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<br /> - S T RUC T URAL NU T E S STRUCTURAL ABBREVIATI4NS �
<br /> � �
<br /> DESiGN LOADS SPECIAL CONDITIONS: MASONRY AB ANCHOR 80�T IF INSIDE �ACE ___,Y_�_._ _
<br /> � CONTftACT4R SHAl..L VERIFY ALL LEVELS, DIMENSI�NS, AND ADD`L ADDITIONAI,. IN INCH "
<br /> EXISTING CONDITIONS IN THE FTELD BEFORE PROCEEDING. CONTRACTOR SHAl.L AF'F ABOVE �INISH FL�OR iNFO. INFORMATION ;
<br /> ALL DESIGN AND CONSTRUCTION SHALL CONFORM TD THE REQUFREMENTS OF NOTIFY TFiE DISTRICTOF ANY DISCREPANCIES OR FIELD CHANGES PRIOR TO CONCRETE MASONRY� q�,� �pNCRETE MASONRY UNI7S SHALL COMPLY WITH ASTM AGG AGGREGA7E INT INTERIOR W
<br /> THE iNTERNATIONAl. BUILDING CODE (IBC). 2�12 EDITION, AS AMENDED BY THE INSTALLATION OR FABRICATION. IN CASE OF DISCREPANCIES .BETW�EN THE EXISTING C90WITH AVERAGE NET COMPR�SSIVE STRENGTH OF 1900 PSi. ASSEMBLIES SHALL ANCH ANCHOR K KIP (1,000 LBS.)
<br /> CITY OF �VERETT, WASHINGTON. CONDITIONS AND THE DRAWINGS, THE CO{VTRACTOR SHALL OBTAIN OIRECTION FROM HAVE AMINIMUM C�MPRESSiVE STRENGTH OF F'M = 1500 PSI. CONCRETE MASONRY ARCH ARCHITEC7URAL KSF KIPS. PER SQUARE FOOT
<br /> THE DiSTRICT BEFORE PROCEEDING. DIMENSI4NS NOTED AS P�US OR MINUS (±) WAl.LS SHALL BE REINF'ORCED AS SHOWN ON THE PLANS AND DETAILS. WALLS B/ BOTTOM OF LF LINEAL FOOT .
<br /> � LIVE l.OADS� IN ADDITION� TO THE DEAD L4AD5, THE F'OLLOWING FLODR LIVE INDICATE UNVERIFIED DIMENSI4NS AND ARE APPROX�MATE. NOTIFY DISTRICT SHAI._L BE SOLID GROUTED UNIESS NOTED OTHEF2WISE. BLDG BUILDING LLH LON6 LEG HORIZONTAL. �
<br /> LOADS WEREUSED FOR DESiGN. LFVE E.�AD REDUCTIDN IS PER IBC SECTION IMMEDIATELY OF C4NFLICTS OR EXCESSiVE VARIATIONS FROM INDICAI'ED ' BLKG BLOCKING L.LV �ONG LEG V�RTICAI..
<br /> 1607.10. OIMENSIONS. DIMENSIONS ARE ON COlVTRACT DRAWINGS. DO NOT SCALE DRAWINGS. BM BEAM MAX MAXIMUM
<br /> REDUCIBLE UNREDUCIBLE MORTAR� q�,� MORTAR SHAl..L BE TYPE S AND SHAI.I. COfVFORM T4 iBC SECTION BOT BO7TOM MECH MECHANICAL
<br /> 8RG BEARIN� MFR MANUFACTUftER
<br /> 2103• BTWN BETWEEN MIN MINIMUM °
<br /> . HEAVY STORAGE 25a PSF X CONTRACTOR SHAL� BE RESPONSiBLE F�R AI...L SAFETY PRECAUTIONS AND THE CAP CAPACITY MISC MISC�tLANEOUS
<br /> . METHODS, TECHNIQUES, S�QUENCES OR PROCEDURES REQUIRED TO PERFORM MASONRY GROUT� CIP CAST IN PLACE NIC NOT IN CONTRACT o
<br /> THE WORK. GROU7 SHALL CONFORM TO ACI 530.1. GROUT SHALL C,� CONSTRUCTION OR CONTROL JOINT NOM NOMINAL �-
<br /> REFER T4 TABI.E 1607.1 IN THE IBC FOR RELEVANT CONCENTRATED LIVE L.4ADS. C�NFORM 70 PROPORTION SPECIFICATIONS OF ACI 53(}.1. M�RTAR SAND SHALL CL CENTERE.INE N0 NUMBER �
<br /> . BE USEO. GROUT SHAI.I. BE POURED IN MAXiMUM E.IFTS OF 5`-0" ALt� CELLS CLR CL.£AR NS NEAR SIDE �
<br /> ROOF SNOW E.OAD� SOILS= RE�ER TO THE FINAt... G�4TECElNICAL REPORT iNCLUDED IN THE C4NTRACT CON7AiNING V�RTICAL BARS AND ALL BOND BEAMS SHALL BE FILLED Wi7H CMU CONCRETE MASONRY UNIT NS NONSHRiNK ;
<br /> THE RODF SN4W LOAD iS DETERMINED USING CHAPTER 7 pOCUMENTS�`4R MORE COMPLETE INFORMATION. EARTHW�RK MATERIAL, BACKEILL GROUT. WALLS SHALL BE GROUTED SOLID, UNE.ESS .NOTE� OTHERWISE. CO�. COLUMN NTS NOT TO SCAl..E
<br /> OF ASCE 7 IN ACCORDANCE WITH IBC SECTION 1608 AND WiTH THE FOLLOWING qND COMPACTION SHALLBE IN ACCORDANCE WiTH TH� RECOMMENDATIONS OF THE CONC CONCRETE OC ON CENTER
<br /> FACTORS� CONN CONNECTION OD OU7SIDE DIAMETER
<br /> GEOTECHNICAI. R�PORT. Al..L T4PSOIL ORGANICS AND GOOSE SURFACE SOIL SHAL.L REINFORCING STEEl.�
<br /> MINFMUM DESIGN LOAO 25 PSF WITHOUT DRIFT BE REMOVED FROM BENEATH FILL SUPPORTING CONCRETE SLABS OR PAVING. R�INFORCING SHALL CONF4RM TO IBC SECTION 2103.14 CONS7 C4NSTRUCTION OF OUTSFDE FACE �
<br /> AND ACI530.9. DEF4RM�D BARS SHAL.L BE GRADE 60 AND SHALL BE SECURELY CONT CONTINUOUS {?PNG OPENING
<br /> Pg = 20 PSF Ce = 0.9 PLACED. CONTR CONTRACTOR OPP OPPOSITE •
<br /> CP C4MPLETE PENETRATI4N PEN PENETRATION
<br /> Is = 1.2 Ct � 1.o CONCRETE CTR CENTER PL PLATE
<br /> Pf = 15 PSF STRUCTURAL STEEL DBA DEFORMED BAR ANCHOR PL PROPERTY LINE
<br /> � � CONCR�1'E WORK SHALL CONFORM TO ALL REQUIR�MENTS 0�' IBG CHAPTER �9. DBL DOUBL.E PP PARTIAL PENETRATION
<br /> DEM� DEMOLiSH PSI POUNDS PER SQUARE INCH
<br /> SEISMIC LOADS� EAftTHQUAKE AND WIND L4ADS ARE RESISTED BY SHEAR REFERENCE SPECIFICATIONS DIAG DIAGONAL PSF POUNDS PER SQUARE FO�T m
<br /> WALLS. EARTHQUAKE DESIGN IS BASED ON THE EQUIVALENT LATERAl.. �ORCE CONCRETE MIXES� �ONCRETE MIXES SHALL CONFORM TO THE FOLLOWING DKG DECKING PT POINT
<br /> . PROCEDURE IN ASCE 7 SECTION 12.8 WITH THE FOLL�WING FACTORS� REQUIR�MENTS� STRUC7URAL STEEL AISC 360 - SPECIFICATION FOR DO DITTO R RADIUS �
<br /> SITE C�ASS C STRUCTURAL STEEL BUILDiNGS DWF � DEFORMED WIRE FABRIC RD ROOF QRAIN a
<br /> DWG DRAWTNG REINF REINFORCING
<br /> � RISK CATEG�RY IV S7RENGTH AGGREGATE WELDIIVG . AWS Di.1 , i'YPICAf.. DWL DOWEL REQ'D REQUIRED � o
<br /> SEISMIC DESIGN CATEGORY D USE ei 28 W/C RATTO S i Z E WEIGHT SHRINKAGE AWS D1.3 FOR METAL DECK AND COl.D-FORMED �A EACH SCHED SCHEDULE
<br /> _ D A Y S FRAMING E F E A C H �'A C E . S E C T S E C T I 4 N �
<br /> SS = 1.20 g h n = 13.5 FT AWS PREQUALIFIED JOINT DETAILS E�. ELEVATI4IV SHT SHEET � � �
<br /> S1 = 0.42 g T = 0.14 SECONDS SOG, CURBS & PAD5 4000 PSI 0.45 MAX 3I�" � 145 PCF 0.045 % ELECT ELECTRICA� SIM SIMILAR
<br /> SqS = 0.80 TI = 6 SECONDS WELDER CERTIFICATION AMERICAN WE�.DING SOCIETY tAWS) EOR ENGIN�ER OF RECORD SOG SLAB-ON-GRADE
<br /> Sp1 = 0.39 g IE = �•5 FOUNDATIONS 4000 PSI 0.45 MAX 3/4" 145 PCF - E4 EQUA1- SPEC SPECIFICATION � Y
<br /> R = 5 Cs = 0.278 WASHINGT�N ASSOCIATI�N EQUIP EQUIPMENT SQ SQElARE � �
<br /> V = BASE SHEAR = 32.9 KIPS OF BUILDING OFFICiA1..S �S E A C H S I D E 5 5 S T A i N L E S S S T E E L � �
<br /> . iWA80> �W EACH WAY STD STANDARD � �, . � .
<br /> WATER--REDUCING ADMIXTURES MAY BE INCORP4RATED IN CONCRETE MIX EX EXIS7ING S7IFF STI FF EN ER Y w
<br /> W I N D L 4 A D S� DESIGNS BUT SHAl.€. CONFORM TO ASTM C 494 AND BE US�D IN STRICT STEEL OECKING STEEL DECK INSTITUTE PUBLICATiON 1�0. 31 �XP EXPANSION STIRR STTRRUP
<br /> � W I N D L O A D I S D E T E R M I N E D U S I N� C H A P T E R S 2 6-3 1 O F A S C� 7 � � • E X T �X T E R F O R S T L S T E E L �
<br /> INACCORDANCE WITH IBC SECTION 1609 WITH THE FOLI.OWING FACTORS� AGCORDANCE WITH THE MANU�'ACTURER S R E C O M M E N D A T I O N S. C A C L2 O R O T H E R A I S I S 1 0 0 - N O R T H A M E R I C A N S P E C I F I C A T I O N �
<br /> � � WATER-SOLUBLE CHLORIUE ADMIXTURES SHALL NOT BE US�D. FOR THE DESIGN 0�' COLD-FORMED STE�L FD F'LOOR ORAIN STRUCT STRUCTURAL o�
<br /> RISK CATEGORY IV Kzt = 1•� STRUCTURAL MEMBERS FDN FOUNDATION SUPP S U P P OR T �
<br /> FF FINISN FL04R SYM SYMMETRICAL m
<br /> EXPOSURE CATEG4RY B GCpi = ±0.1$ FIN FINiSH T/ TOP OF
<br /> WATER/CEMENT RATIO SHALL. BE MEASURED BY WEIGHT A{VD 5HALL BE BASED ON �
<br /> V = 1i5 MPH FLG FLANGE 1'&B T4P AND BOTTOM
<br /> THE TOTAL CEMENTITIOUS MATERIAL. WATER/CEMENT RATIO AND WAT£R CONTENT STEEL MATERIALS FLR FLOOR THRU THRC?UGH
<br /> SHALL BE DETERMiNED BY THE SUPPl.IER BASED ON STRENGTH REQUiREMENTS �
<br /> DESFGN WIND PRESSURES F'OR DETERMINING FORCES ON COMPONENTS APiD AND SHALL NOT EXCEED THE MAXIMUM WATER/CEMENT RATIO SHOWN ASOVE. STRUCTURAL STEEL ASTM A 992 FS FAR SIDE TRANS TRANSVERS�
<br /> CLADDING SHAE..L BE DETERMINED USING CHAPTER 3� OF ASCE 7 IN ACCOROANCE CONNECTION MATERIAL, EMBEDDE� ASTM A 36, UNLESS NOTED OTHERWISE FT FEET 1'YP TYPICAi.. o z
<br /> WITH I6C SECTION 1609 BY TH£ WASHINGTON S7ATE REGISTERED PROFESSIONAL I1'EMS CHANNELS ANGLES F7G F04TING UNO UNLESS IVOTED OTHERWISE � o
<br /> ENGINEER WHO IS RESPONSIB�E FOR THE QESIGN O�' SUCH ELEMENTS, .UNI.ESS FIELD-MEASURED Sl.11MP SHALL CONFORM T4 THE SUBMITTED CONCRETE MIX BASE Pl.ATES, AND MISC. STEEL GA GAUGE VERT VERTICAI. �
<br /> NOTED OTHERWISE ON T'HE ORAWiNGS. D E S I G N. T OL E RAN C E O F S L U M P S H A L L C O N F O R M T O A S T M C 9 4. STRUCTURAL B O L T S A S T M A 3 2 5 G A�V. G A L V A N I Z E D W/ WITN a �
<br /> A N CH O R R O D S A S T M F 1 5 5 4, G R A D E 3 6 . G E N G E N E R A L W H S W E L D E D H E A DE D STUD � � -
<br /> � THREADED RODS ASTM A 3fi GR GRADE WL WATER LINE o � .
<br /> AN AIR-ENTRAINING AGENT CONFORMING TO AS�'M C 2fi0 SHALL BE USED IN WELDING ELECTRODES 70 KSI, LOW HYDR�G�N, TYPICAi.. HGR HANGER W/O WITHOUT �
<br /> STORY DRIFTS� 7HE MAXIMUM LATERAl. DISPLACEMENTS WITH RESPECT. TO THE ,qL�. CONCRETE MIXES �OR FLATWORK WHICH IS EXP�SED 1'0 WEATHER. -}THE 60 KSI, MTNIMUM, METAL DECK AND COLD- HORIZ, HORIZONTAl.. WP WORK POINT � °
<br /> LEVEL BEE.OW (STORY DRIFTS) ARE AS �'OL�.OWS� AMOUNT 0�" ENTRAINED AiR SHALL BE 5 PERCENT 11/2 PERCENT 6Y-- FORMED FRAMING HSS HOLLOW STRUCTURAL SECTION WWF W�LDED WIRE FABRIC �
<br /> ' VOLUME. THE AMOUNT 0� ENTRAINED AIR SHAI.t� BE M�ASURED IN THE �'IE�D AT iBC INTERNATIONAL SUILDING CODE �
<br /> SEISMIC� THE DISCHARGE FROM THE TRUCK. ID INSIDE DIAMETER � .
<br /> iNEI.ASTIC STORY DRIFT = 0.7% OF STORY HEIGHT STRIJCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALI. CON�ORM TO
<br /> THE REQUIREMENTS OF IBC CHAPTER 22. AE.L MEMBERS ARE TO BE ERECTED '
<br /> ELASTIC STORY DRIFT = INELAST'IC STORY ORIFT DIVIDED BY CD/I THE CONTRACTOR SHA(..1. SUBMIT CONCRETE MIX DESIGNS FOR APPROVAL 2 WITH NATURAL MILL CAMBER OR iNDUCEO CAMBER UP UNLESS OTHERWISE a.
<br /> WHERE CQ/IE = 2.33 E� WEEKS PRIOR TO PLACING ANY CONCRETE. THE MIX DESIGN SHALL BE IN NOTEO ON THE PLANS. SUBSTITUTION OF MEMBER SIZES OR STEEL GRADE STRUCTURAL DRAWING LIST �
<br /> CONFORMANCE WITH ACI 318, CHAPTER 5. THE SUBMITTAL SHALL iNDICATE WNERE SHALI. N4T 8E ALLOWED WITHOUT PRIOR APPROVAL OF THE DISTRICT. BOLTED ,�
<br /> EACH CONCRETE MIX IS TO BE 115ED ON THE PROJECT, AS WELL AS TH� C�NNECTIONS SHALL BE OF' HIGH STRENGTH ASTM A 325 B4l�TS AS SHOWN, cL r
<br /> SOII. L.OADS� THE FOUNDATION DESIGN IS BASED �N THE DRAFT GEOTECHNICA�. MAXIMUM AGGREGATE SIZE OF EACH MIX. MAXIMUM AGGREGATE SIZE SHALL UNLESS NOTED OTHERWISE. AI.TERNATIVE CONNECTIONS . TO THOSE SH4WN ON S-10A-C109 CONTROL BUILDING STRUCTURAL N07ES, ABBREVIATIONS ANO DRAWING � o0
<br /> REPORT PREPARED BY GEOENGINEERS, DATED MARCH 27, 2014. CONFORM TO 7HE TABLE A80VE. THE STRUCTURAL DRAWINGS tC909-C117) SHALL REQUIRE PRI4R APPROVAL OF L�S� ` W
<br /> THE DISTRICT. S-1�A-C11� CONTROL BUIE.DING STRUCTURAL NOTES, SYMBOLS, SPECIAL INSPECTI4NS � o
<br /> � Ai..LOWABLE SOIL.-BEAf2ING PRESSURE 3000 PSF DL + LL CURING� AND TESTING
<br /> 4 0 0 0 P S F D L + L L + S E I S M I C/W I N D I F' T H E A I R T E M P E R A T U R E W I L L E X C E E D 7 5 D E G R E E S F W I T H I N 4 8 N O U R S
<br /> OF PLACiNG CONCRE`CE, A MOIST CURE SHA�E. BE APPLIED TO THE CC}NCRETE FOR THE CONTRACTOR SHAl..L BE RESPONSIBE.E FOR ALL ERECTiON AIDS AND JaINT S-10A-C111 CONTROL BUT�.DING SPECIAL INSPEC7IONS AND TESTING � z .
<br /> A P E R I O D O F 3 6 N O U R S A�'?E R F I N I S H I N G C O�V C R E T E S U R F A C E S. R E F E R T� T H E P R E P A R A T I O N S T H A T' I N C L U D E, B U T A R E N O T L I M I T E D T0, ERECTI4N ANGl.ES, �
<br /> � PROJECT SPECIFICATIONS �OR CURING RE4UIREMENTS. L.IFT HOLES AND OTHER ATDS, WELDING PROCEDURES, R E Q U I R E D R O O T O P E N I N G S, S-10A-C1 32 C O N T R O L B l l I L D I N G SP E CIAL INSPEC7I(1NS AND TESTING '
<br /> � R 0 0 T F`A C E D i M E N S I O N S, G R O O V E A N G E.E S, B A C K I N G B A R S, C O P E S, S U R F A C E
<br /> GENERA� NOTES RovcHN�ss v�uEs, APiD UNEQUAI. PARTS, p •
<br /> S-10A-C113 CONTROL BUILDING FOUNDATION PLAN . O� 8
<br /> R E I N F O R C F N G S T E E L ���°E w�sf�jy�y�
<br /> SUBMITTALS� SHOP DRAWINGS SHALL BE SUBMI7TED TO THE DISTRICT PRIOR WELDING� qLL WEtDING SHALL BE IN CONFORMANCE WIl'H AISC AND AWS s-10A-C114 CONTROL BU�L.DING ROOF FRAMING PLAN '�,y�:�' � 'oy�
<br /> TO ANY FABRICATION OF� C4NSTRUCTION FOR ALL STRUCTURA� ITEMS, DEFORMED BARS ASTM A 615, GRADE fi0 STANDARDS, AND SHA1..L BE PERFORMED BY AWS-WABO-CERTIFIED WEI.DERS USING S-10A-C115 CONTROL BUILDING TYPICAL CONCRETE DETAIC.S
<br /> INCLUDING THE FOLLOWING� CONCRETE OR MASONRY REINF'ORCEMENT, EMBEDDED �ILL TEST CERTiFICATIONS FOR SDQ ASTM A 615, GRA�E 60, BARS SHAlL BE 70 KSI ELECTRODES AND LOW HYDR4GEN PROCESSES. 4NLY WEl�DS THAT ARE
<br /> STEEL ITEMS, STRUCTURAL STEEL, STEEL DECK AND DIAMOND PE.ATE TRENCH , pREQl3Al.I�'IEO, AS DEF'INED BY AWS, OR QUALIFIED BY TESTING SHAI..L BE USED. S-10A-C196 CONTROL. BUIl�DING TYPICAL MASONRY DETAILS A ,,� �,4 �
<br /> SUBMITTED TO THE DISTRICT S SP�CIAL INSPECTOR AND DiSl'RiCT PRIOR TO o 0036475 �� :�
<br /> COVER. SHOP DRAWINGS SHALL SHOW AI..L WELDIN� WITH AWS A2.4 SYMBOI.S. WELDS ,� T �� �
<br /> PLACING THE BARS. SHOWN ON ?HE pRAWINGS ARE MINIMUM SIZES. INCREASE WELD SIZE TO . AWS S-10A-C117 C�NTROL. 6UFLDING TYPICAL COLD-FORMED OETAILS s Uka�. ',N �Gti
<br /> � iF THE SHOP DRAWINGS DIFF'ER �'ROM 4R ADD TO THE DESIGN QF THE MINIMUM SIZES BASED ON THICKNESS. MINIMUM WELD SIZE SHA�L 8E �t6 INCH, 1°�vAl. `' �t�h
<br /> UNLESS NOTED OTHERWISE. THE WELDS SHOWN ARE ��R THE FINAt. CONNECTIONS. �
<br /> STRUCTURAt_ DRAWINGS, TNEY SHAl..E. BEAR THE SEAi.. AND SIGNATURE 0� THE REINFORCING SHAE.L BE SUPPORTED AS SPECIFIED BY THE CRSI MANUAL OF ����D WELD SYMBOLS ARE .SHOWN WH�RE FIELO W�I.DS ARE REQUIRED BY THE q
<br /> WASNINGTON STATE REGISTERED .PROFESSIONAL ENGINEER WHO IS STANDARD PRACTICE. R�INFORCING STEEL SHALL BE �DETAiLEO IN ACCORDANCE STRUCT�RAl._ DESIGN. WHERE FIELD WELD IS NOT INDICATED, THE CONTRACTflR IS
<br /> RESP4NSIBl.E FOR THE DESiGN. WITH ACI STANDARD OF PRACTICE AS OUTLIN�D IN DETAILS AND DETAILING OF RESPONSIBLE FOR DETERMINING IF A W�LD SHOULD BE SHOP-- OR FIELD-WELDED
<br /> � . C4NCRETE REINFORCEMENT, ACI 315." IN ORDER TO FACILiTATE THE STRUCTURAL STE�L ERECTION. 5NOHOMISH COUNTY
<br /> DEFERRED SUBMITTAL..S� p�R IBC SECTION 107.3.4.1, DRAWINGS AN�
<br /> o �
<br /> CALCULATI4NS FORTHE D�SIGN AND FABRICATION OF ITEMS THAT ARE DESIGNED �-�' �-L REINFORCING BARS AS NOTED .ON THE pRAWINGS. WHERE SPLICE .
<br /> BY OTHERS SNALE. BEAR THESEAL AN� SIGNATURE OF THE WASHINGTON STATE LENGTH IS NOT SHOWN, USE TYPE LB fLBT FOR TOP BARS) SPLICE PER METAL DECK PUSLIC UTILI�Y DISTRICT NO t �
<br /> REGISTERED PRO�ESSIONAI.. ENGINEER WH� IS RESP4NSi81.E FOR TNE DESIGN DEVELOPMENT AND SPLICE LENGTH SCH£DU�.E. MECHANICAL OR WEL.DED BUTT '
<br /> AND SHALL BE SUBMITTE� TO THE DISI'RICT FOR REVIEW PRIOR TO SPLICES SHAI.I. BE USED SUBJ�CT TO DISTRICT'S APPROVAL. MECHANICAL
<br /> - FABRICATiON. SUBMiTTED CALCULATIONS ARE FOR CURSORY REVIEW 4Nl.Y AND SP�ICES CALLED OUT ON THE PLANS SHALL BE TYPE 1, UNLESS OTHERWISE STEEL DECK SHAl..L GONFORM T4 ASTM A 653, GRADE 33, MINIMUM. MINIMUM �'Y WO 354046
<br /> WILL G�NERALLY NOT BE RETURNE�. DEFERRED SUBMITTAE..S INCLUDE BtlT ARE NOTED. TYPE 1 SPLICES SHALL DEVELOP 125 P�RCENT OF THE YIELD C,4PACITY = 38,000 PSI. WHERE THE ��ECK IS LEFT PERMAN�NTLY EXPOSED, GALVANiZED
<br /> � NOT LIMITED TO THE FOLtOWING� 0� �'NE SPLICED BARS IN BOTH TEN5ION AND COMPRESSION. TYPE 2 SPLICES COATING SHALL CONFORM TO ASTM A 924, G90. IN OTNER AREAS, GALVANIZED
<br /> SHA1..L DEVELOP THE SP�CIFI�D TENSILE STRENG7N OF THE SPLICED BARS IN COATING SHALL CONF'4RM TO ASTM A 924, G60. TASK
<br /> �'ENSTON IN ADDIi'I�N TO MEETING TYPE 1 SPLICE REQUIREMENTS.
<br /> � F'REMANUFACTURED COLD--FORMEO TRUSSES � SCAI.E N�NE
<br /> EXTERIOR CL.ADDING SYSTEMS MINIMUM DECK GAGES ARE SHOWN ON PE.ANS AND ARE BASED ON 3-SPAN,
<br /> EQUIPMENT ANCHORAGE REINFORCING ST�EL SHAl..L HAVE PROTECTION AS FOLLOWS, UNLESS NOTED UNSHOREO CONDITIONS. HEAVIER DECK GAGES MAY BE REQUIRED FOR CONDITIONS
<br /> SEiSMIC DESIGN OF NONSTRUCTURAL COMPONENTS OTHERWISE� OTHER THAN THESE, DEPENDING ON MANUFACTURER`S AND C4NTRACTOR'S LAYOUT. DFTR KP�'F/DMD
<br /> ' ROOFING ATTACHMENT CONTRACTOR SHAL�. VERIFY DECK GAGES AND CAPACI7IES BASED ON ACTUAI.
<br /> INTERIOR WALL. �'INISH ATTACHMENT DECK LAYOUI' AN� SPAN CONDITIONS INCLUDING A SUPERIMPOSED OEAO L�AU
<br /> CANOPIES �S� COVER qLl.OWANCE FOR THE RO�F DECK .SHOWN H/S6.Oa. DEVIATIONS IN DECK GAGES CHKR LDS
<br /> NONSI'RUCTURAL SLAB-ON-GRADE MiQ-OEPTH FROM THOSE SHOWN SHAf..L BE SUBMITTED TO 7HE DISTRICT, ALONG WITH A .
<br /> NONSTRUCTURAL COMPONENTS� FOOTING BOTTOM BARS� 3" (CAST AGAINST EARTH) VALID ICC REPORT FOR APPROVAL PRIOR TO SHOP DETAILiNG. �
<br /> DESiGN, DETAILING AND ANCHORAGE OF ALL TOP BARS� 1V�" ENGft JPB
<br /> NONSTRUCTURAL COMP4NENTS SHALL BE IN ACCORDANCE WITH IBC SECTION 2" (#6 AND LARG�R WHERE CONTRACTOR SHALL PR�VIDE CLOSURE PL.ATES, F'LASHING, AND ALL MISCELL.ANEOUS
<br /> 1613, ASCE 7 CHAPTER 13, AND THE PR�JECT SPECIFICATIONS. NONSTRUCTURAL EXPOSED TO EARTH OR LIGHT GAGE METAf.. SHAPES NECESSARY 70 COMPLETE THE WORK. THE MINIMUM APVD J���
<br /> COMPONENTS DESIGNED BY OTH�RS SHALL NOT iNOUCE TORSTONAL LOADING WEATH�R) � BEARING SHALL BE 2-INCHES.
<br /> INTO SUPP�RTING STEEL. STRUCTURAL MEMBERS WITHOU7 ADDITIONAL BRACING SIDE BARS� 2 . � �
<br /> OF THOSE MEMBERS TO ELIMINA7E TORSIONAL FORCES. TORSI4NAL. BRACING DATE �6� �i l'� �
<br /> � SHALL BE DESIGfVED BY 7HE NONSTRUCTURAL COMPONENT DESIGNER AND �
<br /> U
<br /> APPROVED gY THE DISTRICT. WELDiNG OF REINFORCING, WHEN APPROVED BY THE DISTRICT, SHALL BE . o
<br /> � PERFORMED USiNG LOW HYDROG�N �I.ECTRODES AND PREHEATED IN ACC4RDANCE �
<br /> WITH AWS D�.4, REINFORCING STEEL WELDING CODE. WELDERS AND WELDING o
<br /> � _ INSPECTION� SPECIAL INSPECTION PER IBC CHAPTER i7 SHALL BE PERFORMED PROC�DURES SHALl. BE QUAl.iFTED IN ACCOROANCE WIl'H AWS D1.4, MATERIAI.S N
<br /> BY AN APPROVED TESTTNG AGENCY AS INDICATED IN THE S7ATEMENT OF SHA1..0 CONFORM T4 THE FOLLOWING= BE VE RL Y PARK. �
<br /> SHALL BE N NSPEC ED BY THE TGE4TECHNICAL .ENGINEER RIOR�TO SUPkF.ACEM�N7 � SUBS T AT I QN �
<br /> OF REINFORCING STEEL. S�ILS COMPACTION SHALL BE .SUPERVISED BY AN T
<br /> APPROVED TESTING AGENCY OR GEOTECHNICAL. ENGINEER. REINFORCING BARS TO BE WEI.DED ASTM A 706, GRADE fi0, �OW ALLOY C4NTROL BUILDING �
<br /> WELDING EL£CTROQES E80XX �
<br /> STRUCTURAL NOTES, ra
<br /> NONSHRiNK GR�UT� . ABBREVA7IONS, % � .
<br /> BASE PLATE GROUT SHALL BE NONSHRINK TYPE WITH MINIMUM , AND DRAWING LIST =M
<br /> F'C = 8,000 PSI. ALL OTHER NONSHR�NK GROUT SHAl..L HAVE MINIMUM �''C = _ �� °
<br /> 5,000 PSI.
<br /> �
<br /> REV DRAWIIVG %�,
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