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<br /> CODES AND STANDARDS DESIGN LOADS ANCHOR RODS �
<br /> � 1 . 2015 INTERNATIONAL BUILDING CODE (IBC) DEAQ LOADS: 1 . STEEL CONSTRUCTION SHALL CONFORM TO AISC 36Q-10 SPECIFICATION FOR STRUCTURAL STEEL 1 . ANCHOR RODS SHALL. BE ASTM F1554 GRADE 55, UNLESS NOTED OTHERWISE. FURNISH ANCHOR -
<br /> 2. ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES BUILDINGS AND AISC 341 -10 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS. RODS PREFABRICATED WITH MATCHING DOUBLE HEAVY HEX NUTS JAMMED AT THE END
<br /> WEIGHT OF MATERIALS OF CONSTRUCTION ANp PERMANENT EQUIPMENT. 2. STEEL SHALL CONFORM TO THE FOLLOWING: EMBEDDED IN CONCRETE. FURNISH HARDENED PI.ATE WASHERS, DOUBLE HEAVY HEX NUTS FOR
<br /> 3. ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE SUPERIMPOSED DEAD LOADS: SECURING THE BASE PLATE TO THE ANCHOR RODS.
<br /> 4. AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS WIDE FLANGE ASTM A992 FY = 50 KSI 2. PLATE WASHERS SHALL BE WELDED ALL AROUND WHERE AISC OVERSIZED HOLES ARE USED AT
<br /> MECHANICAL, ELECTRICAL 8c PLUMBING 7 PSF
<br /> , 5. AISC 341 -10 SEISMIC PROVISIONS FOR STEEL BUILDINGS ANGLE 8c CHANNEL (UNO) ASTM A36 FY = 36 KSI BASE PLATES.
<br /> JIB CRANE LOADS (PROVIDED BY MFR) 3. ANCHOR RODS SHALL HAVE SUFFICIENT LENGTH TO PROVIDE THE MINIMUM EMBEDMENT SHOWN
<br /> - 6. AWS D1 .1 , 2010 STRUCTURAL WELDING CODE - STEEL PIATE AND BAR STOCK ASTM A572, GRADE 50 FY = 50 KSI
<br /> LIVE LOADS ON THE DRAWINGS (MEASURED FROM THE FACE OF CONCRETE) WITH ADEQUATE EXTENSION AS
<br /> 7. AWS D1 .3, 2008 STRUCTURAL WELDING CODE - SHEET STEEL PCPE ASTM A53, GRADE B FY = 35 KSI REQUIRED TO RECEIVE THE GROUT PAD, BASE PLATE, AND FULL THREAp PROJECTION FOR NUT
<br /> VANDECK FLOOR 150 PSF INSTALLATION + 1 2" ABOVE THE INSTALLED NUTS.
<br /> 8. AWS D1 .8, 2009 STRUCTURAL WELQING CODE - SEISMIC SUPPLEMENT ��-�...--- STRUCTURAL TUBE (HSS) ASTM A500, GRADE B FY = 46 KSI �
<br /> � � � 4. ANCHOR ROD WSTALLATION SHALL BE COORDINATED WITH REINFORCING AND FORMWORK. AFTER
<br /> 9. RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC), SPECIFICATION FOR STRUCTURAL C500-70 FORKLI�f � a, � 3. WORK SHALL BE IN ACCORDANCE WITH AISC 3Q3, AS MODIFIED PER THE PROJECT BASE INSTALLATION, ANCHOR ROD NUTS SHALL BE INSTALLED TO A FULLY-TIGHT CONDITION
<br /> JOINTS USING HIGH-STRENGTH BOLTS � SPECIFICATIONS.
<br /> UNLESS NOTED OTHERWISE.
<br /> � 4. HOLES IN STEEL CUT IN THE FIELD SHALL BE DRILLED, NOT BURNED. 5. NO HEATING OR BENDING OF THE ANCHOR RODS IS PERMITTED.
<br /> � �
<br /> GENERAL. �; � I M 5. CAMBER BEAMS AS� NOTED ON THE FRAMING PLANS. WHERE NO CAMBER IS NOTED, FABRICATE
<br /> r � BEAMS SO THAT THE CAMBER AS ROLLED (WITHIN ALLOWABLE TOLERANCES) IS POSITIVE.
<br /> 1 , CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND � REAR AXLE 1854# NON-SHRINK GROUT
<br /> PROCEDURES REQUIRED TO PERFORM THE WORK. 6. MINIMUM CONNECTION SHALL BE A TWO-BOLT CONNECTION USING 3/4-INCH DIAMETER A325 -
<br /> � 2. CONTRACTOR-INITIATED CHANGES REQUIRE BOTH DESIGNER OF RECORD AND OWNER APPROVAL � . 58" ( BOLTS (TYPE X) IN SINGLE SHEAR. 1 . NON-SHRINK GROUT SHALL BE CEMENTITIOUS HIGH PRECISION, NATURAL AGGREGATE,
<br /> FRONTAXLE 16682# ' 7. HIGH-STRENGTH BOLTS SHALL BE INSTALLED, TIGHTENED, AND INSPECTED IN ACCORDANCE WITH NON-METALLIC, NON-STAINING, NON-SHRINKABLE GROUT GONFORMING TO ASTM C1107 AND
<br /> AND SHALL BE SUBMITTED IN WRITING TO THE OWNER'S REPRESENTATIVE FOR APPROVAL PRIOR IBC RCSC AND AISC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A352 OR A490 CRD-C 621 , CORPS OF ENGINEERS "SPECIFICATIONS FOR NON-SHRINK GROUT." GROUT SHA�L
<br /> TO FABRICATION OR CONSTRUCTION. � � HAVE A SPECIFIED MINIMUM COMPRESSIVE STRENGTH OF 8,000 PSI AT 5 DAYS. PRE-GROUT►NG
<br /> 3. DIMENSIONS AND DETAILS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO FABRICATION AND RISK CATEGORY �� BOLTS. THE CRITERIA FOR SNUG-TIGHT CONNECTIONS SHALL APPLY TO CONNECTIONS UNLESS OF BASE PLATES SHALL NOT BE PERMITTED.
<br /> NOTED OTNERWISE AS SUP-CRITICAL. CONTRACTOR SHALL SUBMIT TIGHTENING PROCEDURES TO
<br /> CONSTRUCTION. THIS INCLUDES, BUT IS NOT LIMITED T0, COORDINATING WITH THE CONTRACT SEISMIC LOADS THE ENGINEER/ARCHITECT FOR REVIEW AND APPROVAL.
<br /> DRAWINGS ON THE SIZE AND LOCATION OF OPEN�NGS THROUGH CONCRETE, VERIFYING SIZE AND SEISMIC IMPORTANCE FACTOR, le 1 .0 ANCHORAGE TO CONCRETE
<br /> r LOCATION OF MECHANICAL AND ELECTRICAL OPENINGS WITH THE RESPECTIVE SUBCONTRACTOR, 8. HEAQED STUD ANCHORS (HSA) FOR COMPOSITE AND NON-COMPOSITE CONSTRUCTION �
<br /> . AS WELL AS COORDINATING INSERTS AND ATTACHMENTS FOR THE USE OF QTHER TRADES. MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS a. HEADED STUD ANCHORS SHALL BE 3/4 INCH DIAMETER, TYPE B, CONFORMING TO AWS D1 .1 , 1 . EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS SHALL CONSIST OF
<br /> 4. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS AND SHORT PERIOD, Ss 1 .447g UNLESS NOTED OTHERWISE. THE FOLLOWING ANCHOR TYPES. �
<br /> NOTES SHOWN ON DRAWINGS SHALL APPLY UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY 2. ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED IN
<br /> NOT NECESSARILY BE INDICATED ON THE PLANS BUT SHALL STILL APPLY AS SHOWN OR 1 SECOND PERIOD, S1 0.562g b. HEADED STUD ANCHORS SHALL BE AUTOMATICALLY END WELDED IN SHOP OR FIELD WITH .
<br /> EQUIPMENT RECOMMENDED BY STUD MANUFACTURER. THE ICC APPROVAL REPORT. SUBSTITUTION REQUESTS MUST INCLUDE ICC ESR REPORT
<br /> DESCRIBED IN THE DETAILS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO CHOOSE THE SITE CLASS D SHOWING COMPLIANCE WITH RELEVANT BUILDING CODE AND INSTALLATION CATEGORY AND BE
<br /> APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED, THE CONTRACTOR SHALL SUBMIT c. WELDIfVG, AND INSPECTION SHALL BE IN ACCORDANCE WITH AWS D1 .1 . APPROVED IN WRITING BY THE OWNER'S REPRESENTATIVE/ENGINEER OF RECORD PRIOR TO USE.
<br /> PRQPOSED ALTERNATE DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS
<br /> ENGINEER FOR APPROVAL PRIOR TO DETAILING OR USE. 9. STEEL ANCHORS, TIES AND OTHER MEMBERS EMBEDDED IN CONCRETE SHALL BE LEFT 3. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHOR
<br /> SHORT PERIOD, SDS Q.965 UNPAINTED AT INTERIOR, UNEXPOSED CONDITIONS. PACKAGING.
<br /> 5. SHOP DRAWINGS FOR REINFORCING STEEI.., STRUCTURAL STEEL INCLUDING MISCELLANEOUS STEEL 10. ALL STEEL AND CONNECTIONS TO BE PAINTED TO MATCH EXISTING VANDECK FRAM(NG.
<br /> ! 1 SECOND PERIOD, Sp1 0.562 4. ANCHOR CAPAC►lY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND EDGE
<br /> (INCLUDING HEADED STUD ANCHOR PLACEMENT WHERE APPLICABLE), SHAL� BE SUBMITTED T0,
<br /> REVIEWED AND APPROVED BY THE ENGINEER PRIOR TO FABRICATION. SEISMIC DESIGN CATEGORY � 11 . ITEMS EMBEDDED IN CONCRETE AND EXPOSED TO EARTH OR WEATHER SHALL BE HOT-DIPPED DISTANCE. iNSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES {NDICATEQ
<br /> SHOP DRAWING REVIEW: BY SUBMITTWG THE SHOP DRAWINGS, THE CONTRACTOR REPRESENTS BASIC SEISMIC-FORCE-RESISTING SYSTEM GALVANIZED (UNLESS NOTED OTHERWISE): ON THE DRAWINGS. �
<br /> � THAT THEY HAVE DETERMINED AND VERIFIED MATERIALS, FIELD MEASUREMENTS, AND RELATED a. CONCRETE ACCESSORIES OF FERROUS MATERIAL INCLUDING: WSERTS, EMBEDS, AND 5. EXI5TING CONSTRUCTION: EXISTING ftEINFORCING BARS IN THE STRUCTURE MAY CONFLICT WITH �
<br /> FIELD CONSTRUCTION CRITERIA (MEANS, METHODS, TECHNIQUES, SEQUENCES, OPERATIONS OF C4 - STEEL ORDINARY MOMENT FRAME BRACKETS. SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED OTHERWISE ON THE DRAWINGS, THE CONTRACTOR �
<br /> CONSTRUCTION, AND SAFETY PRECAUTIONS AND PROGRAMS WCIDENTAL THERETO), AND THAT THE RESPONSE MODIFICATION FACTOR, R 3 SHALL LOCATE THE POSITION OF THE EXISTING REINFORCING BARS AND AVOID CUITING.
<br /> CONTRACTOR HAS CHECKED AND COORDINATED THE INFORMATION CONTAINED WITHIN THE b. PIPE GUARDS, BOLLARDS AND HARDWARE FOR SAME.
<br /> SUBMITfAL WITH THE REQUIREMENTS OF THE WORK AND THE CONTRACT DOCUMENTS. REVlEW BY OVERSTRENGTH FACTOR, WO 3
<br /> 12. LOCATfONS OF EMBEDDED ITEMS SHALL BE COORDINATED WITH VENDOR'S SHOP DRAWINGS. ADHESIVE ANCHORS AND REBAR DOWELING INTO CONCRETE
<br /> TH� ENGINEER SHALL NOT RELIEVE THE CONTRACTOR FROM FULL RESPONSIBILITY FOR THE DEFLECTION AMPLIFICATION FACTOR, Cd 3
<br /> i ACCURACY OF DIMENSIONS AND DETAILS. SIJCH REVIEW SHALL NOT CONSTITUTE ACCEPTANCE BY 13. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORD{NATING THE SELECTION OF OPT(ONAL �
<br /> THE ENGINEER OF THE CORRECTNESS OR ADEQUACY OF SUCH SUBMITTALS, N�R A WARRANTY SEISMIC RESPONSE COEFF(CIENT, CS 0.32 DETAILS SHOWN ON THE DRAWINGS. 1 . HILTI "HIT-HY 200" ADHESIVE ANCHOR SYST�M PER ICC ESR-3187
<br /> THAT THE SUBMITTALS SATISFY THE REQUIREMENTS OF THE CONTRACT. DESIGN BASE SHEAR AT VANDECK EXTENSION 11 .5 KIPS 2. SIMPSON SET-XP ADHESIVE ANCHORING SYSTEM PER �CC ESR-2508 �
<br /> 14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION AIDS THAT INCLUDE, BUT ARE NOT
<br /> . ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL LOAD METHOD LIMITED T0, ERECTION ANGLES, Li�f HOLES, AND OTHER AIDS. REMOVE ERECTION AIDS,
<br /> DEMOLITION AND SHORING INCLUDING ERECTION BOLTS. PLUG WELD HOLES AND GRIND SMOOTH. :
<br /> DEFERRED SUBMITfALS
<br /> 1 . TH� CONTRACTOR SHALL VERIFY EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. 15. MEANS AND METHODS OF ERECTION ARE THE SOLE RESPONSIBILTY OF THE CONTRACTOR AND
<br /> THE CONTRACTOR SHALL VERIFY THE EXTENT AND LOCATIONS OF SITE UTILITIES. LOCATIONS OF STRUCTURAL CONCRETE CONNECTIONS AND DETAILS DO NOT NECESSARILY SHOW ERECTION AIDS REQUIRED. 1 . DEFERRED COMPONENT SUBMITTALS ARE INTENDED TO BE VENDOR DESIGNED AND HAVE NOT
<br /> BEEN DESIGNED BY THE ARCHITECT/ENGINEER OF RECORD. THE COMPONENT DESIGNER IS
<br /> EXISTING FOUNDATI�NS AND UTILITIES KNOWN TO THE ENGtNEER A�E INDICATED ON THE 1 . CONCRETE WORK SHALL CONFORM TO REQUIREMENTS OF ACI 301 , SPECIFICATIONS FOR RESPONSIBLE FQR CODE CONF�RMANCE AND NECESSARY CONNECTIONS NOT CALLED OUT ON
<br /> DRAWINGS. REPORT ANY DISCREPANCIES OR ENCOUNTERED OBSTRUCTIONS TO THE CONTRACTING STRUCTURAL CONCRETE. STRUCTURAL STEE� WELDING ARCHITECTURAL OR STRUCTlJRAL DRAWINGS.
<br /> � OFFICER REPRESENTATIVE IMMEDIATELY. �
<br /> 2. DESIGN MIXES SHALL BE PROPORTIONED TO PROVIDE F'C = 4,000 PSI SPECIFIED COMPRESSIVE 1 . WELDING SHALL BE DONE BY CERTIFIED WELDERS AND IN ACCORDANCE WITH AWS D1 .1 AND 2. DEFERRED SUBMITTALS tNCLUDING CALCULATIONS SHALL BE STAMPED AND SIGNED BY A
<br /> 2. THE CONTRACTOR SHALL DESIGN AND INSTALL SHORING TO SUPPORT EXISTING CONSTRUCTION STRENGTH. REGISTERED PROFESSIONAL ENGINEER. DEFERRED SUBMITfALS SHALL FIRST BE SUBMITTED TO
<br /> (VERTICALLY AND LATERALLY) AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK �� �8' THE ENGiNEER OF RECORD FOR A CURSURY REVIEW FOR LOADS IMPOSED ON THE BASIC .
<br /> . SEQUENCES COORDINATED WITH THE OTHER DISCIPLINES. PRIOR TO CONSTRUCTION, THE 3. STEEL REINFQRCEMENT SHALL CONFORM TO ASTM A615, FY = 60,000 PSI. 2. WELD SIZES SHOWN ON THE DRAWINGS ARE MINIMUM AND EFFECTIVE SIZES. WCREASE WELD STRUCTURE.
<br /> CONTRACTOR SHALL PREPARE A PLAN TO MONITOR DAILY THE SHORING SYSTEMS FOR 4. TYPICAL DETAILS OF REINFORCEMENT SUCH AS HOOKS BEND DIAMETERS ETC. SHALL BE IN SIZE TO AWS/AISC MINIMUM SIZES AS REQUIRED FOR CONNECTION MATERIAL. THE MINIMUM
<br /> MOVEMENT AND SUBMIT IT FOR REVIEW BY THE CONTRACTING OFFICER REPRESENTATIVE. ACCORDANCE WITH ACI SP-66 - "ACI DETAILlNG MANUAL". SEE DEVELOPMENT AND LAP SPLlCE WELD SIZE SHALL BE 3/16 INCHES (EFFECTIVE). 3. A SUBMITTAL MAY THEN BE MADE BY THE CONTRACTOR TO THE OWNER'S REPRESENTATIVE TO
<br /> LENGTH SCHEDULE FOR REINFORCED CONCRETE SUBMIT TO THE AUTHORITY HAVING JURISDICTION FOR REVIEW AND APPROVAL.
<br /> �, 3. EXISTING STRUCTURAL MEMBERS SHALL REMAIN UNLESS NOTED OTHERWISE ON THE PLANS. 3. FIELD WELDING SYMBOLS HAVE NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS. WHERE
<br /> -��. SAWCUTTING, IF AND WHERE USED, SHALL NOT CUT EXISTING REINFORCING THAT IS TO REMAIN. , 4. PROVIDE A DEFERRED SUBMITTAL FOR THE JIB CRANE DESIGN LOADS IMPARTED TO THE
<br /> � DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING 5. REFER TO ARCHITECTURAL, ELECTRICAL, MECHANICAL, AND STRUCTURAL DRAWINGS FOR SURFACE NO FIELD WELDING IS DETAILED ON THE DRAWINGS, IT IS THE CONTRACTOR S RESPONSIBILITY TO PRIMARY STRUCTURE. SUBMITTAL SHALL INCLUDE A DIAGRAM SHOWING LOAD MAGNITUDES AND
<br /> � FEATURES AND INSERTS, TO BE CAST IN CONCRETE AND FOR LOCATIONS OF PENETRATIONS FOR COORDINATE THE USE OF SHOP AND FIELD WELDS.
<br /> N STRUCTURE. PIPES, DUCTS, CONDUITS, ETC. LOCATIONS, SEPARATED INTD DEAD, LIVE, AND SEISMIC COMPONENTS THAT ARE APPLIED TO THE
<br /> � �' 4. PARTIAL JOINT PENETRATION (PJP) GROOVE WELDS SHOWN ON THE DRAWINGS REFER TO PRIMARY STRUCTURE.
<br /> � 4. OPENINGS THROUGH EXISTING WALLS, SLABS, AND BEAMS SHALL BE ACCOMPLISHED BY 6. CONCRETE COVER FOR RE►NFORCEMENT STEEL IN CAST-IN-PLACE NON-PRESTESSED CONCRETE EFFECTIVE THROAT THICKNESS. COMPLETE JOINT PENETRATION CJP WELDS SHALL BE
<br /> � SAWCUTfING OR CORING WHEREVER POSSIBLE AND AS SHOWN. WHEN SAWCUTTING, CORNERS MEMBERS SHALL BE AS FOLLOWS UNO: � � �
<br /> � SHALL INITIALLY BE CORED TO PREVENT OVERCUTTWG. SMALL ROUND OPENINGS SHALL BE ' ULTRASONICALLY TESTED (UT) UPON COMPLETION OF THE CONNECTION, EXCEPT PLATE LESS
<br /> m
<br /> � o ACCOMPLISHED BY DRILLING, IF POSSIBLE. ELEVATED SLAB CONCRETE COVER = 3/4 INCHES (FOR CONCRETE NOT EXPOSED TO WEATHER THAN OR EQUAL TO 5/16 INCH THICK SHALL BE MAGNETIC PARTICLE TESTED (MT).
<br /> Q 5. TH� CONTRACTOR SHALL DESIGN AND INSTALL SHORING T0 SUPPORT NEW CONSTRUCTION OR IN CONTACT WITH GROUND) 5. WELDS SHALL BE MADE USING LOW HYDROGEN ELECTRODES WITH TENSILE STRENGTH PER AWS
<br /> � (VERTICALLY AND LATERALLY) UNTIL STRUCTURAL COMPONENTS HAVE BEEN CONNECTED AS D1 .1 AND D1 .8 (MINIMUM 70 KSI).
<br /> 0
<br /> � SHOWN ON THE STRUCTURAL DRAWINGS.
<br /> � STRUCTURAL STEEL 6. WELDING SHALL BE PERFORMED IN STRICT ADHERENCE TO A WRITTEN WELDING PROCEDURE
<br /> o SPECIFICATION (WPS) PER AWS D1 .1 AND D1 .8. WELDING PROCEDURES SHALL BE SUBMITTED
<br /> ' � db - BAR DIAMETER TO THE ENGINEER FOR REVIEW BEFORE STARTING FABRICATION OR ERECTION. COPIES OF THE �
<br /> � o WPS SHALL BE ON SITE AND AVAILABLE TO WELDERS AND THE SPECIAL INSPECTOR.
<br /> � N SIZE Ld Ldt Lb Lbt Ldh Ld = TENSION DEVELOPMENT LENGTH
<br /> � Ldt = TENSION DEVELOPMENT LENGTH FOR A 7. WELDS THAT ARE PART OF THE SEISMIC FORCE-RESISTING SYSTEM SHALL HAVE A MINIMUM �
<br /> �4 19 25 25 32 9 TOP BAR CHARPY V-NOTCH TOUGHNESS OF 20 FOOT-POUNDS AT 0 DEGREES FAHRENHEIT.
<br /> � � �2 Lb = CLASS B LAP SPLICE LENGTH, 1 .3Ld
<br /> �
<br /> �5 2 4 3 1 3 1 4 0 L b t = C L A S S B L A P S P L I C E L E N G T H F O R A
<br /> � �6 28 (43) 37 (55) 37 (55) 48 (72) �4 Ldh =T�NSION DEVELOPMENT LENGTH FOR A ��������
<br /> �
<br /> '� STD HOOK �JOV 0 2 2017
<br /> � #7 42 (62) 54 (81) 54 (81) 70 (105) � � f'c = 28 DAY CONCRETE COMPRESSION
<br /> STRENGTH ��N�RALCONST�UC�I'IOid C4.
<br /> , � �8 47 (71) 62 (92) 62 (92) 80 (120) �9 fy = BAR YIELD STRENGTH �
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<br /> T
<br /> N NOTES:
<br /> � .
<br /> , 0 1 . USE THE LENGTH IN THESE SCHEDULES, UNLESS NOTED OTHERWISE. �er er1�
<br /> 2. U S E L E N G T H I N O W H E N B A R C O V E R I S d b O R L E S S O R B A R C L E A R S P A C I N G I S 2 d b O R L E S S. N E W S H E E T A D D E D
<br /> 0 3. TOP BAR IS HORIZONTAL BAR WITH MORE THAN 12" OF FRESN CONCRETE CAST BELOW IT, www.brph.com Copyrighto2017
<br /> o O 33301 9th Avenue South, Suite 300 Archi�kects, Engineers, Constructors
<br /> � Federal Way, Washington 98003-2600 State of Washington
<br /> 19020 33rd Ave W,Suite 530 Certificate of Authorization
<br /> � (206) 431-23�� FaX: (206) 431-z2'rJ� Lynnwood,Washingtpn,98036 Architecture No,603235512
<br /> � 425-921-3500 Engineering No.3137
<br /> �
<br /> c SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE DRAWN DATE SUBTfTLE CURRENT REVISION SYMBOL DATE
<br /> ' �, 0 P4 TOOL DECK & UTILITY DESIGN - ISSUE FOR CONSTRUCTION WBS16335 ABAM BEM 11 01 17 y��xwn��f' H SC ESGN B D R CHECK D 11 01 17 16335 O 11 01 17
<br /> c ) / i
<br /> GENERAL NOTES / /
<br /> � '4� tiw� , ����I' SPECIFICATION IS APPROVED LEH 11 O1 17 sHEET
<br /> � BOE���� �� � t N � Tir�E FACTORY TRANSFORMATION - 777X FAMBU SI MODIFICATIONS -
<br /> � �'� APPROVED BY DEPT. DATE BEM 11 O 1 �7
<br /> �
<br /> �' � � a CHECKED �� � 9 21
<br /> � N � � g5,9 �ww� BUILDING 40 025
<br /> f4 �e � � �' APPROVED � JOB N0. COMP N0. •
<br /> � � RAL E� �� W O 1 5/2 8 9 9-9 2 1
<br /> ��NAL� APPROVED DWG N0.
<br /> io/2s/» STRU�TURAL MASTER EVERETT, WA 40-025-S2N-921
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