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� GE1�tERAL�tOTE�CONTINUED: STATEIVIENT OF SPECIAL It�tSP�CTIONS CONTINUED: REiNFORCING STE�L CONTiNUED: G E I� E R A L N C� T E S
<br /> MECHAN[CAL,FIRE PR�TECTION AND ELEC'['�2ICAL SY�TEMS: SPECIAL iNSPECTION FOR SEISMIC RESISTANGE: RE��R FOR TIL'I'-UP PANELS SHALL BE A706. A61� RE�AR IS ACCEPT�BLE IF MiLL TESTS � �
<br /> IT SHALL BE'I'HE GENERAL(:ONTRACTOR ANU/OR SUB-CONTRACTOIZ'S RESPONSIBILITY TO SPEGIAL INSPECTION FOR SEISMIC RESISTANCE IS REQUIRED FOR TI-IE FOLLOWING SEIOW: l}FY DOES NOT EXCEED 60,Q00 PSI BY MORE T�-fAN 18,000 PSI,AND 2)THE IZA'I'IO OF COD�: IN`I'FRNA�I'IONAL SUILDING CODE,2015 EU[TION -
<br /> PROVIDE ALL NECESSARY ENGINBERING AND COI�lSTRUCTION DOCUMENTS FOR THEIR COMPON�N'I'S AND SYSTEMS: ACTUAL TENSILE STRENGTH TO ACTUAL YIELD STRENGTH IS NC)T LESS THAN 1.25. l '
<br /> SCOPE OF WOIZK. THIS S�-IALL INCLUDE THE DES[GN pF TEiEIR SYSTENt�ND ANY REVIEW BU[LDING RISK CAT�GQiZY=il ,�.
<br /> AND NIODIF�CATIONS QF THE SASIC STRUCTURAL SYSTEM S�IOWN ON THESE CpNSTRUCTION 1)ROQF TO�'HVAC UNITS CONTAINING HAZARUOUS MATER[ALS M[NIMUM LAI'SPLICE LENGTHS FOR CONCRE`I'E � �� � � ;�>
<br /> DOCUMENTS AS WELL AS ANY t1DDi'I,IONAL STRUCTURAL SUPPOKT KEQUIRED F3Y THEIR 2}WALL TIES SAR SIZE F'C=3500 F'C-6000 LiVE L,OADS: �._=-��
<br /> 5YS'TEM. 3)ROOF DIAPHRAGM #4 26" 20" UNIFORM LOADS:
<br /> 4)DRAG STRUTS #� 33" 25" LOCATION L[VE LOAD REDUCIBLE � � �
<br /> � �TAi12.S: 5)SHEAK WALLS #6 40" 30" S�,AI3 ON GRl�DE 500 PSF � � � �
<br /> STAIRS"I'O BE DESIGNED BY OTHEIZS. SHOP DRAWINGS ALONG WIT1-i STRUCTURAL 6)HOLD-DOWNS `�� 58" `�`��� (SEE SLAE3 ON GIZ�DE NOTES) � � ` � � �
<br /> CALCULATlONS STAMPED BY A LICENSED WA�HINGTON STATE STRUCTURAL E�tGINEER 7)CONCRETE WALL EtE1NFOItCING ANia CONNECTIONS #8 66" SO" ROOF 25 PiF(SNOW) NO
<br /> SHALL BE SUBMITTED FaR REVIEW PRIOR TO FABRICATION. S`FAIK STRINGEKS SHALL,F3E C12 8)FOUNDATION�RELNFORCING #9 �`�" ��'�
<br /> X 20,7 MINIMUM. STAIR LANDING SUPPORT POSTS SNALL BE HSS 3 X 3 X 3/16 MINIMUM. #10 84" 63" SNOW LOAD�ATA:
<br /> � CQNTRACT'ORS RESPONSIBILITY(IBC SECTION 1704.4): #1 t 93" 69" Pg=20 PSF � Pf=2� PSF(WITHOUT DRIFT) 12��� �E?I��f�C� �ZO�G�, �UI�� '��'�
<br /> THE CONTRAC`I'OR RESPONSIBLE FOK THE CONSTKUCTION OF THE MAIN WIND UR SEISMIC Ce=0.9 Pd=N/A
<br /> FORCE RESISTING SYSTEM,DESIGNATED SEISMIC SYSTEM,OR WIND/SEISNIIC RESIS`I'1NG 'I'HE FOLLQWING MINIMUM COVBfZ SHALL BL PFZOVIDED FOR REINFQRCEMENT(UNLESS Ct= 1.0 W=N/A �2II�VU�, V�/A �SOO�
<br /> � COMPONENT LISTED IN THE STATEMENT OF SPECIAL INSPECTI�NS SHALL SUBMIT A [NDiCATED OTHERW[SE ON DKAWINGS): Is� 1.0 � 4.�� �'`jt�.� � $'� 8 f t�2rj 6[�E`j �.�q.�
<br /> WRITTEN STATEMENT OF RESPONS[BILITY TO T�IE SUILDING OFFICIAL AND THE OWNER
<br /> PRIOR TU COMME�;ti:'E141ENT t)F WORK ON THE SYSTEM OR CONIPONENT. THE CONTf�ACTOR'S A) CONCfZETE CAST�GAINST& PERMANENTLY EXPOSED TO WIND DES�GN INFORYIA'C101�:
<br /> STATEMENT OF RESPONSIBILITX SHALL CON'I�AIN THE FOLLOW[NG: EaRTH.....................................................................................3" EARTH FACE WIND LOADS ON'I'f-IE MAIN WIND-FORCE RESISTING SYSTENI(MWFRS)WAS UETERMINED
<br /> 1. ACKNOWLEDGMEN'C OF AWARENESS OF T�IE SPECIAL REQUIREMEN�I'S CONTAINED IN B) CONCIZE'I'E EXPGSED TO�AIZ"�H OR WEATH�R(CAS'I'IN FOK.MS) US1NG THE ENVELOI?E PROCEDCIRE. �
<br /> THE STATEMENT OF SPECIAL INSPECTIONS• #6 THitOUGH#18 BARS.........................................................2" W[ND SPEED(BASED ON TABLE 1609.3.1 OF IBC 2015): V - 110 MPEI V. - 85 MPH
<br /> � 2.AGKNOWLEDGMENT TI-lAT CONTROL WILL BE EXERGISED TO OBTAIN CONFORMANCE #5 SAIZS& SMALLEI�............................................................1-i/2" EXPOSURE"B" A.= 1.00 K�r=1.00 "t�- d;a-
<br /> W[TH THE CON�iTRU�TION DOCUMEN'I'S APPROVEL7 BY TI-��BUILDING OFFICIAL; C) CONCRETE NOT EXPOSED TO WE�THER OR IN CpNTACT WIT'H GROUND �' �
<br /> 3.PROCEDURES FOR EXEItCISING CONTROL WITHIN THE CONTfZACTQR'S ORGANILATION, SLABS, WALLS&JOIST-#1 1 BAR&SMALLE�R................3/4" SEISMIC�ESIGP� iNFORNTATI01°�:
<br /> THE METHQD AND FREQUENCY OF REF'ORTING AND DISTRIBUTION OF THE REYORTS; BE�MS�Xc COLUIVINS.............................................................1-112" SEISMIG FORCE RES[STING SYSTEM IS A BEARING WALL SYSTEM.Wl'I,FI SPECIAL IZEINFOKCED �, � � � � � �� �
<br /> AND D} PRECAST PANELS CON(:KETE SHEAR��ALLS. `I'HE S`I'RUCTUKE WAS ANALYZED USING T'HE EQU�Vt1L�NT � �
<br /> , 4. IDENTIFI�AT[ON AND QUALIFICA'I'IONS OF THE PERSON(S)EXERCISiNG SUCH CONTROL #8 BARS& SMALLER................................................1"EXT�KIOR FACE LA'I'EKAL FOKCE PROCEVURE. � D � � E L � � � E � T
<br /> AND TFiEIR POSITION(S) IN THE OKGANIZATION. #9�3ARS& LAKGER..................................................2" EXTEIZIOR FACE R=5.0 S> 0
<br /> ���•
<br /> (SEE ITEM'C' ABQVE F�R 1NT£RIOR FA�E.) SS= 143.9% S�s=0.960
<br /> ' SPECIAL INSPECI'IONS: S 1 =55.2% Sp�=0.�52
<br /> SPEC[AL INSPECTIONS PER 1BC SEC'I'ION 1705. A COI�Y OF ALL INSPECTION RE;POKTS AND �`E�.�JE D R��3AR.: CS=0.192 P O B C�X 3 5 1 3, B E L L B V U�, W 1� �$Q O g
<br /> TEST RESULTS F(JR ALL REQUIRED INSPECTIONS SHALL BE SUBNIITTED TO THE BUILDING WELDED REBAR TO BE GRADE 60 CONFORMING TQ ASTM A706. (PIZEHEAT ALL GRADE 6U IE= 1.0
<br /> DEPARTMENT, SHUTLER CONSULTiNG ENGtNEERS,THE pWNER ANI?THE AKCHITECT BY THE REBAR PRIOR TO WELDING.) USE FRESH E80XX LOW Hl`DOGEN ELECTRODES TO WELD SITE SOIL CLASS=ll ,
<br /> TESTING AGENCY FOR REVIEW. THE TESTING AGENCY SHALL BE AN INDEPENDENT TESTING GRADE 60 RBINFORCING;CC)NFOKM'I'O PROCEDURES QF AWS D1.4,RECOMMENDED SEISMIC pGS[GN CATEGORY=D
<br /> AGENCY APPROVED BY THE BUILDING DEPARTMENT. THE FQLLOWING INSPECTIONS SHALC, PRACI,ICES FOR WEI,DING REtNPORCING STEEL. SEE SPECIAL INSPECTIQN PROGRAM. BASE SHEAK,VU�-� = 892 KIPS
<br /> • BE PROVIDED AS A MINIMUM;ADDITIONAL INSPECTION�AS REQUIRED BY THE BUILDING RE[NFORCING`I'O BE WELDED SHALL NOT HAVE CARBON CONTENT IN EXCESS OF .35°fo. ALL
<br /> DEPARTMENT SHALL ALSO BE PERFORiV1ED. JOB SITE VISITS BY THE ENGINEEK DO NOT WELDS TC� BE BI' WA80 C�RTIF[ED WELI�EKS. FOUNDATION�:
<br /> CONSTITUTE AN OFFICIAL INSFELTION. I'OUNDATIQN DESIGN PEK GEOTECHNICAL REPOKT#ES-�866 D�TED JANUARY,2017 BY EARTH
<br /> S'TEtllCTURAL S7'�EL: SOLUTION N.W�.. ALL FOUNDATION WQRK PER THIS REPORT. DBSIGN CI�[TERIA INDICATED IN
<br /> SEE SPECIAL INSPECTION EREf�UEI�iCY TABLE ON THIS SNBET FOk BOTH ON SITE RECTANGULAR AND SQUAR6 HSS SEC�PIONS SEIALL CONFORM TO ASTM A500, GRADE B(FY= THE GEOTECHNIC�L REPOC�T ARE AS FOLLOWS:
<br /> GQNSTRUCTIQN AND pFF SITE FABRICATION , 46,000 YSI). S'CKUCCURAL STEEL FOR WIDE �LANGE BEANIS SECTIONS �l-iALL CONFOIZM TO
<br /> � AS'IM A992,GRADB 50(FY=SO,OOQ PSI). ALL OTFIBR ST'RUCTUkAL STEEL SEIALL CONFOftM TO ALLCIWABLE SOIL BEARING CAPAGITY.......2,50(J PSF
<br /> 5P�2I1YKL,ER SUPPOItT NOTES: AS'I'M A36(�Y=36,000 PSI)OR aSTN1 A992 GRADE 50(F'Y=50,000 PSI). APPLY PRIM�R CE�ATS PASSIVE SOiL RESISTANCE............................. 300 PCF
<br /> lA. ALL SPRINKLER PIPE LARGER THAN 3"NOMINAL DIAMETER[S'I'O BE CONSIDEKED A PER ARCHITECTURAL SPECIFICA`I'IONS. WELDS I�OT SPECIFIED SHALL BE 3/t6° CC3NTINUOUS ACTIVE SOIL PRESSURE.................................35 PCF
<br /> "MA1N"FOK'I'HE PURPOSE OF THESE NOTES. FILLET MINIMUM. ALL WELDS TO BE lN ACCORDANCE �VITH AWS D1.! AND BY WABO COEFFICIEN`I'OF FRIL'1'IUN...............................0.40
<br /> CERTIFIED WELDERS. USE FRESH E70XX LOW HYDROGEN ELEGTR011ES. WELDS AT SHUTLER
<br /> B. THE BIDS FOR BOTH THE SPRINK�,ER AND JOISTS AKE`I'O INCLUDE ALL HANGEKS, BE�ACES, MEMBEFZS AND CONNECTIONS OF THE SEISNIIC FORCE REINFORCING SY�TEM SHALL BE ALL EXT'E[ZIOK FOO`fINGS"I'O BE�MIN[MUM OF 18 1NCI-IES BELOW LOWES'I'AD.fACENT � ��������N�
<br /> ET�.,AND AGCOUNT FOR THE LOADS INDICATED. MADE WITH FILLER METAL PRODUCING WELS WITH A M[N[MUM CHA[ZPY V-NOTCEI GRADE. SOILS ENGINEER TO INSPEC'I'AND APPf�QVE F(JUNDATION EXCAVATIONS PRIOR TO
<br /> TOUGHNF,SS UF 20 FT-LBS A"C 0 DEGREES-F AS DETERMINED DY THE APYLICAE3LE AWS AS POURING. ALL FOOTINGS SHALL BEAR ON 2'-0"OF STI�UCTURAL FILL THAT ENGINEERS IZ1C.
<br /> � 2A.ALL MAINS RUNI�IING PERPENDICULAR TO THE JOISTS AR�TO BE VERTICALLY CLASSIFICATION TEST ME'I'HOD. THE CQN`I'FZAG`TOR SHALL SUBMI'CT"I�O THE BUILDING EXTENDS 1'-0" BEYOND THE EDGE OF THE FOOTING. ALL SLABS SHALL BEAR ON STABLE �
<br /> SUPPORT�D NO FARTHER APAItT THAN AT EVERY OTHEK JOiST. OFFICIAL A WELDING PROCEEDURE SPECIFICATION THAT VERIFIES THESE REQUIREMENTS. AND UNYIELDING COMPAC�i'ED SUBGF2AD�.. SEE'I'HE SOILS REPORT FOR SPECIFIC FILL 12503 �el-Red Road, �uzte 100
<br /> REQUIRENTEI�ITS, FILL YLACEIVIEN�I'REQUIREMENTS,PRELOAD REQUIKEMENTS�ND 425 4 50�075� FAX� (425}^Y50�4fl76
<br /> B. EACH JOIST T�-IAT IS CROSSED F3Y�MAI2�T I5 TO BE I?ESIGNED FOR THE VERTICAL ��UPPORT HIGH STRENGTH BOLTS FOR�TEBL TO STEEL CONNECTIOI�IS SHALL BE ASTM A325N OR ASTNI ADDITIONAL INFORMATION. � �
<br /> LQAD BASED ON SUPPORTS AT EVERY OTHER JO[ST. A490,INSTALLATION AND SPECIAL INSPECION PER AISC SPECIFICATIONS. ALL A325N OR
<br /> A490 BOL'fS SHALL BE PRETENSIONED IN STANDARD BOLT HOLES UNLESS NQTED SLABS QN GKADE. CO2017
<br /> � 5. ALL MAINS RUNNING PAI2�lLLEL TO`I'�IE JOISTS MUST BE: OTHERWISE ON PLANS, MINIMUM BOLT PRE`CENSION PER AISC 16.1 TABLE J3.1 UNLESS THE SLA$ON GRADE FOK TH[S PROJECT IS T'YPICAL OF OTHER BUCLDI:NGS WITH SIMILAR All rights reserved. No part of this document may be
<br /> A. PLACED MID-Wt�Y BETWEEN TWO JOISTS AND BE TRAPEZED SO EACIi JOIST SUPPORTS I�10TED OTHERWISE. ACCEPTAF3LE P[ZETE�(SIONING METHODS E1RE TURN-OF-NUT, FLOOR LOADING AND SOIL CONDITIONS C�NSTRU�TED IN THIS AREA. TEIE SL�1B HAS NOT reproduced,in any form or by any means,without
<br /> HALF THE LOAD. CALIBRATED W[ZENGH,TWiST-0FF-TYPE(AST1�1 F1852),OR DIRECT-TENSIQN INDICATOR BEEN DESIGNED FOR ANY SPECIFIC LIVE LOAG ANI�HAS BEEN DETAELED TO MEE'I'LOCAL permission in writing from Shutler Consulting Engineers, Inc.
<br /> � � B. SUPPORTBD AT 10'-0"ON CENTER MAXtMUNL (ASTM F959)PER AISC SPECIFICATIONS. fNDUSTRY STANDARDS FOR SIMILAR BUILIaINGS. NO CQNSTRUCTION LOADS�iAVE BEEN
<br /> INCLUDED IN T�-IE DESIGN QF THE FLOOR SLAB. .
<br /> �#. USE THE FOLLOWING WEIGHTS FOR SPRINKLER VERTICAL SUPPORT DESIGN: STEEIL KO�F I7ECKilY�:
<br /> PIPE SIZE WT PER FOOT KAtVGER t�ERTICAL LDAI�EX�i1YIPLE.� ROOF DECKING S�-IALL BE 22 GAGE,HSB-36 UECK AS MANUFACTURED BY VEIZCO!�R THE CONTRACTOR SHALL REVIEW W�TH TH�SOILS�NGINEER THE C0�ISTRUCTION LOADING � � �
<br /> 8" 5l# GIVEN: 8"DIAMETER MAIN-- ALTERNATE AS APPROVED BY TEIE ARCHI'TECT Ai`dD ENGINEER OF RECDRD. DECKING TO OF Tf-fE SLAB AND SOILS BELOW. EIE SF-IALL TAKE THE NECESSARY MEASUKES TO INSURE
<br /> SUPPORTS AT 5'ON CENTEK HAVE THE FOLLOWING NIINIMUM SECTION PROPERTIES; T�IA"C THE SLAS AND SQ1LS BELOW WILL NOT&E AFFE�CTED OR DA1�IAGED BY THE
<br /> 6" 32# FIND: I-IANGER DESIGN LOAD GONSTRUCTION LOADING. THE CONTRACTOR SHALL ADD ADDITIONAI,CONCRETE,
<br /> 5" 24# SOLN: 51#1FT X 10'=510# MINiiVIUM R�INFORCING AND UI'GEZAI�E JOINT DETAiLING AS REQUIREU FOK HIS LOADING.
<br /> 4" 17# ADDN'L PER NFPA #13-250# l SP SN SHEAR CAPACITY
<br /> 3-1/2" 14# TOTAL SUPPORT DESICN L(�AU=760#/HGFZ 22 GA. .175 IN� .1871N3 .198 iN3 1047#/FOOT C�NTRQL JOINTS SHALL BE SOFF Gi1T JOINTS PER THE DETAILS ON THE STRUCTURAL
<br /> I�RAWINGS. JOINTS SHALL BE CT1T 0 TO 2 HOURS AFTBR FIN�SL F1MSH AT EACH JO1NT
<br /> ALL HANGERS TO BE DESIGNEF�, SUPPLIED AND INST�LLED BY THE SPRiNKLGR SUPYLIER. THE DECK AND ACCESSORIES SHALL BE FOf�MED FRONi SEiEETS CONFORMING`I'O ASTM A611, LOCA'1'ION(AS SOC1N AS THE SLAB `'VILL SUPPOKT"1'HE SOFF CU`C NI�ICHINE AND
<br /> GRADE C,OR ASTM A4�6,GRADE A SPECI�'ICATIONS. 'I'HE D�CK SHALL BE PLACED ON THE OPERATOR). COMPL,Y Wl"CH THE SOFF-CUT [NT�KNATIONAL,I.NC. INSTRUCTIONS FOR _
<br /> 5. SPRINKI.EK LATERAL SWAY&RACII'�tG(AT 90 DEGREBS TO MAIN}TO BE: SUPPORTING FRAMEWORK WITH MiN�MUM ENp LAP OF 2"CENT�RED OVER THE SUPPORTS. T�IE SOFF CUT SYSTEM. ALL JOINTS SHALL BE FILLED WITH MM-&0 AS MANUFACTURED BY
<br /> A. SPACED A MAXIMUM OF TWICE THE VERTICAL SUPPORT SPACING. THE DECK SHALL B�AT"I'ACHED TO ALL SUPPOR"�'S AS INDICA`I'ED IN THE KOOF DIAPFIRAGM METZER MCGUIRE OR APF'ROVED EQUAL. THE.TOINZ'FILLER SHALL BE INSTALLED IN
<br /> � B. BRACED FROM THE MAIN TO A ROOF STRUGTURAL MEMBER 1�V1`CH CONNECTIONS ATTACHMEN"I'SCHBDULB. THE DECK SHALL PROVIDE THE NI�N[MUM DIAPHRAGM SHEAR CONE�ORMANC� W[TH THE MANUF�IC'I'UKER'S SPECIFICA`I'IONS. INS`I'AL,L THE JOINT EILLER
<br /> DESIGNED AND INSTALLED BY THE SPRINKLER SUPPLIER. CAFACITiES IN�CC.ORDANCE WlT1-I [ANIPO-ES RF,PQR'I'ER-0217 OR APf'ROVEU ALTERNATE. AS LONG AF'I'ER THE SLAB HA� BEEN POUIZED AS YOSSIBLE, BU'T NO`I'LESS THAN 90 DAYS
<br /> C. DESIGNED FOR A LATERAL LOAD OF THE WEIGEIT PEft FOOT OF HALF THE WATER FILLED AFTER Tf-IE SI.AB HAS BEEN POURED. THE JOINT SHALL BE CLEAN AND SOUND,AND FREE UF � 9-20-17 PERMIT REVISIONS
<br /> PIPE WEIGHT TIMES THE SWAY BRACE SPACING. �TEEL JOISTS A�'�JO15T GIRllEfiS: ALL OIL,DIRT,DBSRIS,PA1NT AND ANY OTHER MATERIAL TFIAT MAY BE A BOND BREAKER. - _�� $_�_�7 PERMIT CO(VIMENTS
<br /> STEEL JOISTS ARE TO BE DESiGNED AND FABRICATED IN ACCORDANCE WITH THE AMERICAN THE CONCRETE CUKING COMPOUND MUST B�R�MO�VED PRIOR TO INSTALLING TH�E JOIN�['
<br /> . 6. THE SPRINKLER DESIGNBR IS TO PROV[DE THE CQNTRACT(?R,ARCH►TECT f1ND fOIST INST[TU`I'E OF STEEL CONSTRUCTION SPEC[EICATIONS, 14TH EDI'I'[ON AND STANDA,RD FILLER ANI�10R SURFACE SEALER. 5-9-17 PERMIT S�T
<br /> � MANUFACTURER WITFi DETAILS QF HANGE�K AND SWAY BRACB ATTACFiN1ENTS WITH SPECIFICATlONS FOR S�I'EEL JOISTS AS ADOPTED SY TH�STEEL JOIST INSTITU`i�E E1ND � ��8�� �� ��,�� �,���
<br /> DESIGN LOADS, SO THESE LOADS CAN B�DESIGNED INTO THE JOIS'I'S,�TC. PROV[DE A CERTIFICATION OF COMPLIANCE AT THE COMPLETION OF FABRICA'FION. JOIST CON�RETE: �
<br /> � MANUFACT'UfZEK T`O PROVIDE ALL BRIDGIN�G ��ND BLOCKING, BOTH PERIV�ANENT AND ALL CONCRETE SHALI,BE STONE-AGGREGATE CONCRETE HAVING A UNI'I'WEIGHT OF
<br /> '7. 'T'HE ROOF JOIST DESIGNBR TO PROVIDE AND 1NSTALL ADDITIONAL BRACES TO TAKE EKECT[ON. SH(JP DRAWINGS AND DESiGN CALCULATIONS, STAMPED BY A LICENSED APPROXIIvIATELY 1�5 PC3UNDS PER GUBIG FOQT. 28 DAY COMPRESSIVB STRENGTH S�IALL BE
<br /> THE SWAY BIZACE LOAD FROM THE SWAY BRACE INTO THE ROOF DIAPHRAGNL WASHINGTON STRUC'I'URAL ENG(NEER,ARF,TO BE SUBMIT'TED FOR REVIEW PAIOIZ TO AS FOLLOWS: � � . + �
<br /> ' FABRICaTION. SHOP DRA�VINGS WILL N�T E3E REVLE�VED UNLESS THEY BEAK THE S`CAMP OF C(�NSTRUC"I'IQN F'C EXPOSURE MAX W/C AIR
<br /> DE�E�Z�ZED SUB�ITTALS A LICENSED WASHINGTOI*t S'PATE STRUCTUI�AL ENGiNEER AND CALCULATIO�iS STAMPED BY GLASS KATIO CONTENT
<br /> THE FULLOWING ITEMS ARE DEFERRED STRUCTURAL COMP�NENTS SUBMITTALS. REFEK TO THE Sf1ME ENGI:NBER ARE SUBMITTED AL01`dG WITH THE SHOP DRAWIN�GS. DESIUN CRITERIf1 pKECAST WALL PANELS 6,000 PSI Fl,�50, P0,C1 0.55 5% �
<br /> ARCHITECTUIZAL,MECHANICAL ELECTR[CAL AND CIVIL DF�AWINUS FOR ADDITIONAL SHALL MFET OR EXCEEU THE FOLLOWING: FOOTINGS 3,500 PSI F1, S0, P0,GI 0.�5 5% C� ��q�
<br /> � �F NASy !
<br /> DEFEEZRED SU$MITTAL COMPONENfCS. C�ST'iN PLACE WALLS 3,�OQ PSI F1, S0, P0,Cl 0.55 5% q�ti`� �� 9-L
<br /> 1. STEEL JOIS'I'AND GIRDERS ROOF JOIST.......................................LOADING -- TOP CHORD,.................2� PSF L.L. PLUS INTERIOK SLAB ON GKADE 3,500 PSl F0, S0, Y0,CO N!A N/A
<br /> 2. PRE-ENGINEEREQ STEEL STAIRS(SEE STAIR NOTES) 1Q PSF D.L. > � �
<br /> 3. MECHANICAL AND ELECTRICAL COMPONEN'I'CONNECTIONS&SUFPORTS -- BOTTOM CHOI�D........10 PSF D.L. FOR EXFOSUFZE CATEGORY ANI�CLASS SEE ACl:i 18-14 TABLE 19.3.1.1. REQUIRENIENTS FOR a���r 3»s� ��.`"4,�
<br /> �. CONCRETE MIX DESIGNS CONCRE'TE MIX BASED ON ON EXYOSUKE CLASS SEE F1CI 318-14 TABLE 193.2.1. �Fss���Ai E������
<br /> ROOF JOIST....................................DEFLEC'I'ION -- LIVE LGAD.................L/360 ftEQUIREMENTS FUR AIK EN`I'RAINM.EN'1'B�SED ON EXPOSURE CLASS SEE ACI 318-14 TABLE
<br /> DOCUMENTS FOR DE�ER[ZED SUBMITTALS SHALL BE SUSMITTED TO SHUTLER CONSUL`I'[NG -- TOTAL LOAD.............L/240 19.3.�.1 !
<br /> ENGINEERS,INC. WHO SHALL REVIEW THEM F�JR GENERAL CQNFORMANCE WITH THE �I�I�a�ly S�g��°� b�
<br /> DESIGN OF THE BUILDING. THE DEFERft.ED SUBMITTALS SHALL THEN SUBMITTED TO THE STEEL JOI,STSUI'PLLERSlY07E: DESIGN MIX FOR SLABS ON GfZADE SHALL PROVIDE A NIIX�V1TH A MAXIMUM SHRiNKAGE OF
<br /> $UILDING DEPARTMENT SY THE GENERAL CONTRACTOR. DEFERRED SUBMITTAL ITEM� THE JOISTCOI�fFIGURATIONS, INCLUDING DEPTHS AND SPA(;ING,SHOWN ON THE DIZAWINGS 0.0�%AT42 DAYS. ���� �e������
<br /> � SHALL NOT BE INS�'ALLED UNTIL APPROVED BY THE BUILpING OFFIC�AL. INDICATE THE DESIRED JO[ST CONFIGURATQON AND AIZE TO Q6 COIV�PL[ED WITH WHEREVER ����. �o� �.Q�.� �
<br /> PQSSIBI.�. IF A JO1ST NtANUPACTURER IS UNABLE TO tVIEET TELE I,OAID REQUI'R�MENTS CONCRETE IN ALL EX`I'ERtaR SLABS TO BE AlR ENTIZACNED 6%PLUS O1Z MINUS I%.
<br /> SHOP DRAWINGS: SPEC[FIED WIT1-I'I`HE JOIST CONFIGURATIOi�f INDICATED, HE OR SEiE IS TO SUBMIT WRITTEN
<br /> SHOP DKAWINGS FOR THE FOLLOW[NG ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND NOTICE TO THAT'AF'FECT TO THE ARCHI'CECT PRIOR TO SUBMITTING A COST YROPQSAL UR CONCKETE SUBitiIITTALS SHALL CONFOIZM TO AC[318 CHAPTER 26. NIIXING AND PLACING OF 15:5�:2� '�7�00!
<br /> S'�"RUCTURAL ENGINEER FOR REVIEW PRIOR TO��'ABRICA`I'IQN. SHOP DRAWINGS CONS�STING S1D. ALL COI�CRETE SHALL BE IN ACCORDANCE WITH THE IBC AND ACI CODE 318, PROPQRTION
<br /> OF iZEPRODUCTIONS OlZ COPIES OF ANY PORTIC7NS OF THE STRUC'I'URAL URAWINGS WILL OF AGGREGATE�['O C�MENT SHALL B�AS SUC�I'TO YRODUCE A DENSE, WORKABLE MIX,
<br /> NOT BE ACCEPTED AS SH4P DRAWINGS NOR REVIEWEI3 BY THE STI�UCTURAL ENGINE�R AS IF A DIFFERENT'SYS`I'EM IS PROYOSEI7 THaT RE;QUIRES REVISIONS TO PKESENT STRUCTURAL WI'I'H A MAXIMUM SLUMP OF�INCHES, WHICH CAN BE PLACED �VITHOUT SEGREGATION OR � � � ,
<br /> SUGH. FfZAMING C?K DETAILS, SUCH SYS'I'EM SHALL BE CO1�S[DBRED SUBJEGT TO TIIE�1PPROVAL OF EXCESS FREE SURFACE WATER. 3/�" CHAMFEK ON ALL EXPOSED CON�KETE EDGES UNLESS
<br /> � 1) REINFORCING STEEL THE QWNER,�RCHIT�C`F'AND ENGINEER. INL?ICf1TED OTHERWISE ON ARCHITECTURAL DRAWINGS. GROUT FOR COLUMN SASES SHALL � � � �� � � � � -
<br /> A)STRUCTURAL CONCFZETE ELEMENTS I.E. BEAMS,WALLS, COL,F'I'GS,E`I�C. BE"H[-FLOW G[ZOUT"AS MANUFACTURED BY THE EUCLID CHEMICEIL CO. OR AYPROVED
<br /> 2} STKUCTURAL ST�EL ITENtS WHERE iT IS NECESSARY TO BUfi'T OPYOSI`I'E JOISTS OVER A NAIZROW SUPPORT WITH EQUAL. �� � � �
<br /> 3) STEEL JOISTS&GIRDERS SEAR[NG LE�IGTH LESS THAN MLNIIVIUNI KEQUIKEMENT,SPECIAL END CONDITIONS(SHORT
<br /> BEARING LENGTH)SHALL SE DESIGNED SY T�IE JO1ST MANUFACTURER�'EK SJI ANCH�R�GE TO CONCRETE:
<br /> THE ENGINEER OF RECOKD WILL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. SF'ECIFICATIQN SECTION 104.4(B). EXPANSION BOLTS IN`I'O CONCRETE SH�LL BE SIMPSCJN STKONG-BOLrI'2 AS MANUFACTURED
<br /> , VEFZIFICA'I'ION OF DIMENSIONS AND QUANTITIES ARE TFIE RESPONSIBILtTY OF THE BY SINIPSQN ST`RONG-�I'IE CONIPANY,INC. SPECIAL INSPECTION ANU 1NSTALLAT[ON PEK
<br /> CONTRACTOR ANf�AIZE NOT GUARANTEED BY THE ENGiNEER OF RECORD. DKAWENGS FOIZ IT IS THE RESE'ONSIBILI'I'Y OF THE CENERAL CONTRAC'I'OR ANU JOIST MANUFACTURER TO ICG-ES REPORT�SR-3037. HARUESON ROAD
<br /> COYIPONENTS DES�GNED PR[MARILY SY"CHE M�NUFACTURER SHALL BEAR THE STAMP OF A VERIEY THE WBIGH'C AND LOCA'I'IONS OF ALL MECHANICAL EQU[PMENT FRIOR rt'O
<br /> LICENSED WASHINGTON STATE STRUCTURAL ENGINEER ANL� BE SUBMITTED TO THE SUBNIITT(NG SHOP DRAWINGS, IT SHALL BE NQ'I'ED [N THE JOIST MANUFt1CTURER'S BID EPDXY FQR E�STENiNG ANCHOR BOLTS AND REBAI�INT(�EXISTING CONCRETE TO BE Everett VYA
<br /> STRUCTURAL ENGINEER FORA CUFZSOKY REVIEW FOK COMPLIANCE WITH`C1-[E INTEN"I'OF WH�THER OR NO`I'AN ALLOWANCE H�1S BEEN MADE FOR MECHA,NICAL UNITS. SIMPSON SET-XP EPDXY AI�HESNE AS MANUFAC'fURED BY SIN[YSON STKONG=I'IE COMYANY, �
<br /> THE STRUCTURAL DRAWINGS AND FOR LOADS IMPOSED ON TI-[E BASIC STRUCTUKE. THE [NC. SPECIAL INSPEC`I'ION E1ND II�TSTf1LLATION PER ICC-ES KEPQKT ESK-25Q8.
<br /> COMPON�NT DE�IGI�IER IS RESPONSIBLB FOR CODE CONRORMANCE AND ALL NECESSARY PI�EGA�T PANELS:
<br /> CONN�CTIONS NO'I'SPECIFICALLY CALLEU UUT ON ARCHITECTUIZAL OR S`I'RUCTURAL PANEL LiFTING STRESSES ARE TG QE CHECKED BY THE CON`I'[ZACTOR AND HE SHALL ANCHOR RODS INTO CONCRE"I'E SHALL BE GRADE 36 YIANUFACTURED AND NSTALLED PER � ' �
<br /> � DRAWINGS. SUBMISSIQNS SHALL INCLUDE A R�PR(�DUCIBLE AND TWO CQP[ES; PROVIUE REINFORCING STEEL AS KEQUIRBD FOK HIS M�ETHOU OF H�NDLING ANU ERECTION ASTM F1554. ALL ANCHOR RODS/SOLTS ATTACHING PR�SSURE TKEATED WOOD PLATES`I'O
<br /> > REPRODUCIBLE W1LL BE F�VIE`vVED AND RETURNED. SHOP DRAWINGS MUST BE REVIEWED Of�'PREC�ST PANELS. U5E S"1'RCJNGBACKS AS KEQU.IKED AT EXCESSIV�PANEL OPBN.INGS. CONCRETE�HALL BE HOT DIPPED GALVANI2ED. ALL ANCHOR BOLTS FOF:S1LL PLATES
<br /> Y AND STANIPED BY THE CONTI�ACTOR PRIOR TO REVI�W BY Tl-{E ENGINEBR. C(3NTINUOUS GROUT BETWEEN PANELS AND FOOTINGS TO BE "BMBECO" MASTER FLOW#713 SHALL BE PROVIDBD WITH 3"X 3" X 0.229"THICK(N]IN)PLATE WASHERS.
<br /> o BY MASTER BUILDERS, INC.OR APF'RQVED EQUAL. SEE DRAWINGS FOR ADDITIONAL N�TES ����A�� g��: PERI',/!IT
<br /> o S�IOP DRAWINGS ARE AN AID F�R F(ELD PLACEMENT AND ARE SUPERSEDEI�BY THE REGARDING PRECAST PANELS. ANCHORAGE SUBST(TUTIONS MUST BE APPROVED BY THE ENGINEER. ANCHORAGE `TiTLE: GENERAL NOTES
<br /> � STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSISILITY OF TH�CENERAL CONTRAC`I'OR SUBSTI'T'UTION REQUESTS ftEQUIRB ADDITIONAL BNGINE�RING SERVICES. �
<br /> o TO MAKE CERTAIN THAT ALL CQNSTKUCTION [S IN FULL AGREEMENT WITH THE LATEST �TATEMENT OF Si'ECiAL INSPECTION�:
<br /> ' � � STRUCTURAL DRAWINGS. SPBC[AL INSPECTIONS SHALL BE PERFORMED AS OUTLINED IN THE S`I'KUCT(JRA�L NOTES. RLINF6RG11�IG ST�EL:
<br /> " TESTING SFIALL BE IN ACCORDANCE WITH THE SP�CIAL [N'SPEC'I'ION SBCTION OUTGINED ON ALL REINFORCEMENT SHALL CONFORM TO ASTM A615. (S�E BELOW FQR WELDEp�2 EBAR).
<br /> � o SPEC'lAL C�NDiTIONS: 'I'HIS DRAWING SHEET. A SEP�RATE STATEIVIENT OF SPECIAL INSPECTIONS AS KEQU[RED PER ALL REINFORCING SHALL BE GRADE 60(FY=60,000 PS[; PS�32,000 PSI). LAP CONTINUOUS E����E��: JH ���mvw �Y,
<br /> � m THE DRAWINGS INDILATE THE STRUCTURE IN 1TS FINAL CONDITION. DURING IBC SECTION 1705 SHALL BE PEZOVIDED BY OTHERS FUR aLL MA�I,ERIALS, SYSTEMS, REINFORCING BAKS iN CONC[tETE AS 1NDICATED SELOW, SEE M�SONKY SECTIQN OF
<br /> o CQNSTRUCTION"I'FIE COt�TRACTOR SHALL PROVIDE ADEQUA`I'E SHORING,BRACING,AND COMPONEN'TS AND WORK NOT INCLUDED li+t`THE STI�UCTURAL DRAWINGS. STRUCTURAL NOTES FOR LAP LENGTH IN MASONRY, 1'-7" MINIMUM UNLESS NOTED R�v��t��D ��r: .JH i4�PROVED �Y;
<br /> � GUYING IN ACCORDANCE WI'I'H SOUND PRACTICE AND ALL NATIONAL,STATE,t�ND LOCAL OTHERWISE. CORN�;R BE1RS(1'-7" BEND)WILL BE PCZOVIDED FOR ALL HORIZONTAL �AT�: 5-9-17
<br /> �, GODES. CONTRACT�R TO COORDINATE ALL TFZAI�ES�ND VERIFY DINIENSIONS IN FIELD. (STA'I'GIVIENT�F SPLCIAL II�SP�CTIG�I�S CONTIl`JUED ABOVE LEFT) REINFORCEMBN'I'. DETAIL STEEL IN ACCORDANCE W[TH THE ACI MANUAL OF STANDAIZD �
<br /> � OB'�'AIN ARCHITECT'S APFROVAL PRIOR"I'O ALL FIELD CHANGES. SE��RGHITECTURAL PRACTICE OE DETAiLtNG REINFORCED CONCRETE STRUCTURES. WELDED WIRE FABRIC TO �s�g�°r ��: �
<br /> � � DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS,FLOOR AND C�NFO[�Cvi TO AS`I'M A82�1ND A1�5. �VELUED H�AD STUDS SH�1LL COMPLY WITH AW�D1.Al�TD � �
<br /> %' WALL F�INISHES, E"I'C. STUD MATERIAL SH�LL COMPLY WITH AS'fM A24(FY=65,QOQ PS1). ��oafcr wo` '�7-�I� �I oF 7�
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<br /> (REINFORCIL'dG STE�L CON�I'INUBD ABOVE LEFT)
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