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GENERAL
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
12/19/2014 5:09:08 PM
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
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1/2"
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2"
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A. THE FOLLOWING NOTES APPLY TO ALL STRUCTURAL DRAWINGS. NOTES SHALL APPLY UNLESS
OTHERWISE INDICATED BY STRUCTURAL DRAWINGS OR SPECIFICATIONS.
B. WHERE A DETAIL, TYPICAL DETAIL, SECTION, TYPICAL SECTION OR PLAN NOTE IS SHOWN FOR ONE
CONDITION, IT SHALL APPLY FOR ALL SIMILAR OR LIKE CONDITIONS UNLESS NOTED OTHERWISE.
C. ALL DESIGN AND CONSTRUCTION IS BASED ON AND SHALL BE IN ACCORDANCE WITH THE
INTERNATIONAL BUILDING CODE, 2012 EDITION, WITH GEORGIA AMENDMENTS. ALL REFERENCED
STANDARDS SHALL BE OF THE EFFECTIVE DATE NOTED IN THE CONTROLLING BUILDING CODE.
D. NO PROVISION OF ANY REFERENCED STANDARD SPECIFICATION, MANUAL OR CODE (WHETHER OR
NOT SPECIFICALLY INCORPORATED BY REFERENCE IN THE CONSTRUCTION DOCUMENTS) SHALL BE
EFFECTIVE TO CHANGE THE DUTIES AND RESPONSIBILITIES OF OWNER, CONTRACTOR, ENGINEER,
SUPPLIER, OR ANY OF THEIR CONSULTANTS, AGENTS, OR EMPLOYEES FROM THOSE SET FORTH IN
THE CONSTRUCTION DOCUMENTS. NOR SHALL IT BE EFFECTIVE TO ASSIGN TO THE STRUCTURAL
ENGINEER OF RECORD OR ANY OF THE STRUCTURAL ENGINEER OF RECORD'S CONSULTANTS,
AGENTS, OR EMPLOYEES ANY DUTY OR AUTHORITY TO SUPERVISE OR DIRECT THE FURNISHING OR
PERFORMANCE OF THE WORK OR ANY DUTY OR AUTHORITY TO UNDERTAKE RESPONSIBILITIES
CONTRARY TO THE PROVISIONS OF THE CONSTRUCTION DOCUMENTS.
E. CONSTRUCTION DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE STRUCTURAL DOCUMENTS
(DRAWINGS AND SPECIFICATIONS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR
MATERIAL PREPARED AND SUBMITTED BY THE GENERAL CONTRACTOR.
F. CONSTRUCTION DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE OF
PRACTICE OR SPECIFICATIONS OF ACI, PCI, AISC, SJI OR OTHER STANDARDS. WHERE A CONFLICT
OCCURS WITHIN THE CONSTRUCTION DOCUMENTS, THE STRICTEST REQUIREMENT SHALL GOVERN.
G. THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS AND NOTIFY
ARCHITECT/STRUCTURAL ENGINEER OF RECORD OF ANY DISCREPANCIES PRIOR TO PROCEEDING
WITH WORK. FOR DIMENSIONS NOT SHOWN ON STRUCTURAL DRAWINGS, SEE ARCHITECTURAL
DRAWINGS.
H. DO NOT SCALE FOR DIMENSIONS NOT SHOWN ON DRAWINGS. SEND WRITTEN REQUEST FOR
INFORMATION TO THE ARCHITECT FOR DIMENSIONS NOT PROVIDED.
I. THE STRUCTURE SHOWN ON THESE DRAWINGS IS SELF-SUPPORTING ONLY IN ITS COMPLETED
FORM. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE DESIGN,
ADEQUACY, SAFETY, AND STABILITY OF TEMPORARY ERECTION BRACING AND SHORING.
J. NO PROVISIONS HAVE BEEN MADE IN THE DESIGN FOR THE SUPPORT OF A CONCENTRATED LOAD
FROM PLUMBING, MECHANICAL OR HVAC EXCEPT AS SHOWN ON THE DRAWINGS.
K. THE GENERAL CONTRACTOR SHALL COORDINATE ALL SIZES AND LOCATIONS OF FLOOR, ROOF, AND
WALL PENETRATIONS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. ALL PENETRATIONS NOT
SHOWN ON STRUCTURAL DRAWINGS MUST BE APPROVED BY THE STRUCTURAL ENGINEER OF
RECORD UNLESS NOTED OTHERWISE.
L. THE GENERAL CONTRACTOR SHALL VERIFY THAT MISCELLANEOUS FRAMING SHOWN ON THE
STRUCTURAL DRAWINGS FOR MECHANICAL EQUIPMENT, OWNER-FURNISHED ITEMS, PARTITIONS,
ETC. IS CONSISTENT WITH THE REQUIREMENTS OF SUCH ITEMS.
M. ELEVATIONS SHOWN ARE TO TOP OF FOUNDATIONS, SLABS OR STEEL BEAMS UNLESS NOTED
OTHERWISE.
N. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS, TECHNIQUES,
SEQUENCES, AND PROCEDURES IN ORDER TO COMPLY WITH THE CONSTRUCTION DOCUMENTS.
O. THE GENERAL CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL APPLICABLE OSHA
REGULATIONS.
P. THE STRUCTURAL ENGINEER OF RECORD HAS DELEGATED THE DESIGN OF PRECAST CONCRETE,
GLAZING SYSTEMS, COLD FORMED METAL FRAMING, RAILING, SKYLIGHTS, AND STAIRS, OR OTHER
SYSTEMS NOT SHOWN IN THE STRUCTURAL DRAWINGS. SUCH SYSTEMS SHALL BE DESIGNED,
FURNISHED, AND INSTALLED AS REQUIRED BY OTHER PORTIONS OF THE CONTRACT DOCUMENTS.
Q. ALL TESTING SHALL BE PAID FOR BY THE OWNER (CONTRACTOR SHALL COORDINATE WITH OWNER
TO ENSURE THAT COST OF TESTING IS ACCURATE AND PRESENTED TO OWNER WITH
CONSTRUCTION COSTS).
B.
A.
B.
C.
D.
E.
F.
G.
A.
D.
B.
C.
F
D.
E.
F.
E
G.
H.
D
C
I.
SOILS, SHALLOW FOUNDATIONS, & RETAINING WALLS
A.
B.
C.
D.
E.
F.
G.
H.
I.
J.
K.
B
L.
A
SLAB CONSTRUCTION JOINTS SHALL BE USED IN PLACE OF CONTROL JOINTS WHERE NEEDED TO
INTERRUPT A CONTINUOUS POUR.
PLACEMENT OF WELDED WIRE REINFORCEMENT IN SLAB, WHERE SPECIFIED, SHALL BE AT A
CONSISTENT DEPTH OF 1 1/2" FROM T/SLAB. WELDED WIRE REINFORCEMENT SHALL BE PROPERLY
CHAIRED ABOVE GRADE.
REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DOCUMENTS FOR SLAB
FINISHES, SLAB DEPRESSIONS, THICKENED SLABS (IN ADDITION TO THICKENED SLABS NOTED ON
STRUCTURAL DRAWINGS), ELEVATIONS, AND ENCASED OR EMBEDDED ITEMS.
PLUMBING AND ELECTRICAL CONDUITS SHALL BE PLACED BELOW THE SLAB AND NOT WITHIN THE
SLAB. VERTICAL PENETRATIONS ARE ALLOWED.
COLUMN BOX-OUTS SHALL BE USED TO ISOLATE AN ADEQUATE AREA AROUND COLUMN BASE
PLATES TO PROVIDE FOR COLUMN PLACEMENT AND LEVELING. BOX-OUTS ARE TO BE CLEAN AND
FREE OF DEBRIS TO TOP OF FOOTING PRIOR TO FILLING WITH CONCRETE.
THE SITE SHALL BE PREPARED IN ACCORDANCE WITH SPECIFICATIONS AND THE CIVIL DRAWINGS.
THE STRUCTURAL DESIGN IS BASED ON RECOMMENDATIONS CONTAINED IN THE REPORT OF
SUBSURFACE INVESTIGATION BY GEOHYDRO ENGINEERS NO. 1999 DATED 11/12/2014. THE GENERAL
CONTRACTOR SHALL OBTAIN A COPY OF THE REPORT AND REVIEW THE RECOMMENDATIONS AND
REQUIREMENTS INCLUDED THEREIN FOR THE SELECTED FOUNDATION SYSTEM IN THE
CONSTRUCTION DOCUMENTS. A QUALIFIED GEOTECHNICAL ENGINEER SHALL VERIFY ALL
ASSUMPTIONS AND REPORT TO THE ARCHITECT AND STRUCTURAL ENGINEER OF RECORD ANY
VARIATIONS.
DESIGN SOIL BEARING PRESSURE IS 3000 PSF.
DESIGN SOIL LATERAL PRESSURES ON STRUCTURE ARE DUE TO THE FOLLOWING EQUIVALENT
FLUID DENSITIES:
1. AT REST CONDITION:
65 PCF
2. ACTIVE CONDITION:
44 PCF
3. PASSIVE CONDITION:
180 PCF
4. COEFFICIENT OF FRICTION FOR SLIDING: 0.40
ALL EXCAVATIONS AND GRADES PREPARED FOR BEARING SHALL BE INSPECTED BY A QUALIFIED
GEOTECHNICAL ENGINEER TO VERIFY THE DESIGN ASSUMPTIONS AND REPORT NONCONFORMING
CONDITIONS.
WHERE FILL IS REQUIRED, IT SHALL BE SELECTED AND PLACED IN ACCORDANCE WITH
INSTRUCTIONS OF A QUALIFIED GEOTECHNICAL ENGINEER TO MAINTAIN DESIGN BEARING
PRESSURE.
FINISHED GRADE SHALL BE MAINTAINED A MINIMUM OF 18" ABOVE BOTTOM OF FOUNDATIONS.
TOP OF FOOTING ELEVATIONS PROVIDED ON CONSTRUCTION DRAWINGS ARE FOR PURPOSES OF
DESIGN. NOTIFY THE STRUCTURAL ENGINEER OF RECORD IF TOP OF FOOTING ELEVATIONS NEED TO
BE ADJUSTED BASED ON CONTRACTOR'S FIELD COORDINATION.
1. GENERAL CONTRACTOR SHALL COORDINATE REQUIRED ADJUSTMENT OF FOOTING ELEVATIONS
TO AVOID INFLUENCE BETWEEN FOUNDATIONS AND BURIED UTILITIES. ALL REQUIRED
ADJUSTMENTS SHALL BE FORWARDED TO THE STRUCTURAL ENGINEER OF RECORD FOR REVIEW.
SEE "TYPICAL FOOTING ADJACENT TO TRENCH" DETAIL.
DO NOT EMBED PIPING WITHIN OR PASS PIPING VERTICALLY OR HORIZONTALLY THROUGH
FOUNDATIONS WITHOUT REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER OF RECORD.
PIPING MAY PASS BELOW CONTINUOUS FOOTINGS WHERE INSTALLED IN ACCORDANCE WITH
"TYPICAL PIPE UNDER FOOTING" DETAIL.
FOOTINGS SHALL BE CENTERED ABOUT COLUMN LINES UNLESS NOTED OTHERWISE.
THE DESIGN OF WALLS RETAINING EARTH ASSUMES DRAINAGE SYSTEM IS IN PLACE, AND DOES NOT
INCLUDE HYDROSTATIC PRESSURE LOADS UNLESS SPECIFICALLY NOTED ON THE STRUCTURAL
DRAWINGS. THE GENERAL CONTRACTOR SHALL PROVIDE DRAINAGE SYSTEM IN ALL BACKFILL
CONDITIONS (SEE CIVIL/ARCHITECTURAL DRAWINGS FOR DRAINAGE SPECIFICATIONS).
THE DESIGN OF WALLS RETAINING EARTH DOES NOT INCLUDE SURCHARGE LOADS THAT MAY BE
INDUCED FROM CONSTRUCTION ACTIVITIES. SEE GENERAL NOTES SECTION REGARDING GENERAL
CONTRACTOR'S RESPONSIBILITIES FOR TEMPORARY ERECTION BRACING AND SHORING.
BACKFILL SHALL NOT BE PLACED AGAINST WALLS UNTIL THE WALLS HAVE ACHIEVED SPECIFIED
DESIGN STRENGTH. BACKFILL AGAINST WALLS SHALL BE DEPOSITED EVENLY IN 12" TO 18" LIFTS
AGAINST BOTH SIDES OF WALL UNTIL THE LOWER FINAL GRADE IS REACHED.
1. UNLESS SPECIFICALLY NOTED AS "CANTILEVERED" ON STRUCTURAL DRAWINGS, WALLS
RETAINING EARTH SHALL NOT BE BACKFILLED AGAINST UNTIL STRUCTURAL SLABS PROVIDING
LATERAL RESTRAINT FOR THE WALLS HAVE BEEN INSTALLED AND HAVE REACHED SPECIFIED
DESIGN STRENGTH. WHERE THIS CANNOT BE ACCOMMODATED THE WALL SHALL BE SHORED
CONTINUALLY.
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POST INSTALLED ANCHORS IN CONCRETE & CONCRETE MASONRY
ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH DIVISION 03 SPECIFICATIONS.
COORDINATE CONCRETE MIXTURES WITH THE SCHEDULE ON S-003.
THE GENERAL CONTRACTOR SHALL SUBMIT TO STRUCTURAL ENGINEER OF RECORD PROPOSED
CONSTRUCTION JOINT LOCATIONS FOR APPROVAL. NO HORIZONTAL CONSTRUCTION JOINTS
ARE PERMITTED EXCEPT THOSE SHOWN ON THE STRUCTURAL DRAWINGS. WHERE NEW
CONCRETE IS TO BE POURED ONTO EXISTING CONCRETE, BONDING IS REQUIRED AS NOTED IN
ACI 301.
A. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION
DOCUMENTS. THE GENERAL CONTRACTOR SHALL OBTAIN APPROVAL FROM THE STRUCTURAL
ENGINEER OF RECORD PRIOR TO USING POST INSTALLED ANCHORS FOR MISSING OR MISPLACED
CAST-IN-PLACE ANCHORS. CARE SHALL BE GIVEN TO AVOID CONFLICTS WITH EXISTING
REINFORCING. HOLES SHALL BE DRILLED AND CLEANED PER THE MANUFACTURER'S PRINTED
INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH THE
MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS.
D.
THE FOLLOWING CRITERIA REGARDING PIPES AND CONDUITS EMBEDDED IN CONCRETE SHALL
BE ADHERED TO (SEE MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR LOCATION OF
SLEEVES, PIPES, CONDUIT, ACCESSORIES, ETC). THIS CRITERIA WILL BE STRICTLY ENFORCED.
1. CONDUITS, PIPES, AND SLEEVES OF ANY MATERIAL NOT HARMFUL TO CONCRETE SHALL BE
PERMITTED TO BE EMBEDDED IN CONCRETE WITH THE APPROVAL OF THE STRUCTURAL
ENGINEER OF RECORD.
2. CONDUITS AND PIPES OF ALUMINUM SHALL NOT BE EMBEDDED IN STRUCTURAL CONCRETE.
3. CONDUITS, PIPES, AND SLEEVES PASSING THROUGH A SLAB, WALL, OR BEAM SHALL NOT
SIGNIFICANTLY IMPAIR THE STRENGTH OF THE CONSTRUCTION.
4. CONDUITS AND PIPES SHALL NOT BE LARGER IN OUTSIDE DIAMETER THAN 1/3 THE OVERALL
THICKNESS OF THE SLAB, WALL, OR BEAM IN WHICH THEY ARE EMBEDDED.
5. CONDUITS AND PIPES SHALL NOT BE SPACED CLOSER THAN 3 DIAMETERS OR WIDTHS ON
CENTER. CONCRETE COVER FOR PIPES, CONDUITS AND FITTINGS SHALL NOT BE LESS THAN 1
1/2" FOR CONCRETE EXPOSED TO EARTH OR WEATHER, NOR 3/4" FOR CONCRETE NOT EXPOSED
TO EARTH OR WEATHER OR IN CONTACT WITH GROUND.
6. CONDUITS AND PIPES SHALL BE PLACED BETWEEN TOP AND BOTTOM SLAB REINFORCEMENT.
CONDUITS AND PIPES SHALL BE PLACED IN THE MIDDLE THIRD OF THE SLAB OR WALL
THICKNESS UNLESS NOTED OTHERWISE.
7. CONDUITS AND PIPES SHALL BE SO FABRICATED AND INSTALLED THAT CUTTING, BENDING, OR
DISPLACEMENT OF REINFORCEMENT FROM ITS PROPER LOCATION WILL NOT BE REQUIRED.
8. CONDUITS AND PIPES, WITH FITTINGS, EMBEDDED WITHIN A COLUMN SHALL NOT DISPLACE
MORE THAN 4 PERCENT OF THE AREA OF CROSS SECTION NOTED ON DRAWINGS OR AS
REQUIRED BY FIRE PROTECTION.
9. PIPES AND FITTINGS SHALL BE DESIGNED TO RESIST EFFECTS OF MATERIAL, PRESSURE AND
TEMPERATURE TO WHICH THEY WILL BE SUBJECTED.
10. REINFORCEMENT WITH AN AREA NOT LESS THAN 0.002 TIMES THE AREA OF CONCRETE
SECTION SHALL BE PROVIDED NORMAL TO PIPING. THIS REINFORCEMENT SHALL BE IN
ADDITION TO REINFORCEMENT NOTED ON DRAWINGS.
11. REFER TO ACI 318, SECTION 6.3 FOR ADDITIONAL REQUIREMENTS FOR CONDUITS AND PIPES
EMBEDDED IN CONCRETE.
SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND FIRE PROTECTION DRAWINGS
FOR DRIPS, CHAMFERS, REGLETS, SLOTS, SLEEVES, RUSTICATIONS, INSERTS ANCHORS AND
OTHER EMBEDDED ITEMS NOT NOTED ON STRUCTURAL DRAWINGS. THE GENERAL
CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING AND PLACING ALL EMBEDDED ITEMS
SHOWN ON DRAWINGS & ADDITIONAL ITEMS NOTED IN THIS NOTE, AS REQUIRED BY OTHER
TRADES. UNLESS SHOWN ON STRUCTURAL DRAWINGS, NO OPENINGS LARGER THAN 12"x12"
SHALL BE PLACED IN SLABS OR WALLS. FOR OPENINGS NOT SHOWN ON STRUCTURAL
DRAWINGS, APPROVALS MUST BE OBTAINED FROM THE ARCHITECT/STRUCTURAL ENGINEER OF
RECORD PRIOR TO FABRICATION OF STEEL AND PLACEMENT OF CONCRETE. SHOW ALL
OPENINGS AND SLEEVES ON THE SHOP DRAWINGS.
B. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED, SHALL BE SUBMITTED
TO THE STRUCTURAL ENGINEER OF RECORD WITH CALCULATIONS THAT ARE PREPARED AND
SEALED BY A REGISTERED DESIGN PROFESSIONAL IN THE STATE IN WHICH THE PROJECT IS
LOCATED SHOWING THAT THE SUBSTITUTED PRODUCT WILL ACHEIVE AN EQUIVALENT CAPACITY
USING THE APPROPRIATE DESIGN PROCEDURE REQUIRED BY THE REFERENCED BUILDING CODE.
E.
THE OWNER WILL NOT PAY FOR ADDITIONAL CHARGES DUE TO RE-DETAILING FEES RESULTING
FROM CHANGES OR REVISIONS DURING SHOP DRAWING REVIEW. THE DETAILER SHALL ESTIMATE
AND INCLUDE ANY COSTS IN THE BASE BID ASSOCIATED WITH RE-DETAILING FEES AS A RESULT OF
CHANGES AND/OR REVISIONS MADE TO THE SHOP DRAWINGS DURING THE SHOP DRAWING REVIEW.
CONCRETE SLAB CONTROL JOINTS SHALL BE CUT INTO THE SLABS AT A DEPTH OF 1/4 TIMES THE
THICKNESS OF THE SLAB WITHIN 12 HOURS OF PLACING THE CONCRETE. MAXIMUM SPACING OF
INTERIOR SLAB CONTROL JOINTS, UNLESS NOTED OTHERWISE, SHALL BE 16'-0" (MAX.) IN EACH
DIRECTION. CONSTRUCTION OF CONTROL JOINTS SHALL BE SUCH THAT THE AREA CONTAINED HAS
A MAXIMUM RATIO OF LONG SIDE TO SHORT SIDE OF 1.5 TO 1, OR AS SHOWN ON THE
CONSTRUCTION DRAWINGS.
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A.
B.
C.
F.
F.
DESIGN ROOF DEAD LOAD:
1. 20 PSF
DESIGN ROOF LIVE LOAD:
1. 20 PSF
2. REDUCTIONS APPLIED PER TRIBUTARY AREA AS PERMITTED BY CODE
DESIGN ROOF RAIN LOAD
1. DESIGN RAINFALL: 3.5"/HR (100-YEAR, 1-HOUR RAINFALL)
2. MAXIMUM DEPTH OF RAINWATER AT LOWEST POINT OF ROOF SHALL NOT EXCEED 4" DURING
DESIGN RAINFALL
DESIGN FLOOR DEAD LOAD:
1. 65 PSF (ELEVATED SLAB) @ ADDITION
2. 40 PSF (NEW ELEV SLAB @ EXIST)
DESIGN FLOOR LIVE LOAD:
1. 125 PSF SLAB-ON-GRADE
2. 100 PSF (@ NEW ELEVATED SLABS & STAIRS)
3. REDUCTIONS APPLIED PER TRIBUTARY AREA AS PERMITTED BY CODE
DESIGN SNOW LOAD:
1. GROUND SNOW LOAD, Pg = 5 PSF (DOES NOT CONTROL)
DESIGN WIND LOAD:
1. ULTIMATE DESIGN WIND SPEED, Vult = 120 MPH
2. NOMINAL DESIGN WIND SPEED Vasd = 93 MPH
3. RISK CATEGORY: III
4. WIND EXPOSURE CATEGORY: C
5. COMPONENTS AND CLADDING WIND PRESSURE: (SEE SCHEDULE)
6. INTERNAL PRESSURE COEFFICIENT (GCpi): +/- 0.18
DESIGN SEISMIC INFORMATION:
1. RISK CATEGORY: III
2. MAPPED SPECTRAL RESPONSE COEFFICIENT, Ss = 0.208
3. MAPPED SPECTRAL RESPONSE COEFFICIENT, S1 = 0.094
4. SPECTRAL RESPONSE COEFFICIENT, Sds = 0.222
5. SPECTRAL RESPONSE COEFFICIENT, Sd1 = 0.151
6. SITE CLASS: D
7. BASE SEISMIC-FORCE RESISTING SYSTEM: CONCENTRIC STEEL BRACED FRAMES & MOMENT
FRAMES NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE
8. DESIGN BASE SHEAR: 65 K
9. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE (ASCE 7, SECTION 12.8)
10. RESPONSE MODIFICATION FACTOR, R: 3.0
11. SEISMIC DESIGN CATEGORY: C
12. SEISMIC IMPORTANCE FACTOR, Ie = 1.25
13. SEISMIC RESPONSE COEFFICIENT, Cs = 0.093
NO PROVISIONS HAVE BEEN MADE FOR FUTURE HORIZONTAL OR VERTICAL EXPANSION.
STRUCTURAL DRAWINGS INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. SHOP
DRAWINGS SHALL DETAIL ALL CONDITIONS IN ACCORDANCE WITH SPECIFIED STANDARDS AND THE
SPECIFIC REQUIREMENTS OF THIS PROJECT AS INDICATED IN THE CONSTRUCTION DOCUMENTS.
THE GENERAL CONTRACTOR SHALL SUBMIT, AS REQUIRED, PRINTS OR ELECTRONIC COPIES, AS
DIRECTED, OF SHOP DRAWINGS FOR ALL FABRICATED MATERIALS TO ARCHITECT FOR REVIEW.
REVIEW OF SHOP DRAWINGS BY THE ARCHITECT/STRUCTURAL ENGINEER OF RECORD DOES NOT
RELIEVE THE GENERAL CONTRACTOR OF THE SOLE RESPONSIBILITY FOR ERRORS AND OMISSIONS
ASSOCIATED WITH THE PREPARATION OF THOSE SHOP DRAWINGS.
SHOP DRAWINGS AND CALCULATIONS FOR DELEGATED DESIGN ITEMS AS DICTATED BY THE
CONSTRUCTION DOCUMENTS SHALL BE SIGNED AND SEALED BY A REGISTERED DESIGN
PROFESSIONAL LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED BEFORE SUBMITTING
FOR REVIEW BY THE ARCHITECT/STRUCTURAL ENGINEER OF RECORD.
COMPLETE SHOP DRAWINGS FOR CONSTRUCTION OF ALL APPLICABLE SPECIALTY ITEMS INCLUDING,
BUT NOT LIMITED TO PRECAST CONCRETE, GLAZING SYSTEMS, COLD FORMED METAL FRAMING,
RAILING, SKYLIGHTS, AND STAIRS SHALL BE SIGNED AND SEALED BY A REGISTERED DESIGN
PROFESSIONAL LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED, AND SHALL BE
AVAILABLE AT THE JOB SITE DURING TIMES OF INSPECTION.
REPRODUCTION/DUPLICATION OF THE STRUCTURAL DRAWINGS FOR USE IN THE PRODUCTION OF
SHOP DRAWINGS IS PROHIBITED, UNLESS NOTED OTHERWISE. IN THE EVENT THAT THE GENERAL
CONTRACTOR OR SUBCONTRACTOR ELECTS TO PRODUCE SHOP DRAWINGS BY COPYING
ELECTRONIC OR PAPER COPIES OF THE STRUCTURAL DRAWINGS, THE CONTRACTOR SHALL
REQUEST FROM THE STRUCTURAL ENGINEER OF RECORD A SHOP DRAWING WAIVER ALONG WITH
THE SPECIFIC SHEETS REQUIRED. SIGNATURE OF THE WAIVER BY THE GENERAL CONTRACTOR,
ALONG WITH PAYMENT OF A FEE TO THE STRUCTURAL ENGINEER OF RECORD WILL BE REQUIRED.
THE GENERAL CONTRACTOR SHALL CONTINUE TO ASSUME RESPONSIBILITY FOR ERRORS,
OMISSIONS AND COORDINATION REQUIRED FOR SHOP DRAWING PRODUCTION, REGARDLESS OF
THE USE OF COPIES OF THE STRUCTURAL DRAWINGS FOR SHOP DRAWING PRODUCTION.
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CONCRETE
SLAB-ON-GRADE
E.
A.
11
SHOP DRAWINGS
DESIGN LOADS
G
10
B. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR LOCATING ALL UNDERGROUND UTILITIES IN THE
AREA OF CONSTRUCTION THAT MIGHT BE AFFECTED BY OR OTHERWISE INTERFERE WITH
INSTALLATION OF NEW WORK. THIS INCLUDES THOSE THAT MIGHT BE DAMAGED BY NEW
FOUNDATION OR OTHER WORK, AND THOSE WHOSE PRESENCE MIGHT LEAD TO DAMAGE TO THE
NEW WORK (SUCH AS DIFFERENTIAL SETTLEMENT, ETC.).
C.
SPECIAL INSPECTIONS ARE REQUIRED IN ADDITION TO THE INSPECTIONS SPECIFIED IN SECTION 110
OF THE BUILDING CODE.
ALL SPECIAL INSPECTIONS SHALL BE IN ACCORDANCE WITH DIVISION 01 SPECIFICATIONS.
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A. THE GENERAL CONTRACTOR SHALL SURVEY THE EXISTING STRUCTURE TO DETERMINE THAT ALL
MODIFICATIONS AS INDICATED IN THE CONSTRUCTION DOCUMENTS ARE FEASIBLE AND PRACTICAL
AND SHALL REPORT ANY DISCREPANCIES OR UNUSUAL CONDITIONS TO THE
ARCHITECT/STRUCTURAL ENGINEER OF RECORD. FIELD DIMENSION NEW STRUCTURAL ELEMENTS
PRIOR TO THE SUBMISSION OF SHOP DRAWINGS.
B.
A.
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EXISTING CONDITIONS
SPECIAL INSPECTIONS
H
7
G.
CORING OF SLABS AND USE OF DRILLED ANCHORS IS NOT PERMITTED WITHOUT WRITTEN
APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD. IF APPROVED, COORDINATE
ANCHOR LOCATIONS SO THAT NO CONTACT IS MADE WITH ANY REINFORCING OR P.T. TENDONS.
POWDER ACTUATED FASTENERS (OR POWDER DRIVEN FASTENERS) SHALL BE ANCHORED IN
CONCRETE WITH MINIMUM FASTENER SPACING OF 3" AND MINIMUM EDGE DISTANCE OF 2".
FASTENERS SHALL NOT EXCEED 5/8" EMBEDMENT UNLESS APPROVED BY STRUCTURAL
ENGINEER OF RECORD.
CONCRETE MASONRY
A.
B.
C.
D.
E.
F.
G.
H.
I.
J.
K.
L.
ALL MASONRY WORK SHALL BE IN ACCORDANCE WITH DIVISION 04 SPECIFICATIONS.
MASONRY GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 psi AT 28-DAYS.
F'M SHALL BE 1500 PSI (MIN. CMU COMPRESSIVE STRENGTH = 1900 PSI).
JOINT REINFORCING SHALL BE LADDER TYPE, 9 GAUGE SPACED VERTICALLY AT 16" UNLESS NOTED
OTHERWISE. PROVIDE JOINT REINFORCING AT 8" AT MASONRY BELOW GRADE, 2 ROWS AT 8" AT TOP
AND BOTTOM OF OPENINGS, (EXTEND 24" EACH SIDE) AND 2 ROWS AT 8" AT BOND BEAMS.
VERTICAL REINFORCING IN CONCRETE MASONRY (AS REQUIRED) SHALL EXTEND INTO THE BOND
BEAM AT THE FLOOR OR ROOF. PROVIDE MIN. 4" X 4" OPENING AT U BLOCK FOR VERTICAL BAR.
VERTICAL REINFORCING IN CONCRETE MASONRY GROUTED CELLS SHALL BE PROVIDED AT EACH
SIDE OF OPENING, EQUAL TO ONE HALF THE REINFORCING DISPLACED WITH A MINIMUM OF ONE (1)
TYPICAL REINFORCEMENT BAR AT EACH SIDE UNLESS SPECIFIED OTHERWISE IN A REINFORCED
JAMB OR SHEAR WALL SCHEDULE.
ALL CELLS BELOW GRADE AND SLAB ON GRADE SHALL BE FULLY GROUTED.
16" DEEP BOND BEAMS SHALL BE CONSTRUCTED OF 8" U BLOCK BELOW AND 8" STANDARD BLOCK
ABOVE WITH BREAK AWAY TOP PART OF WEB UNLESS NOTED OTHERWISE IN CONSTRUCTION
DRAWINGS.
CONCRETE MASONRY UNITS SHALL BE CUT BELOW BEAMS, LINTELS, OR BOND BEAMS AS REQUIRED
IN ORDER TO GET CONTINUOUS BEAM, LINTEL, OR BOND BEAMS AT THE PROPER ELEVATION.
SEE ARCHITECTURAL DRAWINGS FOR LAYING MASONRY AND LOCATION OF OPENINGS. LAY IN
RUNNING BOND UNLESS NOTED OTHERWISE.
CONTROL JOINTS SHALL BE LOCATED PER ARCHITECTURAL DRAWINGS, SHALL MATCH VENEER
CONTROL JOINTS WHERE APPLICABLE, AND SHALL NOT EXCEED 25'-0". CONTROL JOINTS SHALL NOT
BE LOCATED THROUGH BEAMS OR LINTELS OR THEIR BEARING DISTANCE. CONTROL JOINTS SHALL
BE A MINIMUM DISTANCE OF 5'-0" CLEAR FROM WALL EDGES OR CORNERS. DISCONTINUE
HORIZONTAL REINFORCING AT CONTROL JOINTS. ONE HALF OF SPECIFIED BOND BEAM
REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL JOINTS UNLESS NOTED OTHERWISE.
CONTROL JOINTS SHALL NOT BE PLACED IN WALLS DENOTED IN CONSTRUCTION DOCUMENTS AS
SHEAR WALLS WITHOUT EXPLICIT APPROVAL BY STRUCTURAL ENGINEER OF RECORD.
C. ALTERNATE PRODUCTS SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD FOR APPROVAL
SHALL HAVE A VALID RESEARCH REPORT, ALSO KNOWN AS EVALUATION REPORT, INDICATING
COMPLIANCE WITH APPROPRIATE ACCEPTANCE CRITERIA REQUIRED BY THE BUILDING CODE FOR
THE INTENDED LOAD TYPE AND USE (E.G. WIND, SEISMIC, SUSTAINED TENSION, ETC). RESEARCH
REPORTS SHALL BE ISSUED BY A SOURCE APPROVED BY THE AUTHORITY HAVING JURISDICTION.
H. ADHESIVE ANCHORS FOR CONCRETE MASONRY AS SHOWN ON CONSTRUCTION DOCUMENTS
SHALL CONSIST OF AN ALL-THREAD GRADE 36 STEEL ROD WITH ONE OF THE FOLLOWING
ADHESIVE PRODUCTS: HIT-HY70 INJECTION ADHESIVE SUPPLIED BY HILTI FASTENING SYSTEMS,
AT-XP ADHESIVE SUPPLIED BY SIMPSON STRONGTIE COMPANY, OR AC100+ GOLD SUPPLIED BY
POWERS FASTENERS. WHEN ANCHORING TO CONCRETE MASONRY WITH VOIDS, THE
APPROPRIATE SCREEN TUBE SHALL BE USED AS RECOMMENDED BY THE ADHESIVE
MANUFACTURER.
ADHESIVE FOR ANCHORING REINFORCING BARS INSTALLED IN EXISTING CONCRETE SHALL BE ONE
OF THE FOLLOWING ADHESIVE PRODUCTS: HIT-HY200 EPOXY ADHESIVE SUPPLIED BY HILTI
FASTENING SYSTEMS, AT-XP ADHESIVE SUPPLIED BY SIMPSON STRONGTIE COMPANY, OR
PURE110+ EPOXY ADHESIVE SUPPLIED BY POWERS FASTENERS.
J. IN ADDITION TO THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS, THE FOLLOWING
GUIDELINES SHALL BE FOLLOWED FOR INSTALLATION OF ADHESIVE ANCHORS:
1. ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT
TIME OF ANCHOR INSTALLATION.
2. ADHESIVE ANCHORS SHALL BE INSTALLED IN DRY CONCRETE, AND DURING DRY CONDITIONS.
3. ADHESIVE ANCHORS SHALL BE INSTALLED IN HOLES PREDRILLED WITH A CARBIDE TIPPED DRILL
BIT.
4. ADHESIVE ANCHORS SHALL BE INSTALLED WITHIN THE TEMPERATURE RANGE SPECIFIED IN THE
MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS, BUT NOT OUTSIDE OF THE DESIGN
TEMPERATURE RANGE. LOADS SHALL NOT BE APPLIED TO ADHESIVE ANCHORS UNTIL THE FULL
CURING TIME ASSOCIATED WITH THE INSTALLATION TEMPERATURE HAS ELAPSED.
K. INSTALLATION OF ADHESIVE ANCHORS SHALL BE PERFORMED BY PERSONNEL CERTIFIED BY AN
APPLICABLE CERTIFICATION PROGRAM. CERTIFICATION SHALL INCLUDE WRITTEN AND
PERFORMANCE TESTS IN ACCORDANCE WITH THE ACI/CRSI ADHESIVE ANCHOR INSTALLER
CERTIFICATION PROGRAM, OR EQUIVALENT.
L. SPECIAL INSPECTIONS SHALL BE PROVIDED FOR POST-INSTALLED ANCHORS IN ACCORDANCE
WITH THE ANCHOR MPII AND/OR EVALUATION REPORT, UNLESS MORE SPECIFIC REQUIREMENTS
ARE SPECIFIED IN THE CONSTRUCTION DOCUMENTS.
B.
C.
D.
E.
LONGITUDINAL REINFORCING BARS IN FOOTINGS SHALL BE PLACED CONTINUOUS AT CORNERS AND
INTERSECTIONS.
FOR EVERY VERTICAL OR HORIZONTAL BAR DISCONTINUED BY AN OPENING, ONE BAR (MIN. OF 2
BARS) SHALL BE ADDED AT SIDE OF OPENING (HALF TO EACH SIDE - TYPICAL).
PROVIDE DOWELS FROM FOUNDATIONS, THE SAME SIZE AND NUMBER AS THE VERTICAL WALL OR
COLUMN REINFORCING, UNLESS NOTED OTHERWISE.
WELDING
A.
B.
C.
D.
MINIMUM WELD SIZE SHALL BE 3/16" FILLET WELD UNLESS NOTED OTHERWISE.
FIELD WELDING SHALL BE SHOWN ON SHOP DRAWINGS AND ERECTION DRAWINGS.
REFER TO ARCHITECTURAL DOCUMENTS FOR EXPOSED STEEL AND JOINT LOCATIONS AND
REQUIREMENTS. ALL EXPOSED WELDED CONNECTIONS SHALL BE GROUND SMOOTH AND SUBJECT
TO ARCHITECT APPROVAL. FABRICATOR SHALL ALTER JOINT DETAILING AS REQUIRED TO ENSURE
THAT EFFECTIVE THROAT SPECIFIED IN WELD DETAIL IS MAINTAINED AFTER GRINDING OF WELD
SURFACE.
PES PROJECT NUMBER: 0214062
I.
STRUCTURAL STEEL
A.
B.
C.
D.
E.
F.
G.
H.
UNLESS NOTED OTHERWISE, WHERE MULTIPLE WYTHES OF CONCRETE MASONRY ARE
CONSTRUCTED AND/OR WHERE ADDITIONAL WYTHES OF CONCRETE MASONRY ARE ADDED TO
EXISTING WYTHES, EACH ADJACENT WYTHE SHALL BE TIED TO THE NEXT WYTHE WITH TYPICAL
JOINT REINFORCING (NEW CONSTRUCTION FOR BOTH WYTHES) OR POST-INSTALLED TIES
APPROVED BY STRUCTURAL ENGINEER OF RECORD (ADDITION TO EXISTING CONSTRUCTION) WITH
SPACING/LOCATIONS MATCHING THE SPACING/LOCATIONS FOR TYPICAL JOINT REINFORCING
DESCRIBED IN THE GENERAL NOTES.
REINFORCING STEEL AND ACCESSORIES WORK SHALL BE IN ACCORDANCE WITH DIVISION 03
SPECIFICATIONS.
ALL TENSION SPLICES, INCLUDING SPLICES FROM BARS LABELED CONTINUOUS, SHALL CONFORM TO
ACI 318. SPLICES SHALL BE CLASS B IN ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE.
REINFORCEMENT SHALL BE SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN THE STRUCTURAL
DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLICED AT LOCATIONS
DETERMINED BY THE GENERAL CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED
IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD.
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
D. MECHANICAL ANCHORS FOR CONCRETE AS SHOWN ON CONSTRUCTION DOCUMENTS SHALL BE
HILTI KWIK BOLT TZ ANCHORS MANUFACTURED BY HILTI FASTENING SYSTEMS, STRONG-BOLT 2
ANCHORS MANUFACTURED BY SIMPSON STRONGTIE COMPANY, OR POWER-STUD+ SD2 ANCHORS
MANUFACTURED BY POWERS FASTENERS.
E. MECHANICAL ANCHORS FOR CONCRETE MASONRY AS SHOWN ON CONSTRUCTION DOCUMENTS
SHALL BE HILTI KWIK BOLT 3 ANCHORS MANUFACTURED BY HILTI FASTENING SYSTEMS,
WEDGE-ALL ANCHORS MANUFACTURED BY SIMPSON STRONGTIE COMPANY, OR POWER-STUD+
SD1 ANCHORS MANUFACTURED BY POWERS FASTENERS.
F. SCREW ANCHORS AS SHOWN ON CONSTRUCTION DOCUMENTS SHALL BE HILTI HUS EZ ANCHORS
MANUFACTURED BY HILTI FASTENING SYSTEMS, TITEN HD ANCHORS MANUFACTURED BY SIMPSON
STRONGTIE COMPANY, OR WEDGE-BOLT+ ANCHORS MANUFACTURED BY POWERS FASTENERS.
G. ADHESIVE ANCHORS FOR CONCRETE AS SHOWN ON CONSTRUCTION DOCUMENTS SHALL CONSIST
OF AN ALL-THREAD GRADE 36 STEEL ROD WITH ONE OF THE FOLLOWING ADHESIVE PRODUCTS:
HIT-HY200 EPOXY ADHESIVE SUPPLIED BY HILTI FASTENING SYSTEMS, AT-XP ADHESIVE SUPPLIED
BY SIMPSON STRONGTIE COMPANY, OR PURE110+ EPOXY ADHESIVE SUPPLIED BY POWERS
FASTENERS. ADHESIVE ANCHOR DESIGN TEMPERATURE RANGE IS 75*F (LONG TERM) AND 104*F
(SHORT TERM).
REINFORCING STEEL
A.
Croft & Associates
I.
ALL STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH DIVISION 05 SPECIFICATIONS.
SLOTTED HOLES FOR BEAM END CONNECTIONS ARE NOT ALLOWED FOR BEAMS ASSOICATED WITH A
BRACED FRAME OR MOMENT FRAME, OR NOTED WITH A REQUIRED AXIAL CONNECTION FORCE,
UNLESS NOTED OTHERWISE
GUSSET PLATES AND STIFFENER PLATES SHALL BE 3/8" MINIMUM, WELDED BOTH SIDES
CONTINUOUSLY, UNLESS NOTED OTHERWISE.
MEMBERS SUPPORTING DECK AT THE PERIMETER OF THE BUILDING SHALL BE CONTINUOUS EXCEPT
AT EXPANSION JOINTS. SQUARE GROOVE WELD (BUTT JOINT) CONTINUOUS MEMBERS PLACED END
TO END UNLESS NOTED OTHERWISE.
STEEL COLUMNS AND BASE PLATES SHALL HAVE MINIMUM 3" CONCRETE COVER PROTECTION.
POWDER ACTUATED FASTENERS (OR POWDER DRIVEN FASTENERS) SHALL BE ANCHORED IN STEEL
WITH MINIMUM FASTENER SPACING OF 1 1/2" AND MINIMUM EDGE DISTANCE OF 1/2".
GROUT UNDER BEARING PLATES SHALL BE MIN. 6,000 PSI COMPRESSIVE STRENGTH. LOADING OF
STRUCTURE SHALL NOT OCCUR UNTIL GROUT IS INSTALLED UNDER BASE PLATES AND PROPERLY
CURED.
MATERIALS:
1. W-SHAPES: ASTM A 992.
2. CHANNELS, ANGLES, M, S-SHAPES: ASTM A 36.
3. PLATE AND BAR: ASTM A 36.
4. COLD-FORMED HOLLOW STRUCTURAL SECTIONS: ASTM A 500, GRADE B, STRUCTURAL TUBING.
5. STEEL PIPE: ASTM A 53, TYPE E OR S, GRADE B.
6. HIGH-STRENGTH BOLTS, NUTS, AND WASHERS: ASTM A 325, TYPE 1 OR ASTM A 490 TYPE 1 HEAVY
HEX STEEL STRUCTURAL BOLTS ASTM A 563, GRADE DH, HEAVY HEX CARBON-STEEL NUTS; AND
ASTM F 436, TYPE 1, HARDENED CARBON-STEEL WASHERS WITH PLAIN FINISH.
7. SHEAR CONNECTORS: ASTM A 108, GRADES 1010 THROUGH 1020, HEADED-STUD TYPE,
COLD-FINISHED CARBON STEEL; AWS D1.1, TYPE B.
8. UNHEADED ANCHOR RODS: ASTM F 1554, GRADE 36. CONFIGURATION TO BE STRAIGHT.
9. PLATE WASHERS: ASTM A 36 CARBON STEEL.
10. WASHERS: ASTM F 436, TYPE 1, HARDENED CARBON STEEL.
11. THREADED RODS: ASTM A 36.
12. NONMETALLIC, SHRINKAGE-RESISTANT GROUT: ASTM C 1107, FACTORY-PACKAGED,
NONMETALLIC AGGREGATE GROUT, NONCORROSIVE AND NONSTAINING, MIXED WITH WATER TO
CONSISTENCY SUITABLE FOR APPLICATION AND A 30-MINUTE WORKING TIME.
CONNECTIONS: PROVIDE DETAILS OF CONNECTIONS REQUIRED BY THE CONSTRUCTION
DOCUMENTS TO BE SELECTED AND COMPLETED BY STRUCTURAL-STEEL FABRICATOR, INCLUDING
COMPREHENSIVE ENGINEERING DESIGN BY A REGISTERED DESIGN PROFESSIONAL LICENSED IN THE
STATE IN WHICH THE PROJECT IS LOCATED, TO WITHSTAND LOADS INDICATED AND COMPLY WITH
OTHER INFORMATION AND RESTRICTIONS INDICATED AS PER “OPTION 3” OF THE CODE OF
STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.
1. SELECT AND COMPLETE CONNECTIONS USING SCHEMATIC DETAILS AND LOADS INDICATED IN
CONSTRUCTION DRAWINGS AND AISC 360.
2. USE ASD; DATA ARE GIVEN AT SERVICE-LOAD LEVEL.
3. WHERE BEAM SHEAR IS NOT NOTED, THE CONNECTIONS SHALL DEVELOP THE BEAM SHEAR V =
W/2 WHERE W IS THE TOTAL ALLOWABLE BEAM UNIFORM LOAD BASED ON LATERALLY SUPPORTED
SIMPLE SPAN MOMENTS PER TABLES LOCATED IN THE AISC MANUAL OF STEEL CONSTRUCTION.
4. CONNECTIONS SHALL BE DESIGNED AS SNUG-TIGHT CONNECTIONS WITH THREADS IN THE SHEAR
PLANE, UNLESS NOTED OTHERWISE. ALL BOLTS NOTED AS PRE-TENSIONED OR SLIP CRITICAL IN
THE DRAWINGS SHALL BE TIGHTENED TO THE MINIMUM PRETENSION VALUE SHOWN IN TABLE J3.1
OF THE AISC STEEL MANUAL, USING COMPRESSIBLE-WASHER-TYPE DIRECT TENSION INDICATOR
DEVICES CONFORMING TO ASTM F959.
OWNER
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
D
C
No.
12.19.14
10.27.14
Date
PERMIT SET
DD PRICING SET
Description
ISSUANCE
PROJECT NUMBER
14116
DRAWN:
ABS
CHECKED:
TRP
SHEET TITLE
GENERAL NOTES
REINFORCING STEEL WELDING SHALL CONFORM TO AWS D1.4, STRUCTURAL WELDING CODE REINFORCING STEEL BY AMERICAN WELDING SOCIETY FOR COMPLIANCE WITH ACI 318, SECTION
3.5.2.
METAL FABRICATION
A. ALL METAL FABRICATION WORK SHALL BE IN ACCORDANCE WITH DIVISION 05 SPECIFICATIONS.
SHEET NO.
S-001
A. ALL HOT-DIP GALVANIZATION WORK SHALL BE IN ACCORDANCE WITH DIVISION 05
SPECIFICATIONS.
B. ALL BOLTS USED FOR CONNECTIONS AT GALVANIZED STEEL MEMBERS SHALL BE
GALVANIZED PER STANDARDS NOTED.
C. REFER TO ASTM A-143, A-384 AND D-6386 FOR ADDITIONAL STANDARD PRACTICES RELATED
TO SPECIAL CONDITIONS FOR HOT-DIP GALVANIZING.
D. GALVANIZED FAYING SURFACES AT SLIP CRITICAL CONNECTIONS SHALL BE HOT DIP
GALVANIZED IN ACCORDANCE WITH ASTM A-123 AND SHALL BE ROUGHENED BY MEANS OF
HAND WIRE BRUSHING. POWER WIRE BRUSHING IS NOT PERMITTED.
METAL STAIRS AND RAILING
A. ALL METAL STAIR AND RAILING WORK SHALL BE IN ACCORDANCE WITH DIVISION 05
SPECIFICATIONS.
B. SEE ARCHITECTURAL DRAWINGS FOR EXACT LAYOUT AND CONFIGURATION.
J
I
6
STEEL ROOF DECK
A. ALL STEEL ROOF DECK WORK SHALL BE IN ACCORDANCE WITH DIVISION 05 SPECIFICATIONS
B. ALL INTERIOR STEEL ROOF DECK SHALL BE ASTM A1008 FACTORY PRIMED FOR PAINT. ALL
EXPOSED STEEL ROOF DECK SHALL BE ASTM A653 GALVANIZED G90. ALL STEEEL ROOF DECK
SHALL BE A MINIMUM YIELD STRENGTH OF 33,000 PSI, UNLESS NOTED OTHERWISE.
C. DECK SHALL BE SUPPORTED BY A MINIMUM OF FOUR SUPPORT LOCATIONS (THREE SPAN
CONDITION).
D. MINIMUM FINAL ROOF SLOPE SHALL BE 1/4" PER 1 FT. WHERE SLOPE IS NOT ACHIEVED BY STEEL
STRUCTURE, CREATE IT WITH INSULATION ABOVE THE DECK (SEE ARCHITECTURAL DRAWINGS).
E. ALL INTERIOR EXPOSED ROOF DECK SHALL BE ASTM A1008 FACTORY PRIMED FOR PAINT. SEE
ARCHITECTURAL DRAWINGS FOR EXTENTS.
F. STEEL ROOF DECK SHALL BE ATTACHED TO STEEL SUPPORTS WITH 5/8" DIAMETER PUDDLE
WELDS AND TO COLD FORMED METAL FRAMING WITH #12 HEX HEAD SCREWS. WHEN DECK
THICKNESS IS LESS THAN 0.028 INCHES, WELDS MUST BE MADE THROUGH MIN. 16 GAUGE
WELDING WASHERS. SPACING OF WELDS SHALL BE AS FOLLOWS
1. AT BUTTED ENDS: AT 12" O.C.
2. AT PERIMETER/EDGES OF BUILDING AND WITHIN 12' OF THE PERIMETER/EDGES OF BUILDING :
AT 36/7 PATTERN OR 6" O.C.
3. INTERMEDIATE SUPPORTS: AT 36/4 PATTERN OR 12" O.C.
4. SIDE LAPS: PROVIDE 4 CONNECTIONS PER SPAN. HEX HEAD SCREWS SIZE #10 SHALL BE
USED AT SIDE LAP CONNECTIONS.
H. CONTRACTOR SHALL COORDINATE THE CONSTRUCTION OF WALLS, BEAM FRAMING, METAL
DECKING, ETC. WITH THE PITCH AND CAMBER OF STEEL JOISTS TO ENSURE COMPATIBILITY
OF ROOF FRAMING AND WALL SYSTEMS.
B.
B.
C.
D.
E.
F
F.
G.
H.
I.
E
D
C
SUSPENDED LOADS AT STRUCTURE
A.
C.
ALL COLD-FORMED STEEL FRAMING WORK SHALL BE IN ACCORDANCE WITH DIVISION 05
SPECIFICATIONS.
ISOLATION OF NON-LOAD-BEARING FRAMING FROM BUILDING STRUCTURE TO PREVENT
TRANSFER OF VERTICAL LOADS SHALL ALLOW FOR A MINIMUM OF X/X" MOVEMENT FROM
LIVE LOAD.
SEE ARCHITECTURAL DRAWINGS FOR NON-LOAD BEARING WALLS AND TO VERIFY ALL
DIMENSIONS SHOWN FOR LOAD BEARING WALLS.
SUBMIT STRUCTURAL DESIGN CALCULATIONS INDICATING COMPLIANCE WITH SPECIFIED
DESIGN CRITERIA. CALCULATIONS SHALL BEAR THE SEAL OF A REGISTERED DESIGN
PROFESSIONAL LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED.
PROVIDE COLD-FORMED METAL FRAMING CAPABLE OF WITHSTANDING DESIGN LOADS
WITHIN LIMITS AND UNDER CONDITIONS INDICATED IN THE CONSTRUCTION DOCUMENTS.
DESIGN FRAMING SYSTEMS TO WITHSTAND DESIGN LOADS WITHOUT DEFLECTIONS
GREATER THAN THE FOLLOWING:
1. EXTERIOR WALL FRAMING: HORIZONTAL DEFLECTION OF L/600 FOR BRICK/STONE
VENEER, L/360 FOR SIMULATED STONE WALLS OR STUCCO FINISH AND L/240 FOR EIFS OR
OTHER FLEXIBLE FINISHES.
2. FLOOR JOIST FRAMING: VERTICAL DEFLECTION OF 1/480 FOR LIVE LOADS AND L/360 FOR
TOTAL LOADS OF THE SPAN.
3. ROOF RAFTER FRAMING: HORIZONTAL DEFLECTION OF 1/240 OF THE HORIZONTALLY
PROJECTED SPAN.
4. CEILING JOIST FRAMING: VERTICAL DEFLECTION OF 1/240 OF THE SPAN.
DESIGN ACCORDING TO AISI S100. IT IS ACCEPTABLE TO DESIGN SPECIFIC ELEMENTS PER
THE RECOMMENDATIONS OF THE DESIGN STANDARDS OF AISI S210 THROUGH S214.
NON-STRUCTURAL FRAMING MEMBERS SHALL COMPLY WITH ASTM C645. STRUCTURAL
FRAMING MEMBERS SHALL COMPLY WITH ASTM 955.
IN ADDITION TO DESIGN LOADS ALL COLD FORMED MEMBERS SHALL BE SIZED FOR THE
CONNECTION REQUIREMENTS OF THE CLADDING AND/OR FRAMING WHICH ATTACHES TO
THEM, INCLUDING BUT NOT LIMITED TO SHEATHING, PANELING, DOORS, WINDOWS,
LOUVERS, MINOR CANOPIES, AND SUN SHADES.
DESIGN AND COORDINATE INSTALLATION AND LOCATION OF ANCHORS AND INSERTS WITH
STRUCTURAL SYSTEM TO WHICH COLD FORMED STEEL FRAMING IS ATTACHED.
D.
E.
F.
A.
B.
C.
D.
E.
F.
COMPOSITE STEEL FLOOR SYSTEM
G.
A. STEEL HEADED STUD ANCHORS (SHEAR CONNECTORS / SHEAR STUDS) SHALL BE TYPE B
AND CONFORM TO AWS D1.1 AND ASTM A108 SPECIFICATIONS FOR 1010 THROUGH 1020 MILD
STEELS. MINIMUM YIELD STRENGTH= 50,000 PSI.
B. WHERE COMPOSITE BEAM DESIGNATION OCCURS ON FRAMING PLAN THROUGH THE
CALLING OUT OF A NUMBER OF REQUIRED STEEL HEADED STUD ANCHORS, FLOOR AND
BEAM ARE DESIGNED TO ACT COMPOSITE BY USE OF SHEAR STUDS ON TOP BEAM FLANGE.
1. SEE DISTRIBUTED STEEL HEADED STUD ANCHORS PLACEMENT DETAIL FOR PLACEMENT
REQUIREMENTS.
2. IF LONGITUDINAL STUD SPACING EXCEEDS 12", PLUG WELD DECK TO BEAM BETWEEN
STUDS.
C. ALL STEEL HEADED STUD ANCHORS SHALL BE 3/4" DIAMETER x (FLUTE HT. + 1 1/2") AFTER
WELDING, UNLESS OTHERWISE NOTED.
1. MINIMUM CLEARANCE FROM TOP OF STUD TO TOP OF SLAB IS 1".
D. MAINTAIN INDICATED MINIMUM SLAB THICKNESS OVER BEAMS THROUGHOUT SPAN.
ELEVATED SLAB SHALL BE PLACED WITH MINIMUM THICKNESS THROUGHOUT WITH NO
MORE THAN 1/2" OF ADDITIONAL THICKNESS IN ANY LOCATION TO HELP WITIH THE LEVELING
OF THE SLAB.
H.
I.
J.
A
A. ALL COMPOSITE STEEL FLOOR DECK WORK SHALL BE IN ACCORDANCE WITH DIVISION 05
SPECIFICATIONS.
B. STEEL COMPOSITE DECK SHALL BE ASTM A653 GALVANIZED G90, WITH A MINIMUM YIELD
STRENGTH OF 50,000 PSI, UNLESS NOTED OTHERWISE.
C. DECK SHALL BE SUPPORTED BY A MINIMUM OF FOUR SUPPORT LOCATIONS (THREE SPAN
CONDITION).
D. COMPOSITE STEEL FLOOR DECK SHALL BE ATTACHED TO THE SUPPORTS WITH 5/8"
DIAMETER PUDDLE WELDS. WHEN DECK THICKNESS IS LESS THAN 0.028 INCHES, WELDS
MUST BE MADE THROUGH MIN. 16 GAUGE WELDING WASHERS. SPACING OF WELDS SHALL
BE AS FOLLOWS:
1. AT BUTTED ENDS: AT 12" O.C.
2. AT PERIMETER/EDGES OF BUILDING: AT 12" O.C.
3. INTERMEDIATE SUPPORTS: AT 12" O.C.
4. SIDE LAPS: AT MID-SPAN OR AT 3'-0" O.C., WHICHEVER IS SMALLER. HEX HEAD SCREWS
SIZE #10 OR CRIMPING (BUTTON PUNCHING) MAY BE USED AT SIDE LAP CONNECTIONS.
ATTACHMENT TO ROOF DECK FOR ANY SUSPENDED LOADS IS PROHIBITED WITHOUT WRITTEN
APPROVAL FROM ARCHITECT/STRUCTURAL ENGINEER OF RECORD.
PIPE HANGERS SHALL BE ATTACHED TO BOTTOM FLANGES OF JOISTS OR BEAMS WITH APPROVED
CLAMPS/CONNECTIONS.
ALL MULTIPLE TIER CABLE TRAYS, PIPE RACKS OR GROUPS OF PIPES OR DUCTS SHALL BE
SUPPORTED FROM EACH ROOF FRAMING MEMBER WHERE THE GROUP CROSSES THE MEMBER OR
AT 8'-0" O.C. MAX. WHERE GROUP IS ORIENTED PARALLEL TO THE MEMBER, UNLESS NOTED
OTHERWISE ON DRAWINGS.
HANGERS SHALL BE ADDED AT ALL PIPE VALVE AND FITTING LOCATIONS.
CONTRACTORS AND SUBCONTRACTORS SUSPENDING LOADS FROM STRUCTURE SHALL ACCOUNT
FOR AND PROVIDE ALL CONNECTIONS, STRUTS, TIES AND RIGGING REQUIRED FOR COMPLETE
INSTALLATION AND SHALL FURNISH DRAWINGS SHOWING POINTS OF SUPPORT, SUPPORT LOADS
AND ALL REQUIRED SUPPLEMENTAL BRACING. PROVIDE SUPPORTS AND HANGERS AS REQUIRED
FOR PIPING AND EQUIPMENT SO THAT ALL COMBINED LOADING SHALL NOT EXCEED ALLOWABLE
LOADINGS OF STRUCTURE AS SHOWN ON STRUCTURAL DRAWINGS. SUPPORT LOCATIONS SHALL
BE COORDINATED WITH OTHER TRADES AND SHALL BE INSTALLED IN ACCORDANCE WITH
SPECIFICATIONS OF THE ITEMS SUPPORTED.
EXPENSE RESULTING FROM IMPROPER COORDINATION OR LOCATION OF ANCHOR BOLTS,
OPENINGS, SLEEVES, INSERTS, HANGERS OR OTHER SUPPORTS REQUIRED FOR PIPING AND
EQUIPMENT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
WOOD FRAMING
K.
L.
COMPOSITE STEEL FLOOR DECK
B
9
A. ALL STRUCTURAL STEEL JOIST AND JOIST GIRDER WORK SHALL BE IN ACCORDANCE WITH
DIVISION 05 SPECIFICATIONS.
B. JOISTS SHALL BE EQUALLY SPACED BETWEEN COLUMN LINES OR OTHER SPECIFICALLY
LOCATED FRAMING MEMBERS UNLESS NOTED OTHERWISE.
C. STAGGER CONNECTION FOR BEARING NOTE.
D. EXTEND LOWER JOIST CHORD AT ALL COLUMNS. DO NOT WELD TO STEEL TAB PLATE.
E. UNLESS NOTED OTHERWISE, K-SERIES STEEL JOIST SHALL HAVE 2 1/2" DEEP BEARING,
LH-SERIES SHALL HAVE 5" DEEP BEARING.
1. WHERE STEEL JOIST OR GIRDER SLOPE EXCEEDS 1/4" PER FT., PROVIDE SLOPED BEARING
AS NOTED IN SLOPED SEAT REQUIREMENTS OF SJI.
F. HORIZONTAL BRIDGING SHALL BE PER SJI REQUIREMENTS.
1. BRIDGING SHALL BE DESIGNED TO FULLY BRACE TOP CHORD OF JOISTS UNDER SERVICE
LOADS FOR JOISTS NOT BRACED BY STEEL ROOF DECK.
2. BOTTOM CHORD OF ROOF JOISTS SHALL BE DESIGNED FOR NET UPLIFT OF XXXX PSF
(COMPONENTS & CLADDING), UNLESS NOTED OTHERWISE.
3. BOTTOM CHORD OF ROOF JOIST GIRDERS SHALL BE DESIGNED FOR NET UPLIFT OF XXXX
PSF (MAIN WIND FORCE RESISTING SYSTEM).
4. PROVIDE ADDITIONAL BOTTOM CHORD BRIDGING AS REQUIRED FOR NET UPLIFT OF XXXX
PSF (MAIN WIND FORCE RESISTING SYSTEM) FOR ROOF FRAMING.
G. AT A MINIMUM, K-SERIES STEEL JOISTS SHALL BE CONNECTED TO STEEL BY 1/8" WELD, 1 1/2"
EACH SIDE OR (2) 1/2" DIAMETER BOLTS. AT A MINIMUM, LONG SPAN STEEL JOISTS SHALL BE
CONNECTED TO STEEL BY 1/4" WELD, 2" LONG EACH SIDE OR (2) 3/4" DIAMETER BOLTS. AT A
MINIMUM, JOIST GIRDERS SHALL BE CONNECTED TO STEEL BY 1/4" WELD, 6" LONG EACH
SIDE OR (2) 3/4" DIAMETER BOLTS. JOIST SEAT CONNECTION DETAILS SHALL BE PROVIDED
BY FABRICATOR (BOLTED OR WELDED CONNECTIONS) BASED ON SJI AND LOADING
REQUIREMENTS.
A.
G
8
A. ALL NONCOMPOSITE STEEL FORM DECK WORK SHALL BE IN ACCORDANCE WITH DIVISION 05
SPECIFICATIONS.
B. STEEL FORM DECK SHALL BE ASTM A653 GALVANIZED G90, WITH A MINIMUM YIELD STRENGTH OF
60,000 PSI, UNLESS NOTED OTHERWISE.
C. DECK SHALL BE SUPPORTED BY A MINIMUM OF FOUR SUPPORT LOCATIONS (THREE SPAN
CONDITION).
D. NONCOMPOSITE STEEL FORM DECK SHALL BE ATTACHED TO THE SUPPORTS WITH 5/8" DIAMETER
PUDDLE WELDS. WHEN DECK THICKNESS IS LESS THAN 0.028 INCHES, WELDS MUST BE MADE
THROUGH MIN. 16 GAUGE WELDING WASHERS. SPACING OF WELDS SHALL BE AS FOLLOWS
1. AT BUTTED ENDS: AT 10" O.C.
2. AT PERIMETER/EDGES OF BUILDING: AT 10" O.C.
3. INTERMEDIATE SUPPORTS: AT 10" O.C.
4. SIDE LAPS: FOR FORM DECK WITH SPANS 3'-6" OR GREATER, PROVIDE 2 CONNECTIONS PER
SPAN. HEX HEAD SCREWS SIZE #10 OR CRIMPING (BUTTON PUNCHING) MAY BE USED AT SIDE
LAP CONNECTIONS.
COLD-FORMED STEEL FRAMING (STUDS AND JOISTS)
H
7
10
11
12
13
14
15
16
17
18
19
STEEL NONCOMPOSITE FORM DECK
OPEN-WEB STEEL JOISTS
L
K
5
M.
N.
O.
P.
Q.
R.
CONFORM TO NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION, PUBLISHED BY THE
NATIONAL FOREST PRODUCTS ASSOCIATION, AF & PA NDS AND AF & PA SPECIAL DESIGN
PROVISIONS FOR WIND & SEISMC.
UNLESS NOTED OTHERWISE, USE SPRUCE-PINE-FIR , 19% MAX. MOISTURE CONTENT, AS FOLLOWS:
1. BEAMS, HEADERS
NO. 1/NO. 2
2. LOAD BEARING STUDS, & EXTERIOR STUDS
NO. 1/NO. 2
3. JOISTS, PURLINS
NO. 1/NO. 2
4. SUB-PURLINS, PLATES, BLOCKING
NO. 1/NO. 2
5. NON-LOAD BEARING INTERIOR STUDS
STUD GRADE
ANY WOOD IN CONTACT WITH CONCRETE, MASONRY, SOIL, OR EXPOSED TO THE ELEMENTS SHALL
BE PRESSURE TREATED.
METALS (PLATES, NAILS, BOLTS, ETC) IN CONTACT WITH PRESSURE TREATED, FIRE-RETARDANT
OR WOLMANIZED WOOD SHALL HAVE G185 ZINC GALVANIZED COATING. ALL OTHER METALS IN
CONTACT WITH WOOD SHALL HAVE G90 ZINC GALVANIZED COATING.
METAL CONNECTORS SHALL BE FASTENED IN ACCORDANCE WITH THE MANUFACTURER'S
INSTRUCTIONS TO DEVELOP THE MAXIMUM PUBLISHED CAPACITY.
TIMBER FASTENING SHALL BE PER GOVERNING BUILDING CODE "MINIMUM FASTENING SCHEDULE"
UNLESS NOTED AS GREATER ON CONSTRUCTION DRAWINGS. CONNECTORS TO BE SIMPSON OR
APPROVED ALTERNATE, WITH MINIMUM CAPACITY AS NOTED.
TOE NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES TO THE PIECE AND BE STARTED AT 1/3
THE NAIL LENGTH FROM THE END OF THE PIECE.
ALL BOLTS SHALL BE FURNISHED WITH STANDARD NUT WASHER.
ALL NAILS SHALL BE COMMON WIRE NAILS.
GENERAL STRUCTURAL WOOD NOTES:
1. (3)-2x, (2)-2x AND (2)-2x + 1/2" PLYWOOD PLATE BEAMS SHALL BE SPIKED TOGETHER W/12d NAILS
@ 12" O.C. TOP & BOTTOM. (4)-2x AND LARGER BEAMS SHALL BE BOLTED TOGETHER W/ 1/2"
DIAMETER BOLTS @ 2'-6" O.C. MAX. TOP & BOTTOM.
2. ROOF BEAMS WITH SPANS GREATER THAN 5'-0" SHALL BE ANCHORED EACH END WITH (1)-1/4" X
16 GA. (MIN.) STRAP WITH (4)-8D NAILS INTO BEAM AND INTO JAMB STUDS.
3. MULTIPLE STUD OR SOLID COLUMNS SHALL BE CONTINUOUS FROM FRAMING LEVEL, WHERE
SHOWN, TO THE FOUNDATION. THIS WILL REQUIRE SOLID BLOCKING WITHIN THE FLOOR FRAMING
EQUAL TO THE COLUMN DIMENSION (SEE TYPICAL DETAIL).
4. MULTIPLE STUD PACK COLUMNS SHALL BE CONNECTED LATERALLY TO ONE ANOTHER WITH 16d
NAILS AT 16" O.C. VERTICALLY.
PROVIDE ONE ROW OF BRIDGING FOR EACH 8'-0" SPAN FOR ROOF JOISTS.
WALL SHEATHING NOTED ON STRUCTURAL DRAWINGS OR SCHEDULES SHALL BE ATTACHED
DIRECTLY TO THE FACE OF FRAMING MEMBERS. SEE ARCHITECTURAL DRAWINGS FOR ALL
NON-STRUCTURAL SHEATHING REQUIREMENTS. ADDITIONAL SHEATHING REQUIRED BY
ARCHITECTURAL DRAWINGS SHALL BE ATTACHED TO THE OUTSIDE FACE OF STRUCTURAL
SHEATHING.
AT CONTRACTOR'S OPTION, FINGER-JOINTED LUMBER MAY BE USED FOR WALL STUDS ONLY.
ALL NON-LOAD BEARING, AND NON-SHEAR WALLS MAY BE ANCHORED USING POWDER-DRIVEN
FASTENERS, 3/4" MAX. EMBEDMENT DEPTH.
ALL WALL DOUBLE TOP PLATES SHALL BE LAPPED AT CORNERS AND INTERSECTIONS AND
FASTENED PER GOVERNING BUILDING CODE "MINIMUM FASTENING SCHEDULE" UNLESS NOTED
OTHERWISE. ALL DOUBLE PLATE END JOINTS SHALL BE OFFSET AT LEAST 24". DOUBLE PLATES
TO BE FASTENED TOGETHER PER GOVERNING BUILDING CODE "MINIMUM FASTENING SCHEDULE",
UNLESS NOTED OTHERWISE. AT LOAD-BEARING WALLS, FASTEN EA. PLATE TO PLATE WITH (2)
ROWS 12d NAILS AT 8" O.C.
JOISTS OR STUDS SHALL NOT BE CUT TO INSTALL PLUMBING OR WIRING UNLESS METAL OR WOOD
SIDE PIECES/PLATES ARE PROVIDED TO STRENGTHEN THE MEMBER.
WALL FRAMING MAY BE PANELIZED (WITHOUT GYPSUM WALLBOARD OR SHEATHING). SUBMIT
PANEL DRAWINGS FOR REVIEW.
LET-IN BRACING FOR WALL PANELS IS NOT ALLOWED. SHEATHING FASTENED TO FACE OF WALL
AT SHOP MAY SERVE AS PANEL BRACING.
COMPONENTS & CLADDING
EXTERNAL PRESSURE LOADS (PSF)
ABBREVIATIONS
ACI
AMERICAN CONCRETE INSTITUTE
K
KIPS (KILOPOUNDS)
ADDL
ADDITIONAL
KLF
KIPS PER LINEAL FOOT
AESS
ARCHITECTURAL EXPOSED
STRUCTURAL STEEL
KSI
KSF
KIPS PER SQUARE INCH
KIPS PER SQUARE FOOT
AFF
ABOVE FINISHED FLOOR
L
LENGTH
AISC
AMERICAN INSTITUTE OF STEEL
CONSTRUCTION
AISI
LONG FACE HORIZONTAL
LONG FACE VERTICAL
LG
LONG
ALTN
AMERICAN IRON ANDSTEEL
INSTITUTE
ALTERNATE
LFH
LFV
LL
LIVE LOAD
AR
ANCHOR ROD
LLH
LLV
LO
LONG LEG HORIZONTAL
LONG LEG VERTICAL
LOW
LOCS
LOCATIONS
>100
LRFD
LSH
LOAD RESISTANCE FACTORED
DESIGN
LONG SIDE HORIZONTAL
>500
ARCH
ASD
ASTM
ARCHITECT
ALLOWABLE STRESS DESIGN
EFFECTIVE WIND
AREA (FT 2 )
<10
20
50
IBC 2012: LOCATION PER ASCE 7-10: FIGURE 30.4-1, 30.4-2A
1
16.5
-40.6
2
16.5
-68.1
3
16.5
-102.6
4
5
40.6
-44.1
6
7
40.6
-54.4
33.5
-61.4
8
Croft & Associates
9
33.5
-92.4
87.13
-67.83
114.71
-76.1
84.82
-67.5
109.33
-75.6
77.88
-66.48
93.2
-74.08
66.31
-64.79
66.31
-71.55
59.56
-51.29
59.56
-51.29
16.0
16.0
16.0
38.8
38.8
33.33
33.3
-39.6
-60.9
-84.9
-42.2
-50.7
-59.0
-86.6
16.0
16.0
16.0
36.4
36.4
32.8
32.8
-38.2
-51.3
-61.7
-39.8
-45.9
-51.8
-69.0
16.0
16.0
16.0
34.5
34.5
32.0
32.0
-37.2
-44.1
-44.1
-38.0
-42.2
-39.7
-39.7
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
AWS
AMERICAN SOCIETY OF TESTING
AND MATERIALS
AMERICAN WELDING SOCIETY
B/
BOTTOM OF
BD
BETW
BLDG
BOARD
BETWEEN
BUILDING
LSV
LW
LONG SIDE VERTICAL
LONG WAY
LWC
LIGHT WEIGHT CONCRETE
BM
BOT
BP
BEAM
BOTTOM
BASE PLATE
MAX
MEP
MAXIMUM
BRDG
BRG
C/C
CFSF
BRIDGING
BEARING
CENTER-CENTER
COLD FORMED STEEL FRAMING
MEZZ
MFR
MEZZANINE
MANUFACTURER
MIN
MINIMUM
CJ
CONTROL JOINT
CL
CENTERLINE
CLR
CLEAR
MISC
MTL
NIC
NS
MISCELLANEOUS
METAL
NOT IN CONTRACT
NEAR SIDE
CMU
CONCRETE MASONRY UNIT
NTS
NOT TO SCALE
OC
ON CENTER
OD
OH
OPNG
OUTSIDE DIAMETER
OPPOSITE HAND
OPENING
PAF
POWDER ACTUATED FASTENERS
OWNER
PEMB
PJF
PL
PLF
PPHCC
PRE-ENGINEERED METAL BUILDING
PREFORMED JOINT FILLER
PLATE
POUNDS PER LINEAL FOOT
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
MECHANICAL, ELECTRICAL &
PLUMBING
16.0
16.0
16.0
30.3
30.3
25.1
25.1
-37.2
-44.1
-44.1
-33.7
-33.7
-39.7
-39.7
NOTES:
1. a = 15'-0"
a
2.
POSITIVE PRESSURE VALUES REFER TO FORCES ACTING TOWARDS BUILDING, NEGATIVE
PRESSURE VALUES REFER TO FORCES ACTING AWAY FROM BUILDING.
3.
EACH COMPONENT MUST BE DESIGNED FOR
MAXIMUM POSITIVE AND NEGATIVE FORCES.
4.
FOR COMPONENTS HAVING EFFECTIVE AREAS
IN BETWEEN TABULATED VALUES, DESIGN
LOADS MAY BE INTERPOLATED. OTHERWISE
DESIGN LOAD MUST BE TAKEN FROM THE NEXT
LOWEST EFFECTIVE AREA.
DESIGN VALUES SHOWN IN THIS TABLE ARE
ULTIMATE VALUES FOR USE WITH LRFD
DESIGN. VALUES MAY BE MULTIPLED BY 0.6
FOR USE WITH SERVICE LEVEL OR ASD
DESIGN. REFER TO THE BUILDING CODE FOR
APPLICABLE LOAD COMBINATIONS.
5.
a
9
5
a
8
9
4
(TYP)
3
2
3
2
1
2
5
PES PROJECT NUMBER: 0214062
3
2
COL
COLUMN
CONC
CONCRETE
CONN
CONNECTION
CONT
CONTINUOUS
CTR
D&E
CENTER
DRILL & EPOXY
D
DBA
DEEP
DEFORMED BAR ANCHOR
DBL
DOUBLE
DEP
DEPRESSED
DIA
DIAMETER
PREFAB
PRE-FABRICATED
DIAG
DIAGONAL
PSI
POUNDS PER SQUARE INCH
DL
DEAD LOAD
PSF
POUNDS PER SQUARE FOOT
DWL
DN
EA
EF
DOWEL
DOWN
EACH
EACH FACE
PT
POST TENSIONED
P.T.
PRESSURE TREATED
QTY
RAD
QUANTITY
RADIUS
EJ
ELEV
EXPANSION JOINT
ELEVATION
RD
ROOF DRAIN
REF
REFERENCE
ENG
ENGINEER OR ENGINEERING
EOS
EDGE OF SLAB
EQ
EW
EXIST
EQUAL
EACH WAY
EXISTING
REINF
REQD
REV
REINFORCING
REQUIRED
REVISION
RTU
ROOF TOP UNIT
SCHED
SCHEDULE
EXP
EXT
EXPANSION
SER
STRUCTURAL ENGINEER
OF RECORD
F/
FACE OF
SF
SQUARE FOOT
FD
FLOOR DRAIN
SHTHG
SHEATHING
FDN
FF
FOUNDATION
FINISH FLOOR
SIM
SLH
SIMILAR
SHORT LEG HORIZONTAL
FLR
FLOOR
SLV
SHORT LEG VERTICAL
FRT
FIRE RETARDANT TIMBER
SPA
SPACES
FS
FAR SIDE
SPEC
SPECIFICATION
FTG
FV
FOOTING
FIELD VERIFY
SS
STD
STAINLESS STEEL
STANDARD
GA
GALV
GC
GDR
GENL
GYP
GAUGE, GAGE
GALVANIZED
GENERAL CONTRACTOR
GIRDER
GENERAL
GYPSUM
STIFF
STL
SW
SYM
T/
T&B
STIFFENER
STEEL
SHORT WAY
SYMMETRICAL
TOP OF
TOP & BOTTOM
HCA
HDR
HGR
HEADED CONCRETE ANCHORS
HEADER
HANGER
T&G
TEMP
THK
TONGUE & GROOVE
TEMPORARY
THICKENED or THICK
HI
HIGH
THRU
THROUGH
C&C LOADS
HKD
HOOKED
TYP
TYPICAL
SCALE: 3/64" = 1'-0"
HORIZ
HSS
HORIZONTAL
HOLLOW STRUCTURAL SECTION
UNO
VERT
UNLESS NOTED OTHERWISE
VERTICAL
H.T.
ID
HEAVY TIMBER
INSIDE DIAMETER
W
W/
WIDE
WITH
IE
INVERT ELEVATION
W/O
WITHOUT
INSUL
INSULATION OR INSULATING
WD
WOOD
INT
JST
INTERIOR
JOIST
WP
WORK POINT
WWR
WELDED WIRE REINFORCEMENT
JT
JOINT
EXTERIOR
PRESTRESSED PRECAST HOLLOW
CORE CONCRETE
(TYP)
4
a
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
2"
1"
1/2"
0
12/19/2014 5:09:16 PM
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
3
HOT-DIP GALVANIZED STRUCTURAL STEEL
N
M
2
PARAPET
3"
1
WALL ELEVATION
3
ROOF PLAN
7
2
3
6
7
7
7
2
1
6
6
6
7
6
3
6
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
1
2
6
7
7
3
1
6
7
7
3
S-002
D
C
No.
12.19.14
10.27.14
Date
PERMIT SET
DD PRICING SET
Description
ISSUANCE
PROJECT NUMBER
14116
LEGEND
DRAWN:
ABS
FX
(+/-) X' - X"
CHECKED:
TRP
FOOTING SIZE DESIGNATION
SHEET TITLE
TOP/FOOTING ELEVATION VERSUS
PROJECT 0'-0" ELEVATION
GENERAL NOTES &
SCHEDULES
SHEET NO.
S-002
3"
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
N
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
12/19/2014 5:09:24 PM
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
0
1/2"
1"
2"
NON-LOAD BEARING
STEEL STUD HEADER SCHEDULE
SIZE OF OPENING
MIN. LAP SPLICE LENGTH SCHEDULE FOR
CONCRETE MASONRY UNITS (CMU)
WITH REINFORCEMENT IN CENTER OF WALL
BAR SIZE
REMARKS
HEADER SIZE
CONCRETE MIXTURES
M
CMU TYPE
0'-0" - 4'-0"
(2) 800S162-43
8'-0" - 12'-0"
8" CMU
SEE DETAIL B BELOW
(2) 600S162-43
4'-0" - 8'-0"
L
SEE DETAIL A BELOW
TRACK ONLY
SEE DETAIL B BELOW
#4
#5
#6
#7
#8
#9
12"
15"
23"
43"
60"
72"
M
10" CMU
12"
12"
18"
34"
46"
71"
82"
12" CMU
12"
12"
15"
28"
38"
57"
74"
NOTES:
DETAIL A:
1/2 OF VERT STUDS
DISPLACED BY OPNG (2-MIN)
K
#3
1.
F'm = 1500 psi
2.
REBAR IS ASSUMED TO BE UNCOATED (NO EPOXY COATING)
3.
REBAR IS LOCATED IN CENTER OF CELL.
4.
'M' DENOTED MECHANICAL BAR SPLICE IS REQUIRED. SPLICE SHALL DEVELOP 125% OF THE
SPECIFIED YIELD STRENGTH OF THE BAR IN TENSION OR COMPRESSION.
APPLICATION
EXPOSURE
F'c
MAXIMUM W/C
AIR CONTENT
NOMINAL MAXIMUM
AGGREGATE SIZE
(NOTE 4)
MAXIMUM
CONCRETE WEIGHT
FOOTINGS
F0
3000 PSI
SEE NOTE 2
SEE NOTE 3
1"
150 PCF
EXTERIOR SLABON-GRADE
F1
4000 PSI
0.45
4.5% + 1.5%
1"
150 PCF
INTERIOR SLABON-GRADE
F0
3000 PSI
SEE NOTE 2
SEE NOTE 3
1"
150 PCF
WALLS
F0
3000 PSI
SEE NOTE 2
SEE NOTE 3
3/4"
150 PCF
ELEVATED SLAB
F0
4000 PSI
SEE NOTE 2
SEE NOTE 3
3/4"
120 PCF
Croft & Associates
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
NOTES:
J
MIN. LAP SPLICE LENGTH SCHEDULE FOR
CONCRETE MASONRY UNITS (CMU)
WITH REINFORCEMENT OFF-CENTER
DETAIL B:
8" OR 12" CMU
1/2 OF VERT STUDS
DISPLACED BY OPNG (2-MIN)
#4
#5
#6
#7
#8
#9
15"
26"
40"
54"
63"
72"
82"
WHERE NO MAXIMUM WATER CEMENT RATIO IS NOTED FOR DURABILITY, PROPORTIONING OF WATER/CEMENT RATIO SHALL BE AS REQUIRED FOR SPECIFIED CONCRETE MIX
DESIGN . WATER/CEMENT RATIO IS NOT APPLICABLE FOR DURABILITY REQUIREMENTS IN LIGHTWEIGHT CONCRETE.
WHERE AIR ENTRAINMENT IS NOT REQUIRED BY DESIGN, THE CONTRACTOR, INSTALLER, AND SUPPLIER MAY CHOOSE TO INCLUDE AIR ENTRAINMENT TO IMPROVE
PLACEMENT AND FINISHING CHARACTERISTICS. AIR ENTRAINMENT IS NOT PERMITTED IN CONCRETE TO RECEIVE A HARD TROWEL FINISH AND ENTRAPPED AIR SHALL NOT
EXCEED 3%.
4.
CMU TYPE
#3
EXPOSURE CATEGORIES AND CLASSES FOR SULFATES, PERMEABILITY, AND CORROSION PROTECTION OF REINFORCEMENT IS CLASS ZERO UNLESS NOTED OTHERWISE.
2.
3.
BAR SIZE
54 MIL (MIN) CONN PLATES
EA SIDE
1.
COURSE AGGREGATE SHALL BE ASTM C 33, GRADED. SELECT GRADING CLASS PER TYPE OF CONSTRUCTION OR LOCATION USED, AND IN RELATION TO SPECIFIC
WEATHERING REGION. AGGREGATE SHALL BE FROM A SINGLE SOURCE. #67 GRADING SHALL BE USED FOR CONCRETE WITH 3/4 INCH MAXIMUM; #57 GRADING SHALL BE
USED FOR CONCRETE WITH 1 INCH MAXIMUM; A WELL BLENDED MIX OF #4, #57 AND #89 (1 1/2" TO 3/8" NOMINAL SIZE ) SHALL BE USED FOR CONCRETE WITH 1 1/2 INCH
MAXIMUM.
I
2 JACK STUDS
(4) SCREWS OR 4" TOT WELD
MEMBER-TO-MEMBER @ TOP
OF JACKS
T&B TRACKS SAME
GAUGE AS HEADER
1.
F'm = 1500 psi
2.
REBAR IS ASSUMED TO BE UNCOATED (NO EPOXY COATING)
3.
REBAR IS LOCATED OFF-CENTER IN CELL WITH MASONRY COVER (DISTANCE FROM NEAREST
EXT F/CMU TO OUTERMOST F/REBAR) OF 2".
NOTES:
H
4.
1. UNLESS NOTED OTHERWISE, END CONNECTIONS FOR HEADER
SHALL BE THE FOLLOWING:
A. THRU CONNECTIONS TO JACK STUDS W/ (2) SCREWS AT TOP OF
JACK STUD TO ADJACENT FULL HEIGHT STUDS (FOR SPANS LESS
THAN 6-FT)
CLASS B TENSION LAP SPLICE LENGTHS
(ACI 318, SECTION 12.2.2 AND 12.15)
F'c = 3000 PSI
NOTE B: T&B OF HEADER
TOP BARS
BAR
SIZE
2. UNLESS NOTED OTHERWISE, AT SILL, PROVIDE 54 MIL x
WALL STUD WIDTH CONTINUOUS TRACK W/ 68 MIL CLIP
EACH END OF TRACK (3-SCREWS PER LEG AT EACH CLIP)
F
STEEL STUD SILL SCHEDULE
E
SIZE OF OPENING
0'-0" - 4'-0"
SILL SIZE
(2) 600S162-43
REMARKS
8.5
12
3
11.5
12
4
17.0
12
5
24.5
12
6
32.5
6
8
52.0
6
CASE 1
CASE 2
CASE 1
CASE 2
#3
28
42
21
32
#4
37
56
28
#5
46
69
#6
56
#7
TOP BARS
BAR
SIZE
SEE DETAIL BELOW
1.
2.
12'-0" - 14'-0"
(2) 1000S162-54
(2) 1200S162-54
SEE DETAIL BELOW
OTHER BARS
CASE 1
CASE 2
CASE 1
CASE 2
#3
24
36
18
28
43
#4
32
48
25
37
36
53
#5
40
60
31
46
83
43
64
#6
48
72
37
55
81
131
62
93
#7
70
105
54
81
#8
93
139
71
107
#8
80
120
62
92
#9
104
157
80
120
#9
90
136
70
104
#10
118
176
90
136
#10
102
153
78
117
#11
131
196
100
151
#11
113
170
87
130
CASE 2
CLEAR SPACING < 2.0 BAR DIA
CASE 1
CONCRETE COVER > 1.0 BAR DIA AND CLEAR SPACING > 2.0 BAR DIA
CASE 2
CONCRETE COVER < 1.0 BAR DIA OR CLEAR SPACING < 2.0 BAR DIA
1 1/2 IN
CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
SLABS, WALLS, JOISTS:
#14 AND #18 BARS
3/4 IN
BEAMS, COLUMNS:
PRIMARY REINFORCEMENT, TIES, STIRRUPS, SPIRALS
7. NO PIPING SHALL RUN BELOW THE BOTTOM
CHORD OF THE BAR JOIST.
5" DIA. PIPE OR GREATER
(LOCATE IN MIDDLE THIRD)
(ABOVE OR BELOW BRIDGING,
COORD. W/ JOIST MANUF'R)
SPAN (OPENING)
LINTEL SIZE
0'-0" - 4'-0"
L5 x 3 1/2 x 5/16 (LLH)
4'-0" - 6'-0"
L5 x 5 x 5/16
6'-0" - 8'-0"
BENT PLATE 6 x 5 x 1/4 (LLV)
L/3
WALL STUDS
VENEER
(SEE ARCH)
SHEATHING
(SEE ARCH)
54 MIL (MIN) CONN PLATES
EA SIDE
1/2 OF VERT STUDS
DISPLACED BY OPNG (2-MIN)
B
D
C
No.
WALL HEADER
PER SCHEDULE
ALL OTHERS
T&B TRACKS SAME
GAUGE AS HEADER
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
DETAILS:
L/3
C
DETAIL:
1 1/2 IN
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
BRICK/STONE VENEER LINTEL SCHEDULE
(FLUSH-TO-STUD)
6. ANY PIPE OR COMBINATION OF PIPES WITH
TOTAL DIAMETERS GREATER THAN 8" SHALL
BE HUNG PER THE DIRECTION OF THE ARCH. NOTIFY ARCH. PRIOR TO PROCEEDING W/WORK.
4" DIA. PIPE
OR LESS
1 1/2 IN
#11 BAR AND SMALLER
CASE 1 AND CASE 2 DEPEND ON THE TYPE OF STRUCTURAL MEMBER, CONCRETE COVER, AND BAR SPACING AND
ARE DEFINED AS FOLLOWS:
BEAMS &
COLUMNS
SEE DETAIL BELOW
2 IN
#5 BAR, W31 OR D31 WIRE, AND SMALLER
TABULATED VALUES ARE BASED ON MINIMUM YIELD STRENGTH OF 60 KSI. LENGTHS ARE IN INCHES.
CLEAR SPACING > 2.0 BAR DIA
3 IN
#6 THROUGH #18 BARS
STRUTS/CLIPS BY
PIPE ERECTOR
CASE 1
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
CONCRETE IN CONTACT WITH GROUND OR WEATHER:
3. EXACT PIPE LOCATIONS TO BE COORDINATED
W/ MECHANICAL DRAWINGS.
4. PIPES RUNNING PARALLEL TO JOISTS W/ DIA.
GREATER THAN 4" OR RUNNING IN COMBINATION
W/ OTHER PIPES SHALL BE DISTRIBUTED TO
A MINIMUM OF 2 JOISTS.
5. MEMBER SIZES ON PLANS HAVE BEEN ADJUSTED
TO SUPPORT WATER PIPING LOADS IN THIS TABLE.
L/3
8'-0" - 12'-0"
CONCRETE
COVER
CONCRETE CAST AGAINST AND PERMANTLY IN CONTACT WITH GROUND
1. PIPES IN TABLE ARE SCHEDULE 40 OR
STANDARD (S) TYPE.
2. PIPE WEIGHT INCLUDES: PIPE + INSULATION + WATER
F'c = 4000 PSI
OTHER BARS
OWNER
NOTES:
NOTES
(2) 800S162-43
2 1/2
SEE DETAIL BELOW
D
4'-0" - 8'-0"
PIPE SUPPORT
SPACING (MAX.)
(FT.)
HEADER
NOTE A: SHORT TRACK W/ (4)
SCREWS TO HEADER &
SCREW EACH FLANGE
TO EACH JACK
G
PIPE DIA. (IN.)
PIPE
WEIGHT
(LB./FT.)
'M' DENOTED MECHANICAL BAR SPLICE IS REQUIRED. SPLICE SHALL DEVELOP 125% OF THE
SPECIFIED YIELD STRENGTH OF THE BAR IN TENSION OR COMPRESSION.
B. 68 MIL CLIP CONN, IN ADDITION TO CONN NOTED IN A., W/ (3)
SCREWS PER LEG AT EACH CLIP CONN LIP DIRECTLY TO FULL
HEIGHT STUDS AND PROVIDE CLIP AT T&B OF HEADER.
CAST-IN-PLACE CONCRETE
(NONPRESTRESSED) CLEAR COVER
SCHEDULE
WATER PIPING
SUPPORT SCHEDULE
NOTES:
PES PROJECT NUMBER: 0214062
12.19.14
10.27.14
Date
3.
TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 INCHES OF FRESH CONCRETE PLACED BELOW THE
DEVELOPEMENT OR SPLICE.
4.
REBAR IS ASSUMED TO BE UNCOATED (NO EPOXY COATING). INCREASE DEVELOPMENT LENGTHS SHOWN BY 1.3
FOR TOP, AND 1.5 FOR OTHER EPOXY COATED BARS.
14116
5.
FOR LIGHTWEIGHT CONCRETE, MULTIPLY TABULATED VALUES BY 1.3.
6.
LAP SPLICE LENGTHS SHALL BE AS SHOWN IN THE TABLE ABOVE, UNLESS NOTED OTHERWISE.
DRAWN:
ABS
PERMIT SET
DD PRICING SET
Description
ISSUANCE
PROJECT NUMBER
(4) SCREWS OR 4" TOT WELD
MEMBER-TO-MEMBER @ TOP
OF JACKS
1" MAX
LINTEL
(SEE SCHEDULE)
2 JACK STUDS
CHECKED:
TRP
SHEET TITLE
GENERAL SCHEDULES
NOTES:
A
1.
PROVIDE 4" BEARING (MIN) AT EACH END OF LINTEL ANGLES.
SHEET NO.
S-003
3"
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
2"
N
H
F
G
10' - 10 3/8"
13' - 7 5/8"
Croft & Associates
M
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
X
1
SLOPE SLAB
TO DRAIN
(TYP) SEE
NOTE 14
24' - 6"
L
K
NEW CMU PARTITION
WALLS @ RESTROOM
(SEE ARCH FOR WALL
SIZE) REINF PER 6/S302,
3/S302,
INC NEW THICKENED
SLABS BELOW WALLS
NEW CMU PARTITION
WALLS @ RESTROOM
(SEE ARCH FOR WALL
SIZE) REINF PER 6/S302,
3/S302,
INC NEW THICKENED
SLABS BELOW WALLS
SEE NOTE 12
SLOPE SLAB TO
DRAIN (TYP). SEE
NOTE 14
SEE NOTE 12
4" CONCRETE SLAB-ON-GRADE
REINFORCED W/ WWR 6X6-W2.1XW2.1
@ 1-1/2" BELOW T/SLAB OVER 4"
CRUSHED STONE BASE (SEE ARCH
FOR VAPOR RETARDER LOCATIONS).
.
T/SLAB = 0'-0"
REF T/SLAB = 0'-0"
2
29' - 7 7/8"
SEE NOTE 11
J
SEE NOTE 11
UP
NEW CONC WALL REINF PER 1/S304 W/ 24" DEEP CONC BEAM
OVER DOOR REINF W/ (4)-#6 EA
FACE & #4 TIES @ 6" OC
SEE NOTE 11
T/FTG = -1' - 4"
8"X8" TURNDOWN @
PERIMETER OF NEW SLAB
W/ 2" BELOW EXIST 4"
SLAB-ON-GRADE
T/FTG = 2' - 8"
41'
T/FTG-=3"0' - 8"
T/FTG = 4' - 8"
T/FTG = 6' - 8"
PES PROJECT NUMBER: 0214062
SEE NOTE 10
S
S
S
S
I
5
1
EXIST
BLDG
75
.0
0°
4" CONCRETE SLAB-ON-GRADE
REINFORCED W/ WWR 6X6-W2.1XW2.1 .
@ 1-1/2" BELOW T/SLAB OVER 4"
CRUSHED STONE BASE (SEE ARCH
FOR VAPOR RETARDER LOCATIONS).
23' - 1 5/8"
SEE NOTE 10
S-304
OWNER
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
18' - 5 3/8"
1
(TYP 2
SIDES) S-303
SEE NOTE 12
3
18' - 6"
8"
11 5/
23' -
T/SLAB = 0'-0"
REF T/SLAB = 0'-0"
43' - 8"
0°
.0
6
8
S-302
S-304
H
UP
11' - 0 3/8"
3
2
S-304
2" EXP JOINT
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
G
EXIST 8" CONC WALL ON 3'-0"W
X 1'-0"D FTG REINF W/ #3 @ 18"
OC SW & (2)-#3 CONT LW (TYP
@ PERIMETER OF EXIST BLDG)
5
5
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
S-303
16' - 0 7/8"
F
T/EXIST EXT FTG = -1' - 0" (GC FV)
(TYP UNO)
UP
SEE NOTE 11
NOTES:
1. F#: DENOTES FOOTING MARK (SEE SCHEDULE ON S-201).
UP
6
2. P#: DENOTES CONCRETE PEDESTAL MARK (SEE 3/S-201).
13' - 7 1/4"
3. C#: DENOTES STRUCTURAL COLUMN MARK (SEE SCHEDULE ON S-201).
9
7
4. BP-#: DENOTES BASE PLATE MARK (SEE SCHEDULE ON 4/S-201).
5. CJ: DENOTES SLAB-ON-GRADE CONTROL JOINT (SEE 3/S-301).
6. SEE DETAILS 1/S-301 AND 2/S-301 FOR STANDARD DETAILS OF TRENCHES ADJACENT TO FOOTINGS
AND PIPING PASSING UNDER WALL FOOTINGS. PIPING PASSING UNDER FOOTING MUST BE PLACED
AND INSPECTED BEFORE FOOTINGS ARE PREPARED.
4' - 10"
E
7. GC SHALL COORDINATE PLUMBING AND UTILITIES LOCATIONS WITH FOUNDATION AS NEEDED.
ADDITIONALLY GC SHALL COORDINATE FOUNDATION ELEVATIONS WITH PLUMBING AND UTILITIES
AS NEEDED. FORWARD ANY FOUNDATION LOCATION CHANGE REQUESTS TO STRUCTURAL
ENGINEER OF RECORD FOR REVIEW AND APPROVAL.
8.
DENOTES STEP IN FOUNDATION (SEE 4/S-301).
S
NEW STEEL STAIR
(BY STAIR MANUF)
D
9.
19' - 8"
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
1/2"
0
29' - 8"
S
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
43' - 8"
A
S
12/19/2014 5:09:34 PM
29' - 8"
B
S
THIS SHEET PLOTS
ON 22" x 34" ANSI D
18' - 6"
C
D
S
1"
6' - 0"
E
DENOTES STEEL BRACE (SEE DETAILS & ELEVATIONS ON S-601 & S-602).
10. NEW DOOR OPNG IN EXIST 8" CONC WALL (SEE ARCH). SEE 5 & 6/S-402 FOR
HEADER REQUIREMENTS & ORDER OF CONSTRUCTION.
11. NEW DOOR OPNG IN EXIST CMU WALL. SEE 5 & 6/S-402 FOR HEADER REQUIREMENTS &
ORDER OF CONSTRUCTION. CHANNEL HEADER SHALL BE CONTINUOUS ACROSS (2)DRWYS WHERE DRWYS LESS THAN 2'-0" APART.
12. INFILL EXIST WALL OPNGS W/ 8" CMU REINF PER 6/S-302. DRILL & EPOXY NEW VERT REINF 6" INTO
EXIST WALL FTG BELOW & CMU WALL ABOVE.
13. G.C. SHALL F.V. EXIST CONDITIONS PRIOR TO DEMO OF EXIST OR FABR/INSTALLATION OF
NEW CONSTRUCTION. COORD VARIATIONS W/ ARCH & EOR.
8
C
H
B
LOWER LEVEL FOUNDATION
PLAN
SCALE: 3/32" = 1'-0"
G
F
E
D
C
B
A
B0.5
14.
DENOTES DEPRESSED SLAB. SEE ARCH FOR DEPTH & EXTENTS. SEE 5/S-301.
D
C
No.
12.19.14
10.27.14
Date
PERMIT SET
DD PRICING SET
Description
ISSUANCE
Z
PROJECT NUMBER
14116
1
S-101
DRAWN:
ABS
N
CHECKED:
TRP
SHEET TITLE
A
EXISTING
BUILDING
NEW
ADDITION
ABOVE
LOWER LEVEL
FOUNDATION PLAN
SHEET NO.
S-101
12
13
14
15
16
C1
C2
H
M
F
G
E
C
D
B
21' - 8"
18' - 6"
29' - 8"
43' - 8"
29' - 8"
10' - 10 3/8"
13' - 7 5/8"
F6 /C1/BP-1
4
S-303
F6 /C1 /BP-1
BRACE UP
8' - 6" F6 /C1 /BP-1
9' - 0"
9' - 0"
9' - 0"
4
(TYP @ EXT
COL UNO S-201
CJ (TYP)
STORM LINE
(SEE PLUMBING)
9' - 0"
9' - 0"
CJ (TYP)
9' - 0"
9' - 0"
(TYP @ INT
S-201 COL)
SEE 3/S-402 FOR TYP STL
BM BRG ON CONC WALL
5. CJ: DENOTES SLAB-ON-GRADE CONTROL JOINT (SEE 3/S-301).
NEW
STAIR
OPNG
5
1/2
"
/C10/BP-8
F9 /C2 /BP-2
7' - 0" /P
9' - 0"
S-304
R2
FD
S-403
F7/C8 /BP-8
R3
3
3
S-403
S-201
4' - 10"
9' - 0"
BRACE UP
/C1/BP-1
F8.5x6 /C3/BP-3
S-201
9' - 0"
4
7' - 0" /P
8
8'
-
0' - 6" (GC FV)
Y1
E
D
C
B
4'
9'
-
Y1.5
MAIN LEVEL FOUNDATION &
FRAMING PLAN
SCALE: 3/32" = 1'-0"
3' - 6" 4' - 6" 5' - 10"
1
S-102
2' - 0"
1' - 11"
N
B0.5
B1
B2
B2.6
UP
B3
B4.7
B5
B5.7
0' - 3"
1' - 2"
9' - 6 1/8"
2' - 9"5' - 7 1/2"
A6.1
A6
A5
A4
-8
11' - 1"
7/8
"
-0
X2
X2.3
A3
A2
A1
B6
12.19.14
10.27.14
Date
PERMIT SET
DD PRICING SET
Description
ISSUANCE
14116
X3
Y3
2' - 6 3/8"
2' - 0 1/4"
D
C
No.
PROJECT NUMBER
7"
3"
8' - 6 5/8" Y2
6' - 8"
A6.2
9' - 0"
8"
A
Z
F6 /C5 /BP-5
S-303
A6.3
15
'-
4
A6.4
11
S-303
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
A6.5
4' - 0"
3
/C8 /BP-8
F8.5x6 /C8 /BP-8
4'
S-303
S-304
STORM LINE
(SEE PLUMBING)
9' - 0"
7/8
"
19' - 8"
3
X1
9'
4
F6 /C1/BP-1
A6.6
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
"
S-304
9' - 0"
F
8' - 8"
RA
4
F12/C5 /BP-5
G
6' - 9 1/4"
9' - 0"
4
SEE NOTE 16
10' - 2"
/C10
F10X9/C8/BP-8
9' - 0"
F6 /C8 /BP-8
F12/C2 /BP-2
HSS10X6X3/8
EXIST SLAB & JOISTS
SHALL BE DEMOED
FOR NEW STAIR
OPNG. PROVIDE ADD'L
REINF @ EXIST CONC
WALL & EXTEND FTG
11' - 7 1/8"
Y0.5
7"
A6.7
11' - 5 1/2"
F4/C10/BP-8
9' - 0"
BRACE UP
H
6' - 7"
1' - 8"
C
4
10
3'
-
BRACE UP
FD 3
S-403
13
'-
A6.9
0' - 7 1/2"
DENOTES DEPRESSED SLAB. SEE ARCH FOR DEPTH & EXTENTS. SEE 5/S-301.
9' - 0"
4' - 8 5/8"
FD
20. PRE-ENGINEERED ALUMINUM COLUMNS (BY OTHERS - SEE SHOP DWGS NOTE D ON S-001).
13' - 7 1/4"
BRACE UP
A7
2' - 3 1/2"
19.
RB
F12 /C7/BP-7
6' - 11"
DN
6
/C2/BP-2
UP
NEW STEEL STAIR
(BY STAIR MANUF)
(TYP 3
S-304 LOC'NS)
/C6/BP-6
S-403
S-403
6
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
A7.2
A6.8
Y0.3
/C3/BP-3
6
2
9' - 0"
9' - 0"
2' - 6"
DENOTES 3" LIGHT WEIGHT CONC SLAB ON 9/16"-26 GA STEEL FORM DECK ON
C8X11.5 CHANNELS @ 2'-0" OC MAX.
MINIMUM DECK PROPERTIES:
lp = 0.015 IN^4/FT
ln = 0.015 IN^4/FT
Sp = 0.043 IN^3/FT
Sn = 0.043 IN^3/FT
T/STEEL = (+) 10' - 9", T/SLAB = 11'-0" (UNLESS NOTED OTHERWISE)
F12/C7/BP-7
F20X12
HSS12X8X1/2
3
16' - 0 7/8"
18.
RC
T/SLAB = SEE CIVIL
REF T/SLAB = 11'-0"
/C5/BP-5
17. G.C. SHALL F.V. EXIST CONDITIONS PRIOR TO DEMO OF EXIST OR FABR/INSTALLATION OF NEW
CONSTRUCTION. COORD VARIATIONS W/ ARCH & EOR.
OWNER
A7.3
5' - 5 1/2"
16. NEW DOOR OPNG IN EXIST 8" CONC WALL (SEE ARCH). SEE 5 & 6/S-402 FOR
HEADER REQUIREMENTS & ORDER OF CONSTRUCTION.
2
4" CONCRETE SLAB-ON-GRADE
REINFORCED W/ WWR 6X6-W2.1XW2.1
@ 1-1/2" BELOW T/SLAB OVER 4"
CRUSHED STONE BASE (SEE ARCH
FOR VAPOR
RETARDER LOCATIONS).
(GC FV)
10' - 0"
15. FOR SLAB REINFORCING AT FLOOR OPENINGS SEE 5/S-401.
A7.6
A7.4
S-304
S-402
(GC FV)
17' - 0"
3
14. "xx kip" AT END OF BEAMS DENOTE MINIMUM UNFACTORED (ASD) REACTIONS FOR CONNECTION DESIGN.
IF REACTION IS NOT SHOWN, DESIGN CONNECTION PER STRUCTURAL STEEL NOTE I ON S-001 (TYP).
9' - 0"
CONC STAIR
(SEE 5/S-302)
4
S-403
F12 /C7/BP-7
S-304
PES PROJECT NUMBER: 0214062
A8
A7.5
4' - 4"
4
DN
S-301
E/SLAB
13. GC SHALL VERIFY ALL OPENING DIMENSIONS WITH MECHANICAL.
5
OPEN
4
4 EQ SPA
12. FOR TYPICAL COMPOSITE FLOOR BEAM SEE DETAIL 3/S-401.
G
3
5.00°
S-403
1
W12X19 (10)
W12X19 (12)
1
(GC FV)
10' - 0"
1
(GC FV)
43' - 8"
H
W12X19 (10)
/BP-9
DENOTES STEEL BRACE (SEE DETAILS & ELEVATIONS ON S-601 & S-602).
BRACE UP
BRACE UP
9' - 0"
9' - 0"
A9
/BP-4
(GC FV)
DENOTES 3 1/2" LIGHT WEIGHT CONCRETE ON 2"-20 GAUGE COMPOSITE METAL DECK
(TOTAL DEPTH: 5 1/2") W/ WWR 6X6-W2.1 X W2.1 IN FLAT SHEETS AT MID-DEPTH OF
SLAB. T/SLAB = (+) 11'-0"
MINIMUM DECK PROPERTIES:
Ip = 0.409 IN^4/FT
C12X20.7 CHANNELS @ PERIMETER
In = 0.406 IN^4/FT
OF EXIST SLAB OPNG BOLTED TO
Sp = 0.341 IN^3/FT
EXIST CONC BMS W/ 3/4" DIA
Sn = 0.346 IN^3/FT
EPOXY ANCHORS @ 12" OC
T/STEEL = (+) 10'-6 1/2" (UNLESS NOTED OTHERWISE)
(STAGGERED) (EMBED 8") (TYP)
OPEN
11. (#) DENOTES QUANTITY OF 3/4" DIA x 4" LG HCA WELDED TO TOP FLANGE OF STEEL BEAM.
F8.5x6/C3/BP-3
F6 /C3 /BP-3
8.53°
5' - 0"
37' - 0"
10.
U
P
C
3
U
P
2
(TYP)
S-402
W12X19 (15)
9.
F9 /C3 /BP-3
9' - 0"
S-403
S
3
1' - 4 1/8"
7. GC SHALL COORDINATE PLUMBING AND UTILITIES LOCATIONS WITH FOUNDATION AS NEEDED.
ADDITIONALLY GC SHALL COORDINATE FOUNDATION ELEVATIONS WITH PLUMBING AND UTILITIES
AS NEEDED. FORWARD ANY FOUNDATION LOCATION CHANGE REQUESTS TO STRUCTURAL
ENGINEER OF RECORD FOR REVIEW AND APPROVAL.
8.
DENOTES STEP IN FOUNDATION (SEE 4/S-301).
2
A9.2
A8.1
9' - 0"
BRACE UP
6. SEE DETAILS 1/S-301 AND 2/S-301 FOR STANDARD DETAILS OF TRENCHES ADJACENT TO FOOTINGS
AND PIPING PASSING UNDER WALL FOOTINGS. PIPING PASSING UNDER FOOTING MUST BE PLACED
AND INSPECTED BEFORE FOOTINGS ARE PREPARED.
A9.7
A9.3
1' - 2"
SEE 1 & 2/S-402 FOR TYP
COL BRG ON CONC WALL
4. BP-#: DENOTES BASE PLATE MARK (SEE SCHEDULE ON 4/S-201).
F6 /C3 /BP-3
9' - 0"
6' - 10"
62' - 2"
A9.8
A9.4
F7.6
3. C#: DENOTES STRUCTURAL COLUMN MARK (SEE SCHEDULE ON S-201).
8.48
°
29' - 7 7/8"
DN
SEE NOTE 20
(TYP)
S-303
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
A9.1
9' - 0"
4
Croft & Associates
A9.5
F7.6
2. P#: DENOTES CONCRETE PEDESTAL MARK (SEE 3/S-201).
I
A
F7.6
F6 /C3/BP-3
9' - 0"
EXIST CONC BEAM
& PAN JOIST FLOOR
1. F#: DENOTES FOOTING MARK (SEE SCHEDULE ON S-201).
J
B
A10
1
F6 /C1/BP-1
FD
NOTES:
C
A11
F7.6
9' - 0"
7
A12
2
SEE NOTE 16
2
1' - 2"
A9.6
F7.6
9' - 0"
BRACE UP
BRACE UP
FD
9
9' - 0"
F6 /C3/BP-3
F6 /C1/BP-1
D
F7.6 8' - 6"
9' - 0"
F6 /C1 /BP-1
S-303
K
8' - 6"
F5 /C9 /BP-10
S-303
4
24' - 6"
8' - 6"
F5 /C9 /BP-10
F6 /C1/BP-1
1
C6
F5/C9/BP-10
9' - 0"
E
8' - 6"
F5/C9 /BP-10
F5 /C9/BP-10
2" EXP JOINT
F
21' - 9 1/2"
57' - 3 1/8"
X
C5
1' - 2"
8' - 6"
6' - 0"
L
C4
19
F5/C9 /BP-10
CANOPY FOUNDATIONS SHALL BE
A MINIMUM OF 1'-6" BELOW FINISH
GRADE (GC FIELD VERIFY)
A
18
C3
1' - 2"
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
12/19/2014 5:09:47 PM
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
0
1/2"
1"
2"
N
17
1' - 2 3/8"
11
0' - 1 3/4"
10
1' - 5"
9
0' - 7"
8
1' - 2"
7
0' - 7"
6
9' - 5 3/4"
5
12' - 0 1/4"
4
7' - 5"
3
6' - 10" 1' - 2" 6' - 10"
2
8.0
0°
3"
1
4' - 10"
DRAWN:
ABS
5' - 8 3/8"
3' - 11 5/8"
3' - 2 1/8"
0' - 7 7/8"
B6.3 B6.5
B7
2' - 0 7/8"
4' - 10"
9' - 5"
SHEET TITLE
2' - 4"
EXISTING
BUILDING
1' - 1 7/8"
B8
B8.5
B9
B10
B11
B12
B13
CHECKED:
TRP
B14
NEW
ADDITION
MAIN LEVEL
FOUNDATION &
FRAMING PLAN
SHEET NO.
S-102
3"
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
C1
18
C2
C3
19
C4
C5
C6
N
21' - 8"
ST
PO
8'
-
ST
PO
C
B
4'
3"
Y1.5
1' - 2"
1' - 2"
HSS12X6X1/2 22' - 0 3/8"
0' - 7"
0' - 7"
6' - 10"
1' - 2"
0' - 3"
6' - 7"
6' - 10"
1' - 2"
HSS12X6X1/2
22' - 0 3/8"
HSS8X4X3/8
PES PROJECT NUMBER: 0214062
A8
1' - 8"
8' - 8"
6' - 9 1/4"
A7.5
A7.4
A7.3
RC
A6.9
10' - 2"
8.53°
11' - 7 1/8"
3' - 4 3/8"
RB
11' - 5 1/2"
2' - 3 1/8"
4' - 4"
6' - 11"
5' - 5 1/2"
8.0
0°
A7
A6.7
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
A6.6
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
A6.3
A6.2
A6.1
A6
2' - 3 1/2"
A5
11' - 1"
X1
4' - 0"
X2
X2.3
A4
A3
A2
A1
D
C
No.
X3
LOW ROOF FRAMING PLAN
SCALE: 3/32" = 1'-0"
A
1
S-151
N
2' - 0"
B0.5
B1
B2
B2.6
B3
1' - 11"
PROJECT NUMBER
B4.7
B5 B5.7 B6 B6.1
B6.3
DRAWN:
ABS
3' - 2 1/8"
4' - 10"
2' - 6 3/8"
0' - 5"
5' - 8 3/8"
3' - 11 5/8"
1' - 7 1/4"
B7
2' - 0 7/8"
4' - 10"
1' - 1 7/8"
B6.5
PERMIT SET
DD PRICING SET
Description
ISSUANCE
14116
Y3
8' - 6 5/8"
12.19.14
10.27.14
Date
7"
Y2
6' - 8"
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
A7.2
B
3' - 6" 4' - 6" 5' - 10"
OWNER
A6.5
A6.4
2' - 9"
8.48
°
9' - 6 1/8"
5.00°
21' - 7"
HSS6X
4X1/4
A7.6
T/STL = 24' - 10 1/2"
S-502
A
7' - 5"
26' - 0 1/4"
W18X35
W18X35 26' - 0 1/4"
HSS10
P
U
T
S W18X46 (S)
PO
3
9'
-
HSS8X4X3/8
HSS8X4X3/8
HSS8X4X3/8
HSS8X4X3/8
P 1
U C
8"
Y1
D
W18X35
25' - 9 3/4"
4'
ST
PO
P 1
U C
S-502
E
5 EQ SPA
HSS
10X
6X3
/8 21
HSS
'-1
6X4
1"
X1/4
RAD
IAL HS 21' - 7"
RAD
S6X
IAL
6X5/
HSS
16
10X
6X3
/8 2
1' 11"
4 EQE SPA
1
C
A8.1
RA
S-502
4
F
X6X3/8 21'
- 11"
W14X22
PO C3
ST
U
P
ST
PO
P
U
S-505
0' - 7 1/2"
PO C3
ST
U
P
ST
PO
P 1
U C
8
G
25' - 9 3/4"
W14X22
2
55 KIP
35 K-FT
2
CB
P 1
U C
24' - 3 1/2"
W12X19
C
H
5 EQ SPA
W18X35
25' - 0"
CB
CB
24' - 6"
4 EQ SPA
W18X35
24' - 0"
W18X35
1
C
3
7/8
"
PROVIDE 12" VERTICAL SLOTTED CONNECTION @ T/COL TO B/BM CONN (TYP @ 2 COL LOC'NS
@ COILING DOOR)
-0
23.
7/8
"
C#: DENOTES STRUCTURAL COLUMN MARK (SEE SCHEDULE ON S-201).
11
22.
A9
15
'-
PRE-ENGINEERED ALUMINUM CANOPY ( BY OTHERS - SEE SHOP DRAWINGS NOTE D ON S-001).
2
21.
T/S
T/S TL =
TL
W14X22
2
W1
= 2 4' - 6
4X
4'
W8X10
-5 "
22
3/4
W1
"
3
4X
Y0.3
W14X22
22 (
25' - 11"
S)
S-503
W16X40 16K3 W16X40
T/S T/S
T
T
W8X10
HS L = L = 2
16K3
S8 24'
4'
HS
Y0.5
-1
S
X6
BRACE
03
21'- 10X6
X5 6"
X1/
1
/
/
4
1"
16
W1
DN
"
4
(LS
2
6X
16K3
1
V
3
12K1
)
6(
S)
S-503
19
COL DN - SEE NOTE 23
'S-506
8"
16K2
W1
16K3
BRACE UP & DN
4X
.2
22 (
4
S)
1
3'
2E
HS
-6
Q
S-503
S8
1/2
12K1
SP
16K3
S-502
W
X3
"
HS
A
14
X
X2
S1
1/4
BRACE
DN
2
0
2
BRACE DN
EQ X6X
.2
SP 3/8
(S)
W18X40
A
W14X22 (S) 3
W
4
12K1
'14
P
C
7"
X3
U
0
T
(S)
S
PO
20KCS4
RTU-2
12K1
6
CONT COL TO
2000#
1
1
P
C
W1
T/PARAPET
S-502
U
20KCS4
4X
T
S-503
22
S
7
(S)
12K1
PO
SEE 5/S-506 (SIM)
S-502
20KCS4
1
1
3
P
P
C
C
U
U
T/STL = 25' - 1"
12K1
(S)
S-506
ST
ST
O
(S)
2
W18X35
POW18X35 P
CB
ROOF HATCH. SEE 1/S-501 & ARCH.
A9.2
A6.8
H
21'-11SS10X6X
"
1/4
W14X22
2
EXIST
BLDG
20.
HSS10X6X1/4
21'-11" (TYP 3 LOC'NS)
OPEN
.2
W1
HS 4X22
S1
0X
6X
3/8
HS
S8
X3
X1
/4
3'
-3
9'
-8
1/4
"
"
DENOTES 22 GAUGE 1 1/2" B WIDE RIB METAL ROOF
DECK.
MINIMUM DECK PROPERTIES:
Ip = 0.162 IN^4/FT
IN = 0.175 IN^4/FT
Sp = 0.183 IN^3/FT
Sn = 0.189 IN^3/FT
S-504
S-502
HSS10X8X3/8
20' - 10"
0"
2
SEE NOTE 21
HSS10X8X3/8
29' - 3 7/8"
R = 12
6' - 3"
W1
8X
35(
S)
12
K1
(S) DENOTES SLOPING ROOF BEAM. T/STEEL = DECK BRG (TYP UNO).
(S)
24' - 8 3/4"
4 EQ SPA
18.
A9.3
1
2
HSS10X8X3/8
29' - 3 7/8"
W18X35
NEW EXHAUST FAN TO BE INSTALLED ON EXIST MEZZ. CUT OUT SQUARE OF EXIST SLOPED
ROOF ABOVE TO VENT & PROVIDE ADD'L FRAMING TO SUPPORT EDGES OF ROOF DECK (SEE
ARCH & MEP FOR LOC'N).
BRACE DN
24K9
4 EQ SPA
17.
S-505
W14X22
A9.4
A9.1
CB
W14X22
24' - 5 1/2"
MOVEABLE PARTITION BELOW. PROVIDE C8X11.5 CONT ALONG LENGTH @ T/PARTITION.
HANG FROM ROOF BEAM W/ L4X4X1/4 VERT & HORIZ ANGLES @ 24" O.C. (2 SPAN COND MIN)
& L4X4X1/4 KICKERAS @ 4'-0" O.C. (ALT SIDES).
S-504
(S)
W16X36
16.
1
24K9
2
W14
X22
G.C. SHALL F.V. EXIST CONDITIONS PRIOR TO DEMO OF EXIST OR FABR/INSTALLATION OF
NEW CONSTRUCTION. COORD VARIATIONS W/ ARCH & EOR.
2
CB
15.
W14X22
SEE
NOTE 16
ST
PO W18X35 (S)
A10
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
A9.5
5
HSS10X6X1/4
21'-11"
W14X22
PO C3
ST
U
P
PROVIDE 1/4" WEB STIFF PL'S @ 4'-0" O.C. @ ALL ROOF EDGE BEAMS.
P
U
PO C3
ST
W1 UP
4X2
2
14.
4' - 10"
7
CB
PROVIDE L4X4X1/4 CONT DECK EDGE ANGLE @ PERIMETER OF EACH ROOF LEVEL.
W27X146 (LO) 25' - 11"
13.
T/STL = 27' - 0 3/4"
TYP FOR W14X22
BTWN A6.4 & A7
(UNO)
W18X35 (S)
1
C
A11
A9.6
0" TYP
S-502
Croft & Associates
S-507
A9.7
(SIM)
S-502
3
A9.8
0" TYP
CB
SEE 8/S-501 FOR TYP TUBE BEAM TO COL CONN.
6
9
D
12.
19.
13' - 7 1/4"
E
SEE 11/S-501 FOR TYP STEEL POST-UP COL CONN.
5
16' - 0 7/8"
F
11.
S-507
W18X35 (S)
ST
O
P
1
P
C
U
ST
PO
1
P
C
U
ST
PO
BRACE DN
W16X40
25' - 11"
W14X22
W14X22
W18X35 (S)
P
U
20K3
55 KIP
35 K-FT
G
SEE 7/S-501 FOR TYP STEEL BEAM OVER COL CONN.
W18X35 (S)
BRACE UP & DN
W14X22
W14X22
CB
W18X35 (S)
S-506
5 EQ SPA
43' - 8"
10.
W16X45
H
"xx kip" AT END OF BEAMS DENOTE MINIMUM UNFACTORED (ASD) REACTIONS FOR CONNECTION
DESIGN. IF REACTION IS NOT SHOWN, DESIGN CONNECTION PER STRUCTURAL STEEL NOTE I ON
S-001 (TYP).
27' - 0 3/4"
"CB" DENOTES L4X4X3/8 X 4'-0" LG (MIN) COL BRACE. WELD BRACE TO COL CAP PL & TOP
CHORD OF JOIST OR TOP FLANGE OF BEAM W/ 3/16" FILLET WELD x 2" LG. USE (2) ANGLES @
T-SHAPED AREAS. WELD DECK TO EA ANGLE W/ 3/4" DIA PUDDLE WELDS @ 6" OC.
W14X22
W18X35
8.
9.
1
C
BRACE DN
W18X35 (S)
C
1
PO
ST
U
P
C
1
PO
ST
U
P
S-506
20K3
24' - 0"
"BB" DENOTES BEAM BOTTOM FLANGE BRACE PER 5/S-501.
2 EQ SPA
7.
20K3
20K3
W14X22
2 EQ SPA
3
RTU-1
3000#
W18X46 (S)
SEE NOTE 20
W16X40
2 EQ SPA
DENOTES MOMENT CONNECTION. DESIGN CONNECTIONS FOR FORCES INDICATED
ON PLAN AND IN ELEVATIONS. DESIGN CONENCTIONS FOR THE FOLLOWING FORCES
UNLESS NOTED OTHERWISE
MOMENT: 20 K-FT
SHEAR: 25 K
2 EQ SPA
MAXIMUM DEPTH OF PONDING AT LOWEST POINT OF ROOF SHALL NOT
EXCEED 4" UNDER PEAK INTENSITY STORM
5' - 1 5/8"
DENOTES STEEL BRACE (SEE DETAILS & ELEVATIONS ON S-601 & S-602).
6.
I
S-502
REMOVE EXIST ROOF OVERHANG
ALONG NEW ADDITION (GC LOCATE
E/REMOVAL @ E/EXIST BEAM
NEAREST 'A9.6' & 'A2' - G.C. F.V.)
5"
4.
5.
1
DO NOT SUPPORT MULTIPLE SPRINKLER MAINS FROM THE SAME JOIST.
CONTRACTOR TO PROVIDE SPRINKER DRAWINGS TO STRUCTURAL ENGINEER
AND JOIST MANUFACTURER FOR REVIEW AND COORDINATION PRIOR TO JOIST
FABRICATION.
5"
29' - 7 7/8"
SEE "WATER PIPING SUPPORT SCHEDULE" ON SHEET S-002 FOR ALL PIPING
SUPPORTED FROM ROOF STRUCTURE. NOTIFY EOR IF PIPING WEIGHT IS IN
EXCESS OF THOSE NOTED IN SCHEDULE.
7"
3.
20KCS3
P
U
4
20KCS3
6 7/8"
2.
ST
PO
PROVIDE STANDARD HORIZONTAL BRIDGING PER SJI.
1' - 4 1/8"
1.
1
C
P
U
20K3
5 EQ SPA
2
ST
PO
S-507
2
S-506
W18X35 25' - 0"
W18X35 24' - 6"
CB
24' - 6"
NOTES:
1
C
20K3
W14X22 (S)
1
3
W16X26 (S)
W18X35 (S)
K
J
BRACE
DN
W14X22 (S)
4 EQ SPA
2
2
L
S-502
W16X26
25' - 5 3/8"
S-502
3
CB
4
2" EXP JT
W18X35
1
BRACE DN
25' - 2 1/2"
S-502 CONT COL UP TO
T/PARAPET
(SIM)
HSS12X4X3/8 22' - 6"
HSS8X4X3/8
6' - 10"
7
HSS8X4X3/8
1' - 2 3/8"
0' - 1 3/4"
13' - 7 5/8"
12
K1
10' - 10 3/8"
12
K1
29' - 8"
A12
HSS12X4X3/8 22' - 6"
4 EQ SPA
(S)
43' - 8"
12
K1
29' - 5 3/8"
1' - 2"
EXIST BLDG
HSS12X4X3/8 22' - 6"
W1
6X
26
18' - 8 5/8"
12' - 0 1/4"
M
6' - 0"
HSS8X4X3/8
A
CB
B
9' - 5 3/4"
C
D
19' - 8"
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
1"
1/2"
0
E
W14X22
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
F
G
1
P
C
U
ST
PO
1
P
C
U
ST
PO
1
P
C
U
ST
PO
1
P
C
U
ST
PO
12/19/2014 5:09:57 PM
21' - 9 1/2"
HSS12X4X3/8 22' - 6"
H
THIS SHEET PLOTS
ON 22" x 34" ANSI D
1' - 2"
1' - 5"
2"
1' - 2"
9' - 5"
SHEET TITLE
2' - 4"
0' - 7 7/8"
B8
B8.5
B9
B10
B11
CHECKED:
TRP
B12
B13
B14
EXISTING
BUILDING
NEW
ADDITION
LOW ROOF FRAMING
PLAN
SHEET NO.
S-151
3"
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
H
G
F
E
C
D
B
A
Croft & Associates
M
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
HSS6X3X1/4 (LSH)
32'-0" (TYP @
T/PARAPET)
1
L
3
7
4
S-502
S-502
S-506
NOTES:
(S) DENOTES SLOPING ROOF BEAM. T/STEEL = DECK BRG (TYP UNO).
21.
SEE 11/S-501 FOR TYPICAL POST UP DETAIL.
18' - 0"
26' - 11"
S-503
1
S-502
S-503
W1
4X
22
9
(SIM)
7
4
(S
)
W1
4X
22
S-502
S-506
S-502
T/S
T
T/S L = 3
6'
TL
-0
=3
"
7'
-8
1/8
"
1
S-503
(S
)
8
4
S-502
G
F
E
C
D
B
Y1
A
Y1.5
B
2' - 0"
3' - 6" 4' - 6" 5' - 10"
HIGH ROOF FRAMING PLAN
A
SCALE: 3/32" = 1'-0"
1
S-152
B1
B2
B2.6
4'
-
Y2
6' - 8"
8' - 6 5/8"
2' - 6 3/8"
B3
B4.7
B5
B5.7
B6
6' - 9 1/4"
9' - 6 1/8"
10' - 2"
A6.5
A6.4
A6.3
A6.2
A6.1
A6
A5
A3
A2
A1
3"
1' - 11"
DN
B0.5
9'
-
2' 2'
- 9"
- 33'1/8"
- 4 3/8" 11' - 7 1/8"
4' - 0"
C
B6.1
7"
D
C
No.
12.19.14
10.27.14
Date
PERMIT SET
DD PRICING SET
Description
ISSUANCE
PROJECT NUMBER
14116
Y3
0' - 7 7/8"
4' - 10"
3' - 2 1/8"
DRAWN:
ABS
4' - 10"
1' - 1 7/8"
5' - 8 3/8" 3' - 11 5/8"
2' - 4"
9' - 5"
HIGH ROOF FRAMING
PLAN
2' - 0 7/8"
0' - 5"
B6.5
B7
B8
B8.5
B9
B10
B11
CHECKED:
TRP
SHEET TITLE
1' - 7 1/4"
B6.3
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
A4
X2
X2.3
HSS6X3X1/4
(LSH) T/STL =
32'-0" (TYP @
8' T/PARAPET)
-8
"
8.53°
X1
4'
-0
7/8
"
S-506
H
5.00°
3 EQ SPA
3 EQ S
PA
RADIAL
RA
X3
3
HSS10X
6X1/4
ED W1
2X19
TAPER
RADIAL
W18X46
W1
4X
22
W1
16
HI
K2
4X
(S
)
22
6
D
7
RADIAL
HSS10X6X1/4
CB
RADIAL
W18X46
W1 S-503
HI 4X2
(S 2
)
W1
4X
22
BRACE
DN
4
SEE S-151 FOR LOW
ROOF BELOW
2
11' - 5 1/2"
NEW EXHAUST FAN TO BE INSTALLED ON EXIST MEZZ. CUT OUT SQUARE OF EXIST SLOPED
ROOF ABOVE TO VENT & PROVIDE ADD'L FRAMING TO SUPPORT EDGES OF ROOF DECK (SEE
ARCH & MEP FOR LOC'N).
Y0.5
4' - 4"
19.
3
TAP
ERE
D
W2
1X8
3 (S
)
A6.6
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
6' - 11"
MOVEABLE PARTITION BELOW. PROVIDE C8X11.5 CONT ALONG LENGTH @ T/PARTITION. HANG
FROM ROOF BEAM W/ L4X4X1/4 VERT & HORIZ ANGLES @ 24" O.C. (2 SPAN COND MIN) & L4X4X1/4
KICKERS @ 4'-0" O.C. (ALT SIDES).
T/S
TL
=3
W1
4'
8X
-1
50
1"
(S
)
5' - 5 1/2"
18.
K-F
T
11' - 1"
G.C. SHALL F.V. EXIST CONDITIONS PRIOR TO DEMO OF EXIST OR FABR/INSTALLATION OF
NEW CONSTRUCTION. COORD VARIATIONS W/ ARCH & EOR.
4"
WY0.3
21X
55
(S)
RB
0' - 7 1/2"
25
17.
20.
(S
)
1 3/
2' - 3 1/2"
FOR PARAPETS GREATER THAN 2'-6" IN HEIGHT, EXTEND COLS TO T/PARAPET & PROVIDE
HSS5X5X5/16 STEEL POSTS @ 5'-0" O.C. (MAX) W/ HORIZ HSS6X3X1/4 (LSH) CONT @
T/PARAPET. PROVIDE L3X3X1/4 KICKERS @ 4'-0" O.C. FROM SUPPORTING BEAM BOTT
FLANGE TO TOP CHORD OF ADJACENT JOIST (OR @ EA JOIST WHERE JOISTS ARE
PERPENDICULAR).
W1
6X
45
K-F
T
9' -
8.48
°
16.
25
T/STL = 29' - 11 1/2"
R=
12
(S)
S-505
E SP
A
PROVIDE 1/4" WEB STIFF PL'S @ 4'-0" O.C. @ ALL ROOF EDGE BEAMS.
W2
1X8
3
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
A6.9
A6.7
2
3 EQ
15.
S-505
TAPE
R
W21X ED
83 (S)
A7
A6.8
8.0
0°
PROVIDE L4X4X1/4 CONT DECK EDGE ANGLE @ PERIMETER OF EACH ROOF LEVEL.
1
SLO
PE D
N
1 1/2
"/FT
W21
X68
(S)
"
14.
EXIST
BLDG
S10
X6X
1/4
SEE 8/S-501 FOR TYP TUBE BEAM TO COL CONN.
1' - 2"
3E
QS
PA
13.
R = 12
W21X
101
(S)
RC
-8
SEE 11/S-501 FOR TYP STEEL POST-UP COL CONN.
W21X7
3 (S)
SP
A
12.
TAPERED
W21X83 (S)
9'
SEE 7/S-501 FOR TYP STEEL BEAM OVER COL CONN.
W21X93 (S)
RAD
IAL
HS
11.
W21X55 (S)
W18X35 (S)
2E
Q
6
"xx kip" AT END OF BEAMS DENOTE MINIMUM UNFACTORED (ASD) REACTIONS FOR
CONNECTION DESIGN. IF REACTION IS NOT SHOWN, DESIGN CONNECTION PER STRUCTURAL
STEEL NOTE I ON S-001 (TYP).
W18X35 (S)
OWNER
TAPERED W12X19
RAD
W18 IAL
X46
TAP
ERE
DW
12 X
19
"CB" DENOTES L4X4X3/8 X 4'-0" LG (MIN) COL BRACE. WELD BRACE TO COL CAP PL & TOP
CHORD OF JOIST OR TOP FLANGE OF BEAM W/ 3/16" FILLET WELD x 2" LG. USE (2) ANGLES @
T-SHAPED AREAS. WELD DECK TO EA ANGLE W/ 3/4" DIA PUDDLE WELDS @ 6" OC.
W18X35 (S)
W1
4X
39
2
'31 2
/4"
9.
TAPER END OF
W18X35 PER 2/S-505
RA
W1 DIAL
TA
8X
PE
46
RE
DW
12X
19
RA
DIA
HS
L
S1
0X
6X
1/4
E
DENOTES MOMENT CONNECTION. DESIGN CONNECTIONS FOR FORCES INDICATED
ON PLAN AND IN ELEVATIONS. DESIGN CONENCTIONS FOR THE FOLLOWING FORCES
UNLESS NOTED OTHERWISE
MOMENT: 20 K-FT
SHEAR: 25 K
"BB" DENOTES BEAM BOTTOM FLANGE BRACE PER 5/S-501.
G
5
MAXIMUM DEPTH OF PONDING AT LOWEST POINT OF ROOF SHALL NOT
EXCEED 4" UNDER PEAK INTENSITY STORM
8.
10.
F
DENOTES STEEL BRACE (SEE DETAILS & ELEVATIONS ON S-601 & S-602).
S-504
2
H
PES PROJECT NUMBER: 0214062
1
BRACE DN
T/STL = 28' - 10 1/2"
CB
7.
S-504
CB
6.
S-506
CB
5.
2
4
3
DO NOT SUPPORT MULTIPLE SPRINKLER MAINS FROM THE SAME JOIST.
CONTRACTOR TO PROVIDE SPRINKER DRAWINGS TO STRUCTURAL ENGINEER
AND JOIST MANUFACTURER FOR REVIEW AND COORDINATION PRIOR TO JOIST
FABRICATION.
2 EQ SPA
I
2
S-502
2 EQ SPA
4.
1
CB
SEE "WATER PIPING SUPPORT SCHEDULE" ON SHEET S-002 FOR ALL PIPING
SUPPORTED FROM ROOF STRUCTURE. NOTIFY EOR IF PIPING WEIGHT IS IN
EXCESS OF THOSE NOTED IN SCHEDULE.
W1
4X
22
38
'95
/8"
3.
62' - 2"
CB
PROVIDE STANDARD HORIZONTAL BRIDGING PER SJI.
SEE S-151 FOR LOW
ROOF BELOW
CB
2.
S-502
A9
2 EQ SPA
J
DENOTES 22 GAUGE 1 1/2" B WIDE RIB METAL ROOF
DECK.
MINIMUM DECK PROPERTIES:
Ip = 0.162 IN^4/FT
IN = 0.175 IN^4/FT
Sp = 0.183 IN^3/FT
Sn = 0.189 IN^3/FT
25 K-FT 25 K-FT
W18X46
2
5
S-506
W18X46
2
4
W18X46
K
DENOTES 22 GAUGE 2" GALVANIZED DOVE-TAIL
ACOUSTICAL STEEL ROOF DECK (BASIS OF DESIGN: 2"-22
GA VERSA-DEK S ACOUSTICAL ROOF DECK BY CSi METAL
DEK GROUP). NOTE: DECK SPAN PERPENDICULAR TO
GRID 'RB.'
MINIMUM DECK PROPERTIES:
I_D = 0.385 IN^4/FT
Sp = 0.284 IN^3/FT
Sn = 0.267 IN^3/FT
30 K-FT 30 K-FT
W18X46
4
2 EQ SPA
1.
A9.6
1' - 4 1/8"
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
12/19/2014 5:10:08 PM
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
0
1/2"
1"
2"
N
B12
B13
B14
SHEET NO.
S-152
3"
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
N
COL., BASE PL. & FTG.
1' - 4"
1' - 4"
1' - 6"
1' - 6"
1' - 6"
1' - 6"
1' - 6"
1' - 6"
2' - 0"
2' - 0"
(5) #5 EA WAY T & B
(6) #6 EA WAY T & B
(7) #6 EA WAY T & B
(8) #6 EA WAY T & B
#6 @ 12" O.C. EA WAY T & B
#6 @ 12" O.C. EA WAY T & B
(10) #6 EA WAY T & B
#6 @ 12" O.C. EA WAY T & B
(15) # 6 EA WAY T & B
#6 @ 12" O.C. EA WAY T & B
PROVIDE NUT, WASHER, &
LEVELING NUT (TYP.)
Croft & Associates
APPLY MASTIC TO STEEL COLUMN
BELOW SLAB LEVEL TO PROTECT
COLUMN FROM CORROSION
PROVIDE NUT, WASHER, &
LEVELING NUT (TYP.)
T/SLAB
T/GRADE
(SEE PLAN)
(SEE CIVIL)
1/2" PJF
L
PROVIDE NUT, WASHER, &
LEVELING NUT (TYP.)
T/SLAB
(SEE PLAN)
Structural Column Schedule
Type Mark
Type
VAPOR RETARDER
1
3"
"TYP. INTERIOR COLUMN FOOTING"
SECTION
SCALE: 1" = 1'-0"
NOTE: DISTANCE FROM
BOTT/BOLT TO TOP OF
WASHER TO BE 1 1/4" MAX.
NOTE: SEE 3/S-201 FOR TYPICAL
CONC. PIER @ COL. BASE
WHERE T/FTG. ELEV. IS
BELOW (-)2'-8"
SEE FTG. SCHEDULE FOR SIZE & REINF.
NOTE: DISTANCE FROM BOTT/BOLT
TO TOP OF WASHER TO BE 1 1/4" MAX
J
SEE FTG. SCHEDULE FOR FOOTING SIZE AND REINF.
CLR.
(SEE PLAN)
3"
T/FTG.
(SEE PLAN)
SHRINK GROUT
1 1/2" (MIN.) NON-
HSS5X5X3/8
HSS5X5X1/2
HSS6X6X1/2
HSS7X7X5/8
HSS6X0.500
HSS8.625X0.500
HSS12.750X0.500
HSS6X6X5/8
DOUBLE HSS10X6X3/8
HSS6X4X1/4
SHRINK GROUT
K
2
T/FTG.
1 1/2" (MIN.) NON-
C1
C2
C3
C4
C5
C6
C7
C8
C9
C10
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
WWR (SEE PLAN)
CL ANCHOR ROD W/ HEX HEAD
NUT & PL, TOP 10" THREADED AND
PROJECTED (FOR LOCATION &
SIZE, SEE BASE PLATE DETAIL)
EMBED OF A.R. TO BE
DEPTH OF FTG MINUS 3"
CLR.
4' - 0"
5' - 0"
6' - 0"
7' - 0"
6' - 0"
6' - 0"
9' - 0"
10' - 0"
12' - 0"
12' - 0"
CL ANCHOR ROD W/ HEX HEAD NUT &
PL, TOP 10" THREADED AND
PROJECTED (FOR LOCATION & SIZE,
SEE BASE PLATE DETAIL) EMBED OF
A.R. TO BE DEPTH OF FTG MINUS 3"
STEEL COLUMN (SEE PLAN)
BASE PLATE (SEE DETAIL 4/S-201)
MIN.
4' - 0"
5' - 0"
6' - 0"
7' - 0"
7' - 3"
8' - 6"
9' - 0"
9' - 0"
12' - 0"
20' - 0"
NOTE: SEE 3/S-201 FOR TYPICAL
CONC. PIER @ COL. BASE
WHERE T/FTG. ELEV. IS
BELOW (-)2'-8"
Comments
0' - 3"
M
Length
STEEL COLUMN (SEE PLAN)
(FOR BASE PLATE SEE DETAIL 4/S-201)
(MIN)
F4
F5
F6
F7
F7.6
F8.5X6
F9
F10X9
F12
F20X12
"TYP. EXTERIOR COLUMN FOOTING"
SECTION
1
S-201
PES PROJECT NUMBER: 0214062
2
S-201
SCALE: 1" = 1'-0"
I
OWNER
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
H
CL ANCHOR ROD W/ HEX HEAD
NUT & PL, TOP 10" THREADED
AND PROJECTED (FOR
LOCATION & SIZE,
SEE BASE PLATE DETAIL)
2' - 8"
STD. HOOK @ (4) CORNER
BARS @ ALL PIERS
STEEL BEAM
(SEE PLAN)
2' - 8"
G
Type Mark
BP-1
BP-2
BP-3
BP-4
BP-5
BP-6
BP-7
BP-8
BP-9
BP-10
SEE PLAN FOR LOCATIONS OF
OFFSET PIERS @ EXT. COLS.
COL., BASE
PL., PIER, &
FTG.
1 1/2"
BASE PLATE (SEE 4/S-201)
N
1' - 1"
1' - 5"
1' - 2"
2' - 2"
1' - 2"
1' - 9"
2' - 3"
1' - 9"
2' - 2"
3' - 0"
B
1' - 1"
1' - 5"
1' - 2"
1' - 2"
1' - 2"
1' - 9"
2' - 3"
1' - 9"
1' - 2"
1' - 6"
Column Base Plate Schedule
Plate Hole
Dia. (d)
c
e
f
0' - 2"
0' - 2"
0' - 2"
0' - 1 1/4"
0' - 3"
0' - 3"
0' - 3"
0' - 1 9/16"
0' - 2"
0' - 2"
0' - 2"
0' - 1 1/4"
0' - 3"
0' - 3"
0' - 3"
0' - 1 13/16"
0' - 2"
0' - 2"
0' - 2"
0' - 1 1/4"
0' - 3"
0' - 3"
0' - 3"
0' - 1 1/4"
0' - 3 1/2"
0' - 3 1/2"
0' - 3 1/2"
0' - 1 9/16"
0' - 2"
0' - 2"
0' - 2"
0' - 1 1/4"
0' - 3"
0' - 3"
0' - 3"
0' - 1 1/4"
0' - 2"
0' - 2"
0' - 2"
0' - 1 9/16"
a
0' - 2"
0' - 3"
0' - 2"
0' - 3"
0' - 2"
0' - 3"
0' - 3 1/2"
0' - 2"
0' - 3"
0' - 2"
t
0' - 1"
0' - 1 3/4"
0' - 1 1/2"
0' - 1 3/4"
0' - 1 1/2"
0' - 1 3/4"
0' - 2 1/4"
0' - 1 1/4"
0' - 1 1/4"
0' - 1 1/2"
Rod
Diameter
0' - 1"
0' - 1 1/4"
0' - 1"
0' - 1 1/2"
0' - 1"
0' - 1"
0' - 1 1/4"
0' - 1"
0' - 1"
0' - 1 1/4"
L
0' - 9"
1' - 3"
0' - 9"
1' - 3"
1' - 3"
0' - 9"
1' - 9"
0' - 9"
0' - 9"
0' - 9"
P
0' - 10"
0' - 10"
0' - 10"
0' - 10"
0' - 10"
0' - 10"
0' - 10"
0' - 10"
0' - 10"
0' - 10"
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
CLR. (TYP.)
e
c
c
*
"A-A"
TSLAB
(SEE PLAN)
a
d
B
B
(8)-#8
3
S-201
MIN. WASHER
THICKNESS
a
BP-10
t = PLATE THICKNESS
3/4"
USE STANDARD WASHER
7/8"
2 1/2"
5/16"
1"
3"
3/8"
1 1/4"
3"
1/2"
1 1/2"
3 1/2"
1/2"
1 3/4"
4"
5/8"
2"
5"
3/4"
5 1/2"
7/8"
2 1/2"
D
C
No.
12.19.14
10.27.14
Date
PERMIT SET
DD PRICING SET
Description
ISSUANCE
PROJECT NUMBER
* WELD SIZE SHALL BE: 3/16" FOR COLUMN WALL OR WEB THICKNESS < 1/2"
1/4" FOR COLUMN WALL OR WEB THICKNESS BETWEEN 1/2" & 3/4"
5/16" FOR COLUMN WALL OR WEB THICKNESS > 3/4"
PROVIDE LEVELING NUTS & WASHERS, SHIM STACKS, OR LEVELING PLATE TO
TEMPORARILY SUPPORT COLUMN DURING LEVELING AND GROUTING.
14116
3.
WELD REQUIRED ONLY AT BRACED FRAME & MOMENT FRAME COLUMNS.
SHEET TITLE
4.
PROVIDE ADEQUATE PROJECTION FOR INSTALLATION OF NUT ABOVE BASE PL, 10" MIN
1.
2.
(TYP.)
SCALE: 1" = 1'-0"
HEAVY HEX NUT AT
EMBEDDED END.
TACK WELD NUT TO ROD.
NOTES:
(TYP )
3" CLR.
L
c
3"
B
SECTION
N
t = PLATE THICKNESS
"A-A"
1 1/2" (MIN) NONSHRINK GROUT
c
a
2' - 4"
(VARIES)
*
TYPICALS
(SEE PLAN)
MIN. WASHER
DIMENSION
T/FTG
SEE
NOTE 2
N
T/FTG
A.R. DIA.
d
f
*
CLR. (TYP.)
C
SEE FOUNDATION PLAN AND FTG. SCHEDULE
BP-7
e
*
1 1/2"
FOR FOOTING SIZE AND REINFORCING
NOTE 3
t = PLATE THICKNESS
f
P
e
(SEE PLAN)
A .
S-201
MIN. PLATE WASHER DIMENSIONS
t = PLATE THICKNESS
(MIN. OF 3 TIES)
A.
9
A
N
3"
ANCHOR ROD
EMBED = 18" (TYP)
PLATE WASHER W/
STANDARD HOLE (SEE TABLE)
N
2' - 4"
#4 TIES @ 6" O.C.
SHRINK GROUT
T/PIER
D
*
FILL ALL VOIDS BETWEEN
ANCHOR ROD & HOLES W/
GROUT OR EPOXY PRIOR TO
INSTALLING WASHER & NUT
(12)-#9
(TYP @ MOM FRAME ONLY)
#4 TIES REQ'D
@ 3" O.C. ALONG
LENGTH OF
ANCHOR RODS
d
a
E
f
STD. HOOK @ TOP OF
CORNER BARS (TYP.)
B
WWR (SEE PLAN)
e
d
1'-0" @ INT COLS
2'-0" @ EXT COLS
(UNO ON PLAN)
PROVIDE NUT, WASHER,
& LEVELING NUT (TYP.)
f
B
COL. BOX-OUT
(24" x 24" MIN.)
F
1 1/2" MIN. NON-
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
12/19/2014 5:10:20 PM
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
0
1/2"
1"
Mark
COL., BASE PLATE,
AND FTG.
1'-0"
2"
Structural Foundation Schedule
Size
Width
Thickness
Reinf.
EXTERIOR FINISH
(SEE ARCH.)
DETAIL
SCALE: 1" = 1'-0"
4
S-201
DRAWN:
ABS
CHECKED:
TRP
STEEL COLUMN
BEARING SCHEDULES
& DETAILS
SHEET NO.
S-201
2
3
4
5
6
7
8
9
10
11
12
13
SAWCUT CONTRACTION
JOINT - DEPTH = 1/4 THE
SLAB THICKNESS. SAWCUT
SLAB WITHIN 12 HOURS OF
CONC PLACEMENT
N
1/8" SAWCUT
2"
14
15
16
17
18
(1)-#4
LAP SPLICE
19
FTG STEP
(SEE PLAN)
3"
1
T/FTG
(SEE PLAN)
T/4
FOOTING (SEE PLAN)
(SEE PLAN)
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
SAWCUT CONTRACTION JOINT
(1)-#4
MAINTAIN SPECIFIED
FOOTING DEPTH
T/FTG
TYPICAL FOOTING STEP
WOOD BULKHEAD
(REMOVE AFTER
FIRST POUR)
METAL OR PLASTIC KEY
FORMER NAILED TO BULKHEAD
(REMOVE AFTER FIRST POUR)
SLAB REINF (SEE PLAN)
DISCONTINUOUS
@ JOINT
1
1
K
3000 PSI CONCRETE
(POUR 1)
TRENCH
1
NOTES:
1. SEE KEYED SECTIONS AND DETAILS FOR FOOTING
DEPTH AND REINFORCING.
DETAIL
4
S-301
SCALE: 1" = 1'-0"
1
DUCTILE IRON PIPE
SECOND POUR
FIRST POUR
STEEL SLEEVE
TYPICAL PIPE UNDER FOOTING
DETAIL
SCALE: 3/4" = 1'-0"
TYPICAL FOOTING ADJACENT TO TRENCH
DETAIL
1
S-301
SCALE: 1" = 1'-0"
CONSTRUCTION JOINT
PES PROJECT NUMBER: 0214062
DETAIL
2
S-301
WWR
(SEE PLAN)
D (SEE ARCH)
(SEE PLAN)
3
S-301
SCALE: 1" = 1'-0"
3D
I
T
VAPOR
RETARDER
(SEE ARCH)
T (SEE PLAN)
T/FTG
(SEE PLAN)
(SEE PLAN)
L
J
Croft & Associates
SLAB REINF (SEE PLAN)
WALL/ COLUMN (SEE PLAN)
FOOTING
(POUR 2)
T/FTG
(SEE PLAN)
T
M
T
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
12/19/2014 5:10:26 PM
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
0
1/2"
1"
FILL SAWCUT W/
JOINT FILLER
TYPICAL DEPRESSED SLAB
DETAIL
H
SCALE: 1" = 1'-0"
OWNER
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
5
S-301
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
G
GROUT CELLS AS SHOWN
AND PLACE (1)-TYP REINF BAR (UNO)
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
PREFAB LADDER TYPE
CORNER JOINT REINF
(MATCH SPA OF TYP HORIZ
JOINT REINF)
F
CONTROL
JOINT
PLACE (1)-TYP REINF BAR IN GROUTED
CELL EACH SIDE OF CONTROL JOINT
(UNLESS NOTED OTHERWISE)
SEE ARCH FOR ANY JOINT FILLER
REQUIREMENTS AT RATED WALLS
E
PREFAB LADDER TYPE
TEE JOINT REINF
(MATCH SPA OF TYP HORIZ
JOINT REINF)
GROUT CELLS AS SHOWN AND
PLACE (1)-TYP REINF BAR (UNO)
D
C
TYPICAL CMU WALL
CORNER/INTERSECTION REINFORCEMNT
NOTES:
1. PREFABRICATED CORNER/INTERSECTION JOINT REINFORCEMENT SHALL BE
LAPPED 8" MIN WITH THE TYPICAL LADDER TYPE JOINT REINFORCEMENT &
EXTEND A MINIMUM OF 30" IN EACH DIRECTION AT THE INTERSECTION
B
2. SEE GENERAL NOTES FOR SPACING OF TYPICAL HORIZONTAL JOINT
REINFORCEMENT (NOT SHOWN FOR CLARITY)
PLAN DETAIL
SCALE: 1" = 1'-0"
A
6
S-301
TYPICAL CMU WALL CONTROL JOINT
1'-0"
NOTES:
1.
CONTROL JOINTS SHALL BE LOCATED PER ARCHITECTURAL DRAWINGS AND
SHALL MATCH VENEER CONTROL JOINTS WHERE APPLICABLE
2.
CONTROL JOINTS SHALL NOT BE LOCATED THROUGH BEAMS OR LINTELS, THEIR
BEARING DISTANCE, OR THE REQUIRED JAMB ON EITHER SIDE OF THE OPENING
3.
CONTROL JOINTS SHALL NOT BE LOCATED WITHIN A WALL DESIGNATED ON
THE STRUCTURAL PLANS AS A SHEAR WALL WITHOUT WRITTEN APPROVAL
FROM THE STRUCTURAL ENGINEER OF RECORD
4.
HORIZONTAL JOINT REINFORCEMENT TO STOP AT EACH SIDE OF CONTROL
JOINT. TYPICAL HORIZONTAL JOINT REINFORCEMENT NOT SHOWN FOR
CLARITY
5.
DO NOT CUT CONTINUOUS BOND BEAMS OR BOND BEAM
REINFORCEMENT AT CONTROL JOINTS. PROVIDE APPEARANCE OF
CONTROL JOINT IN BOND BEAM WHERE JOINT IS EXPOSED (SEE ARCH)
6.
WHERE NOT EXPLICITLY NOTED OR SHOWN OTHERWISE, GC SHALL
INSTALL CONTROL JOINTS AS FOLLOWS:
• SPACING NOT TO EXCEED 25’-0” IN CONTINUOUS WALLS
• LOCATED NOT CLOSER THAN 5’-0” AND NOT FURTHER THAN 12’-6”
FROM WALL CORNERS
• AT LOCATIONS WHERE WALL HEIGHT CHANGES
• AT LOCATIONS WHERE WALL THICKNESS CHANGES
PLAN DETAIL
SCALE: 1" = 1'-0"
7
S-301
BOND BEAM REINF
(TYP)
MATCH BOND
BEAM REINF
1' - 4"
D
C
No.
DRILL HOLE THRU BOTT OF
DEP WEB BLOCK FOR
DOWEL TO PASS THRU
SCALE: 1" = 1'-0"
12.19.14
10.27.14
Date
PERMIT SET
DD PRICING SET
Description
ISSUANCE
PROJECT NUMBER
14116
"TYP. STEP IN MASONRY BOND BEAM"
DETAIL
1'-0"
DRAWN:
ABS
CHECKED:
TRP
SHEET TITLE
8
S-301
FOUNDATION
SECTIONS & DETAILS
SHEET NO.
S-301
3"
1
3
4
8
9
10
11
12
13
14
15
16
17
LAP SPLICE
3/4"
1/2"
LAP SPLICE
3/4" CHAMFER
(TYP @ ALL
EXPOSED
CORNERS)
18
19
PLACE HALF THE NUMBER OF INTERRUPTED BARS
ON EA SIDE OF OPNG @ 3" OC @ SCHED LENGTH.
SCHEDULED REINF
INTERRUPTED BY OPNG
A MINIMUM OF:
(1)-#5 x L WHEN OPENING IS LESS THAN 12"
(2)-#5 x L WHEN OPENING IS GREATER THAN 12"
(TYP EA LAYER OF REINF)
SCHEDULED REINF
JOINT
DISCONTINUE 50% OF
HORIZ REINF @ JOINT
(TYP)
M
Croft & Associates
(2)-#5 X 8'-0" LG
T&B & EA SIDE
WALL OPNG
(SEE PLAN)
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
0"
0"
HORIZ REINF W/
STD 90° HOOK
SQUARE OR CIRCULAR OPNG
TYPICAL WALL CONTROL JOINT
12
"(
M
AX
)
L
ALT HOOK
DIRECTION
NOTES:
1. CONTROL JOINT SPACING NOT TO EXCEED 25'-0" MAXIMUM & 5'-0"
MINIMUM FROM CORNERS.
3/4"
3/4"
K
(1)-#5 x 4'-0" LG WHEN OPENING IS LESS THAN 12"
(2)-#5 x 4'-0" LG WHEN OPENING IS GREATER THAN
12" (TYP TOP & BOT)
1/2"
(1)-#5 X 6'-0" LG
T&B @ EA CORNER
JOINT
J
WATER STOP
(SEE ARCH)
TYPICAL REINFORCING AT WALL
CORNERS & INTERSECTIONS
DETAIL
I
ELEVATION
2
S-302
SCALE: 1" = 1'-0"
LAP SPLICE
TYPICAL REINFORCING AT WALL
OPENING
TYPICAL REINFORCING AT
WALL OPENINGS
NOTES:
PES PROJECT NUMBER: 0214062
1.
L = OPENING SIZE + (2) X DEVELOPMENT LENGTH.
DETAIL
3
S-302
SCALE: 1" = 1'-0"
4
S-302
SCALE: 1" = 1'-0"
OWNER
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
TYPICAL WALL CONSTRUCTION JOINT
NOTES:
CANTILEVER CMU SCHEDULE
(INT. NON-LOAD BEARING)
1
S-302
G
EQUAL TREADS
LAP SPLICE
#4 X CONT
@ NOSING
(TYP)
CJ @ EA. SIDE (U.N.O.)
C
"H" (SEE SCHED)
1' - 4"
CJ @ EA. SIDE
(U.N.O.)
WWR (SEE PLAN)
CJ @ EA. SIDE (U.N.O.)
CJ @ EA. SIDE
(U.N.O.)
T/SLAB
T/SLAB
(SEE PLAN)
1' - 0"
(3) - #4 X CONT
VAPOR RETARDER
B
SEE NOTE 2
TYPICAL STAIR ON GRADE
5
S-302
(SEE PLAN)
8"
2x4 KEY CONT.
"A" BARS
SEE NOTE 2
1' - 0"
"A" BARS
"CMU PART. W/ DEPR. SLAB"
DETAIL
SCALE: 1" = 1'-0"
6
S-302
12.19.14
10.27.14
Date
PERMIT SET
DD PRICING SET
Description
ISSUANCE
14116
"B" BARS
"TYP. CMU PART."
D
C
No.
PROJECT NUMBER
VAPOR RETARDER
1' - 6"
SCALE: 1" = 1'-0"
CMU PARTITION
(SEE ARCH.)
VERT. REINF.
(SEE SCHED.)
SEE PLAN
WWR (SEE PLAN)
SECTION
(SEE ARCH.)
DEPR. WEB
BOND BEAM
(SEE SCHED.)
CMU PARTITION
(SEE ARCH.)
VERT. REINF.
(SEE SCHED.)
(SEE PLAN)
A
T/CMU
(SEE ARCH.)
#4 @ 12" OC
10"
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
DEPR. WEB
BOND BEAM
(SEE SCHED.)
#4 X CONT @ 12" OC
T/SLAB
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
T/CMU
1/2" PJF
D
#4 @ 12" O.C.
#4 @ 12" O.C.
#4 @ 12" O.C.
#4 @ 12" O.C.
#4 @ 12" O.C.
#4 @ 12" O.C.
#4 @ 12" O.C.
#5 @ 12" O.C.
#5 @ 12" O.C.
#4 @ 12" O.C.
#5 @ 12" O.C.
(MIN)
(SEE ARCH)
6"
)
IN
(M
EQUAL RISERS
E
"B" BARS
"H" (SEE SCHED)
(SEE PLAN)
SEE PLAN
T/LANDING
DEPR. WEB "A" BARS
BOND BEAM *
≤ 10'-0" #4 @ 32" O.C.
(1)-#4
(3)-#4
12'-0"
#4 @ 24" O.C.
(1)-#4
(3)-#4
14'-0"
#4 @ 8" O.C.
(1)-#4
(3)-#4
16'-0"
#5 @ 16" O.C.
(2)-#4
(3)-#4
18'-0"
#5 @ 8" O.C.
(2)-#4
(3)-#4
≤10'-0"
#4 @ 40" O.C.
(2)-#4
(3)-#4
14'-0"
#5 @ 32" O.C.
(2)-#4
(3)-#4
20'-0"
#5 @ 24" O.C.
(2)-#5
(3)-#5
24'-0" (2)-#5 @ 24" O.C.
(2)-#5
(3)-#5
14'-0"
#5 @ 40" O.C.
(2)-#4
(3)-#4
24'-0"
#5 @ 40" O.C.
(2)-#5
(3)-#5
NOTES:
1. DETAIL APPLIES @ INT NON-LOAD BEARING CMU PARTITIONS ON SLABS ON
GRADE AND ON ELEVATED SLABS THAT STOP JUST ABOVE CEILING OR
BELOW.
2. WHERE CMU WALL BEARS ON ELEVATED SLAB, VERT REINF TO BE DRILLED
& EPOXIED 3" INTO SLAB (SEE POST-INSTALLED ANCHOR NOTES ON S-0.01
FOR REQ'D EPOXY).
SLAB REINF, EA WAY
(SEE PLAN)
(SEE ARCH)
VERT. REINF.
1' - 0"
F
"H"
SEE PLAN
SCALE: 1" = 1'-0"
CMU
SIZE
6"
6"
6"
6"
6"
8"
8"
8"
8"
12"
12"
SEE ARCH.
DETAIL
(MIN)
H
1. CONTROL JOINT SPACING NOT TO EXCEED 100'-0" MAXIMUM & 5'-0"
MINIMUM FROM CORNERS.
R
CL
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
1"
1/2"
0
7
3"
12/19/2014 5:10:33 PM
6
CORNER BARS (MATCH
SIZE & SPACING OF
HORIZ BARS)
3"
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
5
3/4"
2"
N
2
DRAWN:
ABS
CHECKED:
TRP
SHEET TITLE
FOUNDATION
SECTIONS & DETAILS
SHEET NO.
S-302
3"
1
2
3
4
5
6
1"
(CLR)
N
7
2"
(CLR)
8
9
10
11
12
13
14
15
16
#6 @ 12" O.C.
17
18
19
1' - 3"
2"
#5 @ 12" O.C.
#6 @ 12" O.C.
DRAINAGE MAT
M
DOWELS TO MATCH
VERT. WALL REBAR IN
SIZE & SPACING (USE
2'-0" HOOK INTO FTG.)
1/2" PJF
G.C. NOTE:
WALL MUST BE BACKFILLED
BEFORE ELEVATED SLAB
FRAMING IS ATTACHED TO WALL
(2)-#4 CONT
Croft & Associates
SEE PLAN FOR FTG REINF (TYP)
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
T/FTG
(SEE PLAN)
7 1/2"
#5 @ 20" OC
2x4 KEY (TYP)
WWR (SEE PLAN)
2' - 6"
4" PERF. PVC DRAIN
PIPE IN GRAVEL FILL
(DRAIN TO DAYLIGHTSEE CIVIL)
T/SLAB
L
(SEE PLAN)
#5 @ 12" O.C. T&B
VAPOR RETARDER
SEE PLAN FOR FTG REINF TO BE
DOWELED AND EPOXIED INTO
CONCRETE FOUNDATION
WALL (EMBED 7 1/2" MIN)
#6 @ 10" O.C.
#6 @ 10" O.C.
CONC FND WALL
(SEE PLAN)
T/FTG.
(SEE PLAN)
K
3" CLR
1' - 6"
(4)-#5 CONT.
SECTION
J
3"
CLR
#6 @ 10" O.C.
SCALE: 1" = 1'-0"
2
S-303
PES PROJECT NUMBER: 0214062
2' - 6"
1' - 0"
NOTE: SEE 1/S-302 & 2/S-302 FOR
TYP CONC WALL JOINTS & CORNERS.
SEE 3 & 4/S-302 FOR TYP REINF @ WALL
PENETRATIONS.
I
3"
(CLR)
OWNER
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
1' - 6"
2' - 7"
1' - 2"
2' - 6"
H
6' - 3"
SECTION
1
S-303
SCALE: 1" = 1'-0"
G
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
F
COL
B0.5
STAIR STRINGER
3"
2" EJ
INT FINISH (SEE ARCH)
EXT F/STUD
E/SLAB
INT FINISH (SEE ARCH)
4"
8" METAL STUDS
(DESIGN PER SPEC CRITERIA)
EXIST 8" CONC WALL
(GC FV)
D
30"
36"
18"
3/4" EXP ANCHOR
(EMBED = 4 3/4")
AT EACH STRINGER
#5 @ 24" OC 19"
EXT FINISH
(SEE ARCH)
#5 @ 24" OC 18"
EXIST ELEV CONC SLAB
& FLOOR JOIST
(SEE PLAN - GC FV)
L3X3 MIN (BY
STAIR FABRICATOR)
6" METAL STUDS
(DESIGN PER SPEC CRITERIA)
10"
2' - 6"
WWR (SEE PLAN)
WWR (SEE PLAN)
SLAB REINF
(SEE PLAN)
3' - 0"
T/SLAB
(SEE PLAN)
T/SIDEWALK
(SEE CIVIL)
2
1/2" PJF
2
1
1
B
VAPOR RETARDER
(SEE ARCH)
2' - 0"
T/SLAB
T/SLAB
(SEE PLAN)
(SEE PLAN)
2' - 0"
C
#4 X 4'-0" LG @ 36" OC
1' - 4"
E
2' - 0"
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
12/19/2014 5:10:39 PM
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
0
1/2"
1"
MAIN LEVEL
COL FTG (SEE PLAN)
VAPOR
RETARDER
(SEE ARCH)
1' - 6"
(2)-#4 X CONT
(TOP & BOT)
VAPOR RETARDER
(SEE ARCH)
1' - 4"
(4)-#4 CONT
(4)-#4 CONT
TYPICAL THICKENED SLAB AT STAIR
D
C
No.
12.19.14
10.27.14
Date
PERMIT SET
DD PRICING SET
Description
ISSUANCE
PROJECT NUMBER
14116
DRAWN:
ABS
CHECKED:
TRP
SHEET TITLE
SECTION
SCALE: 1" = 1'-0"
A
3
S-303
SECTION
SCALE: 1" = 1'-0"
4
S-303
SECTION
SCALE: 1" = 1'-0"
5
S-303
FOUNDATION
SECTIONS & DETAILS
SHEET NO.
S-303
3"
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
N
2"
#5 @ 24" OC
#5 CONT
WWR (SEE PLAN)
1' - 0"
2
WWR (SEE PLAN)
1
#5 @ 12" O.C.
2' - 6"
T/SLAB
L
2x4 KEY
MAX. WALL HEIGHT 6'-0"
K
#4 X CONT
@ NOSING
(TYP)
#5 @ 12" O.C.
2
1
6"
#4 STAIR REINF
DRILLED & EPOXIED
6" INTO CONC WALL
VAPOR RETARDER (SEE ARCH)
N
MI
EXIST CONC WALL
CUT @ NEW DOOR
OPNG (SEE ARCH)
(SEE PLAN)
DRAINAGE MAT
(SEE ARCH)
CONC
STAIR
J
#5 CONT
2x4 KEY
"
VAPOR
RETARDER
(SEE ARCH)
DOWELS TO MATCH
VERT. WALL REBAR IN
SIZE & SPACING (USE
2'-0" HOOK INTO FTG.)
#5 @ 12" O.C.
DRAINAGE (SEE ARCH)
#4 x CONT @ 12" OC
#5 @ 24" OC
2" EJ
2x4 KEY
WWR (SEE PLAN)
2' - 6"
EXIST CONC SLAB
WATERSTOP
(SEE ARCH)
T/SLAB
#5 @ 12" O.C. T&B
#6 @ 10" O.C.
#4@12" OC DRILLED
& EPOXIED 6" INTO
CONC WALL
#6 @ 10" O.C.
PES PROJECT NUMBER: 0214062
#5 @ 12" O.C. T&B
T/FTG
T/FTG
(SEE PLAN)
(SEE PLAN)
1' - 6"
1' - 0"
2x4 KEY
#5 @ 12" O.C.
(GC FV)
I
#4 X CONT @ 12" OC
#6 @ 10" O.C.
(SEE PLAN)
H
VAPOR RETARDER
(SEE ARCH)
3" TYP
3" TYP
(GC FV)
1
1' - 6"
2
1' - 0"
(3)-#4 CONT
1' - 5"
1' - 5"
EXIST CONC FTG
(GC FV)
2' - 0"
1' - 0"
(GC FV)
(GC FV)
SECTION
G
SCALE: 1" = 1'-0"
1' - 0"
1' - 0"
OWNER
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
2' - 1"
3" TYP
2' - 1"
3" TYP
4' - 6"
4' - 6"
1
S-304
SECTION
USE OF THIS DETAIL SHALL BE RESTRICTED TO A
MAX WALL HEIGHT OF 6'-0". IF WALL HEIGHT
EXCEEDS 6'-0", REFER TO DETAIL 1/S-303
SECTION
SCALE: 1" = 1'-0"
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
3
S-304
SCALE: 1" = 1'-0"
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
2
S-304
COL
F
COL, BASE PL & FND
@ BASE OF COL
1/2" PJF
COL
2' - 6"
WWR (SEE PLAN)
80
.0
0°
E
10.00°
#5 @ 24" OC
WINDOW
(SEE ARCH)
4"
INT FINISH (SEE ARCH)
EXT F/STUD
T/SIDEWALK
6" METAL STUDS
(DESIGN PER SPEC CRITERIA)
(SEE CIVIL)
(SEE PLAN)
GROUT CAVITY SOLID
BELOW GRADE
T/SIDEWALK
T/SLAB
(SEE CIVIL)
1/2" PJF
VAPOR RETARDER
(SEE ARCH)
PROVIDE NUT, WASHER, &
LEVELING NUT (TYP.)
2
(4)-#4 CONT
1
(SEE PLAN)
T/FTG.
C
2
1/2" PJF
1' - 4"
2x4 KEY
1
T/FTG
(SEE PLAN)
VAPOR RETARDER
(SEE ARCH)
D
C
No.
12.19.14
10.27.14
Date
PERMIT SET
DD PRICING SET
Description
ISSUANCE
PROJECT NUMBER
3"
FOUNDATION
SECTIONS & DETAILS
#5 @ 24" OC
SCALE: 1" = 1'-0"
CHECKED:
TRP
SHEET TITLE
NOTE: DISTANCE FROM BOTT/BOLT
TO TOP OF WASHER TO BE 1 1/4" MAX
4
S-304
DRAWN:
ABS
SEE FTG SCHEDULE FOR SIZE & REINF
(3)-#5 CONT
SECTION
CLR.
14116
B
A
(SEE PLAN)
SHRINK GROUT
WWR (SEE PLAN)
2' - 6"
1 1/2" (MIN.) NON-
2' - 0"
D
T/SLAB
#5 @ 24" OC
EXT VENEER
(SEE ARCH)
1' - 0"
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
#5 @ 24" OC
-3
12/19/2014 5:10:47 PM
Croft & Associates
(SEE PLAN)
M
0'
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
0
1/2"
1"
T/SLAB
SECTION
SCALE: 1" = 1'-0"
6
S-304
SHEET NO.
S-304
3"
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
BEAM (UNO)
SEE NOTES
N
6" MIN 6" MIN
2"
6" MIN
Croft & Associates
A
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
POUR 1
CAMBER AT MIDPOINT
(SEE PLAN)
#4 x 4'-0" @ 24" OC
CENTERED ON KEYED
CONSTRUCTION JOINT
DISTRIBUTED SHEAR STUD PLACEMENT
NOTES:
J
3.
I
b.
IF THERE ARE CONNECTORS REMAINING, ASSIGN ONE CONNECTOR TO EVERY
OTHER RIB WITHOUT A CONNECTOR STARTING AT EACH END OF THE BEAM.
c.
IF THERE ARE STILL CONNECTORS REMAINING, ASSIGN ONE CONNECTOR TO EACH RIB
WITHOUT A CONNECTOR, AGAIN STARTING AT EACH END OF THE BEAM.
d.
IF NUMBER OF CONNECTORS EXCEEDS NUMBER OF RIBS, ASSIGN ONE CONNECTOR TO EACH
RIB. ASSIGN SECOND CONNECTOR TO EACH RIB STARTING AT EACH END OF BEAM UNTIL ALL
CONNECTORS ARE USED. LOCATE EACH ROW 1 1/2" FROM CENTER OF BEAM WEB (3" GAUGE).
WELD CONNECTORS AFTER ASSIGNING IS COMPLETE.
A-A
POUR 2
POUR 1
#4 x 4'-0" @ 24" OC
CENTERED ON KEYED
CONSTRUCTION JOINT
FOR BEAMS PARALLEL TO DECK SPAN:
CONSTRUCTION
JOINT
B
EQ
2.
EQUALLY SPACE CONNECTORS IN ONE ROW ALONG BEAM AT A MAXIMUM SPACING OF
24" OC. NOTIFY ENGINEER IF THERE ARE INSUFFICIENT CONNECTORS TO SPACE AT 24" OC
ALONG THE BEAM.
POUR 2
B
EQ
a.
K
CONSTRUCTION
JOINT
FOR BEAMS PERPENDICULAR TO DECK SPAN:
GIRDER SPAN
1.
GIRDER SPAN
L
B-B
a.
EQUALLY SPACE TOTAL QUANTITY OF CONNECTORS IN ONE ROW ALONG BEAM. IF QUANTITY
OF CONNECTORS EXCEEDS THE MINIMUM SPACING IN NOTE b BELOW, INSTALL CONNECTORS
IN TWO ROWS ALONG BEAM.
b.
MINIMUM CONNECTOR SPACING ALONG BEAM IS 4 1/2" OC (6x STUD DIAMETER).
c.
FOR ONE ROW OF CONNECTORS, LOCATE CONNECTORS OVER BEAM WEB. FOR TWO ROWS
OF CONNECTORS, LOCATE EACH ROW 1 1/2" FROM CENTER OF BEAM WEB (3" GAUGE).
PES PROJECT NUMBER: 0214062
SEE COMPOSITE FLOOR SYSTEM NOTES AND FRAMING PLAN FOR STUD SIZE, LENGTH
AND QUANTITY.
DETAIL
SCALE: 1" = 1'-0"
4' - 0"
1
S-401
BEAM SPAN
OWNER
BEAM SPAN
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
COMPOSITE FRAMING
CONSTRUCTION JOINT LOCATION
DETAIL
H
SCALE: 1/2" = 1'-0"
2
S-401
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
G
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
F
1'-0" MIN
2'-0" MAX
E
BEAM
NOT TO EXCEED 9"
(SEE ARCH)
WELDED HCA
(SEE PLANS AND NOTES
FOR QTY AND SPACING)
WELDED HCA
(SEE PLANS & NOTES)
(1)-#4 @ EA
CORNER
(1)-#6 EA SIDE OF
OPNG ON 3/4" CHAIR
IN B/ DECK RIB
D
2'-0" MAX
WWR (SEE PLAN)
T/SLAB
WWR
(SEE PLAN)
DECK RIBS (TYP)
(SEE PLAN FOR
DECK TYPE)
3-12
CONC SLAB ON COMPOSITE STL
FLOOR DECK (SEE PLAN). DECK
TURNED 90° @ SIM CONDITION.
CONC SLAB ON COMPOSITE STL
FLOOR DECK (SEE PLAN). DECK
TURNED 90° @ SIM CONDITION.
BETWEEN EDGE/OPNG
(SEE PLAN)
9" DIA MAX OPNG.
SHORE DECK TO SUPPORT
CONC WEIGHT AND
CONST LOADS IF DECK
IS CUT PRIOR TO CONC
PLACEMENT.
6" MIN
3/16
DECK RIBS (TYP)
(SEE PLAN FOR
DECK TYPE)
BEAM
OMIT DECK AT OPNG
PROVIDE LG
CLOSURE ANGLE.
T/SLAB
(SEE PLAN)
(2)-#6 CONT BETWEEN BMS ON
3/4" CHAIR IN B/ DECK RIB
BENT PL 1/4"X5 1/2"XL X CONT
(L = EOS TO BM CL MINUS 1/2")
(1)-#4 CONT BETWEEN
BEAMS ON 3/4" CHAIR IN
B/ DECK RIB EA SIDE OF
OPNG
C
STL BM
(SEE PLAN)
STL BEAM
(SEE PLAN)
B
TYP COMPOSITE STEEL BEAM
DETAIL
SCALE: 1" = 1'-0"
3
S-401
EDGE OF SLAB DETAIL AT
INTERIOR CONDITIONS
SECTION
SCALE: 1" = 1'-0"
4
S-401
BEAM
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
A
M
BEAM
12/19/2014 5:10:52 PM
SEE NOTES
BEAM
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
0
1/2"
1"
SEE NOTES
MULTIPLE SLEEVES IN SINGLE OPENING
12.19.14
10.27.14
Date
PERMIT SET
DD PRICING SET
Description
ISSUANCE
ISOLATED OPENINGS
NOTES:
NOTES:
1. REINFORCING SHALL EXTEND 2'-0" MINIMUM PAST EACH SIDE
OF OPENING.
1. REINFORCING SHALL EXTEND 2'-0" MINIMUM PAST EACH SIDE OF OPENING.
PROJECT NUMBER
14116
DRAWN:
ABS
2. ALL OPENINGS TO BE REVIEWED AND APPROVED BY EOR.
ADDITIONAL FRAMING MAY BE REQUIRED.
CHECKED:
TRP
SHEET TITLE
COMPOSITE SLAB PIPE PENETRATION
A
D
C
No.
DETAIL
SCALE: 1" = 1'-0"
5
S-401
FLOOR FRAMING
SECTIONS & DETAILS
SHEET NO.
S-401
3"
1
2
3
4
5
6
7
8
9
N
CL ANCHOR ROD W/ HEX HEAD
NUT & PL, TOP 10" THREADED
AND PROJECTED (FOR
LOCATION & SIZE,
SEE BASE PLATE DETAIL)
12
13
14
15
16
17
STEEL COLUMN
(SEE PLAN)
L
CONC. WALL
(BEYOND)
COL. BOX-OUT
(24" x 24" MIN.)
#4 CONT
PROVIDE NUT, WASHER,
& LEVELING NUT (TYP.)
CONC SLAB ON COMPOSITE
METAL DECK (SEE PLAN)
5/16" STIFF PL (BOTH SIDES)
#6 @ 12" OC
CONC SLAB ON COMPOSITE
FLOOR DECK (SEE PLAN)
WWR (SEE PLAN)
WWR (SEE PLAN)
T/SLAB
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
G.C. NOTE:
WALL MUST BE BACKFILLED
BEFORE ELEVATED SLAB
FRAMING IS ATTACHED TO WALL
5 1/2"x4 1/2"x1/4 BENT PL
(LLV) CONT
BASE PLATE (SEE 11/S-201)
BLOCK OUT FOR
COL./BM. CONNECTION
(GROUT SOLID AFTER
FRAMING IS INSTALLED)
19
Croft & Associates
3/16
CL. HEADED BOLT TOP 10"
THREADED & PROJECTED (FOR
LOCATION & SIZE, SEE BASE PLATE
DETAIL)
18
STEEL BEAM
(SEE PLAN)
COLUMN
WWR (SEE PLAN)
1'-0".
3/16
(SEE PLAN)
(SEE PLAN)
3"
2"
6"
(MIN)
T/CONC LEDGE=
(VARIES)
(SEE PLAN)
A .
S-201
1/2" DIA x 4" LG HEADED
STUDS @ 12" OC
BEAM BRG
(SEE PLAN)
STEEL BEAM (SEE PLAN)
PES PROJECT NUMBER: 0214062
COL BRG
3"
PL 3/8"x12"x 8" W/ (4)-1/2" DIA x
5" LG H.S. HEADED STUDS @ EA BM
#7 @ 12" OC
T/FTG
ANCHOR ROD EMBED = 18" (TYP)
INSTALL BEAM IN 1'-6" WIDE WALL POCKET
(GROUT POCKET SOLID AFTER
BEAM INSTALLED)
#8 @ 8" OC
#5 @ 12" OC
(SEE PLAN)
CONC WALL
SEE 4/S-201 FOR
T/WALL BASE
PLATE INFO.
CONC. WALL
(SEE 1/S-303 FOR REINF)
(SEE 2/S-402 FOR
WALL REINF @ COL BRG)
(+)10'-6 1/2"
CONC WALL
ANCHOR ROD
EMBED = 18" (TYP)
DO NOT CONTINUE HORIZ
BARS THROUGH COL BOX-OUT
T/WALL
VAPOR
RETARDER
A.
9
COL. BRG.
I
SHRINK GROUT
STEEL BEAM (SEE PLAN)
#4 TIES REQ'D
@ 3" O.C. ALONG
LENGTH OF
ANCHOR RODS
#4 TIES @ 6" O.C.
J
T/SLAB
(SEE PLAN)
T/PIER
1 1/2" MIN. NON-
K
BEARING ON BOXOUTS IN WALLS)
TSLAB
1'-6" WIDE (FOR COLUMNS
OWNER
(SEE PLAN)
STEEL COLUMN BEARING (BEYOND)
(SEE PLAN) (SEE 1/S-402 FOR COL
& BOXOUT (FULL WALL THICKNESS)
1' - 2"
STD. HOOK @ (4) CORNER
BARS @ ALL PIERS
0' - 1 1/2"
CLR
FOR FOOTING SIZE AND REINFORCING
SECTION
1
S-402
SCALE: 1" = 1'-0"
2
S-402
SCALE: 1" = 1'-0"
3
S-402
SCALE: 1" = 1'-0"
(SEE PLAN)
DETAIL
SEE FOUNDATION PLAN AND FTG. SCHEDULE
SECTION
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
G
STD. HOOK @ TOP OF
CORNER BARS (TYP.)
(12) #6
"A-A"
F
5 1/2"x4 1/2"x1/4" BENT PL
(LLV) CONT (TYP);
7 1/2"x4 1/2"x1/4" BENT PL (LLV)
CONT (@ DEPRESSED SLAB SEE PLAN FOR LOC'N)
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
1' - 6"
"TYP. COL. BRG. AT CONC. WALL"
CONC WALL
(SEE PLAN)
2' - 4"
(TYP.)
H
3" CLR.
CONTINUE WALL REFIN
THROUGH CONC PIER
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
PL 3/8"x5"x CONT W/ 1/2" DIA x
5" LG H.S. HEADED STUDS @ 24" OC
#4 CONT
ORDER OF CONSTRUCTION FOR NEW OPENINGS IN EXISTING
LOAD BEARING WALLS:
CONC SLAB ON COMPOSITE
FLOOR DECK (SEE PLAN)
#6 @ 12" OC
WWR (SEE PLAN)
WWR (SEE PLAN)
E
T/SLAB
G.C. NOTE:
WALL MUST BE BACKFILLED
BEFORE ELEVATED SLAB
FRAMING IS ATTACHED TO WALL
6
(SEE PLAN)
S-402
T/WALL
HEADER
SCHEDULE
1. INSTALL HORIZONTAL CHANNEL (SECTIONS 5/S-402 & 6/S-402),
COMPLETING ALL WELDS AND TIGHTENING ALL THRU-BOLTS.
4"
8"
4"
2. CUT OUT NEW OPENING IN EXISTING WALL FLUSH WITH
BOTTOM OF HEADER CHANNEL.
CHANNEL SIZE
LOCATION
C12X20.7
TYP ALL LOCN’S (UNO)
3. INSTALL HEADER PLATE AT BOTTOM OF HEADER CHANNELS
(SEE 6/S-402).
4"
E/OPNG
8"
4"
(+)10'-6 1/2" (TYP)
VAPOR
RETARDER
D
STEEL CHANNEL (SEE SCHED)
X LENGTH OF OPNG + 8” BRG
EA END W/ (2)-1” DIA THRUBOLTS @ 12” OC (TYPSTAGGERED)
T/CONC LEDGE=
1/2" DIA x 4" LG HEADED
STUDS @ 12" OC
COL BRG
C
(SEE 1/S-402)
SEE 3/S-402 FOR TYP STEEL BEAM TO
CONCRETE WALL CONN (CONNECT
BEAM TO COLUMN AT LOCATIONS
WHERE BEAM INTERSECTS COL - TYP)
SEE 1/S-303
SEE 1/S-303
1/4
2-6
1/4
2-6
D
C
No.
#4 @ 12" OC
2"
(CLR)
1"
(CLR)
6"
B
8"
SCALE: 1" = 1'-0"
"W"
STEEL COLUMN BEARING (BEYOND)
(SEE PLAN) (SEE 1/S-402 FOR COL
& BOXOUT (FULL WALL THICKNESS)
4
S-402
1' - 4"
12"
(MIN)
(TYP)
1' - 4"
OPNG
SEE 2/S-402 FOR ADD'L REINF
REQ'D @ COL BRG LOCATIONS
ON CONC WALL
1' - 2"
SECTION
A
STEEL BEAM (SEE PLAN)
2"
(CLR)
#6 @ 12" OC (EXTEND 3'-0"
DOWN PAST LEDGE)
4"
BEAM BRG
(SEE PLAN)
EXIST WALL (GC FV)
4"
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
2"
1"
1/2"
0
12/19/2014 5:11:00 PM
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
11
SEE PLAN FOR LOCATIONS OF
OFFSET PIERS @ EXT. COLS.
COL., BASE
PL., PIER, &
FTG.
M
10
(MIN)
4 ANCHORS (SPACED
AS SHOWN)
PL 1/2” THICK X “W” +
2” WIDE X LENGTH OF
OPNG
GC RESPONSIBLE FOR SHORING EXISTING WALL
IN ORDER TO INSTALL NEW HEADER. NO
CONSTRUCTION LOADS OR LIVE LOADS TO BE
PLACED ON STRUCTURE ABOVE HEADER PRIOR
TO BOTTOM PLATE INSTALLATION.
12.19.14
10.27.14
Date
PERMIT SET
DD PRICING SET
Description
ISSUANCE
PROJECT NUMBER
14116
DRAWN:
ABS
CHECKED:
TRP
SHEET TITLE
SECTION
SCALE: 1" = 1'-0"
5
S-402
SECTION
SCALE: 1" = 1'-0"
6
S-402
FLOOR FRAMING
SECTIONS & DETAILS
SHEET NO.
S-402
3"
1
2
3
4
5
6
8
9
10
11
12
13
14
15
16
17
18
19
2" EJ
N
BENT PL 1/4" X 5 1/2" X
4" (LLV) CONT
CONC SLAB ON COMPOSITE
FLOOR DECK (SEE PLAN)
DOORWAY
(SEE ARCH)
2"
7
WWR (SEE PLAN)
3/16
3-12
(SEE PLAN)
EXIST CONC SLAB
T/STEEL
M
L4X4X3/8" X 8" LG
(NS & FS)
CONC SLAB ON METAL
FLOOR DECK (SEE PLAN)
(SEE PLAN)
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
STEEL TUBE
(SEE PLAN)
T/EXIST SLAB
WWR (SEE PLAN)
Croft & Associates
(FIELD VERIFY)
T/STEEL =
T/SLAB
BOT/SLAB
(SEE PLAN)
EXIST CONC WALL
CUT @ NEW OPNG
L
STEEL EMBED PL 3/8" X 6"
CONT W/ 1/2" DIA X 5" LG
HS STUDS @ 24" OC
STEEL BEAM
(SEE PLAN)
1/4
(2) 3/4" HILTI KWIK BOLT
TZ EXP ANCHORS X 6" LG
(2 EA SIDE)
CONC BEAM W/ (3)-#6 EA
FACE & #4 TIES @ 6" OC
EXIST CONC BEAM
K
STEEL CHANNEL
(TYP - SEE PLAN)
EXIST CONC JOIST
DOORWAY (SEE ARCH)
SECTION
J
SECTION
1
S-403
SCALE: 1" = 1'-0"
SECTION
2
S-403
SCALE: 1" = 1'-0"
SCALE: 1" = 1'-0"
3
S-403
PES PROJECT NUMBER: 0214062
B0.5
3 5/8” METAL STUDS
(DESIGN PER SPEC
CRITERIA)
I
2" EJ
INT FINISH (SEE ARCH)
4"
OWNER
8" METAL STUDS
(DESIGN PER SPEC CRITERIA)
3 5/8” METAL STUDS
(DESIGN PER SPEC
CRITERIA)
EXIST CONC
BEAM (GC FV)
EXIST CONC
SLAB & JOIST
EXIST CONC JOISTS
& SLAB SHALL BE
DEMOLISHED WITHIN
NEW STAIR OPNG TO
EXTENTS SHOWN
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
36"
#5 @ 24" OC 11"
18"
H
STEEL CHANNEL (SEE PLAN) W/
3/4” EXP ANCHORS @ 24” OC
STAGGERED (TYP BOTH SIDES)
(EMBED 6” INTO CONC)
WWR (SEE PLAN)
6"
3' - 0"
T/SLAB
(SEE PLAN)
#4 CONT
CONC SLAB ON METAL
FLOOR DECK (SEE PLAN)
#5 @ 24” OC DRILLED &
EPOXIED INTO CONC (8”
EMBED INTO CONC)
WWR (SEE PLAN)
T/SLAB=
G
2
1' - 0"
1
(GC FV)
T/EXIST SLAB
(GC FV)
2' - 0"
EXIST CONC
BEAM
EXIST CONC BEAM &
SLAB (GC FV)
STEEL CHANNEL
(SEE PLAN)
F
3 5/8” METAL STUDS
(DESIGN PER SPEC
CRITERIA)
EXIST CONC
STAIR (GC FV)
EXIST 8” CMU
WALL (GC FV)
4"
NEW STAIR
OPNG (SEE
ARCH) (STEEL
STAIR BY
STAIR MANUF)
T/STEEL=
(4)-#4 CONT
B/EXIST CONC
JOIST MINUS 7”
SECTION
STEEL BEAM (SEE PLAN) X
LENGTH OF NEW STAIR
OPNG + 48” (EXTEND 24”
PAST E/OPNG BOTH SIDES)
8"
SCALE: 1" = 1'-0"
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
L6X6X3/8 X LENGTH OF BEAM W/
5/8” DIA EPOXY ANCHORS @ 24”
OC (SPACE @ 8” OC @ 2’-0”
LENGTHS EA END OF STAIR
OPNG) (EMBED 5 5/8” INTO EXIST
CONC WALL) (TOP & BOTT)
(GC FV)
SECTION
4
S-403
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
GC SHALL SHORE EXIST CONC
WALL UNTIL STEEL TUBE BEAM
HAS BEEN INSTALLED.
EXIST 8” CMU WALL
(GC FV)
E
DEMO EXIST LANDING
& STAIRS BELOW
1' - 0"
VAPOR RETARDER
(SEE ARCH)
1' - 4"
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
12/19/2014 5:11:07 PM
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
0
1/2"
1"
T/SLAB
SCALE: 1" = 1'-0"
5
S-403
D
EXIST 8” CMU
WALL (GC FV)
C
5"
EXIST CONC
SLAB (GC FV)
DEMO EXIST CONC
SLAB & JOISTS
WITHIN STAIR OPNG
(sEE PLAN & ARCH)
(MIN)
D
C
No.
12.19.14
10.27.14
Date
PERMIT SET
DD PRICING SET
Description
ISSUANCE
PROJECT NUMBER
14116
B
DRAWN:
ABS
EXIST CONC
DOUBLE JOIST
(GC FV)
A
SECTION
SCALE: 1" = 1'-0"
NEW STAIR
OPNG
6
S-403
CHECKED:
TRP
SHEET TITLE
FLOOR FRAMING
SECTIONS & DETAILS
SHEET NO.
S-403
3"
1
2
SPAN
ANGLE SIZE
UP TO 4'-0"
4'-1" TO 6'-0"
L3X3X3/16
L4X3X1/4 (LLV)
6'-1" TO 8'-0"
8'-1" TO 10'-0"
L5X3X1/4 (LLV)
L6X4X5/16 (LLV)
4
5
6
7
8
9
10
11
12
13
14
15
16
BM
17
18
19
3/16
1/8
STL ROOF DECK
(SEE PLAN)
M
1/8
TYP
1/8
Croft & Associates
L2 1/2X2 1/2X1/4
X CONT
STEEL JOISTS
(SEE PLAN)
(TYP.)
3/16
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
3/16
2-12
OPENING
L4x4x1/4 BETWEEN JOISTS
300# LOAD
(MAX)
L
L3X3X1/4 EA SIDE @ JST GDR
L2x2X1/4 EA SIDE @ K-JST
L2 1/2X2 1/2X1/4 EA SIDE @ LH-JST
FOR SIZE AND LOCATION OF REQUIRED
ROOF OPENINGS OR HVAC CURB SUPPORT,
SEE MECHANICAL DRAWINGS AND/OR HVAC
MANUFACTURER. EXTEND FRAME TO
SUPPORT ALL SIDES OF OPENING OR HVAC
CURB. MAY REQUIRE ADDITIONAL FRAME IN
ADJACENT JOIST BAYS.
K
STL BEAM (SEE
PLAN)
STL JOIST
(SEE PLAN)
STEEL BEAM (SEE PLAN)
W/3/8" STIFFENER PL AT BOT.
FLANGE BRACE LOCATION
TYPICAL WHERE DECK CHANGES DIRECTIONS
STEEL ANGLES
(SEE TABLE)
NOTE: COPE VERTICAL
LEG OF BEARING ANGLE
3" (TYP)
JOIST BRIDGING
(SEE PLAN)
SECTION
SCALE: 1" = 1'-0"
3
S-501
(TYP.)
TYPICAL ROOF OPENING SUPPORT FRAMING
3/16
P = #.#K SERVICE (TYP)
NOTES:
J
1.
PROVIDE SIMILAR FRAMING AT ROOF DRAINS.
2.
WELD/CONNECT DECK TO ALL FRAMING AT 6" OC MAXIMUM SPACING. COORDINATE WITH ENGINEER
FOR SPECIAL DETAILS REQUIRED TO CONNECT ANGLES TO EXISTING DECK IN AN INSTALLATION OF
NEW UNIT ON EXISTING ROOF FRAMING.
3.
I
4.
TYP
WHEN JOIST BRIDGING CONFLICTS WITH ROOF OPENING FRAMES, STOP BRIDGING AT EACH SIDE
OF OPENING, PROVIDE CROSS BRIDGING AT LAST BRIDGING SPACE EACH SIDE OF OPENING AND
CONNECT ENDS OF BRIDGING TO OPENING FRAMING. ADD ADDITIONAL BRIDGING AND CROSS
BRIDGING ON EACH SIDE OF OPENING ON EACH SIDE OF CUT BRIDGING AREA WITH BRIDGING
EXTENDED ONE BAY BEYOND EACH SIDE OF OPENING.
SCALE: 3/8" = 1'-0"
3/16
STEEL BEAM (SEE PLAN)
W/3/8" STIFFENER PL AT BOT.
FLANGE BRACE LOCATION
NOTE:
1. STRUT IS NOT NEEDED WHERE THE DISTANCE FROM PANEL POINT DOES NOT EXCEED
6" FOR JST GDR, OR 3" FOR K-JST.
1. JOIST FABRICATOR TO DESIGN JOIST BEARING SEAT FOR
LOAD SHOWN. PROVIDE BEARING SEAT STIFF AS NEEDED.
DETAIL
DETAIL
2
S-501
SCALE: 1" = 1'-0"
1/8
L4x4x1/4 AT LOCATIONS
SHOWN ON PLAN
PES PROJECT NUMBER: 0214062
TYPICAL JOIST ROLLOVER
DESIGN FORCE
NOTE:
1
S-501
STEEL JOIST
(SEE PLAN)
JST BRG SEAT
TYPICAL JOIST/JOIST GIRDER CHORD SUPPORT
ANCHOR EQUIPMENT AND CURB TO MISCELLANEOUS FRAMING SHOWN AS REQUIRED FOR WIND
AND/OR SEISMIC FORCES. COORDINATE WITH EQUIPMENT/CURB MANUFACTURER
(CONNECTION DESIGN NOT BY PES STRUCTURAL ENGINEERS).
PLAN DETAIL
300# LOAD
(MAX)
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
12/19/2014 5:11:13 PM
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
0
1/2"
1"
2"
N
3
SCALE: 1" = 1'-0"
"TYP. BEAM BOTT.
FLANGE BRACE"
DETAIL
4
S-501
SCALE: 1" = 1'-0"
5
S-501
OWNER
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
H
COLUMN
3/16
STIFF PL (EA SIDE OF
BEAM). MATCH THICKNESS
OF COL WALLS AND ALIGN
W/ COL WALLS
BEAM SPLICE
(SEE PLAN)
W = WIDTH OF BEAM OR
COL, WHICHEVER IS
GREATER PLUS 1"
*
1/4" PLATE NEAR AND
FAR SIDE *
G
COL
= WELD SIZE EQUAL
TO COL WALL
THICKNESS
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
4"
TYP.
CONT STL ANGLE
(SEE PLAN AND DETAILS)
*
3/16
PL 3/4"X2" X 0'-8"
STEEL BEAM
(SEE PLAN)
F
STL. BEAM
(SEE PLAN)
* CONNECTION SHALL DEVELOP
THE SHEAR CAPACITY OF THE
WEAKER MEMBER
E
3/4" DIA. BOLTS *
"TYPICAL STEEL BEAM SPLICE (SP)"
DETAIL
6
S-501
SCALE: 1" = 1'-0"
D
DETAIL
1/2" CAP PL.
* WELD SIZE EQUAL TO
COLUMN WALL THICKNESS
SCALE: 3" = 1'-0"
"TYP BEAM OVER COLUMN CONN"
GROUT POCKET
SOLID AROUND
BEAM
STEEL BEAM
(SEE PLAN)
DETAIL
7
S-501
SCALE: 1" = 1'-0"
L4x4x3/8 x W (TYP)
L8x6x1/2 (LSV) x W"
FOR HSS10x & LARGER
WHERE INTERSECTING
BEAM EXISTS
"TYP TUBE BEAM TO COL CONN"
COLUMN
*
3/16
3/4"-DIA. BOLT
(TYP. 4-TOTAL)
DETAIL
1/2" CAP PL.
B/STL
SCALE: 1" = 1'-0"
STEEL BEAM
(SEE PLAN)
(SEE PLAN)
8
S-501
D
C
No.
STL PL 3/8"X6" X 10" LG
W/ (4)-1/2" DIA X 5" LG HCA
USE 1/2" CAP PLATE @
END IF TUBE BM.
2-GROUTED CELLS
W/#5 @ EACH
CELL (U.N.)
1" (TYP)
TYP
SEAM
TYPICAL STEEL BEAM
BEARING ON TOP OF CMU WALL
SECTION
SCALE: 1" = 1'-0"
10
S-501
12.19.14
10.27.14
Date
STOREFRONT
(SEE ARCH)
CMU WALL
(SEE PLAN FOR SIZE
AND REINF)
B
A
L3X3X5/16 NOT REQUIRED
STEEL COLUMN
(SEE PLAN)
STEEL POST-UP
(SEE PLAN)
9
S-501
*
1/4" STIFF PLATE
@ BEAM CENTERLINE (TYP)
STL BM
(SEE PLAN)
5/16" STIFF. PLATE
(NEAR AND FAR SIDES WELD 1/8" ALL-AROUND)
C
TYPICAL CONTINUOUS ROOF ANGLE SPLICE
*
3/4"-DIA. BOLT
(TYP. 4-TOTAL)
STEEL COLUMN
(SEE PLAN)
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
* WELD SIZE EQUAL TO
COLUMN WALL THICKNESS
(NOT TO EXCEED 5/16")
STIFF PL (EA SIDE OF
BEAM). MATCH THICKNESS
OF COL WALLS AND ALIGN
W/ COL WALLS
PIPE COL
(SEE PLAN)
"TYP POST-UP COLUMN CONN"
DETAIL
SCALE: 1" = 1'-0"
11
S-501
DETAIL
SCALE: 1" = 1'-0"
12
S-501
3/16
DECK SUPPORT
ANGLE AT HSS COLUMN
DETAIL
SCALE: 1" = 1'-0"
PROJECT NUMBER
14116
DRAWN:
ABS
L3X3X5/16
13
S-501
PERMIT SET
DD PRICING SET
Description
ISSUANCE
CHECKED:
TRP
SHEET TITLE
ROOF FRAMING
SECTIONS & DETAILS
SHEET NO.
S-501
3"
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
2"
E/ANGLE
T/PARAPET
(SEE ARCH)
3"
M
3"
F/STUD=
E/ANGLE
F/STUD
2" F/STUD=E/ANGLE=F/POST=F/TUBE BEAM
T/PARAPET
T/PARAPET
6" METAL STUDS
(DESIGN PER SPEC CRITERIA)
(SEE ARCH)
L3X3X1/4 CONT
6" METAL STUDS
(DESIGN PER SPEC CRITERIA)
T/PARAPET
HSS5X5X3/8 @ 5’-6" OC (MAX)
STEEL PL 3/8" X 8" CONT
STEEL ROOF DECK
1/4
METAL STUD CLIP
(DESIGN PER SPEC
CRITERIA)
1/4
6" METAL STUD INFILL
(DESIGN PER SPEC CRITERIA)
METAL STUD CLIP
(DESIGN PER SPEC
CRITERIA)
STEEL PL 3/8" X 8" CONT
STEEL ROOF DECK
T/STEEL
(SEE PLAN)
T/STEEL
HSS5X5X3/8 @ 5’-6" OC
6" METAL STUDS
(DESIGN PER SPEC CRITERIA)
STEEL ROOF DECK
1/8
HSS6X3X1/4 CONT
K EXIST STRUCTURE
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
(SEE ARCH)
(SEE ARCH)
L
Croft & Associates
(TYP T & B)
1/4
BEAM
4"
HSS6X3X1/4 (LSH) CONT
F/STUD
(SEE PLAN)
6"
(GC FV)
T/STEEL
3/16
(SEE PLAN)
3/16
3-12
6"
EXT FINISH
(SEE ARCH)
STEEL BEAM (SEE
PLAN) W/ 1/4" STIFF
PL @ 4'-0" OC
J
STEEL BEAM (SEE
PLAN) W/ 1/4" STIFF
PL @ 4'-0" OC
STEEL JOIST
(SEE PLAN)
1/8
3/16
STEEL JOIST (STEEL BEAM @
SIM COND) (SEE PLAN)
6" METAL STUDS
(DESIGN PER SPEC CRITERIA)
6" METAL STUDS
(DESIGN PER SPEC
CRITERIA)
L3X3X1/4 CONT
1/8
SECTION
STEEL ROOF DECK
I
2
S-502
SCALE: 1" = 1'-0"
1/4
SECTION
JOIST BRIDGING
(TYP - SEE PLAN)
SCALE: 1" = 1'-0"
3-12
STEEL BEAM (SEE
PLAN) W/ 1/4" STIFF
PL @ 4'-0" OC
6" METAL STUDS
(DESIGN PER SPEC
CRITERIA)
SECTION
SCALE: 1" = 1'-0"
1/8
JOIST BRIDGING
(TYP - SEE PLAN)
L3X3X1/4 @ 4'-0" OC
4
S-502
OWNER
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
E/ANGLE
COL & BEAM
T/PARAPET
H
(SEE ARCH)
4"
HSS6X3X1/4 (LSH) CONT
F/STUD
HSS8X3X1/4 (LSH) (CONT)
COL & BEAM
STEEL JOIST
(SEE PLAN)
EXIST CONC WALL
8" METAL STUDS
(DESIGN PER SPEC CRITERIA)
3"
F/STUD=
E/ANGLE
6" METAL STUDS
(DESIGN PER SPEC CRITERIA)
L4X4X1/4 CONT
SECTION
SCALE: 1" = 1'-0"
STEEL PL 3/8" X 10" CONT
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
STEEL ROOF DECK
(SEE PLAN)
2" EJ
1
S-502
T/STEEL
STEEL ROOF DECK
(SEE PLAN)
METAL STUD CLIP
(DESIGN PER SPEC
CRITERIA)
(SEE PLAN)
3/16
7"
T/STEEL
(SEE PLAN)
E
METAL STUD CLIP
(DESIGN PER SPEC
CRITERIA)
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
2" EJ
1/8
F
HSS5X5X3/8 @ 5’-6" OC (MAX)
(TYP T&B)
1/4
HSS5X5X3/8 @ 5’-6” OC
(MAX) WHERE H> 2’-6”
T/PARAPET
(SEE ARCH)
8"
8" METAL STUDS
(DESIGN PER SPEC CRITERIA)
T/PARAPET
(SEE ARCH)
STEEL BEAM (SEE PLAN) W/
1/4" STIFF PL @ 4'-0" OC & AT
EA JOIST)
G
(TYP T & B)
1/4
3/16
L3X3X1/4 KICKER
@ EA JOIST
PES PROJECT NUMBER: 0214062
COL & BEAM
3"
F/STUD=
T/STEEL
(SEE PLAN)
3/16
STEEL JOIST
(SEE PLAN)
3
S-502
"H"
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
0
1/2"
1"
COL & BEAM
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
19
COL & BEAM
3"
F/STUD=
CUT EXIST STEEL BEAMS
BACK OVER NEW ADDITION
ROOF (TYP)
COL & BEAM
12/19/2014 5:11:19 PM
18
EXIST COL
1' - 3 7/8"
N
THIS SHEET PLOTS
ON 22" x 34" ANSI D
17
3/16
STEEL BEAM (SEE
PLAN) W/ 1/4" STIFF PL
@ 4'-0" OC
3-12
STEEL BEAM (SEE
PLAN) W/ 1/4" STIFF
PL @ 4'-0" OC
STEEL JOIST
(SEE PLAN)
8" METAL STUDS
(DESIGN PER SPEC
CRITERIA)
PRE-ENGINEERED ALUMINUM
CANOPY (DESIGN & CONNS BY
OTHERS)
EXIST STEEL BEAM
(GC VERIFY)
JOIST BRIDGING
(TYP - SEE PLAN)
STEEL BEAM
(SEE PLAN)
D
6" METAL STUDS
(DESIGN PER SPEC CRITERIA)
6" METAL STUDS
(DESIGN PER SPEC CRITERIA)
SEE 3/S-501 FOR DECK
DIRECTION CHANGE
STEEL PL 3/8" X 8" CONT
STEEL ROOF DECK
STL ROOF DECK
(SEE PLAN)
T/STEEL
C
(SEE PLAN)
T/STEEL
6"
(SEE PLAN)
3/16
STEEL BEAM (SEE PLAN)
3/16
JOIST BRIDGING
(SEE PLAN)
STL BEAM (SEE
PLAN) W/ 1/4"
STIFF PL @ 4'-0"
OC
SECTION
SCALE: 1" = 1'-0"
5
S-502
SECTION
SCALE: 1" = 1'-0"
6
S-502
PERMIT SET
DD PRICING SET
Description
ISSUANCE
PROJECT NUMBER
14116
STL JOIST
(SEE PLAN)
6" METAL STUDS
(DESIGN PER SPEC
CRITERIA)
A
12.19.14
10.27.14
Date
3-12
STEEL BEAM (SEE
PLAN) W/ 1/4" STIFF
PL @ 4'-0" OC
B
GLAZING (SEE ARCH)
D
C
No.
SECTION
SCALE: 1" = 1'-0"
7
S-502
STEEL JOIST
(SEE PLAN)
DRAWN:
ABS
JOIST BRIDGING
(TYP - SEE PLAN)
SHEET TITLE
L3X3X1/4 @ 4'-0" OC
CHECKED:
TRP
ROOF FRAMING
SECTIONS & DETAILS
SHEET NO.
S-502
3"
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
2"
N
M
F/STUD=
E/ANGLE
Croft & Associates
4"
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
3/16
3-12
L4X4X1/4 CONT
STEEL ROOF DECK
(SEE PLAN)
L
T/STEEL
(SEE PLAN)
K
STEEL BEAM (SEE
PLAN) W/ 1/4" STIFF
PL @ 4'-0" OC
JOIST BRIDGING
(TYP-SEE PLAN)
COL & BEAM
4"
F/STUD
J
HSS8X3X1/4 (LSH) (CONT)
EXT FINISH
(SEE ARCH)
8" METAL STUDS
(DESIGN PER SPEC
CRITERIA)
PES PROJECT NUMBER: 0214062
T/PARAPET
(TYP T&B)
1/4
(SEE ARCH)
BEAM
8" METAL STUDS
(DESIGN PER SPEC CRITERIA)
I
L4X4X1/4 CONT
T/PARAPET
8" METAL STUDS
(DESIGN PER SPEC CRITERIA)
HSS5X5X3/8 @ 5’-6” OC
(MAX) WHERE H> 2’-6”
(SEE ARCH)
STEEL ROOF DECK
H
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
STEEL ROOF DECK
(SEE PLAN)
1/8
METAL STUD CLIP
(DESIGN PER SPEC
CRITERIA)
OWNER
STEEL PL 3/8" X 10" CONT
"H"
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
12/19/2014 5:11:25 PM
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
0
1/2"
1"
X1
METAL STUD CLIP
(DESIGN PER SPEC
CRITERIA)
L3X3X1/4 KICKER @ 4’-0” OC
T/STEEL
T/STEEL
(SEE PLAN)
BEAM & COL
(SEE PLAN)
F/STUD=
E/ANGLE
7"
EXT FINISH
(SEE ARCH)
3/16
L4X4X1/4 CONT
3-12
1/8
G
STEEL BEAM (SEE
PLAN) W/ 1/4" STIFF
PL @ 4'-0" OC
STEEL PL 3/8" X 10" CONT
STEEL ROOF DECK (SEE PLAN)
EXTERIOR VENEER
(SEE ARCH)
8" METAL STUDS
(DESIGN PER SPEC
CRITERIA)
T/STEEL
JOIST BRIDGING
(TYP - SEE PLAN)
STEEL ROOF DECK
(SEE PLAN)
(SEE PLAN)
STEEL PL 3/8” X 14” CONT
T/STEEL
(SEE PLAN)
7"
E
EXT FINISH
(SEE ARCH)
3/16
T/STEEL
3-12
STEEL BEAM (SEE
PLAN) W/ 1/4" STIFF
PL @ 4'-0" OC
(SEE PLAN)
11"
STEEL BEAM (SEE
PLAN) W/ 1/4" STIFF
PL @ 4'-0" OC
STEEL BEAM
(SEE PLAN) W/
1/4” STIFF PL @
4’-0” OC
3/16
STEEL JOIST
(SEE PLAN)
8" METAL STUDS
(TYP-DESIGN PER
SPEC CRITERIA)
8" METAL STUDS
(DESIGN PER SPEC
CRITERIA)
1/4
D
HSS6x6x3/8
@ 48" O.C.
EXT FINISH
(SEE ARCH)
8" METAL STUDS
(DESIGN PER SPEC
CRITERIA)
STEEL JOIST (SEE
PLAN) EXTEND TOP
CHORD AS SHOWN
(TYPE R1)
STEEL BEAM (SEE
PLAN) W/ 1/4” STIFF PL
@ 32” OC BOTH SIDES
JOIST BRIDGING
(TYP - SEE PLAN)
STEEL ROOF DECK
(SEE PLAN)
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
T/STEEL
(SEE PLAN)
3/16
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
STEEL ROOF DECK
(SEE PLAN)
L3X2X1/4
(LLH) CONT
1/8
STEEL JOIST
(SEE PLAN)
STEEL ROOF DECK
(SEE PLAN)
8" METAL STUDS
(DESIGN PER SPEC CRITERIA)
F
3/16
STEEL BEAM (SEE
PLAN) W/ 1/4" STIFF
PL @ 4'-0" OC
STEEL JOIST
(SEE PLAN)
4"
STEEL JOIST
(SEE PLAN)
SEE 3/S-501 FOR
DECK DIR CHANGE
STEEL ROOF DECK
(SEE PLAN)
L4X4X1/4 CONT
T/STEEL
(SEE PLAN)
1/8
STEEL ROOF DECK
STEEL BEAM
(SEE PLAN)
C
D
C
No.
1/4
STEEL BEAM (SEE PLAN)
1/4
GLAZING (SEE ARCH)
T/STEEL
T/STEEL
(SEE PLAN)
PROJECT NUMBER
14116
B
STEEL BEAM (SEE
PLAN) W/ 1/4" STIFF
PL @ 4'-0" OC
STEEL JOIST
(SEE PLAN)
SECTION
SCALE: 1" = 1'-0"
PERMIT SET
DD PRICING SET
Description
ISSUANCE
(SEE PLAN)
STEEL BEAM
(SEE PLAN)
A
12.19.14
10.27.14
Date
1
S-503
SECTION
SCALE: 1" = 1'-0"
2
S-503
STEEL BEAM (SEE
PLAN) W/ 1/4” STIFF PL
@ 4’-0” OC
COILING DOOR (SEE
ARCH) (CONN TO STEEL
FRMG BY COILING
DOOR MANUF)
SECTION
SCALE: 1" = 1'-0"
3
S-503
SECTION
SCALE: 1" = 1'-0"
4
S-503
STEEL JOIST
(SEE PLAN)
DRAWN:
ABS
JOIST BRIDGING
(TYP-SEE PLAN)
SHEET TITLE
CHECKED:
TRP
ROOF FRAMING
SECTIONS & DETAILS
SHEET NO.
S-503
3"
1
2
3
N
5
7
8
9
10
11
12
13
14
15
16
17
18
19
1/4
1/4
4' - 0"
Croft & Associates
T/STEEL
M
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
(SLOPES
- SEE PLAN)
L4X4X1/4
CONT
1/4
EXT FINISH
(SEE ARCH)
L
STEEL BEAM (SEE
PLAN) W/ 1/4" STIFF
PL @ 4'-0" OC
STEEL BEAM W/
5/16" STIFF PL @ 4'0" OC BOTH SIDES
L4X4X1/4
1/4
4' - 0"
L3X3X1/4 KICKER
@ 4'-0" OC
K
STEEL ROOF DECK
(SEE PLAN)
1/4
1/4
L4X4X1/4 CONT
T/STEEL
J
(SLOPES - SEE PLAN)
PES PROJECT NUMBER: 0214062
1/4
EXT VENEER (SEE ARCH)
EXT FINISH
(SEE ARCH)
I
OWNER
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
L4X4X1/4 @ 48" OC
1/4
STEEL BEAM (SEE
PLAN) W/ 1/4" STIFF
PL @ 4'-0" OC
T/STL
H
(SEE PLAN)
GLAZING (SEE ARCH)
L3X3X1/4 KICKER
@ 4'-0" OC
G
METAL STUD CLIP
(TYP - DESIGN PER
SPEC CRITERIA)
METAL STUD CLIP (TYP DESIGN PER SPEC CRITERIA)
STEEL BEAM W/ 5/16"
STIFF PL @ 4'-0" OC
BOTH SIDES
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
EXT VENEER (TYP - SEE ARCH)
STEEL BEAM (SEE PLAN)
6" METAL STUDS
(DESIGN PER SPEC
CRITERIA)
T/STEEL
(SEE PLAN)
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
C8X11.5 @ 32" OC INFILLED W/
8" METAL STUDS (DESIGN PER
SPEC CRITERIA)
6" METAL STUDS (DESIGN PER
SPEC CRITERIA)
F
EXT VENEER (TYP SEE ARCH)
STEEL BEAM (SEE PLAN)
(TYP TOP &
BOTT)
3/16
E
3/16
STEEL PL 3/8" X 10" CONT
2"
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
6
BEAM & COL
STEEL ROOF
DECK (SEE PLAN)
2"
1"
1/2"
0
12/19/2014 5:11:32 PM
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
4
STEEL ROOF DECK
(SEE PLAN)
BEETN PL 6" X 12" (LLH)
CONT W/ 5/16" X 6" X 6"
STIFF PL'S @ 24" OC
D
7"
3/16
PRE-ENGINEERED
ALUMINUM CANOPY ( BY
OTHERS) (SEE ARCH)
C
3-12
STEEL BEAM (SEE PLAN) W/
1/4" STILL PL @ 4'-0" OC
D
C
No.
8" METAL STUDS (DESIGN
PER SPEC CRITERIA)
STEEL BEAM (SEE PLAN)
12.19.14
10.27.14
Date
STEEL JOIST (SEE PLAN)
PERMIT SET
DD PRICING SET
Description
ISSUANCE
T/STL
(SEE PLAN)
B
STEEL PL 3/8" X 2'-8"
X WIDTH OF OPNG
1
3/8"X6"X6" STIFF PL @ 16"
OC BOTH SIDES OF BEAM
FOR LENGTH OF OPNG
6" METAL STUDS (DESIGN
PER SPEC CRITERIA)
JOIST BRIDGING
(TYP - SEE PLAN)
1
PROJECT NUMBER
14116
DRAWN:
ABS
CHECKED:
TRP
SHEET TITLE
ROOF FRAMING
SECTIONS & DETAILS
A
SECTION
SCALE: 1" = 1'-0"
1
S-504
SECTION
SCALE: 1" = 1'-0"
2
S-504
SHEET NO.
S-504
3"
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
2"
N
W-BEAM & POST-UP
E/ANGLE
F/STUD
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
L4X4X1/4 CONT
3/16
L
Croft & Associates
3-12
EXIST SOFFIT SHALL
BE CUT BACK FROM
OVER NEW ROOF
HSS6X3X1/4
CONT
T/PARAPET
T/STEEL
(SEE ARCH)
(SEE PLAN)
(TYP TOP &
BOT)
1/4
HSS5X5X3/8 @ 5'-0" OC
MAX INFILLED W/ 6"
METAL STUDS (DESIGN
PER SPEC CRITERIA)
K
STEEL BEAM (SEE PLAN)
W/ 1/4" STIFF PL @ 4'-0" OC
L4X4X1/4 CONT
L4X4X1/4 CONT
3/16
6" METAL STUDS (DESIGN
PER SPEC CRITERIA)
3/16
L4X3X3/8 (LLV)
CONT (TYP
TOP & BOT)
METAL STUD CLIP
(TYP-DESIGN PER
SPEC CRITERIA)
J
T/STEEL
(SEE PLAN)
PES PROJECT NUMBER: 0214062
STEEL BEAM (SEE
PLAN) W/ 1/4" STIFF
PLATE @ 4'-0" OC
T/STEEL
(SEE PLAN)
I
(TYP)
STEEL BEAM (SEE PLAN)
STEEL BEAM W/
1/4" STIFF PL @ 4'-0"
3/16
OWNER
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
3-12
STEEL BEAM (SEE PLAN)
W/ 5/16" STIFF PLATE
BOTH SIDES @ POST-UP
& BM BRG LOC'NS
H
3 5/8" METAL STUDS
(DESIGN PER SPEC
CRITERIA)
G
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
6" METAL STUD S (DESIGN
PER SPEC CRITERIA)
SECTION
EXIST DRWY (GC FV)
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
1
S-505
SCALE: 1" = 1'-0"
F
L6X4X5/16 (LLV) CONT
E
.
CO
L
T/STEEL
3/16
STEEL ROOF
DECK (SEE PLAN)
BM
2X PT BLOCKING
(SEE ARCH)
1/2" (MIN) COL CATR
TUBE BM
TUBE BM
TUBE BM
0' - 11"
4' - 3 3/8"
1' - 7 1/4"
COL
STEEL BEAM
(SEE PLAN)
T/BEAM =
T/COL =
N)
-SEE PLA
(SLOPES
RADIAL STEEL TUBE
(SEE PLAN)
L2 1/2X1 1/2X1/4
(LLH) CONT
3 1/2
12
TAPERED BEAM (SEE PLAN)
STEEL TUBE
(SEE PLAN)
L2 1/2X2 1/2X1/4
CONT
STEEL ROOF DECK
(SEE PLAN)
3/16
COL @ T/TUBE BM
1' - 3 1/4"
GLAZING (SEE ARCH)
3"
D
TUBE BM
6"
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
M
4 1/2"
12/19/2014 5:11:39 PM
STEEL BEAM (SEE PLAN)
STEEL ROOF DECK (SEE PLAN)
BEAMS & COL
1' - 1 1/4"
9.97°
STEEL TUBE
(SEE PLAN)
3-12
T/STEEL
T/STEEL
(SEE PLAN)
(SEE PLAN)
C
3/16
3/8" BENT PL
1/4" CAP PL
STEEL BEAM (SEE PLAN)
STEEL BEAM
(SEE PLAN)
B
STEEL COL
(SEE PLAN)
1/4
3/16
RADIAL STEEL TUBE
(SEE PLAN)
1/4
12.19.14
10.27.14
Date
PERMIT SET
DD PRICING SET
Description
ISSUANCE
PROJECT NUMBER
1/4
1/4
D
C
No.
5/16
3-12
GLAZING (SEE ARCH)
0°
.0
80
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
0
1/2"
1"
F/STUD = F/NBE = E/ANGLE
14116
5/16
DRAWN:
ABS
CHECKED:
TRP
GLAZING (SEE ARCH)
SHEET TITLE
ROOF FRAMING
SECTIONS & DETAILS
A
SECTION
SCALE: 1" = 1'-0"
2
S-505
SECTION
SCALE: 1" = 1'-0"
3
S-505
SHEET NO.
S-505
3"
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
12/19/2014 5:11:45 PM
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
0
1/2"
1"
2"
N
M
Croft & Associates
BEAM & COL
BEAM & COL
1' - 6 5/8" @ 'RA'
L3X3X1/4 CONT
E/PLATE
4' - 0"
11 5/8" @ 'RC'
1/4
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
STEEL ROOF DECK
(SEE PLAN)
3/16
T/STEEL =
(SEE PLAN)
1/4
L
T/STEEL =
(SEE PLAN)
3/8" PL CONT
STEEL ROOF DECK
(SEE PLAN)
1/4
L4X4X1/4 CONT
T/STEEL
RADIAL STEEL TUBE BEAM
(BEYOND- SEE PLAN)
3/16
C10X15.3 @ 32" O.C.
(SLOPES - SEE PLAN)
K
SECTION
1/4
SCALE: 1" = 1'-0"
STEEL BEAM
(SEE PLAN)
1
S-506
EXT FINISH
(SEE ARCH)
J
L4X4X1/4 @ 48" OC
PES PROJECT NUMBER: 0214062
1/4
I
8" METAL STUDS (TYP DESIGN PER SPEC CRITERIA)
STEEL BEAM (SEE
PLAN) W/ 1/4" STIFF
PL @ 4'-0" OC
OWNER
EXT FINISH (TYP - SEE ARCH)
F/STUD = 3"
W-BEAM, HSS BEAM,
& HSS POST UP
HSS6X3X1/4 (LSH) CONT
L3X3X1/4 KICKER
@ 4'-0" OC
T/STL
(SEE PLAN)
BEAM &
POSTUP
F/STUD = 3"
HSS5X5X3/8 @ 5'-6"
OC MAX INFILLED
W/ 6" METAL STUDS
(DESIGN PER SPEC
CRITERIA)
H
STEEL BEAM W/ 5/16"
STIFF PL @ 4'-0" OC
BOTH SIDES
1/4
HSS6X3X1/4 (LSH) CONT
T/STL
(SEE PLAN)
HSS5X5X3/8 @ 5'-6" OC
MAX INFILLED W/ 6"
METAL STUDS (DESIGN
PER SPEC CRITERIA)
STEEL ROOF DECK
(SEE PLAN)
STEEL PL 3/8" X 10" CONT
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
1/4
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
EXT FINISH (SEE ARCH)
G
EXT FINISH (SEE ARCH)
3/16
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
3-12
F
STEEL BEAM (SEE
PLAN) W/ 1/4" STIFF
PL @ 4'-0" OC
STEEL ROOF
DECK (SEE
PLAN)
8" METAL STUDS (DESIGN
PER SPEC CRITERIA)
STEEL JOIST (SEE PLAN)
E
STEEL ROOF DECK
(SEE PLAN)
JOIST BRIDGING
(TYP - SEE PLAN)
T/STL
(SEE PLAN)
T/STL
(SEE PLAN)
D
SECTION
SCALE: 1" = 1'-0"
5"
2
S-506
(TYP)
STEEL BEAM (SEE PLAN)
W/ 1/4" STIFF PL @ 32" OC
C
3/16
L3X3X1/4 KICKER @ 32"
OC (ALTERNATE SIDES)
STEEL BEAM (SEE PLAN) W/ 5/16"
STIFF PL @ 32" OC BOTH SIDES
STEEL BEAM (SEE PLAN)
W/ 1/4" STIFF PL @ 32" OC
5/16" STIFF PL
BOTH SIDES @
POST UP
STEEL BEAM
(SEE PLAN)
No.
Date
Description
ISSUANCE
PROJECT NUMBER
14116
B
DRAWN:
ABS
CHECKED:
TRP
SHEET TITLE
ROOF FRAMING
SECTIONS & DETAILS
A
SECTION
SCALE: 1" = 1'-0"
3
S-506
SECTION
SCALE: 1" = 1'-0"
4
S-506
SHEET NO.
S-506
3"
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
12/19/2014 5:11:51 PM
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
0
1/2"
1"
2"
N
M
ROOF
(SEE ARCH)
TYP
1/4
ROOF
(SEE ARCH)
1/4
1/4
ALUMINUM CANOPY
(BY OTHERS)
ROOF
(SEE ARCH)
STEEL TUBE
(SEE PLAN)
1/4
TYP
1/4
1/4
1/4
Croft & Associates
TAPERED END
(SEE ARCH)
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
L
STEEL TUBE
(SEE PLAN)
STEEL TUBE
(SEE PLAN)
K
1/2" STEEL CAP PL (TYP)
(ALL OPEN ENDED TUBES
SHALL HAVE CAP PLATES)
STEEL TUBE
(SEE PLAN)
STEEL TUBE
(SEE PLAN)
1/4
1/4
TYP
STEEL TUBE COLUMN
(SEE PLAN)
J
NOTES:
1. ALL EXPOSED STEEL SHALL BE GALVANIZED
2. GRIND SMOOTH ALL EXPOSED WELDS
NOTES:
1. ALL EXPOSED STEEL SHALL BE GALVANIZED
2. GRIND SMOOTH ALL EXPOSED WELDS
NOTES:
1. ALL EXPOSED STEEL SHALL BE GALVANIZED
2. GRIND SMOOTH ALL EXPOSED WELDS
PES PROJECT NUMBER: 0214062
SECTION
SCALE: 1" = 1'-0"
I
1
S-507
SECTION
SCALE: 1" = 1'-0"
2
S-507
SECTION
SCALE: 1" = 1'-0"
3
S-507
OWNER
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
H
G
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
F
E
D
C
No.
Date
Description
ISSUANCE
PROJECT NUMBER
14116
B
DRAWN:
ABS
CHECKED:
TRP
SHEET TITLE
THEATER ENTRY
CANOPY
A
SHEET NO.
S-507
3"
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
COLUMN
2"
N
R
EQ
D
AS
STL BRACE
(SEE BRACE ELEV)
2"
)
IN
(M
R
EQ
'D
L
GUSSET PLATE (EXTEND
THROUGH COLUMN IF
REQUIRED FOR CONNECTION
FORCES AND DESIGN
STL BEAM
(SEE PLAN)
STIFF PLATES (AS REQD).
ALIGN AS REQD BASED ON
CONN METHOD AND FORCES.
ERECTION BOLT
(FABRICATOR OPTION)
AS
WP
K
)
IN
(M
STEEL BRACE
(SEE BRACE ELEVATIONS)
WP
J
BOTH SIDES
BOTH SIDES
2"
(
WP
T/SLAB
M
IN
)
ERECTION BOLT
(FABRICATOR OPTION)
(SEE PLAN)
STL BEAM
(SEE PLAN)
GUSSET PL
PES PROJECT NUMBER: 0214062
T/FTG
BOTH SIDES
(SEE PLAN)
2
WIDE FLANGE BEAM WITH BRACE CONNECTION
NOTES:
NOTES:
1. FABRICATOR SHALL SUBMIT BRACE CONNECTION CALCULATIONS WITH SHOP DRAWINGS.
CONNECTIONS SHALL BE DESIGNED FOR FORCES SHOWN ON BRACE ELEVATIONS AND FRAMING
PLANS.
1. FABRICATOR SHALL SUBMIT BRACE CONNECTION CALCULATIONS WITH SHOP DRAWINGS.
CONNECTIONS SHALL BE DESIGNED FOR FORCES SHOWN ON BRACE ELEVATIONS AND FRAMING
PLANS.
2. FABRICATOR HAS THE OPTION TO USE BOLTED GUSSET CONNECTIONS. SUBMIT DETAIL FOR
REVIEW AND ACCEPTANCE PRIOR TO SUBMITTING SHOP DRAWINGS.
DETAIL
SCALE: 1" = 1'-0"
G
OWNER
STL BRACE
(SEE BRACE ELEV)
WIDE FLANGE BEAM TO HSS COLUMN WITH BRACE CONNECTION
H
)
IN
M
(
"
ERECTION BOLT
(FABRICATOR OPTION)
I
1. FABRICATOR SHALL SUBMIT BRACE CONNECTION CALCULATIONS WITH SHOP DRAWINGS.
CONNECTIONS SHALL BE DESIGNED FOR FORCES SHOWN ON BRACE ELEVATIONS AND FRAMING
PLANS.
3. AT SIMILAR CONDITIONS EITHER THE TOP OR BOTTOM BRACE WILL NOT BE PRESENT.
2. AT SIMILAR CONDITIONS THE BRACING COULD BE PRESENT AT THE TOP OF THE BEAM.
DETAIL
1
S-601
DETAIL
2
S-601
SCALE: 1" = 1'-0"
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
NOTES:
2. FABRICATOR HAS THE OPTION TO USE BOLTED GUSSET CONNECTIONS. SUBMIT DETAIL FOR
REVIEW AND ACCEPTANCE PRIOR TO SUBMITTING SHOP DRAWINGS.
SCALE: 1" = 1'-0"
3
S-601
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
F
B2
HSS6X3X1/4 (LSH)
B5
HSS6X3X1/4 (LSH)
HSS6X3X1/4 (LSH)
HSS6X3X1/4 (LSH)
T/STEEL
B2
B3
T/STEEL
W16X40
(SEE PLAN)
2' - 11"
10' - 0".
T/STEEL
W18X40
T/STEEL
W18X35
(SLOPES)
HS
S5
X5
X3
/8
P
=
15
K
HSS5X5X3/8
HSS5X5X1/2
HSS6X6X1/2
HSS5X5X1/2
HS
S5
X5
X3
/8
P
=
15
K
HSS5X5X1/2
HSS5X5X3/8
(SLOPES)
D
C
HSS5X5X3/8
B4.7
HSS5X5X3/8
B2
E
HSS5X5X3/8
(SLOPES)
/8
X3
X5
K
S5
25
HS
P=
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
0
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
)
IN
(M
STANDARD SHEAR CONN TO
BE DESIGNED FOR FORCES
SHOWN ON PLAN (TYP).
USE THRU-PLATE IF AXIAL
FORCE TRANSFER IS REQD.
STEEL COLUMN
(SEE PLAN)
2"
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
Croft & Associates
)
IN
(M
12/19/2014 5:11:58 PM
M
2"
THIS SHEET PLOTS
ON 22" x 34" ANSI D
GUSSET PL (CONNECT TO
COL WITH DOUBLE ANGLE
WELDED CONNECTION)
2"
1/2"
1"
STL COL
(SEE PLAN)
D
C
No.
12.19.14
10.27.14
Date
PERMIT SET
DD PRICING SET
Description
ISSUANCE
T/SLAB
PROJECT NUMBER
(SEE PLAN)
B
14116
T/SLAB
T/SLAB
(SEE PLAN)
(SEE PLAN)
DRAWN:
ABS
CHECKED:
TRP
SHEET TITLE
BRACE ALONG A5
A
SCALE: 1/4" = 1'-0"
4
S-601
BRACE ALONG A6.4
SCALE: 1/4" = 1'-0"
5
S-601
BRACE ALONG A10
SCALE: 1/4" = 1'-0"
6
S-601
STEEL BRACE
DETAILS &
ELEVATIONS
SHEET NO.
S-601
3"
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
N
B8
B12
2"
B5
T/STEEL
(SLOPES - SEE PLAN)
3400 Blue Springs Road, Suite 200
Kennesaw, Georgia 30144
770.529.7714 (p) 770.529.7716 (f)
www.croftandassociates.com
B12
W18X35
HSS10X8X3/8
3/8
X6X
6
S
HS
K
15
P=
L
W14X22
T/STEEL
T/STEEL
(SEE PLAN)
(SLOPES - SEE PLAN)
W16X26
W16X26
T/STEEL
P
HSS5X5X3/8
HS
S5
X5
X3
/8
P
=1
5K
HSS5X5X3/8
HS
S6
X6
HSS6X6X1/2
K
HSS6X6X1/2
HSS7X7X5/8
(SLOPES - SEE PLAN)
3/8
6X
X
S6
5K
HS
=1
P
X3
/8
=3
5K
T/SLAB
J
(SEE PLAN)
PES PROJECT NUMBER: 0214062
T/SLAB
(SEE PLAN)
I
OWNER
BRACE ALONG A7
BRACE ALONG A11
1
S-602
SCALE: 1/4" = 1'-0"
COBB COUNTY
PARKS, RECREATION &
CULTURAL AFFAIRS
2
S-602
SCALE: 1/4" = 1'-0"
H
X2.3
X2
X1
DESIGN IMPROVEMENTS
AT COBB COUNTY CIVIC
CENTER
G
T/STEEL
W14X22
(SEE PLAN)
548 SOUTH MARIETTA
PARKWAY, MARIETTA GA
30060
HSS6X6X1/2
F
E
A5
A7
A6.3
A9
A9.6
A10
13' - 9"
W18X35
W18X35
W18X35
T/STEEL
T/STEEL
K
8
3/
X
5
5X
K
S
S
20
H
=
P
HSS6X6X5/8
HSS5X5X3/8
35
HSS5X5X3/8
P
=
HSS5X5X3/8
SS
5X
5X
3/
8
H
HSS8.625X0.500
HSS7X7X5/8
C
HS
S5
X5
X1
/2
P=
35
K
(SLOPES)
(SEE PLAN)
(SEE PLAN)
D
T/STEEL
W18X35
HSS6X0.500
W16X36
HSS5X5X1/2
© Copyright 2013 by Croft & Associates, PC. All rights reserved. This document is property of Croft & Associates, PC. It is to be used only for the specific project referred to or identified herein and is not to be used on other projects, in whole or in part, except by the express written agreement of Croft & Associates, PC.
B8
/8
X3
X5
S5
5K
HS
=1
P
12/19/2014 5:12:04 PM
Croft & Associates
M
/8
X3
X5
S5
5K
HS
=1
P
C:\Users\bxu\Documents\0214062-Cobb County Civic Center Reno_S13_central_bxu.rvt
THIS SHEET PLOTS
ON 22" x 34" ANSI D
0
1/2"
1"
W18X35
D
C
No.
12.19.14
10.27.14
Date
PERMIT SET
DD PRICING SET
Description
ISSUANCE
PROJECT NUMBER
B
T/SLAB
T/SLAB
T/SLAB
(SEE PLAN)
(SEE PLAN)
(SEE PLAN)
14116
DRAWN:
ABS
CHECKED:
TRP
SHEET TITLE
A
BRACE ALONG B4.7
SCALE: 1/4" = 1'-0"
3
S-602
BRACE ALONG B5
SCALE: 1/4" = 1'-0"
STEEL BRACE
ELEVATIONS
4
S-602
BRACE ALONG Y1
SCALE: 1/4" = 1'-0"
5
S-602
SHEET NO.
S-602