sheet, complete with closures and metal trim.
B. Exterior Siding Sheet
1. Metal and Gage:
a. Galvanized steel sheet, minimum 20 gage, design thickness .0358 inch, minimum thickness .034
inch (before any embossing and coating), formed to profile specified.
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b. Aluminum sheet, minimum .050 inch thick (before embossing and coating), formed to profile
specified.
2. Finish on Exterior Side of Exterior Sheet:
a. Polyvinylidene Fluoride Finish as specified.
b. Baked Enamel Finish as specified.
c. Prime Paint Finish as specified.
d. Mill Finish, with stucco embossing.
3. Finish on Interior Side of Exterior Sheet:
a. Manufacturer’s standard primer wash coat.
4. Exterior Sheet Profile: 1 1/2 inch deep, 12-inch wide, concealed fastener type.
C. FOLLOWING ARE A 6 UP/6 DOWN PROFILE PANEL.
a. .Fabral Corp. CFP-6.
b. Morin Corp N-12
c. Centria IW-21A or Channelwall VI
d. Flexospan FE-66
e. Morin Corp R-12
f. Fabral Corp CFP-12.
g. Morin Corp F-12
h. Centria IW-11A or Trimwalla
i. Flexospan FE-12
j. Centria IW-10A
D. Interior Liner Panel
1. Metal and Gage:
a. Galvanized steel sheet, minimum 20 gage, design thickness .0358 inch, minimum thickness .034
inch (before any embossing and coating), stucco embossing optional, formed to profile specified.
b. Black carbon steel sheet, minimum 20 gage, design thickness .0358 inch, minimum thickness
.034 inch (before any embossing and coating), stucco embossing optional, formed to profile
specified.
2. Finish on Exposed Side of Liner Panel:
a. Baked Enamel Finish as specified.
b. Prime Paint Finish as specified.
3. Finish on Concealed Side of Liner Panel:
a. Prime Paint Finish as specified.
4. Liner Profile: 1 1/2 inch deep, 24 inch wide panels with flat unperforated face, with male and female
interlocking nesting edges, female edge factory calked, of same manufacturer as the exterior siding sheet:
a. Centria LP-15 Liner.
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b. Morin Corp L-24-5F
c. Centria L-2V or V-Liner 24
d. Flexospan FL-24
2.2 Acoustical Metal Siding
A. System
1. Acoustical Metal Siding [D]: Provide field assembled system having an overall nominal thickness of 3 1/2
inches, consisting of 1 1/2 inch deep acoustical liner panel with perforated face, 1 1/2 inch thick acoustic
insulation with spacer and vapor barrier, metal subgirts, and 1 1/2 inch deep profiled exterior siding sheet,
complete with closures and metal trim.
B. Exterior Siding Sheet
1. Metal and Gage:
a. Galvanized steel sheet, minimum 20 gage, design thickness .0358 inch, minimum thickness .034
inch (before any embossing and coating), formed to profile specified.
b. Aluminum sheet, minimum .050 inch thick (before any embossing and coating), formed to profile
specified.
2. Finish on Exterior Side of Exterior Sheet:
a. Polyvinylidene Fluoride Finish as specified.
b. Baked Enamel Finish as specified.
c. Prime Paint Finish as specified.
d. Mill Finish with stucco embossing.
3. Finish on Interior Side of Exterior Sheet:
a. Prime Paint Finish as specified.
b. Manufacturer’s standard primer wash coat.
c. Mill finish.
4. Exterior Sheet Profile: 1 1/2 inch deep, 12 inch wide, concealed fastener type.
C. FOLLOWING ARE A 6 UP/6 DOWN PROFILE PANEL.
a. Fabral Corp CFP-6.
b. Morin Corp N-12
c. .Centria IW-21A or Channelwall VI .
d. Morin Corp R-12
e. Fabral Corp. CFP-12.
f. Morin Corp F-12
g. Centria IW-11A or Trimwall
h. Centria IW-10A
D. Interior Acoustic Liner Panel
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General Motors Company
Global Facilities Group
1. Metal and Gage:
a. Galvanized steel sheet, minimum 20 gage, design thickness .0358 inch, minimum thickness .034
inch thick (before any embossing and coating), stucco embossing optional, formed to profile
specified.
b. Black carbon steel sheet, minimum 20 gage, design thickness .0358 inch thick, minimum
thickness .034 inch (before any embossing and coating), stucco embossing optional, formed to
profile specified.
2. Finish on Exposed Side of Liner Panel:
a. Baked Enamel Finish as specified.
3. Finish on Concealed Side of Liner Panel:
a. Prime Paint Finish as specified.
4. Acoustic Liner Profile: 24 inch wide panels with flat acoustically perforated face, with male and female
interlocking nested edges, female edge factory calked, of same manufacturer as exterior siding sheet:
a. Morin Corp L-24-5F Acoustic Perforated
b. Centria Perforated L-2V or Acoustic V-Liner 24 .
2.3 Uninsulated Metal Siding
A. System
1. Un-Insulated Metal Siding [D]: Provide 1 1/2 inch deep profiled exterior siding sheet for fastening
directly to steel framing, complete with closures and metal trim.
B. Siding Sheet
1. Metal and Gage:
a. Galvanized steel sheet, minimum 20 gage, design thickness .0358 inch, minimum thickness .034
inch (before any embossing and coating), stucco embossing optional, formed to profile specified.
b. Aluminum sheet, minimum .050 inch thick (before any embossing or coating), formed to profile
specified.
2. Finish on Exterior Side of Exterior Sheet:
a. Polyvinylidene Fluoride Finish as specified.
b. Baked Enamel Finish as specified.
c. Prime Paint Finish as specified.
d. Mill finish, with stucco embossing.
3. Finish on Interior Side of Sheet:
a. Polyvinylidene Fluoride Finish as specified.
b. Baked Enamel Finish as specified.
c. Prime Paint Finish as specified.
d. Mill finish, with stucco embossing.
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4. Sheet Profile: 1 1/2 inch deep, 12-inch wide, concealed fastener type.
C. FOLLOWING ARE A 6 UP/6 DOWN PROFILE PANEL.
a. Fabral Corp CFP-6.
b. Morin Corp N-12
c. Centria IW-21A or Channelwall VI
d. Flexospan FE-66
e. Morin Corp R-12
f. Fabral Corp CFP-12.
g. Morin Corp F-12
h. Centria IW-11A or Trimwall
i. Flexospan FE-12
j. Centria IW-10A
2.4 Metal Draft Curtain
A. System
1. Metal Draft Curtains [D]: Provide 1 1/2 inch deep V beam profiled metal siding sheet fastened directly to
steel roof framing as shown, to serve as draft curtains, complete with metal closures.
B. Draft Curtain Sheet
1. Metal and Gage:
a. Black carbon steel sheet, minimum 22 gage, design thickness .0295 inch, minimum thickness
.028 inch (before any embossing and coating), stucco embossing optional, formed to profile
specified.
b. Galvanized steel sheet, minimum 22 gage, design thickness .0295 inch, minimum thickness .028
inch (before any embossing and coating), stucco embossing optional, formed to profile specified.
c. Aluminum sheet, minimum .032 inch thick (before any embossing or coating), formed to profile
specified.
2. Finish on Both Sides of Sheet:
a. Baked Enamel Finish as specified.
b. Prime Paint Finish as specified.
c. Mill finish, with stucco embossing.
3. Sheet Profile:
a. Morin Corp Y-36
b. Centria HR5-36 or V-Beam
c. Flexspan FL-24
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2.5 Materials
A. Galvanized Steel Sheet: Structural quality per ASTM A 653, Grade 37 minimum, hot dipped galvanized per
ASTM A 924.
B. Black Carbon Steel Sheet: Structural quality per ASTM A 611, Grade C minimum.
C. Aluminum Sheet: Aluminum Association “Alclad” 3003H154 alloy, per ASTM B 209, with stucco embossed
surface.
D. Sub Girts: Minimum 18 gage steel sheet per ASTM A 653, hot dipped galvanized to Coating Designation G 90,
Minimized Spangle and Chemically treated, formed to hat shape sections or other shapes as standard with siding
manufacturer.
E. Angle Closures: ASTM A 36 steel, hot dipped galvanized per ASTM A 653 to Coating Designation G 90,
Minimized Spangle and Chemically treated, of section sizes and weights to meet project requirements.
F. Fasteners: Use manufacturer’s standard items, but conforming to the following minimum requirements:
1. Exposed Fasteners: Type 305 stainless steel shank, self drilling or self drilling and tapping sheet metal
screws with stainless steel and neoprene washer, and plastic coated hex head or separate head cap to
match color of siding. Use 3/4” long for flashings and accessories, 1” or longer as required for siding
sheets. Use neoprene washer of 1/32” to 1/16” thick, Shore A durometer of 60 to 90 and with anti oxident
additive.
2. Concealed Fasteners: No. 14 x 1”, minimum, cadmium plated steel self tapping screws.
G. Pressure Release Fasteners: Aluminum bolt with necked down shank area or negative pressure clips, designed to
fail by tension when siding is subjected to an internal pressure of (20), (25), (30) lbs. per sq. ft., allowing the
siding panel to blow out and relieve the internal pressure.
H. Closure Strips: Closed-cell, expanded, cellular, rubber or crosslinked, polyolefin-foam or closed-cell laminated
polyethylene; minimum 1-inch- (25-mm-) thick, flexible closure strips; cut or premolded to match metal wall
panel profile. Provide closure strips where indicated or necessary to ensure weathertight construction.
I.
Joint Sealing Material:
1. Sealant Tape: Pressure-sensitive, 100% solids, gray polyisobutylene compound sealant tape with
release-paper backing. Provide permanently elastic, nonsag, nontoxic, nonstaining tape 1.2 inch (13 mm)
wide and 1/8 inch (3 mm) thick.
2. DO NOT SPECIFY SILICONE RUBBER SEALANTS AT ANY GM FACILITY WHERE
AUTOMOTIVE BODY PREPARATION AND PAINTING TAKES PLACE.
3. Joint Sealant: ASTM C 920; elastomeric polyurethane, polysulfide, of type, grade, class, and use
classifications required to seal joints in metal wall panels and remain weathertight; and as recommended
in writing by metal wall panel manufacturer.
4. For field sealed joints, use sealant as specified in Sealants And Calking, Division 7.
J.
Thermal Insulation: Un faced semi rigid glass fiber insulation Type 1 per ASTM C665, incombustible type with a
flame spread rating of 25 or less per ASTM E 84, of same width as liner panel, minimum 1 1/2 inch thick and
minimum 1.65 pcf density, to achieve a U factor thermal insulating value of 0.15 or better.
K. Acoustic Insulation: Un faced glass fiber insulation Type 1 per ASTM C665, incombustible type with a flame
spread rating of 25 or less per ASTM E 84, of same width as liner panel, minimum 1 1/2 inch thick and minimum
1.65 pcf density to achieve a U factor thermal insulating value of 0.15 or better, and to achieve a NRC value of
0.90 or better per ASTM C 423. Between insulation and liner panel, use a vapor retarder sheet membrane as
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standard with siding manufacturer, having flame spread rating same as insulation and perm rating of 0.2 or less.
Between vapor retarder and liner panel, use a spacer as standard with siding manufacturer, to prevent vapor
retarder from contacting liner.
L. Protective Coatings:
1. Bituminous Coating: Cold-applied asphalt mastic, SSPC-Paint 12, compounded for 15-mil (0.4 mm) dry
film thickness per coat. Provide inert-type noncorrosive compound free of asbestos fibers, sulfur
components, and other deleterious impurities.
2.6 Finishes
A. Prime Paint Finish
1. Baked on Rust inhibitive Prime Paint: Siding manufacturer’s standard finish not less than 0.5 mil dry film
thickness (0.2 mil prime and 0.3 mil finish) each side suitable for field painting.
a. Provide manufacturer’s standard primer color.
b. Except color on exposed surfaces shall be “off white”.
2. Finish shall meet the following performance requirements:
a. Salt Spray Test [T]: When subjected to a salt fog spray test per ASTM B 117 for 250 hours,
blistering shall not exceed 5% No. 6 blisters in the field (ASTM D 1654). No more than 1/16”
creep corrosion and tape off from area scribed to base metal.
B. Baked Enamel Finish
1. Baked Enamel Finish [S]: Siding manufacturers standard finish system, consisting of cleaning,
conversion coating, prime coating, and finish coating, with minimum total dry film thickness of 1.0 mil
(0.2 mil primer and 0.8 mil finish). Oven cure prime coat prior to finish coat application. Provide finish
coat of acrylic polyester or silicone polyester or equivalent polyester resin coating, factory applied and
oven cured.
a. Provide manufacturer’s standard finish color as selected, per approved samples.
b. Provide “off white” finish color, per approved samples.
c. Provide 0.8 mil dry film thickness (0.2 mil primer and 0.6 mil finish) on exposed side of acoustic
liner panels.
2. Finish shall meet the following performance requirements:
a. Salt Spray Test [T]: When subjected to a salt spray (fog) test performed per ASTM B 117 for 500
hours, blistering shall not exceed 5% No. 6 blisters in the field (ASTM D 1654). No more than
1/16” creep corrosion and tape off from area scribed to base metal.
C. Polyvinylidene Fluoride Finish (Kynar)
1. Polyvinylidene Fluoride Finish (Kynar) [S]: Manufacturer’s standard baked resin finish system,
consisting of cleaning, conversion coating, prime coating, and finish coating, with minimum total dry film
thickness of 1.0 mil (0.2 mil primer and 0.8 mil finish). Oven cure prime coat prior to finish coat
application.
2. Provide finish coat containing not less than 70% Kynar 500 or Hylar 5000 resin, factory applied and oven
cured, per specifications and requirements of Kynar or Hylar basic resin manufacturer and coating
manufacturer.
a. Akzo Coatings Trinar
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b. Valspar Fluropon
c. PPG Duranar
3. Finish Color:
a. Provide manufacturer’s standard finish color as selected, per approved samples.
4. Polyvinylidene Fluoride Finish Performance Requirements [T]: Finish shall meet the following
performance requirements.
a. Gloss: Per ASTM D 523; 20 to 30 on 60 degree gloss meter.
b. Abrasion Resistance: Per ASTM D 968 with falling sand; coefficient of abrasion average of 70.
c. Adhesion: Per ASTM D3359; no finish removal after 1/16 inch cross hatching to bare metal,
impacting to point of metal rupture, and subjecting to application and quick removal of
cellophane tape.
d. Salt Spray Test: Per ASTM B 117 for 1000 hours; with non or few No. 8 blisters in field and no
more than 1/8” creep corrosion.
e. Humidity Test: Per ASTM D 2247 at 100% humidity for 1000 hours; no softening or color
change, and no blisters.
f. Impact Test: Per ASTM D 2794 Gardner Impact tester when subjected to 160 in./lbs. and 9/16
inch ball; no loss of adhesion.
g. Color Retention: Per ASTM D2244; maximum of 5 units change.
h. Chalk Resistance: Per ASTM D659; minimum rating of 8.
2.7 Closures, Flashing & Trim
A. Closures Closure Strips: Per materials specified in item 2.5.H, provide flexible premolded to fit profile of siding
sheet, to seal off voids between siding and adjacent construction, for installation in concealed locations such as at
top and bottom ends of siding sheets where shown and where required for weather tightness.
1. Metal Closure Strips: Provide fabricated to profile of siding sheet, to seal off voids between siding and
adjacent construction where rubber type closure strips cannot be used. Fabricate of same metal, gage and
finish as exterior siding sheets.
B. Flashings And Trim
1. Metal Flashing and Trim Members [D]: Fabricate of same metal, gage and finish as exterior siding
sheets. Provide members in minimum 10-foot lengths, with lapped and sealed weathertight expansion
contraction connections between lengths. Incorporate drips at lower edge of members exposed to rain run
off. Hem or double back exposed free edges to engage separate slip type clips.
2. Fabricate flashing and trim members to provide a complete neat appearing finished weathertight
installation, including the following:
a. Trim at external and internal corners of siding.
b. Trim at top and bottom edges of siding.
c. Jamb, head, and sill closure trim at all openings such as doors, windows, louvers, etc.
d. Trim at building wall expansion joints.
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e. Gravel stop fascia units at roof top edge of siding and liner.
f. Metal copings at roof top edge of siding.
g. Metal scuppers and trim for same.
h. Gutters and downspouts where shown.
3. Flashings, Gravel Stops, Copings, Scuppers, Gutters and Downspouts [D]: Fabricate items as shown, per
applicable requirements of SMACNA “Architectural Sheet Metal Manual”, and approved shop drawings.
2.8 Dissimilar Materials Isolation
A. Where aluminum comes in contact with other materials and metals, insulate the contact surfaces of aluminum. Use
aluminum bituminous coating, brushable non hardening butyl coating, insulating tape or other system standard
with the siding manufacturer and approved by the Owner’s Representative.
07412.3 EXECUTION
3.1 Installation
A. General
1. Field erect this work per approved Shop and Erection Drawings, the published instructions and safety
precautions of the manufacturer, as shown, and as specified in this Section.
2. Furnish and install clip angles, clips and similar retainer or fastener items to precast concrete, masonry
and structural framing, as required for installation of this work.
3. Erect sheets true and plumb, in alignment with horizontal and vertical edges of the building, and anchor
securely in place. Install all work to allow for thermal movement. Protect sheets from damage due to
abuse or undue impact; do not install sheets that are bent, dented, chipped and otherwise defective.
4. Where sheets terminate at door frames or other opening frames, turn siding edge in unless otherwise
detailed. Install sheets with over lap side joints with lap leeward of the prevailing wind, and with not less
than 1 full lap. Install exterior siding with end lap to match offset end lap as standard with the
manufacturer, but not less than 2 inches.
5. Install exposed fasteners and perform button punching to produce, neat, straight horizontal rows of
uniformly spaced fasteners. Use concealed fasteners where possible; limit exposed fasteners to approved
locations.
6. Welding of metal panel siding to wall framing in not permitted.
B. Insulated Metal Siding
1. Fasten interior liner panels at not over 12 inches O.C. to exterior side of structural supports, with flat face
against supports, per manufacturer’s printed directions. Butt ends of sheets together.
a. At interlocking side joints: Force male and female edges of adjacent sheets together to provide a
tight seal of the factory installed joint sealing material.
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b. At overlapping side joints: Apply sealant between overlaps of adjacent sheets to provide a tight
seal.
2. Install thermal insulation in liner panels, of correct width to fit tight between legs of panel, and under
slight compression from subgirts.
3. Install sub girts at siding manufacturer’s indicated spacing but at not over 48 inches o.c. Secure subgirts to
legs of interior liner sheet with siding manufacturer’s recommended fastening system. If fasteners are
exposed on the interior of the building, cap with caps of color to match color of interior liner sheet.
4. Fasten the exterior sheets to subgirts at spacing recommended by the siding manufacturer. Provide
additional fasteners in side laps to secure adjacent sheets to each other, as recommended by the siding
manufacturer but at not over 48 inches o.c. Do not expose fasteners in the interior of the building.
a. Seal overlap joints with a continuous bead of sealant.
b. Seal interlocking joints by inserting male rib into female rib to effect a seal of the factory
installed joint sealing material.
C. Acoustical Metal Siding
1. Fasten acoustic interior liner panels at not over 12 inches o.c. to exterior side of structural supports, with
perforated flat face against supports, per manufacturer’s printed directions. Butt ends of sheets together.
a. At interlocking side joints: Force male and female edges of adjacent sheets together to provide a
tight seal of the factory installed joint sealing material.
b. At overlapping side joints: Apply sealant between overlaps of adjacent sheets to provide a tight
seal.
2. Install spacers in liner panels, against perforated face of panel, to provide clearance between vapor
retarder and perforated face. Install continuous vapor retarder over spacers; tape all joints in vapor
retarder with self adhesive tape. Install acoustic insulation in liner panels, of correct width to fit tight
between legs of panel, and under slight compression from subgirts. Tape all insulation joints with self
adhesive tape.
3. Install subgirts at siding manufacturer’s indicated spacing but at not over 48 inches o.c. Secure subgirts to
legs of interior liner sheet with siding manufacturer’s recommended fastening system. If fasteners are
exposed on the interior of the building, cap with caps of color to match the color of interior liner sheet.
4. Fasten the exterior sheets to subgirts at s pacing recommended by the siding manufacturer. Provide
additional fasteners in side laps to secure adjacent sheets to each other, as recommended by the siding
manufacturer but at not over 48 inches o.c. Do not expose fasteners in the interior of the building.
a. Seal overlap joints with a continuous bead of sealant.
b. Seal interlocking joints by inserting male rib into female rib to effect a seal of the factory
installed joint sealing material.
D. Un Insulated Metal Siding
1. Fasten siding sheets to structural supports and secure nested edges together per manufacturer’s printed
instructions, using manufacturer’s standard securement system. As each sheet is erected, nest adjacent
edges.
a. At interlocking side joints: Force male and female edges of adjacent sheets together to provide a
tight seal ofthe factory installed joint sealing material.
b. At overlapping side joints: Apply sealant between overlaps of adjacent sheets to provide a tight
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seal.
E. Closures, Flashing, And Trim
1. Install all closures, flashing and trim as required to produce a neat, finished, weathertight installation.
Provide proper sealant sealed end laps in all long runs to allow for thermal movement and to remain
weathertight. Secure all such members per manufacturer’s recommendations, but at minimum 12 inches
o.c. Bed exposed flashing and trim, and members subject to rain penetration, in sealant.
a. Gravel Stops and Copings: Install at top edge of siding as shown. Secure hemmed free edges by
hooking over concealed continuous metal cleats. Secure back edge to wall by approved means.
Lap and seal all joints.
b. Scuppers: Construct in siding and gravel stops where and as shown.
c. Wall Expansion Joints: Install metal trim at joints as shown.
d. Gutters and Downspouts: Install where and as shown; lap joints in direction of flow. Provide tail
pieces for downspouts; secure downspouts to wall. Slope gutters to downspouts. Seal all joints.
2. Install premolded closures at top and bottom ends of siding materials, at cap flashings, and above sill or
ledge flashings to keep building weathertight; and, vermin and insect protected.
3. Set closures in place with a dab of sealant to keep closure from falling out when metal flexes.
F. Pressure Release Fastening
G. VERIFY AND EDIT PRESSURE RELEASE CAPACITY.
1. Where pressure release fastening for siding or blow out siding panels are shown, arrange siding and
secure with pressure release fastener system per Owner’s Underwriter’s requirement so siding will release
at (20), (25), (30) lbs. per sq. ft. of pressure.
a. Provide safety chains, secured to siding and to structural supports, of sufficient length and
strength to allow siding to be released but to restrict its outward travel from dropping more than 1
foot away from the building.
G. Metal Draft Curtains
1. Fasten sheet to structural supports per manufacturer’s printed instructions, using manufacturer’s standard
securement system, with fasteners spaced maximum 18 inches o.c. Furnish and install additional support
members to produce a rigid installation and to provide support at terminating edges of curtain. Provide
metal closures and trim around items piercing the draft curtain plane.
3.2 Cleaning and Touch-Up Painting
A. Upon completion of siding installation, clean all surfaces of siding so as to be free from mud, dirt, abrasions and
other surface blemishes. Re finish all abraided surfaces to match finish, using materials and methods as
recommended by the siding manufacturer and that are fully compatible with the original finish system. Repaired
surfaces shall be uniform and free from variations in color and surface texture from that of adjacent, like surfaces.
If repaired sheet is not acceptable to Owner’s Representative, remove sheet and replace with a new sheet.
END OF SECTION
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07413 - PREFORMED INSULATED METAL PANELS
07413.1 GENERAL
1.1 Description
A. Section Includes
1. Preformed Insulated Metal Panels: All steel faced, shop assembled, segmented, non directional stucco
embossed flat faced, factory foamed core, insulated panel units for the exterior wall complete with all
periphery trim as shown on Drawings.
a. Provide panels designed for vertical (horizontal) installation on exterior of building, complete
with panel manufacturer’s standard side and end joint configuration, joint drainage if required by
panel manufacturer, and seals. Locate joints where shown.
b. Included herein are all metal coping/fascia units and soffits at tops of all exterior walls, including
at top of masonry walls as well as at top of insulated metal panel walls.
2. Extrusions: Provide reveals, fascias, copings and other extrusions as shown. Use formed trim where
extrusions are not indicated on the Drawings.
3. Adjust the panel support system (installed under another contract) to allowable tolerances, and tighten
bolts and weld the support system into final position.
4. Provide gasketing, sealant and calking as required.
5. The Preformed Insulated Metal Panel Trade is responsible for performing all of the above work. This
work shall be bid as a complete package.
6. Provide stainless steel roof scuppers at preformed metal panel walls as shown.
B. Related Work Specified In Other Sections
1. Masonry Assemblies – Division 4.
2. Structural Framing for Horizontal and Vertical Preformed Insulated Metal Panels – Division 5.
3. Wood Blocking – Division 6.
4. Calking of Joints Between Panels and Adjacent Construction – Division 7.
5. Field-assembled metal siding (including for backside of roof parapets and inside the building) – Division
7.
6. Calking of joints between panels and adjacent construction – Division 7.
7. Steel Doors and Framing – Division 8.
8. Aluminum Curtain wall – Division 8.
C. Related Work Performed Under Other Contracts
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1. Structural steel framing, including structural shapes (clip angles, etc.) for support of insulated metal
panels except where noted specifically as being by the insulated metal panels trade.
1.2 Performance Requirements
A. Design Criteria Metal Panel System
1. Provide metal panels having maximum deflection of L/180 (positive load only) per ASTM E72 “Chamber
Method” structural tests for wind loads, based on resistance to inward wind pressure and outward suction
pressure of 80 miles per hour wind.
2. When tested per National Association of Architectural Metal Manufacturers “Test Procedure TM 1 68T”,
in test chamber of size to accommodate panels equal in height to maximum clear span and approximately
12 feet wide, at each application of pressure for a series of six such application for each test, panels shall
conform to the following:
a. Air Infiltration: Maximum 0.06 cfm per square foot at 1.56 psf air pressure differential when
tested in accordance with ASTM E283.
b. Water Penetration: Within NAAM standards, with no uncontrolled water leakage at 6.24 psf air
pressure differential per ASTM E331 testing. Water penetration is defined as the appearance of
uncontrolled water on the indoor face of any part of the work. “Controlled” water or condensation
is that which is demonstrably drained harmlessly to the exterior of the work without endangering
or wetting adjacent surfaces or insulation, and not visible in the final construction.
1.3 Submittals
A. General
1. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code
(e.g., Item [L]). Refer to Division 1 General Requirements for definition of codes for types of submittals
and the administrative requirements governing submittal procedure. General submittal requirements
pertaining to this Section are specified herein under this Article.
B. Contractor’s Qualification Statement
1. The manufacturer of the Preformed Insulated Metal Panels shall submit a Qualification Statement to the
Contractor, who in turn shall submit statement with his Bid Proposal.
2. The Qualification Statement shall list his erector’s work experience over the last five years which
involved systems comparable to that specified herein. The list shall include the following:
a. Name and phone number of Owner or Owner’s Representative.
b. Description of metal panel system installed.
c. Size of project in square feet.
d. Year completed.
e. Statement that the erector is an approved representative of the preformed metal panel
manufacturer.
3. Manufacturer shall have a minimum of five years experience in the manufacturing of architectural metal
panel systems.
C. Shop Drawings and Product Data
1. Prepare and submit completely detailed Shop Drawings. Show completely dimensioned structural frame
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and erection layouts, openings in walls, any special framing details, details at joints between panels,
details at corners, building intersections, scuppers, louvers, extruded and formed metal trim and flashing.
Also indicate materials, gage or thickness, widths, lengths, special cuts, locations and types of flexible and
metal closures, location and erection of girts and subgirts, location and type of fasteners, and information
necessary for adjacent work.
2. Submit manufacturer’s product data on panel profile, gage and section properties, and for aluminum
louvers. If manufacturer’s catalog is submitted, clearly identify the particular items proposed, including
gages and finishes for same.
D. Samples
1. Submit samples of the following:
a. Metal panels to show profile, 12 inch long full width panel.
b. Color panels 3 inch by 5 inch; place approved color panels at the Project Site to determine finish
panel color compliance to approved color.
c. Fastener, each type.
d. Closure strips, each type.
e. Samples of Polyvinylidene Fluoride finish for panels and louvers in custom colors as directed.
E. Certificates
1. Submit certificates attesting to metal panel compliance with air infiltration, water penetration and fatigue
restrictions specified. Substantiate certificates with test reports from accredited, independent testing
laboratory, if requested by the Owner.
2. Submit certificates attesting to metal panel and louvers finish coatings compliance with finish
performance requirements specified, if requested by the Owner.
1.4 Quality Assurance
A. Requirements of Regulatory Agencies
1. Use materials and methods of installation to produce installed panels that comply with wind load
requirements of governmental authorities having jurisdiction, unless more stringent requirements are
noted on the Drawings.
a. Panel installation shall resist of positive and negative pressure based on a wind speed of 80 miles
per hour.
2. Wall units shall be qualified by laboratory scale and/or full scale fire tests for acceptance by building code
and insurance authorities for use where non load bearing, non combustible wall construction is permitted,
based on fire performance. Evidence of fire performance shall be submitted. Evidence shall include
recognition under the following classifications, acceptances and evaluative test:
a. ULI classification for “Surface Burning Characteristics” per ULI Standard 723 (ASTM E 84),
File R6863. For foam insulation and interior and interior surface, flame spread 25 maximum and
smoke development 450 maximum.
b. ULI Standard 1715 test in the “Enclosed Corner (Room) Test”, (8’ x 12’ x 8’), File R6863.
c. ULI Classification per “Insulated Wall Construction” category, per ULI Subject 1040, File R6863
(Reference test 20’ x 20’ x 30’ Corner test.)
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d. Factory Mutual Research Approval as Class 1 panels under the “Walls, Insulated Core” category
FM Standard 4880 subject to FMRC approval (reference test 50’ x 20’ x 20’ corner test).
B. Ignition Temperature Test of foam plastic insulation per ASTM D1929.
C. Mockups:
1. At the beginning of the work for each particular type of application, the Contractor shall install the
approved preformed metal siding system to a sample area to enable the Owner’s Representative to inspect
the Contractor’s methods of installation, workmanship and finished work. The sample areas will be
designated by the Owner’s Representative, but will not be less than 50 square feet. Work is to be
continued only after the Contractor has received written approval of the inspected sample areas from the
Owner’s Representative. All subsequent work shall conform to the approved sample areas in every
respect.
1.5 Product Delivery, Storage and handling
A. Store metal panels at the site off the ground in proper sequence to expedite installation.
B. Bundles or stacks of metal panels shall not exhibit any form of sticking between panels upon delivery or use after
storage. Apply manufacturer’s standard anti stick process, or any other suitable system as approved, to assure
compliance with this anti stick requirement. Use anti stick compound or ply that is readily removable and does not
adversely affect the finished surfaces.
1.6 Warranty
A. Furnish to the Owner in an approved form, warranting this work against defective workmanship and materials for
a period of two years from the date of final acceptance of Project.
B. Furnish a written warranty to the Owner, in an approved form, warranting that the Polyvinylidene Fluoride finish
will be nonfading, nonconvertible, nonchalking, nonblistering, noncracking and permanently a part of the metal
surface for a period of five years after acceptance of the building. State in the warranty that any item showing
failure during the warranty period will be replaced or refinished to the original condition, at no cost to the Owner.
Standard finish limitation on color changes to be no more than 5 NBS units and will not chalk in excess of ASTM
Rating No. 8.
07413.2 PRODUCTS
2.1 Preformed Metal Panels
A. System
1. Preformed Insulated Metal Panels [D,G,P,S]: Provide factory fabricated preformed 2 inch thick, 36inch
or 42 inch wide (vertical installation) flat, non directionally embossed steel panels, with fasteners installed
from the exterior that are completely concealed, complete with all flashings, copings, closures, trim, and
fasteners. Panels to be furnished in sizes, and reveals as indicated on the Drawings and as modified by the
requirements herein. Panels shall have manufacturer’s standard male/female tongue and grooved side
joints with standard drainage/weep system. Horizontal panels to be furnished in sizes, and reveals as
indicated on the Drawings and as modified by the requirements herein. Panels shall have manufacturer’s
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Global Facilities Group
standard male/female tongue and grooved horizontal side joints with standard drainage/weep system:
vertical end joints shall be gasketed and sealed, nominal 5/8 inch wide. Provide standard point design for
vertical and horizontal panels.
a. BASE BID: Horizontal Panels: Centria "Formawall Dimension Series 2-1/2-Inch Horizontal
Flat" with Formawall IMV Insulated Metal Vertical Joint.
b. MANDATORY ALTERNATE: Vertical Panels: Centria “Versawall”, Metl-Span “CF Mesa” or
“CF Striated” or Metecno-Alumashield “AW-200”.
2. Panels to be furnished with a polyisocyanurate foam core material.
3. Exterior Finish: Polyvinylidene Fluoride Finish as specified, in custom colors as selected.
4. Interior Finish: Standard white polyester where exposed, standard primer where concealed.
5. Panels to be of sufficient gage to meet design criteria as specified in paragraph 1.2.2, but not less than the
following:
B. Horizontal Panels (BASE BID):
1. Exterior Sheet: Minimum 22 gage steel, G 90 galvanized with finish as specified.
2. Interior Sheet: Minimum 26 gage stucco embossed planked steel sheets, G 90
finish as specified.
galvanized with
C. Vertical Panels (MANDATORY ALTERNATE):
1. Exterior Sheet: Minimum 26 gage steel, G 90 galvanized with finish as specified.
2. Interior Sheet: Minimum 26 gage stucco embossed planked steel sheets, G 90 galvanized with finish as
specified.
2.2 Panel Materials
A.
Fasteners: All fasteners shall be concealed unless specifically approved otherwise. Use manufacturer’s
standard items, but conforming to the following minimum requirements:
1.
Concealed Fasteners: 305 stainless steel or of cadmium-plated steel self-tapping screws, designed to resist
maximum negative pull-off loads and hold panel mechanically to building frame.
2.
Clip Fasteners: Provide corrosion-resistant clip fasteners in joints as required to hold panels in place.
B.
Joint Sealing Material [G,P]:
1.
For shop-sealed joints: Use non-skipping, gun-grade bulk compound conforming to the requirements of
National Association of Architectural Metal Manufacturers’ Specification 5C, 1.1, or use vinyl gasket of
profile and consistency to develop sealed joint equivalent to compound, as standard with the
manufacturer.
2.
DO NOT SPECIFY OR USE SILICONE RUBBER SEALANTS AT ANY GM FACILITY
WHERE AUTOMOTIVE BODY PREPARATION AND PAINTING TAKES PLACE.
3.
For field-sealed joints use either multi-part or one-part polyurethane sealant.
a.
Multi-Part Polyurethane Sealant: Non-sag type, per Fed. Spec. TT-S-00227E, Type II. Furnish in
standard colors as selected.
1)
Gregory Eastman
Pecora Corp. "Dynatrol II Dynamic Sealant"
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Project No. 1201344 (SPEC-01804)
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b.
4.
C.
Global Facilities Group
2)
Products Research and Chemical Corp. "PRC Rubber Calk 210 Sealant and 270 Sealant"
3)
Mameco International "Vulkem 227"
4)
Tremco "Dymeric"
One-Part Polyurethane Sealant: Non-sag type, per Fed. Spec. TT-S-00230C, Type II. Furnish in
standard colors as selected.
1)
Mameco International "Vulkem 116"
2)
Products Research and Chemical Corp. "PRC Rubber Calk 6000 Sealant"
3)
Sonneborn, Division of Contech, Inc. "Sonolastic NPI"
Back-up material: Round, solid section, skinned surfaces, soft polyethylene foam gasket stock in
diameters 1/16 inch to 1/8 inch larger than width of joints in which it is installed. Back-up material shall
be compatible with sealant used.
a.
Dow Chemical Corp. "Ethafoam SB Brand Sealant Backer Rod"
b.
Sonneborn, Division of Contech, Inc. "Sonofoam Backer Rod"
c.
Williams Products "Expand-O-Foam"
Dissimilar Metals: Coat all aluminum surfaces in contact with dissimilar metals with bituminous paint.
D. Gaskets: Provide gaskets as standard with panel manufacturer to provide a weathertight installation.
2.3 Exterior Louvers
A. Manufacturer and Type
1. Continuous Blade Building Louvers [D, G, P]: Continuous stormproof blade aluminum louvers, 4 inches
deep. Louvers shall have 35% minimum free area with 1/2-inch square wire mesh 16-gage aluminum bird
screen on interior side. Provide 2-inch thick blank off panels (foam insulation core surfaced with
aluminum face sheets each side) on interior side of louvers. Fabricate blades and frames of 0.081-inch
thick extruded aluminum 6063 T52 alloy, with 0.156-inch thick aluminum blade braces. Provide vertical
angle supports at not more than ten feet on center and tee shape support centered between angle supports.
a. Airolite Company "Type CB 638"
b. Construction Specialties Inc. "Model 4115"
2. Finish [G,S]: Polyvinylidene Fluoride Finish as specified, in custom color as selected.
2.4 Finishes
A. Polyvinylidene Fluoride Finish
1. Polyvinylidene Fluoride [G,S]: Baked polyvinylidene fluoride resin finish system, consisting of cleaning,
conversion coating, prime coating, and finish coating, with minimum total dry film thickness of 1.0 mils
consisting of a 0.2 mil epoxy base coat and a 0.8 mil Kynar 500 or Hylar 5000 resin finish coat. Oven
cure prime coat prior to finish coat application.
2. Provide finish coat containing not less than 70% Kynar 500 or Hylar 5000 resin, factory applied and oven
cured, per specifications and requirements of basic resin manufacturer and coating manufacturer.
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Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
a. Construction Specialties Inc. "Trinar"
b. Valspar "Fluropon"
c. Glidden "Nubelar"
d. Morton International "Fluoroceram"
e. PPG "Duranar"
3. Finish Colors: Provide panels and trim, copings/fascias, and aluminum louvers in custom color as
selected, per samples approved by Architect-Engineer.
4. Finish shall meet the following performance requirements:
a. Gloss: Per ASTM D 523; 25 to 35 on 60 degree gloss meter.
b. Bond Test: Per ASTM D 1737 around 1/16 inch mandrel; coating flexible without cracking, with
not loss of adhesion.
c. Abrasion Resistance: Per ASTM D 968 with falling sand; meet or exceed Abrasion Coefficient
Value 20 minimum per Paragraph 7.6 of AAMA #605.
d. Salt Spray Test: Per ASTM B117 for 1000 hours; with no more than 5% No. 6 blisters in field
and no more than 1/16 inch creep corrosion.
e. Humidity Test: Per ASTM D 2247 at 100% humidity for 1000 hours; no softening or color
change, and no blisters in 95% of area with no blisters larger than No. 8 per ASTM D714.
2.5 Panel Flashing & Trim
A. Fabricate metal copings/fascias, flashing and trim members, extruded with same finish as exterior panel exposed
face. Where extruded trim and flashings are not indicated, provide extruded members of same metal and finish as
exterior panel exposed face. Provide members in maximum ten-foot lengths, with lapped and sealed weathertight
expansion contraction connections between lengths. Incorporate drips at lower edge of members exposed to rain
run off.
B. Fabricate flashing and trim members to provide a complete neat appearing finished weathertight installation,
including for:
1. Internal corners of panels.
2. Top and bottom edges of panels, and at edges terminating against other materials.
3. Jamb, head, and sill closure trim at louvers and all openings.
4. Gravel stop fascia/copings, soffits, and parapet caps at roof top edge of all exterior walls, including panels
and masonry walls. Use minimum 20-gage metal, with concealed joint covers.
5. Trim at scuppers.
6. Scuppers of 3/16-inch thick stainless steel liners.
C. Fabricate formed metal items of same metal, gage (unless noted otherwise), and finish as exterior sheet of panels
and items per applicable requirements of SMACNA “Architectural Sheet Metal Manual”, and approved shop
drawings.
2.6 Dissimilar Materials Isolation
A. Wherever aluminum items are secured to, or are in contact with, steel supporting members or other dissimilar
metal surfaces, paint the contact surface of the steel one coat of zinc chromate primer having an alkyd base, and
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Global Facilities Group
one coat of aluminum paint. Wherever aluminum items are secured to, or are in contact with, concrete or masonry,
paint the aluminum surface one heavy coat of approved alkali resistant bituminous paint. All paint coats to dry
thoroughly prior to installation of aluminum work.
07413.3 EXECUTION
3.1 Metal Panel Installation
A. General
1. Field erect this work per approved Shop and Erection Drawings, the published instructions and safety
precautions of the manufacturer, as shown, and as specified in this Section.
2. Furnish and install steel clip angles and supports noted to be by panel trade, and panel manufacturer’s
standard securement devices and fastener items for securing the panels to structural framing or masonry,
as required for installation of this work. Furnish and install any shimming and perform all adjusting of the
metal support members receiving the metal panels to meet the installation quality standards of the panel
manufacturer.
3. Erect panels horizontal, and true and plumb, in alignment with horizontal and vertical edges of the
building, and anchor securely in place. Adjust back up support framing to accommodate panel installation
and tighten all bolts to secure framing. Install all work to allow for thermal movement. Protect panels
from damage due to abuse and undue impact; do not install panels that are bent, dented, chipped and
otherwise defective.
B. Perform manual shielded metal arc welding to provide welds of quality and appearance per AWS Code.
1. Use concealed fasteners for all locations. Exposed fasteners are limited to approved locations only.
2. Fasten panels to exterior side of structural supports or to masonry with clips and fasteners spaced per
manufacturer’s printed directions.
a. At joints of panels, flashings and trim: Apply sealant between joints of adjacent sheets to provide
a tight seal.
C. Copings/Fascias, Louvers, Scuppers, Flashings, And Trim
1. Install all copings/fascias, soffits, louvers, scuppers, flashings and trim as required to produce a neat,
finished, weathertight installation. Provide proper sealant sealed end laps (except use concealed joint
covers for copings/fascias) in all long runs to allow for thermal movement and to remain weathertight.
Secure all such members per manufacturer’s recommendations, but at minimum 12 inches o.c. Bed
exposed flashing and trim, and members subject to rain penetration, in sealant.
a. Scuppers. Stainless steel scuppers shall be fabricated as detailed on Drawings. Provide and install
all flashing and trim required for installation.
D. Pressure Release Fastening
1. Where pressure release fastening for siding or blowout siding panels is shown, arrange siding and secure
with pressure release fastener system per Owner’s Underwriter’s requirement so siding will release at 20,
lbs. per sq. ft. of pressure.
a. Provide safety cables or chains, secured to siding and to structural supports, of sufficient length
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Project No. 1201344 (SPEC-01804)
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Global Facilities Group
y
g
pp
and strength to allow siding to be released but to restrict its outward travel.
g
3.2 Cleaning and Touch Up Painting
A. Upon completion of panel installation, clean all surfaces of panels so as to be free from mud, dirt, abrasions and
other surface blemishes. Re finish all abraded surfaces to match finish, using materials and methods as
recommended by the panel manufacturer and that are fully compatible with the original finish system. Repaired
surfaces shall be uniform and free from variations in color and surface texture from that of adjacent, like surfaces.
If repaired panel is not acceptable to Owner, remove panel and replace with a new panel at no additional cost to
the Contract.
END OF SECTION
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General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
07540 - THERMOPLASTIC MEMBRANE ROOFING
07540.1 GENERAL
1.1 Summary
A.
B.
Section Includes:
1.
Rigid roof insulation.
2.
Cover board.
3.
[Fully adhered] [Mechanically fastened] single ply membrane roofing.
4.
Base flashings.
5.
Expansion joint covers.
6.
Walkway pads.
Related Sections:
1.
Division 01- General Conditions: Administrative, procedural, and temporary work requirements.
2.
Section [06100 - Rough Carpentry.] [Others as required]
3.
Section 07600 - Sheet Metal Flashing and Trim.
1.2 References
A.
American Society of Civil Engineers (ASCE) 7 - Minimum Design Loads for Buildings and Other Structures.
B.
ASTM International (ASTM):
1.
C208 - Standard Specification for Cellulosic Fiber Insulating Board.
2.
C578 - Standard Specification for Preformed Cellular Polystyrene Thermal Insulation.
3.
C728 - Standard Specification for Perlite Thermal Insulation Board.
4.
C1177/C1177M - Standard Specification for Glass Mat Gypsum Substrate for Use as Sheathing.
5.
C1289 - Standard Specification for Faced Rigid Cellular Polyisocyanurate Thermal Insulation Board.
6.
C1303 - Standard Test Method for Estimating the Long-Term Change in Thermal Resistance of
Unfaced Rigid Closed Cell Plastic Foams by Slicing and Scaling Under Controlled Laboratory
Conditions.
7.
C1549 - Standard Test Method for Determination of Solar Reflectance Near Ambient Temperature
Using a Portable Solar Reflectometer.
8.
D3273 - Standard Test Method for Resistance to Growth of Mold on the Surface of Interior Coatings in
an Environmental Chamber.
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Global Facilities Group
9.
D4434 - Standard Specification for Poly (Vinyl Chloride) Sheet Roofing.
10.
E108 - Standard Test Methods for Fire Tests of Roof Coverings.
11.
E1980 - Standard Practice for Calculating Solar Reflectance Index of Horizontal and Low-Sloped
Opaque Surfaces.
C.
Energy Star - Qualified Products.
D.
Factory Mutual Insurance Co. (FM):
E.
1.
4470 - Approval Standard for Single-Ply, Polymer-Modified Bitumen Sheet, Built-Up Roof (BUR) and
Liquid Applied Roof Assemblies for Use in Class 1 and Noncombustible Roof Deck Construction.
2.
Property Loss Prevention Data Sheet 1-28 - Design Wind Loads.
3.
Property Loss Prevention Data Sheet 1-49 - Perimeter Flashing.
National Roofing Contractors Association (NRCA) - Roofing and Waterproofing Manual.
1.3 System Description
A.
Design Requirements: Design roofing system to resist minimum wind loads in accordance with [ASCE 7.]
[Building Code.] [FM 1-28.] [____.]
1.4 Submittals
A.
Submittals for Review:
1.
Setting plan for insulation.
b.
Roof slopes.
c.
Layout of seams.
d.
Base flashing, termination, and special details.
e.
Fastener types and locations.
Product Data: Manufacturer's product specifications, installation instructions, and general
recommendations for each product.
3.
Samples:
a.
Fastener plate.] [Batten strip, 12 inch long.]
b.
Walkway pad.
Warranty: Sample warranty form.
Quality Control Submittals:
1.
C.
a.
2.
4.
B.
Shop Drawings: Indicate:
Certificates of Compliance: Certification from an independent testing laboratory that roofing system
meets fire hazard and windstorm classification requirements.
Sustainable Design Submittals:
1.
Recycled Content.
2.
Solar Reflectance Index.
3.
Regional Materials.
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4.
Project No. 1201344 (SPEC-01804)
Global Facilities Group
Low Emitting Materials.
1.5 Quality Assurance
A.
B.
C.
Installer Qualifications:
1.
Minimum [__] years [documented] experience in work of this Section.
2.
Licensed or certified by roofing materials manufacturer.
Roofing System:
2.
FM [1-60] [1-75] [1-90] [1-105] [1-120] [__] Windstorm Resistance and [MH] [SH] Hail Resistance,
tested to FM 4470.
3.
Perimeter flashings: In accordance with FM 1-49. Class [A] [B] [C] Fire Hazard Classification, tested to
ASTM E108.
5.
Energy Star qualified for project location; bear Energy Star label.
6.
Solar Reflectance Index: Minimum 78, tested to ASTM C1549 and calculated in accordance with
ASTM E1980.
Pre-Installation Conference:
1.
Convene at site [2] [__] weeks prior to beginning work of this Section.
2.
Attendance: [Architect,] [Design/Builder,] [Contractor,] [Construction Manager,] roofing applicator,
roofing manufacturer's representative, and related trades.
3.
Review and discuss: Contract Documents, roofing system manufacturer's literature, project conditions,
scheduling, and other matters affecting application.
4.
Tour representative areas of roofing substrates; discuss substrate construction, related work, work
conditions, and materials compatibility.
1.6 Delivery, Storage, and Handling
A.
Store materials, other than membrane, in protected, dry area, between [60 and 80] [__ to __] degrees F until
used; provide proper ventilation.
B.
Protect sheet goods from damage and wetting.
1.7 Project Conditions
A.
Do not apply roofing to damp or frozen substrate.
B.
Do not apply roofing during inclement weather or at temperatures below [40] [__] degrees F, or above [100]
[__] degrees F or if freezing weather is anticipated within [24] [__] hours after application. Do not use frozen
materials.
1.8 Warranties
A.
Furnish [manufacturer’s] [applicator’s] 20 year warranty providing coverage against water leakage through
roofing system.
1.
Make repairs to roofing system required due to defects in materials or workmanship resulting in water
leakage into or through roofing system.
2.
Include cost of labor and materials necessary to make required repairs.
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Global Facilities Group
3.
Cover all roofing system components including roofing membrane, built-up and metal flashings, high
wall waterproof flashings, roof insulation, [expansion joint covers,] and preflashed accessories.
4.
Not limited to specific dollar amount.
5.
Transferable to subsequent building owners during warranty period.
6.
Include coverage for wind speeds up to [55] [90] [120] [160] MPH.
07540.2 COMPONENTS
2.1 Manufacturers
A.
Acceptable Manufacturers – (PVC Only – 60 Mil Minimum; PVC / 15% KEE Elvaloy blend roofing
membrane – 60 Mil minimum for 20 Year performance, 45 MIL minimum for 50% KEE Elvaloy blend
for 20 Year performance)
B.
Manufacturers using blends of PVC and KEE Elvaloy must have demonstrated a minimum of 5 years of
consistent and continuous membrane formulation installed in the field.
C.
D.
1.
Design Basis: Contract Documents are based on products by [____].
2.
Equivalent products by following manufacturers are acceptable:
a.
Carlisle Syntec Systems (www.carlislesyntec.com)
b.
GAF Materials Corp. (www.gaf.com)
c.
Johns Manville. (www.jm.com)
d.
Sika Sarnafil, Inc. (usa.sarnafil.sika.com)
e.
Seaman Fibertite Roofing Solutions (www.fibertite.com)
f.
[____].
g.
[____].
Acceptable Manufacturers - Cover Board:
1.
GP Gypsum Corporation. (www.gp.com)
2.
Securock – USG Corporation (www.usg.com)
3.
[____].
4.
[____].
Substitutions: [Under provisions of Division 01.] [Not permitted.]
2.2 Materials
A.
Rigid Insulation:
Type: ASTM C1289, Type I, Class [1,] [2,] rigid polyisocyanurate faced both sides with aluminum foil facings.
**** OR ****
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Project No. 1201344 (SPEC-01804)
Global Facilities Group
Type: ASTM C1289, Type II, rigid polyisocyanurate faced both sides with glass fiber mat facings.
**** OR ****
Type: ASTM C728, rigid expanded perlite.
**** OR ****
Type: ASTM C208, rigid cellulose fiber.
**** OR ****
Type: ASTM C1289, Type III, composite type consisting of rigid polyisocyanurate foam with [1/2] [__] inch thick
[perlite] [____] insulation board bonded to top surface and glass fiber mat facing on bottom surface.
6.
Edges: [Square.] [____.]
Thickness: [__] inches.
**** OR ****
Thermal resistance: Minimum R value of [__] [, calculated in accordance with ASTM C1303].
Provide board tapered to [1/8] [1/4] [__] inch per foot.
Cover Board:
1.
Type: ASTM C1177/C1177M; 48 inches wide x [1/4] [1/2] [5/8] inch thick,] [thickness indicated,]
maximum practical length, square cut ends and edges.
2.
Mold resistance: 10, tested to ASTM D3273.
Recycled content: Minimum
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Global Facilities Group
2.3 Accessories
1. MINIMUM INSULATION LAYER THICKNESS IS 1.5 INCHES.
2. MAXIMUM INSULATION LAYER THICKNESS IS 2.0 INCHES.
3. MAXIMUM TOTAL INSULATION THICKNESS IS 5.0 INCHES.
4. IF TWO OR THREE LAYERS OF INSULATION ARE SPECIFIED, AND LAYER THICKNESS
VARIES, THE THINNEST LAYER IS THE BOTTOM LAYER. SELECT FOR STEEL DECK.
A. Roof Insulation [P,D,C]
1. In Area(s) <xxx, yyy, zzz, etc.>
2. [Two][Three] layers of polyisocyanurate; first (bottom) layer <xxx> inch(es) thick, second layer <xxx>
inch(es) thick, third layer <xxx> inch(es) thick; total thickness <yyy> inches, mechanically fastened in
place.
B. Roof Insulation [P,D,C]
1. In Area(s) <xxx, yyy, zzz, etc.>
2. [Two][Three] layers of polyisocyanurate; first (bottom) layer <xxx> inch(es) thick, second layer <xxx>
inch(es) thick, third layer <xxx> inch(es) thick; total thickness <yyy> inches, mopped in place.
C. Cricket and Saddle Insulation [D]
1. In Area(s) <xxx, yyy, zzz, etc.>
2. Polyisocyanurate, as shown on the Drawings, as necessary for crickets and saddles, as described in these
Specifications, and as required by the Roofing Manufacturer.
D. Tapered Edge Strips
1. Polyisocyanurate, as shown on the Drawings, as described in these Specifications, and as required by the
Roofing Manufacturer.
E. Curb Insulation
1. Polyisocyanurate, <xxx> inch(es) thick, and as shown on the Drawings, as described in these
Specifications, and as required by the Roofing Manufacturer.
F. Batt Insulation
1. Where indicated on Drawings.
2. 3-1/2 inch unfaced glass fiber batt insulation.
G. Materials and Standards
1. Polyisocyanurate Roof Insulation: Polyisocyanurate; ASTM C 1289-01, Type II, Class1, Grade 3(25 PSI
minimum), with factory-laminated, non-asphaltic facers; by insulation manufacturer acceptable to the
Roofing Manufacturer; 4- by 8-foot boards for mechanically-fastened systems; 4- by 4-foot boards for
fully-adhered systems.
a. Curing time: 72 hours minimum, at a minimum of 60 degrees F before shipment from the
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Global Facilities Group
manufacturer.
2. Mechanical Fasteners and Stress-Distribution Plates for Attaching Insulation; Plate-and-Screw type:
a. For roof insulation, tapered edge strips, and curb insulation.
b. Fasteners: Corrosion, pull-out, and back-out resistant, self-tapping, self-drilling screws with
low-profile head.
c. Fastener length as required by the fastener manufacturer for the insulation thickness specified and
to penetrate the top flange of the steel deck 3/4 inch minimum and one inch maximum.
d. Fastener type and material as required or recommended by the Roofing Manufacturer for the
indicated plate type and indicated use.
e. Plates: Corrosion resistant, locking fastener plates.
f. Size as approved by FM.
g. Plate type and material as required or recommended by the Roofing Manufacturer for the
indicated fastener type and indicated use.
h. Plate-and-screw fastener system FM approved for Windstorm Classification 1-90.
i. By manufacturer acceptable to Roofing Manufacturer.
j. By manufacturer acceptable to insulation manufacturer.
3. Insulation Adhesive: Asphalt, ASTM D 312, Type III.
4. Tapered Edge Strips: Polyisocyanurate; ASTM C 1289-01, Type II, Class1, Grade 3(25 PSI
minimum),with factory-laminated, non-asphaltic facers; by insulation manufacturer acceptable to the
Roofing Manufacturer; 1-1/2 by 18 inches, or as required by roof conditions, or as otherwise detailed.
a. Curing time: 72 hours minimum, at a minimum of 60 degrees F before shipment from the
manufacturer.
5. Curb Insulation and Insulation Filler Pieces for Crickets or Saddles: Polyisocyanurate; ASTM C 1289-01,
Type II, Class1, Grade 3(25 PSI minimum), with factory-laminated, non-asphaltic facers; by insulation
manufacturer acceptable to the Roofing Manufacturer; thickness as required.
a. Curing time: 72 hours minimum, at a minimum of 60 degrees F before shipment from the
manufacturer.
6. Batt Insulation: Unfaced, friction-fit glass fiber building insulation, cut to fit from 3 1/2 by 15- by
48-inch batts, FS HH-I-521E, Type I.
2.4 Membrane
A. Roofing Membrane [P,D,C]
1. In Area(s) <xxx, yyy, zzz, etc.>
2. Single-ply, mechanically-attached, Polyvinylchloride (PVC) sheet; or Elvaloy Ketone Ethylene Ester
(KEE Certified) sheet, UL Class A, with hot air welded field seams; Roofing Manufacturer’s 20-year type
system.
B. Roofing Membrane [P,D,C]
1. In Area(s) <xxx, yyy, zzz, etc.>
2. Single-ply, fully-adhered, Polyvinylchloride (PVC) sheet; or Elvaloy Ketone Ethylene Ester (KEE
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Global Facilities Group
Certified) sheet, UL Class A, with hot-air welded field seams; Roofing Manufacturer’s 20-year type
system.
C. Flashings [P,D]
1. Single-ply, fully-adhered, Polyvinylchloride (PVC) sheet, with hot-air welded field seams; Roofing
Manufacturer’s 20-year type flashing.
D. Materials and Standards
1. Roofing Membrane: Polyester-reinforced, white modified-PVC membrane, nominal 60-mil thickness;
ASTM D 4434; Type II, Grade 1 or Type III as required by the Roofing Manufacturer; Roofing
Manufacturer’s standard or Polyester-Knit Fabric 18 x 19 / 840 x 1000 denier weft reinforced, standard
white, nominal 36 mil or 45 mil thickness; ASTM Certified 6754; Elvaloy Ketone Ethylene Ester KEE
membrane as required by the Roofing Manufacturer's standard.
2. Flashing Membrane: Polyester-reinforced, white to match color of roofing membrane, modified-PVC
sheet, nominal 60-mil thickness; ASTM D 4434; Type II, Grade 1 or Type III as required by the Roofing
Manufacturer; Roofing Manufacturer’s standard or Polyester-Knit Fabric 18 x 19 / 840 x 1000 denier weft
reinforced, standard white, nominal 36 mil or 45 mil thickness; ASTM Certified 6754; Elvaloy Ketone
Ethylene Ester KEE membrane as required by the Roofing Manufacturer's standard.
3. Mechanical Fasteners and Stress-Distribution Plates for Attaching Roofing Membrane; Plate-and-Screw
type:
a. Fasteners: Corrosion, pull-out, and back-out resistant, self-tapping, self-drilling screws with
low-profile head.
1) Fastener length as required by the fastener manufacturer for the insulation thickness
specified and to penetrate the top flange of the steel deck 3/4 inch minimum and one inch
maximum.
2) Fastener type and material as required or recommended by the Roofing Manufacturer for
the indicated plate type and indicated use.
b. Plates: Corrosion resistant, locking fastener plates.
1) Size as approved by FM.
2) Plate type and material as required or recommended by the Roofing Manufacturer for the
indicated fastener type and indicated use.
c. Plate-and-screw fastener system FM approved for Windstorm Classification 1-90.
d. By manufacturer acceptable to Roofing Manufacturer.
4. Mechanical Fasteners for Attaching Flashing Membrane: Types as required by the Roofing Manufacturer
for the substrates encountered.
5. Adhesive for Adhering Roofing Membrane and Flashing Membrane to Non-PVC Substrates: Roofing
Manufacturer’s standard for the roofing membrane and flashing membrane specified.
6. Accessories: Manufactured and supplied by, or approved by, the Roofing Manufacturer.
a. Prefabricated penetration flashings: Types as recommended by the Roofing Manufacturer for the
indicated use.
b. Prefabricated inside and outside corner flashings: Types as recommended by the Roofing
Manufacturer for the indicated use.
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c. PVC splashblock underlayment.
d. Miscellaneous components, including but not limited to:
1) Seam edge sealant.
2) Solvent for welding PVC to PVC.
3) Fastener covers.
4) Membrane cleaner.
5) Water cut-off mastics.
6) Aluminum tape, or other separation layer, for contaminated substrates.
7) PVC sealant.
.
e. Pavers 24- by 24-inch by 2-inch thick.
1) Carlisle SynTec Incorporated Sure-Seal Rubber Pavers
7. Hot-air welding equipment: Manufactured and supplied by, or approved by, the Roofing Manufacturer.
2.5 Sheet Metal, Wood & Miscellaneous
A. Sheet Metal Flashings and Related Metal Components [P,D]: as indicated.
B. Materials and Standards
1. Galvanized Steel (paintable): ASTM A 653, hot-dipped, zinc-coated sheet steel, commercial quality.
a. Coating designation G 90.
b. Not chemically treated, not oiled, phosphatized.
2. Primer for Concealed Surfaces of Galvanized Steel.
a. Rust-Oleum Corporation, Vernon Hills, Illinois 3181 Gray Primer.
b. Benjamin Moore & Co., Montvale, New Jersey IronClad Galvanized Metal Latex Primer
3. Galvanized Steel–Prefinished: 24-gauge
a. Hylar 5000 or Kynar 500 coating, such as:
1) UNA-CLAD/K-Metals Galvanized Steel-Prefinished
2) Integris Metals Galvanized Steel-Prefinished.
3) Peterson Aluminum Corporation Galvanized Steel-Prefinished
b. With color-matched, touch-up paint, screws, and rivets, as required.
c. Color and finish as selected by the Owner; excluding premium-cost finishes.
4. PVC-clad Metal: Roofing Manufacturers’ standard, 24-gauge galvanized steel with minimum 40-mil,
factory-laminated PVC coating.
a. Color as selected by the Owner.
5. Copper: ASTM B 370, temper standard HOO.
6. Aluminum Anchor Bars: 1/8- by 1-inch extruded aluminum with slotted holes spaced to meet the nailing
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Project No. 1201344 (SPEC-01804)
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Global Facilities Group
y
p
requirements of the Roofing Manufacturer, with a maximum spacing of 12 inches on center.
g
7. Aluminum: ASTM B 209 Aluminum Alloy Sheet and Plate, alloy and temper 3003-H14 or 3004-H32,
mill finish; 0.032 inch minimum thickness.
8. Stainless Steel: ASTM A 167, Type 304, 26-gauge minimum thickness.
9. Sealant: Acrylic base, FS TT-S-230 (single-component); such as:
a. Tremco Manufacturing Company Mono 555
10. Sealant (Precast Wall Joints): Nonsag polyurethane, FS TT-S-00227E, Type II (2-component); such as:
a. Tremco Manufacturing Company Dymeric , or
b. LymTal International, Inc., Lake Orion, Michigan Iso-Flex 907.
11. Asphalt Primer: ASTM D 41.
12. Polyethylene (For Sheet Metal Underlayment): Black, 6-mil thickness.
13. Pitch Pan Fill Materials:
a. Quick-drying cement fill:
1) Harris Specialty Chemicals, Inc., Jacksonville, Florida Thorite.
b. Pourable sealer: 2-component, 100 percent solids polyurethane; Roofing Manufacturer's
standard.
1) )Carlisle Syntec Systems Pourable Sealer.
14. Splashblocks: Precast concrete, 12- by 36- by 3-inch units with sloped recess.
15. Lumber
a. Wood nailers, sleepers, or other wood blocking: No. 2 Common Douglas Fir or Southern Yellow
Pine, pressure-treated with retentions, penetrations, and treating procedures in accordance with
the current American Wood-Preservers' Association (AWPA) Standard C2 using waterborne
preservative with retention of minimum 0.25 pounds per cubic foot identified as "Above Ground
Use".
b. Each piece of treated lumber shall bear a stamp indicating compliance with the requirements of
the AWPA Standard C2.
16. Plywood: C-C EXT-APA.
17. Expansion Joint Cover
a. Neoprene bellows and [galvanized,] [copper,] [or] [stainless steel] flanges, with primers,
adhesives, splicing strips, sealants, fasteners, and prefabricated components as required.
b. Johns Manville Corporation Roofing Systems Group, Expand-O-Flash [NEJ or NCF], types and
sizes as required.
18. Johns Manville Corporation Roofing Systems Group Expand-O-Flash PVCEJ/WC , types and sizes as
required, color to match membrane, prefabricated components and fasteners as required
a. Roof Insulation Breather Vents: Two way; roof flange coated with 40-mil minimum thickness
PVC.
b. Marathon Roofing Products, Inc., Buffalo, New York Aluminum Insulvent .
c. Sheet Metal Fasteners
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Global Facilities Group
a. For Copper: Use copper or bronze fasteners.
d. For Galvanized Steel: Use galvanized or cadmium-plated steel fasteners.
e. For Stainless Steel: Use stainless steel or cadmium-plated steel fasteners.
f. For Aluminum: Use stainless steel.
g. Solder, Flux, and Accessories: As necessary and compatible with the material being installed.
h. Water: Clean, potable, and free from oil, alkali, acids, and organic matter.
07540.3 EXECUTION
3.1 Preparation
A.
Remove projections that could puncture membrane from substrate.
B.
Clean substrate of loose and foreign material, oil, and grease.
C.
Complete roof penetrations and preparation for drains, flashings, and other penetrations prior to beginning
roofing.
D.
Protect adjacent and underlying surfaces.
3.2 Installation - General
A. Scheduling
1. Schedule the Work to progress from one area to another in a systematic manner. If, in the opinion of the
Owner, the approved schedule lags, take such steps as required to improve progress.
2. Submit operational plans as may be deemed necessary to demonstrate the manner in which the agreed rate
of progress is to be regained, without additional cost to the Owner.
3. [Coordinate roofing Work with mechanical, structural, electrical, skylight, and temporary protection
Work.]
B. Logistics
1. Confine equipment, storage of materials and debris, and the operations and movements of workers within
limits as indicated or as directed by the Owner.
C. Materials and Weight on the Roof
1. Do not store materials, tools, or equipment on roofing surfaces or rooftop appurtenances.
2. Do not load, or permit any part of a structure to be loaded, with a weight that will endanger its safety or
cause damage.
D. Protecting Persons and the Building
1. Protect the building, contents, and surrounding areas from damage and protect building occupants and
others from injury during execution of Work.
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Global Facilities Group
a. Do this in a manner which will not affect the normal operations in the building.
b. It is the Roofing Contractor's responsibility to determine the nature of these operations and
provide the appropriate level of protection.
c. Repair damage, caused by lack of such protection, to Owner's satisfaction at no additional cost.
E. Controlling Fumes
1. Minimize fumes during execution of the Work.
F. Smoking
1. Smoking is not allowed on the roof.
G. Sharp Edges
1. Place materials, tools, equipment, or other items with sharp edges, projections, or points on adequate
pieces of wood or plywood to protect the roofing.
H. Protection for Ladders
1. Do not place ladders directly on the roof; provide adequate protection.
I.
Burning, Torch or Abrasive Cutting, or Welding
1. If approved to do so, perform burning, torch or abrasive cutting, or welding over solid noncombustible
material to shield the roofing surfaces from damage.
J.
Spotter in the Building
1. Provide a spotter inside the building during critical operations during which the building interior and
occupants would be directly exposed to falling substances.
2. The spotter monitors interior conditions during the workday and notifies the crew of activities affecting
interior building personnel or operations.
3. The spotter assists in coordinating activities with building personnel which may affect operations.
4. The spotter cordons off areas where roof top activities pose a potential threat to the well being of the
personnel inside the building.
5. The spotter also cleans up roofing debris in the building.
K. Protecting Machinery and Equipment
1. Provide temporary protection over machinery and equipment in areas where critical operations are
occurring.
2. Remove temporary protection after it is no longer needed.
3. Clean the floor and other surfaces contaminated from the roofing project.
L. Removing Debris
1. Remove contaminated rags, cloths, and application equipment from the roof at the end of each workday.
2. Promptly remove debris from building roof to avoid imposing excessive loads on the structure.
3. Daily remove residual debris from the roof.
4. Implement the methods necessary to contain dust and dirt.
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Project No. 1201344 (SPEC-01804)
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Global Facilities Group
5. Use enclosed chute, crane and bucket, or construction hoist to minimize dust, dirt, and noise.
M. Minimizing Roof Traffic
1. Keep traffic on partially or fully completed roof surfaces to an absolute minimum after underlayment,
insulation, or roofing has been placed.
2. Where wheeled or other traffic over roofing is unavoidable, use adequate plank or plywood, laid over
insulation, to protect the roofing system. Stagger the plywood joints from the insulation joints.
a. Roadways cannot exceed 8 feet in width. Where two-way traffic occurs, provide pull-offs a
minimum of 50 feet apart to allow passing.
b. Combustible platform and roadway material must be removed not later than 6 months from its
installation, unless written authorization from GM Global Security and AON Global Risk
Consulting is obtained.
3. Use only pneumatic-tired vehicles. Do not use steel- or solid rubber-tired vehicles.
N. Utilities Shut Down
1. Coordinate the shutdown of utilities or rooftop equipment with the Owner.
O. Install roofing system in accordance with roofing system manufacturer's instructions, NRCA Manual, and
approved Shop Drawings.
3.3 Installation of Insulation
A. Apply [base layer] with long edges continuous [and perpendicular to deck ribs.] Stagger end joints in adjacent
rows. [Locate ends over solid bearing.]
B. Apply top layer with long edges perpendicular to those of base layer, with joints staggered in adjacent rows.
Offset joints from those in base layer.
C. Mechanically fasten to substrate in [FM] [manufacturer's recommended] fastening pattern.
D. Fit insulation to other boards and at perimeter and around penetrations with maximum [3/8] [__] inch voids
3.4 Installation of Coverboard
A.
Apply panels with long edges continuous [and perpendicular to [deck flutes.] [direction of insulation.] Stagger
end joints in adjacent rows. [Offset joints from those in insulation.] [Locate ends over solid bearing.]
B.
Mechanically fasten to substrate in [FM] [manufacturer's recommended] fastening pattern.
C.
Fit panels to other panels and at perimeter and around penetrations with maximum [3/8] [__] inch voids.
3.5 Installation of Roof Membrane
A.
Position sheets without stretching; minimize wrinkles. Allow membrane to relax before proceeding.
B.
Provide minimum [5-1/2] [__] inch lap at joints between adjacent sheets.
C.
Splice sheets by [solvent welding] [or] [heat welding] method.
D.
Bond membrane to substrate with full adhesive bed.
**** OR ****
E.
Attach membrane to decking with batten strips or fastener plates.
F.
Fasten membrane to perimeter nailers with fasteners spaced [6] [__] inches on center maximum.
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General Motors Company
G.
Project No. 1201344 (SPEC-01804)
Global Facilities Group
Daily Seal:
1.
Ensure that water does not flow beneath completed sections of roof.
2.
Temporarily seal loose edge of membrane with night seal when weather is threatening.
3.
When work is resumed, pull sheet free before continuing installation.
3.6 Installation of Flashings
A.
Construct in accordance with roofing system manufacturer's standard details.
B.
Juncture of Horizontal and Vertical Surfaces:
C.
D.
E.
1.
Use longest practical length flashing to minimize joints.
2.
Complete splice between flashing and main roof sheet before bonding flashing to vertical surface.
Extend splice [3] [__] inches beyond fasteners that attach membrane to horizontal surface.
3.
Adhere flashing to substrate with full bed of adhesive.
4.
Fasten top of flashing at [12] [__] inches on center maximum, under metal flashing.
Penetrations through Membrane:
1.
Flash pipe with premolded pipe flashings wherever possible.
2.
Where molded pipe flashings cannot be installed, use field fabricated pipe seals.
3.
Seal clusters of pipes and unusually shaped penetrations with minimum [2] [__] inch high flashing
containing pourable sealer.
Expansion Joints:
1.
Complete roof membrane and flashing installation prior to installing expansion joint.
2.
Set joint cover on top of wood nailers; secure on each side through metal flange.
3.
Seal joint cover flanges to membrane as for sheet splice.
Roof Drains:
1.
Taper insulation around drain to provide smooth transition from roof surface to drain clamping ring.
2.
Seal between membrane and drain base with water cutoff mastic.
3.7 Installation of Walkway Pads
A.
Clean underside of pad; set pads in full adhesive bed – unless using interlocking – free layed walkpads.
B.
Leave [2] [__] inch space between pieces – unless interlocking walkpads used.
END OF SECTION
Gregory Eastman
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General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
07720 - ROOF ACCESSORIES
07720.1 GENERAL
1.1 Summary
A. Section Includes
1. Provide roof accessories as shown or specified, and as required for a complete installation.
B. Related Work Specified in Other Sections
1. Steel supports and gratings – Division 5.
2. Prefabricated roof expansion joint assembly – Division 7.
3. Roof curb flashing and mastic sealant on curb – Division 7.
1.2 Performance Requirements
A. Design Criteria
1. Fabricate and install roof accessories to withstand wind pressure loading of not less than 30 PSF without
damage or deformation and to remain watertight.
2. The top surface of curbs shall be flat and horizontally positioned no matter what slope roof used.
3. All curbs for pieces of equipment shall be coordinated with specific piece of equipment to insure proper
placement, proper weight capacity and size; coordinate with Mechanical Contractor.
B. Standards: Comply with the following:
1. SMACNA’s “Architectural Sheet Metal Manual” details for fabrication of units, including flanges and
cap flashing to coordinate with type of roofing indicated.
2. NRCA’s “Roofing and Waterproofing Manual” details for installing units.
1.3 Submittals
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g.,
Item [L]). Refer to Division 1,General Requirements for definition of codes for types of submittals and the
administrative requirements governing submittal procedure. General submittal requirements pertaining to this
Section are specified under this Article.
B. Product Data: For each roof accessory specified.
C. Show Drawings: Include all roof accessory installation details including blockway, support, connections and
flashings.
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Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
1.4 Project Conditions
A. Sequencing, Scheduling
1. Install roof accessories before roof insulation and roofing system is installed.
1.5 Delivery, Storage and handling
A. Wrap, carton, and crate, as required, to provide physical and climatic protection during loading, shipping and job
site storage and handling.
B. Deliver packaged materials to the project site in the manufacturer's original, unopened containers which bear
intact, legible and visible labels that identify the manufacturer's name and brand name, the contents, grade and
type.
C. Upon delivery, immediately inspect shipments to assure their compliance with the requirements of the
CONTRACT DOCUMENTS and approved submittals, and that products are complete, undamaged and
adequately protected. Immediately report damaged, missing, or defective items. Remove broken, damaged or
unlabeled items from the site immediately.
D. Store products in accordance with manufacturer's instructions with seals and labels intact, legible, and visible.
Store products in a manner to prevent to prevent damage, soiling, theft, deterioration and contamination. Marred
surfaces, cracked, checked spilt or warped materials will be rejected, Store materials subject to damage by
climatic conditions in weathertight enclosures. Maintain temperature and humidity within the ranges required or
recommended by the manufacturer.
E. Repair or clean items that have been damaged or soiled that can be restored to an "as new" condition at not cost to
the OWNER. The OWNER'S REPRESENTATIVE shall be the judge of the effectiveness of remedial measures.
Additional time or expense required to secure replacements and to make repairs will not be considered by the
OWNER'S REPRESENTATIVE to justify and extension in the CONTRACT time of completion or an increase in
the CONTRACT amount.
07720.2 PRODUCTS
2.1 Fabrication & Manufacture
A. Prefabricated Roof Curbs
1. Prefabricated Roof Curbs [D]: Insulated, minimum 18 gage galvanized steel shell with 22 gage
galvanized steel liner full depth of curb and roof deck construction, pressure preservative treated
overhanging (1 inch exterior overhang) 1 1/2” thick, wood top nailers, and shop applied rust inhibiting
primer. Provide curb units minimum of 12 inch overall height unless noted otherwise. Verify actual curb
sizes required with certified manufacturer’s equipment drawings. Modify the following to include
overhanging wood top nailers:
a. Custom Curb, Inc. "CRC-3"
b. Pate Co "pc-2b"
c. Roof Products Inc. "RPC-3"
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General Motors Company
Global Facilities Group
d. .Thybar Corp "ThyCurb TC-3"
2. Insulation: Manufacturer’s standard rigid or semirigid glass-fiber board of thickness indicated.
3. Wood Nailers: Softwood lumber, pressure treated with waterborne preservatives for aboveground use,
complying with AWPA C2; not less than 1-1/2 inches [38 mm] thick.
B. Prefabricated Expansion Joint Roof Curbs
1. Prefabricated Expansion Joint Roof Curbs [D,P]: Insulated, minimum 18 gage galvanized steel shell with
22 gage galvanized steel liner full depth of curb and roof deck construction, pressure preservative treated
overhanging (1 inch exterior overhang) 1 1/2” thick, wood top nailers, and shop applied rust inhibiting
primer. Provide curb units minimum of 12 inch overall height unless noted otherwise. Modify the
following to include overhanging wood top nailers as specified:
a. Custom Curb, Inc. "CEJ-3"
b. Pate Co. "ej-2b"
c. Roof Products Inc. "RPEJ"
d. Thybar Corp "ThyCurb TXJ-3"
2. Insulation: Manufacturer’s standard rigid or semirigid glass-fiber board of thickness indicated.
3. Wood Nailers: Softwood lumber, pressure treated with waterborne preservatives for aboveground use,
complying with AWPA C2; not less than 1-1/2 inches [38 mm] thick.
C. Prefabricated Equipment Supports
1. Prefabricated Equipment Supports [D]: Insulated of minimum 18 gage galvanized steel with pressure
preservative treated overhanging (1 inch overhang each side) 1 1/2” thick, wood top nailers, and shop
applied rust inhibiting primer. Provide equipment support units of 12 inch overall height unless noted
otherwise. Verify actual equipment support sizes required with certified manufacturer’s equipment
drawings. Modify the following to include overhanging wood top nailers.
a. Custom Curb, Inc. "CES-3"
b. Pate Co. "es-2b"
c. Roof Products Inc. "RPES"
d. Thybar Corp. "TEMS-3"
2. Insulation: Manufacturer’s standard rigid or semirigid glass-fiber board of thickness indicated.
3. Wood Nailers: Softwood lumber, pressure treated with waterborne preservatives for aboveground use,
complying with AWPA C2; not less than 1-1/2 inches [38 mm] thick.
D. Galvanized Steel Roof Walkways
1. Galvanized Steel Roof Walkways [D,P]: : Provide metal walkways on roof where and as shown, complete
with metal grating planks, metal stand support system, and rubber pads below bearing members.
a. Unistrut Corp. “Roofwalks Rooftop Walkway System” with “G500-40 Rubber Pads”.
b. GS Metals Corp. “Grate Walk Grip Strut Metal Rooftop Walkway System” with rubber isolation
pads.
2. Metal grating shall be interlocking plank type, 9 inches wide and 2 1/2 inches high, of 14 gauge
galvanized steel, with open, non-slip surface, in 10 foot minimum lengths. Provide manufacturer’s
standard 4 inch high minimum galvanized steel support stands for grating. Provide manufacturer’s
Gregory Eastman
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Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
g
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standard galvanized steel accessories, clips, bolts, and nuts for securing and holding down grating to
support stands.
3. Provide walkway manufacturer’s standard 1/2 inch thick pre cut rubber pads, below all metal support
stands.
4. Fabricate walkways in 10 foot minimum lengths, 36 inches wide, with a separate metal support stand at
each end of each length and at 5’ 0” between eMfrMdlnds.
E. Wood Roof Walkways
1. Wood Roof Walkways [D]: Provide wood walkways on roof where and as shown, complete with
walkway tread pads below bearing members. Construct walkways of preservative treated lumber specified
in Division 6, of sizes shown, secured together with galvanized steel fasteners. Construct walkways in 3
foot width and in 10 foot long sections, assembled of wood planks secured to wood bearing members.
2. Walkway Bearing Pads [P]: Use below wood bearing members of walkways. White mineral surfaced, 1/2
inch thick by 36 inches wide by manufacturer’s standard lengths.
a. Humane Equipment Co. "Roof Gard"
b. .W.R. Meadows, Inc. "Whitewalk"
c. Other roofing manufacturers’ compatible system.
F. Prefabricated Crossovers and Walkways [P,D].
1. Portable Pipe Hangers, System PPH [P,D]: Prefabricated crossover and walkway systems shall be as
manufactured by Portable Pipe Hangers, System PPH.
a. Bases: High density polypropylene plastics with UV protection additives, 18 inch diameter, 10
1/2 lbs. minimum.
b. Supports: Adjustable swivel with ¼ inch galvanized steel threaded rods, nuts and washers
engineered to support minimum 30 psf live load and counteract code required wind uplift.
c. Steel Framing: 1 7/8 inch BTS 22H struts, as required for loading conditions. Struts shall be hot
dipped galvanized per ASTM A 123 12 gauge roll formed tubular shaped members free of surface
irregularities.
2. Stainless Steel Framing: 1 7/8 inch struts, 12 gauge roll formed tubular shaped members with mill finish
as required for loading conditions.
3. Accessories: Bolts, clamps, nuts and washers as required for complete support system. Provide hot dipped
galvanized steel or stainless steel accessories compatible with the specified framing system
4. Bar Grating: Per Section 05500
G. Fasteners
1. Expansion Bolts:
a. Wej-It Expansion Products, Inc. "Wej-It Concrete Anchors"
b. Rawlplug Co., Inc. "Rawl Anchors" or "Rawl Hammer Sets"
c. Hilti Co. "HDI Internally Threaded Expansion Anchor"
d. Powers Fasteners, Inc. "Wedge-Bolt"
Match metal fasteners with type of metal being fastened or utilize non-magnetic, stainless steel, or other non-corrosive
steel type.
Gregory Eastman
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07720 - ROOF ACCESSORIES
GM One Spec
Project No. 1201344 (SPEC-01804)
General Motors Company
Global Facilities Group
07720.3 EXECUTION
3.1 Installation
A. General
1. Do not subject units to construction abuse or undue impact during the installation. Remove damaged or
defective units and replace with new units, except that minor finish abrasions and slight damage that does
not impair strength or function of the unit may be repaired and touched up, as approved by the Owner’s
Representative.
2. Install roof accessories units straight and true, with plumb vertical surfaces and upper support contact
surface horizontal regardless of the roof slope. Secure units to roof deck prior to installation of insulation.
a. Secure units to metal deck by welding, incorporating 3/4 inch long fillet welds at 12 inches on
center around the perimeter of the unit, and with not less than 2 welds per side.
b. Secure units to concrete deck using specified fasteners of minimum 1/2 inch diameter, of length
to embed 3 inches into substrate, spaced at 24 inches on center maximum and with not less than 2
bolts per side.
3. Coordinate installation with other construction including decking and roofing to provide weathertight
installation.
4. Install roof accessory tiles in accordance with the NRCA’s “Roofing and Waterproofing Manual”.
5. Separation: Provide permanent separation between dissimilar metals via bituminous coating.
6. Cap Flashing: Install cap flashing to provide weathertight seal and provide mastic sealant at overlapped
flashings. Seal overlap with thick bead of mastic sealant.
B. Steel Roof Walkways
1. Install the 20 foot long sections of metal walkways in place on top of the roofing system, with a 3/4 inch
wide joint between the end of each 20 foot long section and the next section to allow for expansion. Set
metal support stands in mastic, centered and bearing on rubber pads.
a. Install 1 rubber pad under each support stand. For built-up and modified bitumen roofs, set pads
in place after flood coating and application of roofing aggregate; sweep loose aggregate from
installation area and set pads in plastic cement or in hot bitumen used for the flood coat and step
in each pad into the cement or bitumen.
C. Wood Roof Walkways
1. Install wood roof walkway sections in place on top of the roofing system, with the bearing members set in
mastic, centered and bearing on the bearing pads.
a. At locations of wood support bases for roof walkways, install a length of specified walkway
bearing pad as a protective pad on built up roofing below each base member bearing on the
roofing. Provide pads minimum 12 inches longer than the bearing member and 18 inches wide
(36 inch width cut down the middle); install 1 strip of pad under each base member with the
width centered under the member and the length centered to extend out 6 inches beyond each end
of member. For built-up and modified bitumen roofs, set bearing pads in place after flood coating
and application of roofing aggregate; sweep loose aggregate from pad area and set pads in plastic
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General Motors Company
Global Facilities Group
cement or in hot bitumen used for the flood coat and step in each pad into the cement or bitumen.
2. Verify that roofing system is complete and that roof surfaces are smooth, flat, and ready to receive work
of this section.
3. Verify that roof surface temperature is at minimum 60 degF (15.5 degC), for proper adhesive
performance.
4. Clean surfaces of roof in areas to receive portable support bases.
a. Remove gravel from gravel surfaced roofs.
b. Remove dirt, dust, oils, and other foreign materials.
c. Prime roofing membrane with a primer compatible with existing components in the roofing
system.
5. Use care in handling portable support system components during installation, to avoid damage to roofing,
flashing, equipment, or related materials.
6. Install substructures at spacings indicated, but not greater than 5 ft (1.5 m) on center.
7. Accurately locate and align bases.
a. Set in adhesive if required by manufacturer’s installation instructions.
b. Where applicable, replace gravel around bases.
8. Set legs of substructures into bases.
9. Lay out and fasten planking to substructures.
10. Where handrails are required, install as follows:
D. Install intermediate rails without tightening.
E. Make minor adjustments as needed, such as spacing of substructures to accommodate intermediate handrails, and
install hold-downs.
F. Secure intermediate handrails and install top handrails.
1. When requested by the Architect, provide a factory-trained representative of the manufacturer to visit the
site while the work is in progress to assure that the installation conforms to the design requirements and
the manufacturer’s installation requirements.
3.2 Touch Up & Cleaning
A. Touch up damaged surfaces to match new adjacent surfaces. Clean all roof accessories and assemblies in
accordance with manufacturer's specifications.
B. Verify that all accessories are permanently secured to resist anticipated lateral thermal stresses.
END OF SECTION
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General Motors Company
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07900 - JOINT SEALANTS
07900.1 GENERAL
1.1 Summary
A. Section Includes:
1. Sealant Compound: Calk with sealant compound, exposed joints on exterior of the building as required to
provide a weathertight condition, and joints throughout that are subject to movement. The principal
locations are as follows:
a. Joints between metal frames, and framing of all kinds, and adjacent construction in exterior walls,
interior and exterior sides.
b. Control joints in interior and exterior masonry walls, both sides.
c. Locations where “Sealant” is noted.
d. Interior joints between adjacent precast concrete units, and interior and exterior joints between
precast concrete units and adjacent construction.
e. Interior and exterior joints between the following work and adjacent construction:
1) Preformed metal siding.
2) Roof sheet metal and flashing, except at interface with built up bituminous roofing.
3) Curtain walls.
2. Calking Compound: Calk with calking compound, joints on interior of building that are not subject to
movement that require filling for appearance or sanitary reasons. The principal locations are as follows:
a. Joints between metal frames of all kinds and adjacent construction, in interior walls and
partitions.
b. All locations where “calk” is noted, except if the locations are specified to receive sealant
compound.
B. Related Work Specified in Other Sections:
1. Gasketing and calking of joints in:
a. Concrete pavement Division 2.
b. Concrete floor slabs Division 3.
c. Ceramic tile flooring Division 9.
2. Gasketing as necessary and calking of joints between adjacent units of the following work is specified in
the following Sections; joints between the following work and adjacent construction are to be calked as
specified in this Section.
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a. Raking of mortar joints to receive calking work Division 4.
b. Gasketing in masonry control joints Division 4.
c. Precast Concrete Panels Division 7.
d. Preformed Metal Siding Division 7.
e. Flashing and Sheet Metal – Division 7.
f. Firestopping sealant and related materials – Division 7.
g. Aluminum Entrances and Storefronts Division 8.
h. Glazed Aluminum Curtain Walls Division 8.
i. Glazing Work Division 8.
1.2 Performance Requirements
A. Elastomeric joint sealants: Sealants that provide and maintain watertight and airtight joints and seals without the
deterioration and staining of adjacent materials
B. Interior joint sealants and calks: Sealants and calks that provide and maintain watertight and airtight joints and
seals without the deterioration and staining of adjacent materials
1.3 Submittals
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g.,
Item [L]). Refer to Division 1 General Requirements for definition of codes for types of submittals and the
administrative requirements governing submittal procedure. General submittal requirements pertaining to this
Section are specified under this Article.
B. Sealant and Calking Compound Data [P]: Submit product data describing composition, together with color chart.
C. Sealant Guarantee: Calking work using sealant compound to remain in a serviceable, watertight, elastic, adhesive
condition for a period of 5 years from date of final acceptance of the Project. Agree in such written guarantee to
make good, at no cost to the Owner, imperfections which may develop in this work during the guarantee period as
well as to repair damage to other work caused by such imperfections or the repair of same. Submit guarantees to
Owner.
1.4 Quality Assurance
A. Installer Qualifications: The Work of this Section shall be carried out by an approved installer having specialized
in this Work as its primary business for at least 5 years, and having performed satisfactorily Work of this type,
size and scope. Employ craftsmen who are thoroughly skilled and completely familiar with the specified
requirements. Provide the services of a competent foreman or supervisor who shall be available at all times during
the progress of the work of this Section.
B. Single source: Obtain and provide sealants of each joint type from 1 manufacturer.
C. Field test sealant adhesion to substrates before installation as follows:
1. Locate test joints as directed by the Owner’s Representative.
2. Conduct the field tests at the determined locations for each application as follows:
a. Provide a test joint of each type of elastomeric sealant and substrate.
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b. Provide a test joint of each type of interior joint sealant and calk and substrate.
3. Coordinate dates and times of the installation of the test joints with the Owner’s Representative.
4. Coordinate dates and times of the installations of the test joints for field observation of the test joints by
the manufacturer’s technical representative.
5. Test joint sealant adhesion by the proposed ASTM hand-pull method as follows:
a. Install joint sealants in 4 foot long test joints providing materials, accessories and substrates
identical to the Work. Sealants must be cured before testing.
b. Make a knife cut horizontally from 1 side of the joint to the other. Also make 2 vertical cuts
(from the horizontal cut) approximately 3 inches long on each side of the joint.
c. Using fingers, firmly grasp the flap of the sealant at the cut and pull at 90 degrees from the
sealant plane. Pull flap until adhesive or cohesive failure is achieved a distance of 1 inch beyond
the 3 inch vertical cuts or a distance required by the manufacturer.
d. When the seal is interfacing dissimilar materials, a test shall be run separately on each side of the
joint by making a third vertical cut down the center of the sealant.
D. Report cohesive or adhesive failure and pull distances for testing of sealant and substrates. For adhesive failures,
retest until adequate adhesion is obtained.
E. Evaluation: Satisfactory sealants are those that do not fail in adhesion, and which also comply with other
requirements of the specification. Sealants that fail to adhere to substrates shall not be used.
1.5 Product Delivery, Storage and handling
A. Deliver packaged materials to the Project site in their original unopened containers, packages and bundles, bearing
labels that identify manufacturer’s name, brand name, and grade or type.
1.6 Project Conditions
A. Do not install compounds when ambient air temperature is less than 40 degF or when recesses are wet or damp;
provide temporary heated enclosures to comply with this requirement.
B. Protect adjacent exposed finished surfaces from damage prior to performing work, by masking or other acceptable
means. Remove protection when no longer required, and clean the adjacent exposed surfaces of compound
deposited upon them.
07900.2 PRODUCTS
2.1 Materials
A. SILICONE SEALANTS: DO NOT SPECIFY SILICONE SEALANTS, LUBRICANTS OR OTHER
SILICONE-CONTAINING MATERIALS IN GM PLANT FACILITIES WHERE BODY PAINTING
OPERATIONS TAKE PLACE.
a. Absolutely no silicone or silicone-containing materials or lubricants are to be used in any manner in the
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plant facilities. Even tiny trace amounts of silicone can prevent paint from adhering on automobiles.
b. Furnish from each supplier of sealants and accessories, written certification that all products supplied to
the Owner or used in construction are free from all traces of silicone. In the event any contaminated
components, materials, or construction aids are discovered, the responsible contractor will be required to
replace all construction possibly affected, at its expense.
c. Furnish to the Owner, upon written request, sample products being installed for laboratory analysis to
verify the products are free from silicone contamination.
B. Materials, General:
a. Provide joint sealants that are compatible with backing material, accessories, substrates and adjacent
sealants for the intended uses based on the testing, recommendations experience and written instructions
of the sealant manufacturer.
b. Colors for Exposed Joint Sealants: Provide joint sealant colors (from matching Architect-Engineer
samples) (as indicated by manufacturer’s numbers in this specification section or drawings) (as selected
by the Architect-Engineer from the manufacturer’s full range of colors).
C. Sealant Compound:
a. Two Part Polysulfide Sealant: ASTM C920, Type M, Grade NS, Class 25, Use T, NT, M, A, G, and O as
appropriate. Furnish in standard colors as selected.
a. Morton International "Thiokol 2P"
b. Pecora Corp. "Synthacalk GC-5"
c. Polymeric Systems, Inc. "Polysuffide PSI-350 Sealant"
d. Sonneborn, Division of ChemRex, Inc. a.< "Sonolastic Two Part"
b. One Part Polysulfide Sealant: ASTM C920, Type S, Grade NS, Class 25, Use NT, M, A, G and O as
appropriate. Furnish in standard colors as selected.
a. Morton International "Thiokol 1P"
b. Pecora Corp. "Synthacalk GC-9"
c. Polymeric Systems, Inc. "PSI-7000 Polysulfide Rubber"
d. W.R. Meadows Inc., "Deck-O-Seal One Step"
c. Multi Part Polyurethane Sealant: ASTM C920, Type M, Grade NS, Class 25, Use T, NT, M, G, A, and O
as appropriate. Furnish in standard colors as selected.
a. Mameco International "Vulkem 227"
b. Pecora Corp. "Dynatrol II Sealant"
c. Polymeric Systems, Inc. "270 Multi-Component Urethane"
d. Sonneborn, Division of ChemRex, Inc. "Sonolastic NP 2"
e. Tremco "Dymeric" or "Dymeric 511"
d. One Part Polyurethane Sealant: ASTM C920, Type S, Grade NS, Class 25, Use NT, M, , G, A, and O as
appropriate. Furnish in standard colors as selected.
a. Pecora Corp. "Dynatrol 1"
b. Polymeric Systems, Inc. "PSI-901/RC-1 One Part Urethane"
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c. Sonneborn, Division of ChemRex, Inc. "Sonolastic NP1"
5. One Part Silicone Sealant: ASTM C920, Type S, Grade NS, Class 25, Use NT, M, G, A, and O as appropriate.
Furnish in standard colors as selected.
e. Dow Corning Corp. "790 Building Sealant"
f.
General Electric Silicone Products Department "Silpruf Sealant"
g. Pecora Corp. "864 Silicone Sealant"
h. Sonneborn, Division of ChemRex, Inc. "Sonolastic Omniseal"
i.
Tremco "Spectrem 1"
6. One Part Mildew Resistant Silicone Sealant: Mildew resistant formulation; ASTM C920, Type S, Grade NS, Class
25, Use NT, M, A, and O. Furnish in standard colors as selected. Use to seal joints in damp areas such as around
ceramic tile, showers, tubs, sinks and other plumbing fixtures.
a. Dow Corning Corp. "786 Mildew Resistant Sealant"
b. General Electric Silicone Products Department "Sanitary 1700 Sealant"
c. Pecora Corp. "898 Silicone"
7. Chemical Resistant Sealant [P]:
a. Pecora Corp. "GC-2 Synthacalk"
D. Calking Compound:
a. Acrylic Latex Calk: Non sag, 1 part latex base calk, per ASTM C834 Furnish in standard colors as
selected.
a. .DAP Inc. "ALEX Acrylic Latex Calk"
b. Pecora Corp. "AC-20 Acrylic Latex Calk"
c. .Sonneborn "Sonolac"
d. Tremco "Acrylic Latex Calk Tremflex 834"
b. Acrylic Polymer Calk: ASTM C920, Type S, Grade NS, Class 12 1/2, Use NT, M, A, and O. Furnish in
standard colors as selected.
a. Tremco "Mono 555"
E. Primers:
a. Primers: Types recommended by the compound manufacturers to provide adhesion of the compounds to,
and to prevent staining of, adjacent surfaces for all conditions encountered on the Project.
F. Bond Preventive Materials:
a. Bond Preventive Materials: Types recommended by the sealant compound manufacturer to prevent
bonding of compound to back surface of recess, for all conditions encountered on the Project.
G. Back Up Material:
a. Back up Material: ASTM C1330 Type C of size and density to control sealant. Round, solid section,
skinned surfaced, soft foam gasket stock in diameters 1/16 inch to 1/8 inch larger than width of joints in
which it is installed. Back up material skin shall be of proper consistency so as not to bond to sealant or
calking compound.
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07900.3 EXECUTION
3.1 Preparation
A. Prepare joints to receive compound and verify suit ability. Failure of compound in the future, due to claimed
unsuitability of joint, will not be valid. Installation of compound is considered as evidence that joint is suitable to
receive compound.
B. Clean recesses which are to receive compound so as to be free of dirt, dust, loose material, oil, grease, form
release agents and other substances detrimental to the compound’s performance. Remove lacquer and other
protective coatings from metal surfaces without damaging the metal finish; use oil free solvents.
C. Apply masking tape to surfaces adjacent to recesses to prevent smearing, staining or damage by sealant contact or
by sealant cleaning methods to remove smears. After joint tooling, remove tape without disturbing or damaging
the sealant joint.
D. Depth of recess to receive compounds is not to exceed joint width up to a maximum of 1/2 inch. Where depth of
recess is in excess of specified depth, place back up material in recess, and force into place under compression, to
provide the specified recess depth. Where depth of recess is less than specified depth, cut the back surface of
recess to the specified recess depth.
E. Recesses are to be dry when compounds are installed. Prime recesses in accordance with the compound
manufacturer’s written instructions, to develop proper mechanical adhesion of compound to recess surfaces. Keep
primers to recessed areas of joint sealant bond. Prevent spillage and primers from damaging or staining adjacent
surfaces.
1. Where depth of recess for sealants is at proper depth, apply bond preventive material to back surface of
recess.
3.2 Installation
A. Install materials per manufacturer’s directions. Use materials as received from the manufacturers, without
additives or adulterations. Use 1 manufacturer’s product for each kind of product specified.
1. Mix 2 component compound per manufacturer’s directions, until the compound is thoroughly and
uniformly blended and install compound prior to start of hardening or curing cycle.
B. Install compound immediately after adjoining work is in condition to receive such work. Fill all joints completely,
regardless of variation of joint widths, and to full depth as prepared, at no extra cost to the Owner. Install
compounds under pressure, without smearing adjacent surfaces.
1. Sealant compounds must have full and uniform contact with, and adhesion to, side surfaces of recess.
2. Calking compounds must have full and uniform contact with, and adhesion to, all surfaces of recess.
C. Finish face of compound in recesses smooth and even. At recesses in angular surfaces, finish the compound with a
flat face, flush with face of material at each side. At recesses in flush surfaces, finish the compound with a
concave face, flush with face of material at each side. Compound may be tooled, provided that such tooling does
not damage the seal nor tear the compound. Surface of compounds shall be free from dirt, stain or other
defacements and shall be smooth and uniform in color.
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3.3 Adjustment and Cleaning
A. Remove compounds not complying with these requirements, re prepare the recesses and install new compounds to
provide finish work complying with the requirements specified, at no extra cost to the Owner.
B. Clean surfaces adjacent to the calked joints, remove compound smears or other soiling resulting from application
of compounds. At metal surfaces, remove masking tape and other residue. Exercise care in cleaning and removal
operations so as not to mar or damage finishes on materials adjacent to joints. Repair or replace marred or
damaged materials, at no cost to the Owner.
END OF SECTION
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General Motors Company
Global Facilities Group
DIVISION 08
DOORS AND WINDOWS
08110 - STEEL DOORS AND FRAMES
08110.1 GENERAL
1.1 Summary
A. Section includes hollow metal steel doors, door frames and window/glazing frames as specified, shown, or scheduled,
with components and accessories as required for a complete installation.
B. Related Work Specified in Other Sections
1. Glazing – Division 8.
2. Hollow Metal Steel Doors in Demountable Partitions - Division 10.
3. Painting - Division 9.
4. Door Hardware – Division 8.
5. Electric Power to Door Hardware - Division 16.
6. Building in of anchors and grouting of frames in masonry construction- Division 4.
C. Products Furnished But Not Installed Under This Section
1. Door and glazing frames in new masonry and stud-framed walls.
D. Products Installed But Not Furnished Under This Section
1. Door Hardware – Division 8.
1.2 Perfornance Requirements
A. Steel Door and Frame Standard: Comply with ANSI A 250.8, unless more stringent requirements are indicated. All
steel doors and frames shall meet the tolerances established by the Steel Door Institute (SDI #117-3 dated 3/95).
B. Fire-Rated Door Assemblies: Assemblies complying with NFPA 80 that are listed and labeled by a testing and
inspecting agency acceptable to authorities having jurisdiction, for fire-protection ratings indicated, based on testing
according to NFPA 252.
1. Test Pressure: Test at atmospheric pressure.
2. Oversize Fire-Rated Door Assemblies: For units exceeding sizes of tested assemblies, provide certification by a
testing agency acceptable to authorities having jurisdiction that doors comply with standard construction
requirements for tested and labeled fire-rated door assemblies except for size.
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3. Temperature-Rise Rating: Where indicated, provide doors that have a temperature-rise rating of 450 degF (250
deg) maximum in 30 minutes of fire exposure.
C. Fire-Rated Window Assemblies: Assemblies complying with NFPA 80 that are listed and labeled by a testing and
inspecting agency acceptable to authorities having jurisdiction, for fire ratings indicated, based on testing according to
NFPA 257.
1.3 Submittals
A. Furnish submittals for items that are identified in this Section by a different typeface and a bracketed code (e.g., Item
[L]). Refer to Division 1, General Requirements for definition of codes for types of submittals and the administrative
requirements governing submittal procedure. Additional submittal requirements pertaining to this Section are specified
herein under this Article.
B. Door Locations and Identification: Submit shop drawings, and list the location in building and identification mark for
each hollow steel door and frame. Indicate door hardware requirements. Submit manufacturer’s printed instructions
covering installation of the specified work.
C. Shop Drawings: Indicate the following:
1. Elevations of each door design.
2. Details of doors including vertical and horizontal edge details.
3. Frame details for each frame type including dimensioned profiles.
4. Details and locations of reinforcement and preparations for hardware.
5. Details of each different wall opening condition.
6. Details of anchorages, accessories, joints, and connections.
7. Coordination of glazing frames and stops with glass and glazing requirements.
D. Samples for Initial Selection: Manufacturer’s color charts showing the full range of colors available for
factory-finished doors and frames.
E. Samples for Verification: For each type of exposed finish required, prepare a sample not less than 3 by 5 inches (75 by
125 mm) and of same thickness and material indicated for final unit of Work.
F. Door Schedule: Use same reference designations indicated on Drawings in preparing schedule for doors and frames.
G. Oversize Construction Certificates: For door assemblies required to be fire-protection rated and exceeding size
limitations of labeled assemblies.
1.4 Delivery, Storage & Handling
A. Wrap, carton, and crate as required to provide physical and climatic protection during loading, shipping and job site
storage and handling.
B. Deliver packaged materials to the project site in the manufacturer’s original, unopened containers which bear intact,
legible and visible labels that identify the manufacturer’s name and brand name, the contents, grade and type.
C. Upon delivery, immediately inspect shipments to assure their compliance with the requirements of the Contract
Documents and approved submittals, and that products are complete, undamaged and adequately protected.
Immediately report damaged, missing, or defective items. Remove broken, damaged or unlabeled items from the site
immediately.
D. Store doors and frames at building site under cover. Place units on minimum 4 inch high wood blocking. Avoid use of
non-vented plastic or canvas shelters which could create humidity chamber. If cardboard wrapper on door becomes
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wet, remove carton immediately. Provide 1/4 inch spaces between stacked doors to promote air circulation.
E. Store products in accordance with manufacturer’s instructions with seals and labels intact, legible, and visible. Store
products in a manner to prevent damage, soiling, theft, deterioration and contamination. Marred surfaces, cracked,
checked split or warped materials will be rejected. Store materials subject to damage by climatic conditions in weather
tight enclosures. Maintain temperature and humidity within the ranges required or recommended by the manufacturer.
F. Repair or clean items that have been damaged or soiled that can be restored to an “as new” condition at no cost to the
Owner. The Owner’s Representative shall be the judge of the effectiveness of remedial measures. Additional time or
expenses required to secure replacements and to make repairs will not be considered by the Owner’s Representative to
justify an extension in the Contract time of completion or an increase in the Contract amount.
08110.2 PRODUCTS
2.1 Materials
A. Steel Sheet
1. Custom Doors: Hot-rolled sheets per ASTM A-569, commercial steel (CS), Type B; or cold-rolled steel per
ASTM A-568. Thickness indicated is minimum thickness according to HMMA 803, steel tables.
2. Stock Commercial Doors: Hot rolled sheets per ASTM A-569, commercial steel (CS), Type B; or cold-rolled steel
per ASTM A-568.
3. Frames and Unexposed Surfaces: Prime quality, cold-rolled, commercial stock.
4. Galvanized Members: Zinc-coated steel sheet per ASTM A 653; galvanized G60, chemically treated and with
minimized spangle; or galvannealed A60, dull gray. Use at all exterior door and frame locations, and at other door
and frame locations so specifically noted.
B. Prime Finish System
1. Prime Paint: Rust-inhibitive type, oven-bake or air dry curing type complying with ANSI 250.10.
2. Filler: Mineral type compatible with the prime paint used and the oven-bake or air dry curing process.
C. Accessories
1. Insulation for Fire-Rated Doors: Combination thermal and sound insulating type of appropriate material standard
with the door manufacturer and approved by UL.
2. Insulation for Non-Fire-Rated Doors: Mineral rock wool, mineral fiber, or polyurethane or polystyrene core at all
exterior locations, and honeycomb or polystyrene core at interior locations.
3. Insulation for Non-Fire Rated Doors: Polyurethane or polystyrene foam core at all exterior locations, and
honeycomb or polyurethane foam core at interior locations.
4. Button Silencers: Solid, molded rubber.
5. Frame Anchors: Galvanized steel, minimum 18 gage, of the following types:
a. Provide at masonry walls, T-type, flat or corrugated anchors with head to fit snug in frame profile and stem 3
inches x 10 inches. Wire anchors are acceptable.
b. At wood or metal stud partitions, use insert type anchor with notched stem designed for sheet metal screw
attachment to wood or closed metal stud or for wire-tying to open metal stud.
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c. At fire-rated openings, anchors shall conform to the requirements of UL.
6. Rough-Buck Sub-Frame: 12 gage, galvanized steel.
2.2 Fabrication & Manufacturers
A. Custom Hollow Steel Fabricator
1. Amweld Building Products, Inc.
2. Ceco Door Products Div., A United Dominion Co.
3. Curries Co.
4. Pioneer Industries Inc.
5. Steelcraft, an Ingersoll-Rand Co.
B. Stock Commercial Hollow Steel Fabricator
1. Amweld Building Products, Inc.
2. Ceco Door Products Div., A United Dominion Co.
3. Curries Co.
4. The Kewanee Corp.
5. Pioneer Industries Inc.
6. Mesker Door Inc.
7. Steelcraft, an Ingersoll-Rand Co.
C. Quality Of Work
1. Cut and form joints to hairline measurements. Make all exposed joints smooth and invisible. Grind all exposed
welds smooth and flush. Form all arises sharp and true. Miter all face joints.
2. Fire rated steel door assemblies shall bear the listing identification label of the Underwriters Laboratories, Inc. or
another nationally recognized testing laboratory qualified to perform tests of fire door assemblies in accordance
with NFPA 252. Doors exceeding the sizes for which listing label service is offered shall be inspected in
accordance with NFPA 80. Listing identification labels shall be constructed and permanently applied by a method
which results in their destruction should they be removed. Where UL requirements are more stringent than the
requirements specified in this Section, the UL requirements shall govern.
a. “Fire rated” doors at stair enclosures shall have a maximum temperature rise, on the unexposed face, of 450
degF for 30 minutes of fire exposure.
3. For oversize fire-rated door assemblies exceeding sizes of tested assemblies, provide manufacturers certification
that doors conform to all standard construction requirements of tested and labeled fire rated door assemblies
except for size.
D. Doors
1. Custom Doors [D,P]: 1 3/4 inch thick unless other thickness is shown or scheduled, using 18 gage face sheets for
interior locations, 16 gage galvanized face sheets for exterior locations. Secure seamless sheets to perimeter
channel framing and reinforce with formed steel internal stiffeners spaced not more than 6 inches o.c., and welded
into a rigid unit. Turn face sheets over channel framing at jambs, butt together and continuously weld joint. Close
top and bottom edges in a similar manner or by inserting channel shaped filler pieces. Form surfaces flat, true and
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rigid, without visible seams on faces or jambs. Edges of doors shall be closed and flush with surfaces. Fill all
voids with appropriate insulation as standard with the manufacturer. Exterior doors to have flush-top enclosure to
prevent moisture penetration.
2. Stock Commercial Doors [D,P]: Flush seamless, 1 3/4 inch thick; use ANSI A250.8, Level 3 with 16 gage
galvanized face sheets, Physical Performance level A, model 2-Seamless, with Polyurethane or Polystyrene Core
at exterior locations; and use ANSI A250.8, Level 2 with 18 gage face sheets, Physical Performance Level B,
Model 2-Seamless, with Honeycomb or Polyurethane Core at interior locations. Provide closed flush tops on
exterior doors to prevent moisture penetration.
3. Fabricate doors with rabbeted openings for glazing.
5. Built in Louver Units [P]: Furnish of thickness to match doors. Fabricate louver units with inverted “V” shaped
blades set in a narrow line subframe. Louver units shall have a 35% minimum free air area. Door louver units shall
be mounted flush into the door without overlapping molding on the door face sheet.
a. Furnish UL approved fusible link louvers in fire rated doors.
6. Door Integral Astragal [P]: Furnish with all pairs of doors labeled or nonlabeled, unless otherwise noted.
7. Double Door Wireway [P]: Provide in double doors in which an electric strike is mounted in the inactive leaf.
8. Thermal Insulated Doors: Provide at all exterior locations. Interior of thermal insulated doors shall be completely
filled with rigid foamed in place polyurethane or procured polystyrene foamed board, permanently bonded to each
face panel. The U value through the door shall not exceed 0.24. The door assembly, consisting of door frame, and
perimeter seals, shall have an air infiltration rate not greater than 0.20 cubic feet per minute per foot of crack
length when tested in accordance with ASTM E 283.
9. Sound Rated Doors [P,D,T]: Sound rated doors shall be provided at locations shown or scheduled on the
Drawings. Door assemblies shall consist of door, frame, and adjustable perimeter seals. The assembly shall have a
minimum Sound Transmission Class (STC) rating of 38 unless shown otherwise on the Drawings when tested in
accordance with ASTM E 90 and classified in accordance with ASTM E 413. Provide thresholds at door bottom
and sound seals at door jambs, door bottom and door meeting stiles to attain the specified STC rating shown.
10. Hollow Steel Transom Panels: Where shown, shall be fabricated of the same material and interior construction as
that specified for the Steel Doors.
11. Furnish closed flush tops at all exterior doors to prevent moisture penetration.
E. Door And Window Frames
1. Door and Window Frames [P,D]: Of the type that conceal anchors in place, with the following exceptions or as
indicated.
a. At concrete or existing masonry walls, use either “existing wall anchor assembly” or rough buck sub frame.
b. At structural channel or plate rough openings, weld the frames to the rough opening steel.
2. Frame Door Stop: Form integral with frame.
3. Shop fabricate frames from a single width of 14 gage galvanized steel sheet at exterior openings and 16 gage
prime painted steel sheet at interior openings unless noted otherwise on Drawings. All frames shall be
continuously welded and ground smooth, with mitered corners and two temporary spreader bars. Use spreader
bars for shipping only, remove prior to setting frames in wall. Installer responsible for setting frames in wall shall
use wood spreader bars for the purpose of plumbing and truing all frames. Frames shall be made to a true
rectangular shape, and the vertical plane formed by the door stops and the face of the frame shall be in parallel
planes, with all parts out of wind.
4. After welding and grinding mitered corners on galvanized frames, re galvanize inside and outside of the welded
Gregory Eastman
Page 400
08110 - STEEL DOORS AND FRAMES
GM One Spec
General Motors Company
Project No. 1201344 (SPEC-01804)
Global Facilities Group
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corners with Z.R.C. or Brite Zinc co