1
2
GENERAL NOTES
G
BUILDING AND DESIGN CODES:
1.
GOVERNING CODE: 2015 INTERNATIONAL BUILDING CODE & 2016 NEW YORK STATE UNIFORM CODE SUPPLEMENT.
K.
ASCE 7 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, THE LATEST EDITION
ADOPTED BY THE GOVERNING CODE.
3.
AISC MANUAL OF STEEL CONSTRUCTION, LOAD AND RESISTANCE FACTOR DESIGN AND CODE OF
STANDARD PRACTICE, THE LATEST EDITION ADOPTED BY THE GOVERNING CODE.
4.
ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE, THE LATEST EDITION
ADOPTED BY GOVERNING CODE.
5.
ACI 530 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, THE LATEST EDITION ADOPTED
BY GOVERNING CODES.
6.
CRSI MANUAL OF STANDARD PRACTICE, THE LATEST EDITION ADOPTED BY THE GOVERNING CODE.
7.
SDI CODE OF RECOMMENDED STANDARD PRACTICE FOR COMPOSITE DECK, FORM DECKS, AND ROOF
CONSTRUCTION, THE LATEST EDITION ADOPTED BY GOVERNING CODES.
B.
DESIGN LOADS:
RISK/OCCUPANCY CATEGORY:
2.
DEAD LOADS:
THE BOTTOM OF ALL PERIMETER FOUNDATIONS MUST BE PLACED AT LEAST 4'-0" BELOW FINAL
GRADE (FROST DEPTH).
O.
P.
III
ROOF DEAD LOADS:
ROOFING:
PROTECTION BOARD:
METAL DECK:
MECH/ELEC/PLUMB:
INSULATION
SUSPENDED CEILING:
SOLAR PANELS:
TOTAL
3.
S.
2 PSF
3 PSF
3 PSF
5 PSF
3 PSF
2 PSF
10 PSF
28 PSF
5.
ROOF LIVE LOAD:
20 PSF
SEISMIC LOADS:
SEISMIC IMPORTANCE FACTOR - Ie:
MAPPED SPECTRAL RESPONSE ACCELERATIONS:
SITE CLASS:
SPECTRAL RESPONSE COEFFICIENTS:
SEISMIC DESIGN CATEGORY:
BASIC SEISMIC-FORCE-RESISTING SYSTEM:
ANALYSIS PROCEDURE USED:
SEISMIC RESPONSE COEFFICIENT:
RESPONSE MODIFICATION FACTOR:
DESIGN BASE SHEAR:
T.
U.
50 PSF
38 PSF
1.0
1.1
1.0
V.
W.
120 MPH
C
+/- 0.18
REFER TO SCHEDULES ON S-005.
1.25
Ss = 0.212, S1 = 0.061
D
Sds = 0.226, Sd1 = 0.098
B
STEEL SYSTEMS NOT SPECIFICALLY DETAILED
FOR SEISMIC RESISTANCE &
ORDINARY MASONRY SHEAR WALLS.
EQUIVALENT LATERAL FORCE METHOD
Cs = 0.141
R=2
120 kips
FLOOD HAZARD INFORMATION:
THIS BUILDING IS NOT DESIGNED FOR FLOOD LOADS.
C.
GENERAL REQUIREMENTS:
1.
SPECIFICATIONS ARE PART OF THE CONSTRUCTION DOCUMENTS AND MUST BE USED IN
CONJUNCTION WITH THE DRAWINGS.
PROVIDE WELDED WIRE FABRIC IN ACCORDANCE WITH ASTM A185. LAP WELDED WIRE FABRIC TWO FULL MESH PANELS
AND TIE SECURELY. PLACE WELDED WIRE FABRIC IN THE UPPER ONE-THIRD OF SLAB THICKNESS. WELDED WIRE FABRIC
SHOULD BE DISCONTINUED AT ANY JOINTS. CONTRACTOR MUST ATTEND CLOSELY TO ESTABLISHING AND MAINTAINING
ADEQUATE SUPPORT OF THE WELDED WIRE FABRIC REINFORCEMENT DURING THE CONCRETE PLACING OPERATIONS.
WELDED WIRE FABRIC REINFORCEMENT SHALL NOT BE LAID ON THE GROUND AND "PULLED UP" AFTER THE CONCRETE
HAS BEEN PLACED, NOR SHOULD THE MATS BE "WALKED ON" AFTER PLACING THE CONCRETE. PROPER SUPPORT BAR
SPACING MUST BE PROVIDED FOR THE WELDED WIRE FABRIC REINFORCEMENT.
E.
COORDINATE PLACEMENT OF CAST-IN-PLACE EMBEDS AND ANCHOR RODS. SET ANCHOR RODS WITH A TEMPLATE.
SECURELY ATTACH EMBED ITEMS TO FORMWORK OR REINFORCING.
F.
PROVIDE CLASS "B" REINFORCEMENT SPLICES FOR CONTINUOUS REINFORCEMENT. PROVIDE STANDARD 90-DEGREE
HOOKS IN ACCORDANCE WITH ACI 318, UNLESS OTHERWISE NOTED. STAGGER SPLICES UNLESS SPECIFICALLY NOTED.
VERIFY THE LOCATION OF CHASES, INSERTS, OPENINGS, SLEEVES, FINISHES, DEPRESSIONS,
PADS, AND WALL OPENINGS.
4.
DO NOT SCALE DRAWINGS FOR THE PURPOSE OF ESTABLISHING DIMENSIONS.
5.
DETAILS LABELED "TYPICAL DETAILS" ON DRAWINGS APPLY TO SITUATIONS OCCURRING ON THE
PROJECT THAT ARE THE SAME OR SIMILAR TO THOSE SPECIFICALLY DETAILED. SUCH DETAILS
APPLY WHETHER OR NOT DETAILS ARE REFERENCED AT EACH LOCATION. NOTIFY ENGINEER OF
CONFLICTS REGARDING APPLICABILITY OF "TYPICAL DETAILS".
DO NOT LOAD THE SLAB ON GRADE OR SUPPORTED SLAB WITH ERECTION CRANES OR
ERECTION EQUIPMENT. THE SLABS HAVE NOT BEEN DESIGNED FOR CRANE LOADS AND WILL
REQUIRE AN INCREASE IN THICKNESS AND/OR REINFORCEMENT. OBTAIN A/E APPROVAL ON
PROPOSED CRANE SUPPORT PLAN FOR SLABS PRIOR TO COMMENCING WORK.
7.
DO NOT STORE OR STACK CONSTRUCTION MATERIALS ON POURED OR ERECTED
FLOORS/ROOFS. GENERAL CONTRACTOR WILL ENSURE THAT ALL SUB-CONTRACTORS ARE
INFORMED OF RESTRICTIONS. AVOID IMPACT WHEN PLACING MATERIALS ON POURED OR
ERECTED FLOORS OR ROOF.
C
8.
THE CONTRACT STRUCTURAL DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THE
CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION. PROVIDE
ALL MEASURES REQUIRED TO PROTECT THE STRUCTURE (NEW AND EXISTING), WORKMEN, AND OTHER PERSONS
DURING CONSTRUCTION; INCLUDING BRACING, SHORING FOR CONSTRUCTION EQUIPMENT,
SHORING FOR THE BUILDING (NEW AND EXISTING), FORMS AND SCAFFOLDING, SHORING OF RETAINING WALLS AND
OTHER TEMPORARY SUPPORTS AS REQUIRED.
9.
10**
B
8**
X.
Y.
WHERE REQUIRED, PROVIDE DOWELS TO MATCH SIZE AND SPACING OF MAIN REINFORCING.
K.
PROVIDE CONTINUOUS HORIZONTAL WALL AND GRADE BEAM REINFORCEMENT WITH 90-DEGREE BENDS AND
EXTENSIONS AT CORNERS AND INTERSECTIONS AS SHOWN ON TYPICAL BAR PLACING DETAILS.
L.
PROVIDE BAR SUPPORT ACCESSORIES IN ACCORDANCE WITH THE LATEST ACI MANUAL OF STANDARD PRACTICE FOR
DETAILING REINFORCED CONCRETE STRUCTURES. SUPPORT BEAM REINFORCING ON BEAM BOLSTERS SPACED NOT
MORE THAN 4 FEET ON CENTER.
C.
D.
PERCENT PASSING BY DRY WEIGHT
100
30 TO 65
5 TO 40
0 TO 10
SUPPORT OF EXCAVATION AND PROTECTION OF EXISTING
FOUNDATION NOTES
F.
PROVIDE CONSTRUCTION JOINTS IN WALLS, ELEVATED SLABS, AND ELEVATED BEAMS SPACED
LESS THAN 60 FEET APART IN ANY DIRECTION.
G.
CHAMFER EXPOSED EDGES 3/4 INCH UNLESS OTHERWISE NOTED.
H.
WIRE BRUSH AND CLEAN CONSTRUCTION JOINTS PRIOR TO POURING NEW CONCRETE.
I.
REFERENCE THE APPROPRIATE DISCIPLINE'S DRAWINGS FOR SUB SLAB PIPING, FLOOR DRAINS,
AND SLAB AND WALL PENETRATIONS.
5/10/2018 9:58:06 AM
A
MAINTAIN SUBGRADE AND FILL MOISTURE CONTENT UNTIL FOUNDATIONS ARE PLACED.
F.
ARRANGE FOR OWNER'S INDEPENDENT TESTING AGENCY TO MONITOR CUT AND FILL
OPERATIONS, AND PERFORM FIELD DENSITY AND MOISTURE CONTENT TESTS TO VERIFY
COMPACTION AND APPROVE FOOTING SUBGRADE PRIOR TO PLACING CONCRETE.
G.
DO NOT PLACE FOUNDATION ELEMENTS OR SLABS AGAINST SUBGRADE CONTAINING
FREE WATER, FROST, SNOW OR ICE.
H.
MAINTAIN PROPER SITE DRAINAGE DURING CONSTRUCTION TO ENSURE SURFACE RUNOFF AWAY
FROM STRUCTURES AND TO PREVENT PONDING OF SURFACE RUNOFF NEAR THE STRUCTURES.
I.
KEEP OPEN EXCAVATIONS AROUND BUILDING DRY. BACKFILL AGAINST FOUNDATIONS AND
GRADE BEAMS AS SOON AS PRACTICAL. PUMP WATER OUT OF OPEN EXCAVATIONS IF
FLOODING OCCURS PRIOR TO BACKFILLING.
J.
DO NOT BACKFILL AGAINST WALLS, WHEREVER FEASIBLE, UNTIL BASEMENT AND
GROUND FLOOR SLABS HAVE ATTAINED 75 PERCENT OF THE SPECIFIED 28-DAY
COMPRESSIVE STRENGTH. IF THE WALLS ARE BACKFILLED PRIOR TO COMPLETION OF
GROUND AND BASEMENT FLOORS BEFORE THE SPECIFIED PERCENT STRENGTH CAN BE
ATTAINED, BRACE THE WALLS FOR THE SPECIFIED DESIGN PRESSURE. OBTAIN THE
APPROVAL OF THE ENGINEER FOR THE ADEQUACY OF SUCH BRACE.
7.
CONNECTION MATERIALS:
HIGH STRENGTH BOLTS (SLIP CRITICAL JOINTS FOR ALL BRACES, MEMBERS SUBJECT TO AXIAL LOAD, AND
WHERE SPECIFIED) - ASTM A 325
9.
HARDENED STEEL WASHERS - ASTM F 436
10.
HEAVY HEX NUTS - ASTM A 563
MAXIMUM WATER/
CEMENTITIOUS RATIO
DRY UNIT
WEIGHT
1.
PROVIDE MINIMUM SIZE OF FILLET WELDS AS SPECIFIED IN TABLE J2.4 OF THE AISC MANUAL.
2.
PROVIDE MINIMUM EFFECTIVE THROAT THICKNESS OF PARTIAL PENETRATION GROOVE WELDS AS SPECIFIED IN
TABLE J2.3 OF THE AISC MANUAL.
3.
DEVELOP THE FULL TENSILE STRENGTH OF THE MEMBER ELEMENT JOINED ON ALL SHOP AND FIELD WELDS
UNLESS OTHERWISE NOTED ON THE DRAWINGS.
C.
PROVIDE MINIMUM OF TWO BOLTS PER CONNECTION. MINIMUM BOLT DIAMETER TO BE 3/4 INCH.
D.
PROVIDE BOLTS, NUTS AND WASHERS THAT ARE HOT DIP GALVANIZED ACCORDING TO ASTM A 153, CLASS C WHEN USED
TO CONNECT ELEMENTS THAT ARE HOT DIP GALVANIZED AFTER FABRICATION.
E.
PROVIDE SIMPLE SHEAR CONNECTIONS FOR STEEL CONNECTIONS NOT OTHERWISE SPECIFIED UTILIZING HIGH
STRENGTH BEARING BOLTS IN SINGLE OR DOUBLE SHEAR. PROVIDE DOUBLE ANGLE OR SINGLE PLATE SHEAR TAB
BOLTED CONNECTIONS.
1.
a.
ADD TO REACTIONS LISTED ABOVE LOADS OR REACTIONS OF MEMBERS SUPPORTED BY BEAM WITHIN 3 FEET OF
BEAM END AND VERTICAL COMPONENTS OF FORCES IN BRACE MEMBERS FRAMING INTO BEAM.
AGGREGATE
CLASS DESIGNATION
(ASTM C33)
DESIGN AIR
CONTENT
MAXIMUM DESIGN SLUMP
FABRICATE AND ASSEMBLE STRUCTURAL MEMBERS/ASSEMBLIES IN SHOP TO GREATEST EXTENT POSSIBLE.
2.
CAMBER OF STRUCTURAL STEEL MEMBERS IS INDICATED ON THE DRAWINGS. WHERE POSSIBLE, CAMBER OF
BEAMS TO BE APPLIED BY COLD BEND PROCESS. CAMBER INDICATED ON DRAWINGS ARE INTENDED TO BE FINAL
CAMBER AT TIME OF ERECTION, AND WITHIN A TOLERANCE OF MINUS ZERO TO PLUS 1/8 INCH FOR EACH TEN FEET
OF MEMBER LENGTH.
3.
SPLICING OF STRUCTURAL STEEL MEMBERS IS PROHIBITED WITHOUT PRIOR APPROVAL BY THE A/E.
4.
CONTRACTOR WILL BE RESPONSIBLE FOR ALL ERRORS OF DETAILING ON THE SHOP DRAWINGS, ERRORS IN
FABRICATION AND THE CORRECT FITTING OF STRUCTURAL STEEL MEMBERS.
G.
SEE ARCHITECTURAL DRAWINGS FOR FIRE RATING REQUIREMENTS.
H.
NO COLUMN OR BEAM SPLICES, UNLESS CLEARLY INDICATED ON STRUCTURAL DRAWINGS ARE ALLOWED
WITHOUT WRITTEN APPROVAL OF STRUCTURAL ENGINEER.
I.
WELDING OF GALVANIZED STEEL MUST BE IN CONFORMANCE WITH AWS APPROVED PROCEDURES FOR WELDING
GALVANIZED STEEL, INCLUDING REMOVAL OF GALVANIZED COATING ON SURFACES TO BE WELDED OR FIELD
CERTIFICATION OF PROCEDURES TO WELD THROUGH GALVANIC COATING.
J.
REPAIR SURFACES WHERE GALVANIC COATING HAS BEEN DAMAGED WITH COLD GALVANIZING REPAIR PAINT PER
ASTM A780 OR WITH A ZINC-RICH PAINT.
K.
CONFORM TO THE AISC CODE OF STANDARD PRACTICE, FOR ERECTION TOLERANCES. FIELD MODIFICATION TO
STRUCTURAL STEEL IS PROHIBITED WITHOUT PRIOR APPROVAL BY THE A/E.
L.
CLEAN STEEL OF RUST, LOOSE MILL SCALE AND OTHER FOREIGN MATERIALS WHERE REQUIRED FOR FABRICATION,
FITTING UP, OR WELDING.
M.
DO NOT CUT STRUCTURAL STEEL MEMBERS FOR THE WORK OF OTHER TRADES WITHOUT PRIOR REVIEW AND APPROVAL
OF THE A/E.
N.
AFTER FABRICATION, HOT DIP GALVANIZE STRUCTURAL STEEL AND THEIR CONNECTIONS PERMANENTLY EXPOSED TO
THE OUTSIDE. SUCH ITEMS INCLUDE BUT ARE NOT LIMITED TO:
O.
EXAMINE THE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR OTHER ITEMS THAT REQUIRE HOT DIPPED
GALVANIZATION.
P.
PROVIDE NON-SHRINK/NON-METALLIC GROUT FOR BASE PLATES WITH MINIMUM 28 DAY COMPRESSIVE STRENGTH OF
8000 PSI. COMPLETE GROUT WORK BEFORE ROOF CONCRETE POURING OF A SINGLE STORY BUILDING OR SECOND
FLOOR CONCRETE POURING OF A MULTIPLE STORY BUILDING.
Q.
SUBMIT CALCULATIONS FOR CONNECTION DESIGNS NOT DETAILED ON DRAWINGS. DESIGN CONNECTIONS UNDER
SUPERVISION OF REGISTERED STRUCTURAL ENGINEER WHO IS REGISTERED IN THE STATE OF NEW YORK AND
EMPLOYED BY THE STEEL FABRICATOR. DESIGN CALCULATIONS TO BE SEALED BY FABRICATOR'S REGISTERED
STRUCTURAL ENGINEER. SHOP DRAWINGS SUBMITTED WITHOUT COMPLETE DESIGN CALCULATIONS WILL NOT BE
REVIEWED. WHERE PREDESIGNED CONNECTIONS ARE TAKEN DIRECTLY FROM TABLES IN AISC MANUAL, CALCULATIONS
NEED NOT BE SUBMITTED PROVIDED JOB DESIGN CONDITIONS PRECISELY MATCH THOSE ASSUMED IN THE AISC MANUAL.
R.
FURNISH STEEL SHOP DRAWINGS FOR ARCHITECT'S AND STRUCTURAL ENGINEER'S REVIEW PRIOR TO FABRICATION.
INCLUDE WELDING PROCEDURES, TESTING PROGRAMS FOR WELDING AND HIGH STRENGTH BOLTING, COATING
MATERIAL, AND ERECTION SEQUENCE ON SHOP DRAWINGS.
S.
MILL STEEL COLUMN ENDS TO FIT FLUSH WITH BASE PLATE, CAP PLATE, AND END PLATES. FIELD ASSEMBLY OF THESE
STEEL ELEMENTS TO THE COLUMNS IS PROHIBITED.
T.
HEADED STUDS (SHEAR AND ANCHOR) AND DEFORMED ANCHORS.
1.
PROVIDE HEADED STUDS (SHEAR AND ANCHOR) MADE OF MATERIAL CONFORMING TO ASTM A108.
2.
PROVIDE DEFORMED ANCHORS MADE OF MATERIAL CONFORMING TO ASTM A496
3.
WELD STUDS ACCORDING TO MANUFACTURER'S RECOMMENDATIONS. MANUAL ARC (STICK) WELDING OF
HEADED STUDS AND/OR DEFORMED ANCHORS IN NOT ALLOWED.
3S
6 1/2% ±2%
4"/ 8"
0.30%
GRADE BEAMS AND PIERS
4500 (PSI)
0.45
147 (PCF)
3/4"
3S
6 1/2% ±2%
4" / 8"
0.30%
U.
4S
1S
3/4"
BNIA - BAGGAGE CLAIM
EXPANSION
C
1S
6 1/2% ±2%
N/A
N/A
4" / 8"
4" / 8"
4" / 8"
PRIOR TO DECK PLACEMENT, VERIFY THAT STEEL BEAMS BEARING ON MASONRY HAVE 6 INCH MINIMUM BEARING AND
ARE ANCHORED AS SHOWN ON DRAWINGS.
V.
ULTRASONICALLY TEST FULL AND PARTIAL PENETRATION WELDS AND COLUMN BASE PLATE DETAILS AT MOMENT
CONNECTED WELDED FRAMES.
0.30%
W.
PROVIDE TEMPORARY SHORING OR BRACING DURING CONSTRUCTION PHASE PRIOR TO COMPLETING CONNECTIONS
AND POURING OF FLOOR SLAB.
0.30%
METAL DECK NOTES
3/4"
3/4"
D
Niagara Frontier
Transportation Authority
Serving the Niagara Region
MAXIMUM
CHLORIDE
CONTENT
3/4"
147 (PCF)
1.
(NORMAL WEIGHT CONCRETE)
147 (PCF)
0.52
E
STEEL FABRICATION
BUILDING CLADDING SUPPORT STEEL
0.45
147 (PCF)
ATTACHMENT OF THIS SEAL TO THIS DOCUMENT IS MADE ONLY FOR
THE PURPOSE OF AUTHENTICATING THIS DOCUMENT.
RESPONSIBILITY FOR ALL OTHER DOCUMENTS RELATING TO THIS
PROJECT IS DISCLAIMED.
NON-COMPOSITE BEAMS: BEAM-TO-BEAM OR BEAM-TO-COLUMN CONNECTION TO DEVELOP THE
REACTION OF CONNECTED BEAM. OBTAIN END REACTION FROM UNIFORM LOAD TABLES OF THE AISC
MANUAL OF STEEL CONSTRUCTION. PROVIDE MINIMUM SHEAR CAPACITY OF 12,000 POUNDS FOR BEAMS
DEEPER THAN 8". PROVIDE MINIMUM SHEAR CAPACITY OF 8,000 POUNDS FOR BEAMS LESS
THAN 8 INCHES DEEP.
5.
4500 (PSI)
0.50
IT IS A VIOLATION OF LAW FOR ANY PERSON TO ALTER A DOCUMENT IN
ANY WAY, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED
PROFESSIONAL ENGINEER OR REGISTERED ARCHITECT. IF THIS
DOCUMENT BEARING THE SEAL OF AN ENGINEER/ARCHITECT IS ALTERED,
THE ALTERING ENGINEER/ARCHITECT SHALL AFFIX TO THE DOCUMENT
THEIR SEAL AND THE NOTATION "ALTERED BY" FOLLOWED BY THEIR
SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC
DESCRIPTION OF THE ALTERATION.
UNLESS LARGER REACTION IS SHOWN ON DRAWINGS, PROVIDE MIN DESIGN FORCES AS FOLLOWS:
EMBEDDED PLATES IN CONCRETE
147 (PCF)
05/21/2018
PROVIDE ELECTRODES FOR FIELD OR SHOP WELDING THAT CONFORM TO AWS D1.1 CLASS E70XX.
4.
FOOTINGS
0.45
F
WHERE CONNECTIONS ARE NOTED ON DRAWINGS AS MOMENT CONNECTIONS, PROVIDE WELDS TO DEVELOP
FULL FLEXURAL CAPACITY OF THE LESSER MEMBER.
IN LOCATIONS WHERE NEW CONCRETE IS CAST AGAINST EXISTING CONCRETE OF MORE THAN
28 DAYS OF AGE, THE EXISTING CONCRETE MUST BE ROUGHENED TO 1/4" AMPLITUDE AND
THOROUGHLY CLEANED OF ANY LAITANCE OR FOREIGN MATERIALS, THEN SATURATED WITH
WATER. ALL STANDING WATER MUST BE REMOVED PRIOR TO PLACEMENT OF NEW CONCRETE.
MAXIMUM
AGGREGATE SIZE
JACOBS
JE ARCHITECTS/ENGINEERS,
ENGINEERING NEW YORK
P.C.INC
2 PENN
2 PENN
PLAZA,
PLAZA,
SUITE
SUITE
0603
0603
NEW
YORK,
NEW
YORK
10121
NEW
YORK,
NEW
YORK
10121
WELD MINIMUM SIZE AND STRENGTH
SCREEN WALL SUPPORTING MEMBERS
CONCRETE MATERIAL SCHEDULE
G
SUB CONSULTANT:
8.
3.
EVERY EFFORT MUST BE EXERCISED TO AVOID CRACKS IN CONCRETE WORK. IN THE EVENT
OF SHRINKAGE CRACKS, ETC. THE GENERAL CONTRACTOR MUST BE RESPONSIBLE TO
REPAIR THESE CRACKS WITH EPOXY GROUT.
JE ARCHITECTS/ENGINEERS, P.C.
2 PENN PLAZA, SUITE 0603
NEW YORK, NEW YORK 10121
BEAM-COLUMN STIFFENER PLATES AND DOUBLER PLATES TO MATCH THE GRADE STEEL OF
STRUCTURAL ELEMENT
ALL CONNECTION MATERIALS, EXCEPT AS OTHERWISE NOTED HEREIN OR IN THE DRAWINGS,
INCLUDING BEARING PLATES, GUSSET PLATES, STIFFENER PLATES, ANGLES, ETC. - ASTM A 36
PARAPET WALL SUPPORTING MEMBERS
FOR PIPE INSTALLED HORIZONTALLY WITHIN SLAB, PROVIDE MAXIMUM OUTSIDE DIAMETER OF 30
PERCENT OF THE SLAB THICKNESS. PLACE CONDUIT OR PIPE BETWEEN THE TOP AND BOTTOM
LAYERS OF REINFORCEMENT WITHIN THE CENTER THIRD OF THE SLAB. DO NOT SPACE CONDUITS
OR PIPES CLOSER THAN THREE DIAMETERS OR WIDTHS ON CENTER.
3000 (PSI)
BASE PLATES AND MISCELLANEOUS STEEL PLATES - ASTM A 36
2.
O.
SLAB ON GRADE/SLAB ON METAL DECK
6.
THE GENERAL CONTRACTOR MUST COORDINATE EMBEDS AND ANCHORAGES WITH OTHER
APPROPRIATE CONTRACTORS FOR WORKS TO BE ATTACHED OR ANCHORED TO CAST-IN-PLACE
STRUCTURES.
MONITORING PROVISIONS SHALL INCLUDE MAXIMUM LIMITS FOR MOVEMENT, LOCATION, AND TYPE AND
DETAILS OF THE GEOTECHNICAL INSTRUMENTS/MONITOR POINTS AND SHALL ADDRESS MAXIMUM FUGITIVE
VIBRATION LIMITS SO THAT EXISTING OR NEW CONSTRUCTION IS NOT DAMAGED.
4000 (PSI)
STRUCTURAL TUBING (SQUARE OR RECTANGULAR) - ASTM A 500, GRADE B
SHELF ANGLES
PROVIDE ADEQUATE STRUCTURAL FRAMING AS APPROVED BY STRUCTURAL ENGINEER FOR
MECHANICAL OPENINGS THROUGH THE SLABS, WALLS, AND FLOOR DECK. OPENINGS WILL NOT BE
PERMITTED THROUGH BEAMS UNLESS SPECIFICALLY DETAILED.
COLUMNS AND BEAMS WITHIN THE
ELEVATOR CORE
5.
1.
N.
PROTECT PIPES AND CONDUITS RUNNING THRU WALLS AND SLABS WITH 1/2 INCH
EXPANSION MATERIAL. LOWER CONTINUOUS FOOTINGS AND GRADE BEAMS
PERPENDICULAR TO PIPE RUNS, TO ALLOW PIPES TO PASS ABOVE THE FOOTINGS OR
THROUGH THE GRADE BEAMS. ALTERNATIVELY, PROVIDE A CONCRETE JACKET IF PIPES
ARE LOW ENOUGH TO BE PLACED BELOW THE FOOTINGS AND GRADE BEAMS. LOWER
FOOTINGS AND GRADE BEAMS PARALLEL TO PIPE RUNS TO AVOID SURCHARGE ONTO
ADJACENT TRENCH EXCAVATIONS.
E.
PROVIDE CONSTRUCTION AND CONTROL JOINTS AS INDICATED ON DRAWINGS. HORIZONTAL
CONSTRUCTION JOINTS ARE NOT ALLOWED UNLESS SPECIFICALLY NOTED OR APPROVED BY
STRUCTURAL ENGINEER. NOTIFY STRUCTURAL ENGINEER OF PROPOSED CONSTRUCTION JOINT
OR CONTROL JOINT LOCATIONS WHICH ARE DIFFERENT OR IN ADDITION TO JOINTS INDICATED ON
DRAWINGS. PROVIDE 6,000-SQUARE FOOT MAXIMUM AREA OF CONCRETE PLACEMENT IN THE
SLAB BETWEEN CONSTRUCTION JOINTS. PROVIDE 75-FOOT MAXIMUM SPACING OF CONSTRUCTION
JOINTS IN GRADE BEAMS. PROVIDE GRADE BEAM CONSTRUCTION JOINTS IN MIDDLE 1/3 OF THE
SPAN. WHEN A BEAM INTERSECTS A GIRDER WITHIN THE MIDDLE 1/3 OF THE GIRDER'S SPAN,
OFFSET THE JOINT IN THE GIRDER A DISTANCE EQUAL TO TWICE THE WIDTH OF THE BEAM.
(SOE) AND TEMPORARY EXCAVATION PROTECTION SYSTEM DESIGNS SHALL INCLUDE THE PROVISION FOR
MONITORING THE MOVEMENT OF EXISTING STRUCTURES DURING INSTALLATION, IN-SERVICE, AND AFTER
EXTRACTION/REMOVAL OF (SOE).
SPREAD FOOTINGS ARE DESIGNED FOR AN ALLOWABLE NET BEARING PRESSURE
OF 4000 PSF.
D.
PROVIDE CONCRETE MIXES DESIGNED BY A QUALIFIED TESTING LABORATORY FOR REVIEW AND
APPROVAL BY THE STRUCTURAL ENGINEER.
TOPPING CONCRETE MUST BE WET CURED FOR A MINIMUM OF 7 DAYS AND THEN A CONCRETE
SEALER SHALL BE APPLIED PER THE SPECIFICATIONS.
4500 (PSI)
STRUCTURAL PIPE - ASTM A 53, GRADE B
5.
WALLS, COLUMNS AND BEAM SIDES - 40 PERCENT
BEAM BOTTOMS - 70 PERCENT
SHORING FOR FLOOR SYSTEM - 85 PERCENT
M.
CAST IN PLACE CONCRETE FRAMING
ABOVE GRADE AND EXPOSED TO
WEATHER,
FREEZE AND THAW, AND DE-ICING
AGENT (*)
4.
UNLESS SPECIFIED BELOW, CONCRETE MUST REACH THE FOLLOWING PERCENTAGES OF
ITS 28 DAY COMPRESSIVE STRENGTH (F'c) BEFORE FORMS MAY BE REMOVED:
WHERE CONSTRUCTION JOINTS ARE INDICATED ON STRUCTURAL DRAWINGS OR DETAILS, THE
INTERFACE MUST BE ROUGHENED TO AN AMPLITUDE OF 1/4". CONSTRUCTION JOINTS NOT
SHOWN MUST BE LOCATED BY THE CONTRACTOR, APPROVED BY THE A/E.
L.
ALL (SOE) AND TEMPORARY EXCAVATION PROTECTION SYSTEMS SHALL BE DESIGNED BY A LICENSED
PROFESSIONAL ENGINEER IN THE STATE OF NEW YORK WITH AT LEAST 5 YEARS OF EXPERIENCE IN DESIGN
AND INSTALLATION OF SUCH SYSTEMS HIRED BY THE CONTRACTOR.
MINIMUM 28 DAY
CYLINDER STRENGTH
EDGE ANGLES, BENT PLATES, HANGER AND BRACES - ASTM A 36
4.
PROVIDE CONCRETE AS SHOWN IN THE CONCRETE MATERIAL SCHEDULE BELOW. PROVIDE
BATCH MIXING, TRANSPORTATION, PLACING AND CURING OF CONCRETE IN ACCORDANCE WITH
RECOMMENDATIONS OF ACI 301, ACI 318 AND ASTM C94. USE TYPE I PORTLAND CEMENT
UNLESS OTHERWISE NOTED. PROVIDE ADMIXTURES AND SPECIAL REQUIREMENTS AS SPECIFIED.
E.
K.
CONTRACTOR SHALL PROVIDE SATISFACTORY SUPPORT OF EXCAVATION (SOE) AND TEMPORARY
EXCAVATION PROTECTION SYSTEMS, TO PROTECT AND PREVENT ANY VERTICAL OR HORIZONTAL MOVEMENT
OF EXISTING SLABS AND FOUNDATIONS AS WELL AS TO PROVIDE WORKER SAFETY PER OSHA AND NYCRR
REGULATIONS AND LAWS.
ELEMENT
3.
PROVIDE BAR SUPPORTS WITH PLASTIC COATED LEGS OR HOT DIP GALVANIZING AFTER FABRICATION FOR CONCRETE
EXPOSED TO VIEW. PROVIDE STAINLESS STEEL BAR SUPPORTS FOR CONCRETE TO RECEIVE A SANDBLAST FINISH.
1.
2.
3.
ALL GRADES TO BE COVERED WITH CONTROLLED LOW STRENGTH MATERIAL (CLSM) SHALL BE
EXAMINED, TESTED AND APPROVED BY THE INSPECTING PROFESSIONAL GEOTECHNICAL ENGINEER
PRIOR TO POURING CLSM.
DO NOT CUT OR DRILL THROUGH EXISTING REINFORCING OR CABLE TENDONS. X-RAY TO
LOCATE REINFORCING OR CABLE TENDONS AT LOCATIONS REQUIRING CUTTING OR CORING
PRIOR TO START OF CONSTRUCTION. SUBMIT REINFORCEMENT AND TENDONS LOCATION IN
CONFLICT WITH DRAWINGS FOR A/E REVIEW.
STRUCTURAL STEEL STANDARD SHAPES, CHANNELS AND ANGLES - ASTM A 36
BEAM STIRRUPS AND COLUMN TIES - 1-1/2 INCHES
J.
B.
SELECT GRANULAR FILL MATERIAL SHALL BE ACCEPTED ON THE BASIS OF GRADATION,
SOUNDNESS, PLASTICITY INDEX AND A WELL-DEFINED MOISTURE-DENSITY RELATIONSHIP CURVE.
IMPORTED GRANULAR FILL SHALL BE PLACED WITHIN 2'-0" OF FINAL EXTERIOR GRADE SHALL BE
SUBJECT TO SOUNDNESS REQUIREMENTS. SOUNDNESS SHALL BE LESS THAN 30% LOSS BASED ON
A FOUR-CYCLE MAGNESIUM SULFATE SOUNDNESS TEST. PLASTICITY INDEX OF THAT PORTION OF
FILL MATERIAL PASSING THROUGH THE No. 40 MESH SIEVE SHALL NOT EXCEED 5.0. GRADATION
SHALL BE AS FOLLOWS:
PRESUMPTIVE SOIL BEARING PRESSURE OF EVERY FOOTING SHALL BE VERIFIED IN THE FIELD
PRIOR TO PLACEMENT OF FORMWORK AND REINFORCEMENT STEEL. REFER TO SPECIAL
INPSPECTION TABLES FOR SOILS ON SHEET S-004.
D.
2.
2.
SELECT GRANULAR FILL MATERIAL SHALL BE WELL-GRADED SAND AND GRAVEL, APPROVED
RECYCLED PRODUCT OR CRUSHED ROCK PRODUCT WHICH IS CAPABLE OF BEING COMPACTED TO
THE REQUIRED DENSITY AT THE PROPER MOISTURE CONTENT AND WHICH IS FREE OF
DELETERIOUS MATERIALS, TRASH, ROOTS, DEBRIS, FROZEN MATERIAL AND ORGANIC OR OTHER
FOREIGN MATTER.
BB.
C.
SLABS AND WALLS
NO. 14 AND NO. 18 - 1-1/2 INCHES
NO. 11 AND SMALLER - 3/4 INCH
WHEN SPECIFICALLY APPROVED, PROVIDE WELDED REINFORCEMENT IN ACCORDANCE WITH ASTM A 706. USE LOW
HYDROGEN ELECTRODES FOR WELDING OF REINFORCEMENT IN CONFORMANCE WITH "WELDING REINFORCEMENT
STEEL, METAL INSERTS AND CONNECTIONS IN REINFORCED CONCRETE CONSTRUCTION", AMERICAN WELDING SOCIETY,
AWS D1.4.
ALL STRUCTURAL FILL AND BACKFILL SHALL CONSIST OF SELECT GRANULAR FILL OR CONTROLLED
LOW STRENGTH MATERIAL (CLSM). ON-SITE EXCAVATED MATERALS SHALL NOT BE RE-USED AS FILL
OR BACKFILL. CONTRACTOR SHALL PROPERLY DISPOSE OF ALL EXCAVATED MATERIALS OFF-SITE.
FOUNDATION DESIGN IS BASED UPON THE SOILS EXPLORATION REPORT ENTITLED
"BNIA - BAGGAGE CLAIM EXPANSION, BUFFALO, NEW YORK ", DATED APRIL 28, 2017 REPORT
NUMBER 27216B-01-0417, BY CME ASSOCIATES INC.
C.
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH THE GROUND:
F.
CLSM SHALL MEET ALL THE REQUIREMENTS OF NYSDOT STANDARD SPECIFICATIONS SECTION 204
AND EXHIBIT A COMPRESSIVE STRENGTH AT 28 DAYS OF NOT LESS THAN 120 PSI.
B.
STRUCTURAL STEEL WIDE FLANGE AND WT SHAPES - ASTM A 992
CONCRETE NOTES
AA.
A.
B.
I.
M.
NO FILL SHALL BE PLACED OVER AN AREA OR LIFT OF FILL THAT HAS NOT BEEN TESTED AND
ACHIEVED SATISFACTORY RESULTS.
SIEVE SIZE
2 INCH
1/4 INCH*
No. 40
No. 200
Z.
NO. 6 AND LARGER - 2 INCHES
NO. 5 AND SMALLER - 1-1/2 INCHES
DO NOT WELD OR BEND REINFORCEMENT IN THE FIELD UNLESS SPECIFICALLY SHOWN OR APPROVED BY STRUCTURAL
ENGINEER.
CONFINED AREAS SUCH AS UTILITY TRENCHES AND
FOUNDATION BACKFILL
PRIME CONSULTANT:
1.
b.
MATERIALS WHICH ARE FROZEN OR WHICH ARE CONTAMINATED WITH MUD, DEBRIS, ORGANICS OR
OTHER DELETERIOUS MATERIALS SHALL BE REMOVED AND REPLACED WITH UNCONTAMINATED
SPECIFIED MATERIAL.
REFER TO THE GEOTECHNICAL REPORT AND SPECIFICATIONS FOR GENERAL REQUIREMENTS OF
EARTHWORK, OVER EXCAVATION, SUBGRADE PREPARATION, FILL AND COMPACTION,
WATERPROOFING AND OTHER PERTINENT REQUIREMENTS AND INFORMATION.
B.
CONCRETE EXPOSED TO EARTH OR WEATHER
H.
FILL AND SUBBASE COURSE UNDER SLABS
WHEN THE TEST RESULTS INDICATE THAT INSUFFICIENT COMPACTION HAS BEEN OBTAINED IN ANY
LAYER, THE CONTRACTOR SHALL TAKE ACTION TO MODIFY OR ALTER THE MOISTURE CONTENT OF
THE SOIL, TO PROVIDE ADDITIONAL COMPACTION OR OTHERWISE TO INCREASE THE IN-PLACE SOIL
DENSITY. IF THE CONTRACTOR CANNOT OBTAIN SATISFACTORY COMPACTION DUE TO THE
MATERIAL PROPERTIES, THE CONTRACTOR SHALL REMOVE THE UNSATISFACTORY MATERIAL AND
REPLACE WITH NEW MATERIAL.
FOUNDATION NOTES
A.
2.
b.
PRINCIPAL OPENINGS THROUGH THE FRAMING ARE SHOWN ON DRAWINGS. EXAMINE THE
ARCHITECTURAL, MECHANICAL, PLUMBING, ELECTRICAL, AND FIRE PROTECTION DRAWINGS FOR
THE REQUIRED OPENINGS AND PROVIDE FOR REQUIRED OPENINGS WHETHER SHOWN ON THE
STRUCTURAL DRAWINGS OR NOT. VERIFY SIZE AND LOCATION OF OPENINGS WITH THE
MECHANICAL CONTRACTOR. DEVIATIONS FROM THE OPENINGS SHOWN ON THE STRUCTURAL
DRAWINGS MUST BE APPROVED PRIOR TO IMPLEMENTING THE CHANGES.
10.
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH - 3 INCHES
FILL AREA DESCRIPTION
J.
6.
1.
a.
9
PROVIDE STRUCTURAL STEEL OF THE FOLLOWING ASTM DESIGNATIONS UNLESS OTHERWISE NOTED:
a.
MAINTAIN THE FOLLOWING CONCRETE COVERAGE FOR REINFORCING STEEL UNLESS OTHERWISE NOTED:
3.
THE COMPACTED LIFT THICKNESS AND MINIMUM IN-PLACE FIELD DENSITY SHALL CONFORM TO THE
FOLLOWING TABLE BELOW:
A.
PROVIDE ANCHOR RODS CONFORMING TO THE STANDARDS OF ASTM F1554 GRADE 55 (WELDABLE) UNLESS OTHERWISE
NOTED.
a.
b.
*CRUSHED ROCK PRODUCTS (RUN-OF-CRUSH) MUST CONFORM TO 25 TO 60% PASSING ON THE
1/4 INCH SIEVE.
ALL DIMENSIONS, ELEVATIONS AND ASSUMED EXISTING CONDITIONS ARE TO BE VERIFIED IN THE
FIELD. SUCH VERIFICATION IS THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR MUST
IMMEDIATELY NOTIFY THE ARCHITECT AND ENGINEER OF RECORD OF ANY DISCREPANCIES OR
CONFLICTS.
3.
C.
A.
7.
2.
PROVIDE STEEL REINFORCING BARS IN ACCORDANCE WITH ASTM A615, GRADE 60.
THE MOISTURE CONTENT OF THE MATERIAL SHALL BE ADJUSTED PRIOR TO THE APPLICATION OF
COMPACTION SUCH THAT IT IS WITHIN 2% OF THE OPTIMUM MOISTURE CONTENT. THIS
PROCEDURE MAY INVOLVE ADDING WATER WHEN SOIL IS TOO DRY, OR DISCING AND AERATING TO
REDUCE MOISTURE WHEN THE SOIL IS TOO WET.
95%
WIND LOADS:
6.
B.
G.
* AS DETERMINED USING ASTM D1557, MODIFIED PROCTOR.
** OR COMPACTION EQUIPMENT MANUFACTURER'S RECOMMENDATIONS, WHICHEVER IS LESS.
100 PSF
100 PSF
150 PSF
100 PSF
BASIC WIND SPEED (3 SECOND GUST):
WIND EXPOSURE CATEGORY:
INTERNAL PRESSURE COEFFICIENTS - GCpi:
COMPONENTS AND CLADDING WIND PRESSURES:
FILL MATERIAL SHALL BE PLACED ON THE APPROVED SUBGRADE IN A MANNER TO MINIMIZE
SEGREGATION. THE FILL SHALL BE PLACED IN NEARLY HORIZONTAL LIFTS COMMENCING AT THE
LOWEST FILL AREA ELEVATION AND PROCEEDING WITH EACH LIFT UPWARD AND OUTWARD FROM
THE LOWER LIFT.
95%
SNOW LOADS:
E
ALL AREAS TO RECEIVE FILL SHALL BE PROPERLY PREPARED, THEN PROOFROLLED, INPECTED AND
APPROVED BY THE PROFESSIONAL GEOTECHNICAL ENGINEER (PGE) PRIOR TO THE PLACEMENT OF
FILL.
8
STRUCTURAL STEEL NOTES
PROVIDE DETAILING, FABRICATION, AND INSTALLATION OF REINFORCING AND ACCESSORIES IN ACCORDANCE WITH ACI
315 AND ACI 318.
D.
FOOTING EXCAVATION AND BEARING GRADES SHALL BE KEPT FREE OF LOOSE SOIL, MUD, WATER,
FROST OR FROZEN MATERIAL.
MINIMUM
IN-PLACE DENSITY*
FLOOR LIVE LOADS:
DEPARTURES LEVEL (UPPER FLOOR):
ARRIVALS LEVEL (GROUND FLOOR):
ELECTRICAL ROOM:
ALL OTHER AREAS:
GROUND SNOW LOAD - Pg:
FLAT ROOF SNOW LOAD - Pf:
SNOW EXPOSURE FACTOR - Ce:
SNOW LOAD IMPORTANCE FACTOR, Is:
THERMAL FACTOR - Ct:
EXCAVATIONS SHALL BE MADE WITH A BACKHOE BUCKET AFFIXED WITH A SMOOTH CUTTING BLADE
(RATHER THAN TEETH) SO AS NOT TO DISTURB THE SOILS BELOW BEARING LEVEL. ANY OVEREXCAVATION OR UNDERCUTS SHOULD BE FILLED WITH FOOTING-CLASS CONCRETE, COMPACTED
SELECT GRANULAR FILL OR CLSM. THERE SHALL BE A MINIMUM OF 6 INCHES OF PROPERLY
COMPACTED SELECT GRANULAR FILL OR CLSM UNDER ALL FOOTINGS AND SLABS-ON-GRADE.
MAXIMUM
COMPACTED LIFT
THICKNESS (INCHES)
7
A.
STRUCTURAL FILL COMPACTION AND LIFT THICKNESS REQUIREMENTS
LIVE LOADS:
4.
D
R.
7 PSF
57 PSF
8 PSF
3 PSF
2 PSF
5 PSF
82 PSF
FORM SIDES OF BEAMS STRAIGHT AND TO SPECIFIED DIMENSIONS. EARTH FORMS WILL NOT BE
PERMITTED.
M.
N.
6
REINFORCING STEEL NOTES
REFER TO CIVIL DRAWINGS FOR LIMITS OF EXCAVATIONS.
Q.
FLOOR DEAD LOADS:
FLOOR FINISH (1/2" TERRAZO):
5 1/2” SLAB ON METAL DECK:
MECH/ELEC/PLUMB:
INSULATION
SUSPENDED CEILING:
MISC.
TOTAL
F
5
L.
THE FOLLOWING DESIGN LOADS WERE USED FOR THE WEST ADDITION IN SECTORS Q AND R:
1.
4
FOUNDATION NOTES (CONTINUED)
A.
2.
3
0.30%
A.
METAL ROOF DECK AND FLOOR DECK AS INDICATED IN THE DRAWINGS, GALVANIZED, AND CONTINUOUS OVER 3 OR MORE
SPANS. FURNISH IN SINGLE SHEETS.
B.
METAL ROOF DECK IS DESIGNED FOR DIAPHRAGM ACTION AND MUST BE FASTENED USING 5/8" PUDDLE WELDS TO ALL
SUPPORTS PER STEEL DECK INSTITUTE 36/7 PATTERN AS FOLLOWS:36/7 - END LAP MUST BE FASTENED THROUGH BOTH
PIECES, AT EACH SIDE LAP AND ALL FLUTES BETWEEN. AT INTERMEDIATE SUPPORTS, FASTENERS MUST OCCUR AT EACH
SIDE LAP AND AT ALL FLUTES BETWEEN. SIDE LAPS MUST BE (10) #10 SCREW FASTENERS BETWEEN SUPPORTS. AT
CORNER CONDITIONS, DENOTED AS ZONES 3 AND 3O ON SHEET S-005, SUPPORT DECK WITH (2) WELDS IN EACH RIB.
(*) CORROSION INHIBITOR ADMIXTURE SHALL BE ADDED TO CONCRETE MIX.
1.
2.
3.
C.
THICKNESS:
SECTION MODULUS (Sp):
MOMENT OF INERTIA (Ip):
B
0
THICKNESS:
SECTION MODULUS (Sp):
MOMENT OF INERTIA (Ip):
0.0474 IN
0.318 IN3/FT
0.289 IN4
SHEET TITLE:
STRUCTURAL NOTES WEST
WEST ADDITION CONTRACTOR NOTE
0.0474 IN
0.311 IN3
0.272 IN4
ALL STRUCTURAL WORK FOR THE WEST ADDITION, SECTORS Q & R,
IS BEING DESIGNED BY JACOBS ENGINEERING NEW YORK INC.
ONLY GENERAL NOTES SHEETS, PLAN SHEETS AND DETAIL SHEETS
PREPARED BY JACOBS ENGINEERING NEW YORK INC. SHALL BE
REFERENCED FOR ALL SCOPE IN THE WEST ADDITION. THE
APPLICABLE SHEETS ARE LISTED BELOW:
DRAWING#
S-003
S-002, S-003, S-004, S-005, S-012, S-013, S-132, S-133, S-172, S-192,
S-221, S-421, S-422, S-721, S-722, S-723, S-731, S-732, S-733, S-741
SHEET#
1
2
3
4
5
6
7
ISSUED FOR BIDS
MARK
DATE
DESCRIPTION
NFTA PROJECT NO:
10BT1516
F8Z94900
DESIGNER PROJECT NO:
FILE NAME:
F8Z94900_BUF_STRUCT_A360.rvt
DRAWN BY:
VH
CHECKED BY:
MT
COPYRIGHT:
METAL FLOOR DECK IS DESIGNED FOR DIAPHRAGM ACTION AND MUST BE FASTENED USING 5/8" PUDDLE WELDS TO ALL
SUPPORTS PER STEEL DECK INSTITUTE 36/4 PATTERN AS FOLLOWS: 36/4 - END LAP MUST BE FASTENED THROUGH BOTH
PIECES, AT EACH SIDE LAP AND ALL FLUTES BETWEEN. AT INTERMEDIATE SUPPORTS, FASTENERS MUST OCCUR AT EACH
SIDE LAP AND AT ALL FLUTES BETWEEN. SIDE LAPS MUST BE (5) PUDDLE WELDS BETWEEN SUPPORTS.
1.
2.
3.
05/21/18
8
9
107
OF 725
A