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STE�L ALL WELDING SNALL BE PERFORMED IN STRICT AD1-�ERENCE TO A WRfTfEN SNOW L(�ADS: SNOW LOfiDING AND SNC}W DR1FT LC3ADING SHAL� BE lN COLUMN DOWELS SHAL� BE �NSTAL�.ED WfTN A TEMPLATE� T�} HOLD BARS IN THE
<br /> WELDING PROGEDURE SPECIFI�ATION (WPS) PER AWS D1 .1 . ALL WEI..DING ACCQRDANCE WITN THE BUILDING CODE (SECTIQN 1608). PROPER POSITI�N AND SHALL BE P(ACED WITN A TOLERANCE OF +/—�f 4 {NCN.
<br /> STRUCTl1RAL STEEL PARAMETERS SNAL� BE WITHIN THE ELECTRQDE MANU�ACTURER'S
<br /> �ECOMMEN�ATIflNS. WELDING PRflCEDURES SNA�.I� BE S�IBMITrED TQ TNE OW�ER'� GR4lJN� SNOW LOAD: Pg = 20 PSF SPREA� FflOTI�lGS: DESIGN SOIL BEARING �RESSl1RE = 3,000 PSF. A�L
<br /> ALL �TEE� SMA�� COC�FORM TC� TNE F�L�OWING. �ESTI�IG AGENCY F�{�� �E�IIEW BE��RE STARTING FABRICA�ION OR ERECTIflN. FC}OT1NG� SNA��. B�A� ON SUITAB�.E IJC�DISTU��ED SOIL AND AND�{�R PREPARED �.
<br /> COPIES OF TN� WPS SNAL�. B� �}N SITE AND AVAI�.ABLE TO A�L WELDERS AND IMPQRTANCE FACTC�R: Is = 1,0 SASE MATERIA�,S APPRt�VE� BY THE GEOT�CNNICAL E�GINEER, WNERE Sk�ITABLE
<br /> W—SNAPES ASTM A��2, Fy=5�} KSI TNE SP�CIAL INSPECTOR. �NDIST�RBED �C�I�S ARE NOT Ft�UND AT THE SPECIFIED F{�t�TING EI��VATI�}N,
<br /> ASTM A�13, F�y=50 KSE SN�W EXP�7�URE FACTO�: �e = 1 .Q OVER—EXCAVATE TO THE DEPTNS REQUIRED BY THE GE�TECHNfCA� ENGlNEER AND
<br /> ALL ANGLES AND CHANNELS ASTM A36, Fy-36 KSI ALL COMPLETE JOINT PENETRATION WELDS SNALL BE ULTRASONICALLY TESTEQ REPLACE MATERfALS W�TH STRUCTURAL FIL1�, LEAN CONCRETE, 0� PROVIDE
<br /> UPON COMPLETIUN OF THE CQNNEGTI4�N, EXCEPT PLATE LESS THAN OR EQUAL TC} THERMAL FACTOR. Ct = 1 .0 QTNER PREPARATION AS D1R�CTED BY TNE �EDTECHN{CA� ENGINE�R TO ACHfEVE
<br /> UNLESS NOTEQ C�T�fERWiSE 1/4 INCN TNICK �NA�.L BE MAGC�ETIC PARTIC�E T�STED. REDUCTEQN I�J THE REQUiREQ �EARING CAPAGITY. .
<br /> TESTING MAY BE MADE IN AC�QRDANCE WITN TI�E B1JI�DING �ODE WITN APPROVA� FEA�—R�OF SNC�W LOA�: Pf = 25 PSF
<br /> SQUARE OR RECTANGU�AR ASTM A���, �RAD� 8, �}F TNE E€�GINEER. STRUCTURAL FIL�
<br /> STRUCT�IRAL T�JBE �FISS} Fy=�6 �{�I WIf�D �C�ADS: WIND f'RES�URE SNAL� BE E� AC�ORDANCE WITN TNE B�I�DIN�
<br /> ROUND STRUCTIJRAL TUBE (HSS) ASTM A500, GRADE B, THE C�NTRACT(�R SNAL� BE RESPONSIBI�E F�}R THE JOINT PREPARATIONS AND CODE {SECTION 16Q9). ALL FI�� PLACED T� SIJPP�RT SI.ABS flN GRADE, B�HIND PERMANENT WALLS, AND ,
<br /> WELDING PR(}CEDURES THAT INCLUDE, BUT ARE N4T LfMITEQ T4: REQUIRED AROUND ALL DRAINS SNALL C0�ISIST QF WELL GRADED, GRANULAR MATERIAL PER
<br /> Fy=42 K51 ROOT OPENI�GS, RO�T FACE DIMENSiONS, GROOVE ANGLES, BAGKING BARS, BASIC WIND SPE�Q (3—SECOND GUST): Vult = 110 MPH THE SPEGIFICATlONS. SOILS FOR STRUCTURAL FILL SNALL BE APPRQVED BY
<br /> C(�PES, SURFACE ROUGNNESS VAI�UES, AND TAPERS AND TRANSI�IONS OF UNEQUAL. BASIC WIND SPEED (3—SECC}ND Gl1ST). Vasd = 85 MPH THE G��TECNNICAL ENGINEER. 5TRl1CTURAL FlE.� SHAL� 8E PLACED 4N SOUND
<br /> STEEL PIP� D�AMETER LESS AS�M A53, TYPE E OR S, PAftTS. NATIVE MA3EftIAL. PRC7(JF--ROLL CUT AREAS WNI�N PROVIDE Sl1PPOR1" FflR
<br /> TNA� �R EQUAL T4 12 INCHES �RAD� B, Fy=�S KSI RIS�t CATEGO�Y; II PERMANE�T STRUCTl1RES. AR�AS WNICN ARE �XCESSIVE�Y YI��DING, A�
<br /> FIREPROOFIN� �TRUCTURA� STEEL DETERMINED 8Y TNE �ONTIN�JC}�S �BSERVATION OF THE GEC�TECI�NICA� E�GIN�ER,
<br /> MATERIAL CA�.�E� ��T ON ASTM A3�, Fy=36 KSI EXPOSURE CATEGt�RY: C �NA�� BE O�IEREXCAVATED AND �EPLA�E� WITN �TRI�CTt�RAI. FILL. STR�ICTURAL
<br /> P�ANS AS (A��� REFER TO ARCNITECTURAL. PLANS FOR MiNIMUM NOURLY VALUES C}F �TE�I� FIRE FI�.L SHA�� BE PLACED PER TNE SPECIFICATION.
<br /> PR�TECTION FOR DETERMINING THE THICK�JESS OF SPRAY APPLIED INTERNAL PRESSURE COEFFICIENT: �Cpi = 0.18 LqTERAL PRESSURE QN SUBGRADE WALL5
<br /> MATERIAL CALLED OUT' ON ASTM A913, Fy=65 �CSI �IREPROO�ING. THE STRUCTURAL FRAME CQNSISTS QF COLUMNS AND GIRDERS,
<br /> PLANS AS {Fy=65 K5i} BEAMS, TRUSSES, AND SPANDREL� �AVING DIRECT CC}��ECTIUNS TC} THE C{�l.l�M�l� SEISMIC L{�AD5: SEISMIC LOADING SHALL SE I�l ACCOR�ANCE WITN THE �
<br /> AND ��AGI�IG MEMBERS C�E�IGNE�} TO CARRY G�AVITY �OADS. F1�QQR �}R Rc�OF BllI�DING CO�E. THE DE51GN PRESSl1RES FQR Sl1BGRADE WA�.LS ARE BASED OC� A "DRAINED"
<br /> ALI� �THE� STEE� UNLESS ASTM A572, Fy=SQ KSI MEMBERS THAT HAVE NO Cfl�N�CT10� TQ ��LUMNS S�IAL� 8E CO�SIDERE� CONDI�TI�}N. SEE CI�I� AND ME�NANICA� DRAWIN�� FQR S�#BGRADE DRAII�AGE
<br /> I�{��TED QTNERWISE ASTM A588, Fy=S�} �{S� 5EC�}NDARY MEMBERS. B�1ILDING �OCATIQP�: LATIT�I�E: 47,930°�I SYSTEM. 5EE GEOTECNNI�AL REPORT FOR CQMPACTIO� REQUIREMENTS AT
<br /> I�ONGITUDE: 122.2�2°W �UBGRADE WAt�LS, SUBGRADE WALLS ANQ Sl1PPORTING �LABS SNA�� NAVE
<br /> GENERA� N4TES F(7R STEEL CO�IN�CTft�NS SNALI. APPLY fi� A�L S1�EEL ANCNOR RODS ATTAINED THEIR FUI.I� CONCRETE STRENGTH BEFC}RE PLACING ANY BACK�I�.L.
<br /> CONNECTIONS UNLESS NOTED OTHERWiSE. RISK CATEGORY: If THE CONT�ACTOR SHAL� PROVIDE TEMPORARY BRACES FOR WALLS lF BACKFILL IS .
<br /> ANCHOR RODS SNA�L BE ASTM F�1�54 GRAQE 36 WITN CLASS 2A THREADS, UNLESS PLp,C�D BE�'ORE 1NALLS AND S�ABS AGHIEVE FUL� CONCREfE STRENGTH.
<br /> Af�L. WORK SF�ALL BE IN ACCORDANCE WITH TFEE AISC SPECIFICATION, SH4P Nt}TE� UTNERWISE, FURNISH ANCNUR RODS PREF�BRICATEa WITN MATCNING IMPQRTANCE FACT(�R: le �= 1,0
<br /> DRAWIN�S SHALL BE �UBMITTED AND REVIEW�D BY iNE AR�F-IITECTf E�GINEER DQUBLE FIEAVY NEX N�JTS JAMMED AT TNE END �MBEDDED I� C�NCRETE. F�JRNISF� � BACKFILLED„ RE��RA4NED BASEMENT WALLS ARE DESIGNED �J�ING AN "APPAR��ET"
<br /> BEFORE COMMENCING FABRI�ATION. A�.�. STE��. ANCNORS AND TIES AND �TFI�� NA�DE��� �I�TE WASNERS, �QCK WASNE�S, AND MATCNING NEAVY NEX I��TS F�}R MAPPED SP�CTRAL ACCE�ERATIQN PARAMETERS: Ss = 133j S� = 56 EA��N PRESSE�RE EQUIVA�ENT T� 2�N PSF PER TNE GE{��fECNNICA� REPORT.
<br /> M�MBERS EMBEDDED CI� CO��RETE OR MAS��RY SNALL BE �EFT UNPAINTE�. SECURING TNE BAS� PfATE TU T�IE AI�CNOR ftQDS. �00�{E� ANCHOR RODS SNALC.
<br /> dIMEN�IUNAL TOLERANCE F�R B�JII�T—UP MEMB�RS �HALL BE P�R AWS D1 .1 . N�T BE U5�D EXCEPT WN�RE NOTED. A RIGID S�EE� TEMPLATE SHAI.L BE USE� SITE C�ASS: � MISCE�.l.ANEOUS ,
<br /> TO LOCATE ANCNOR RODS WHfL.E PLACING CONC�ETE. ANCHOR RODS SHALL HAVE
<br /> F�R ASTM A6 HOT—RCILLED SHAPES OR BUILT—UP SHAPES WITN A FLANGE SUFFICIENT LENGTH TO PR�VIDE THE MINIMUM EMBEDMENT SHOWN ON THE SITE �OE�FICIENTS: Fa = 1 .0, Fv = 1.� EXTERlOR CLADQING
<br /> THICKNESS OF 2 INCNE� OR G�EATER} GNARPY V—�(�TCN TESTING SHAL� BE C�RAWINGS, MEASl1R�� FRQM THE FACE C}F THE CONCRETE TQ THE f�EAR FAC� OF
<br /> PR4V�DED IN ACCORDA��E WITN ASTM A6 S�JPPLEME�TA�Y REQUIREMENT S5 OR TNE DOI�B�E Nl1T, WETN ADEQl1AT� EXTENSIO�! AS REQk�IRED TO RECEIVE TNE SPECTRAL RESPONSE Cc�EFF4CIENTS: Sds = 96, Sd1 = 48 THE CQNT�ACTC}R IS RE�P�NSIBLE FOR TNE D�SI�N C}F THE C�,A�DI�� �YSTEMS,
<br /> S3�, AS APP�.ICAB�E, WITN A MINIMUM VA�.€�E C}F 20 FQOT-P�E�NDS AT BASE PI�TE WIT� F��1�.L T�IREAD PR0�IECTI�N F(�R N�JT INSTA��A�ION. A�CHOR INC��IDI�G TNEl� STRl1CT�RA� INTEGRITY, �lA1�E�PR�OFING SYS�EM�> A�I[� �
<br /> 7C} DEGREE� FANRENHEIT. EXCEPTI{��l� �NOW� IN TNE AISC SPE�IFICATIUN ROD Ii�STALLATIOC� SNAL�. BE COORDINATED WITH REI�F�RCING AND F�RMWOR�{. SEISMIC DESIGN CATEGORY� D CONI�ECTION TO TH� P�IMARY STR�CTU��.
<br /> S�CTI�}N A3.1 C MAY BE U5ED FOR MEMBER� TNAT ARE NOT PART OF TNE SEISMIC LEVELING NUTS SHALL N�}T BE �JSEa EXCEPT AFTER EVAL�ATION BY TNE
<br /> L(�AD—RESISTING SYSTEM. IN ADDITIC}N TQ TNE REQUfREMENTS �F AISC CQNTRACTOR'S ERECTION ENGINEER. AFTER �ASE kNSTA��ATIOC�, ANCHOR ROD �ATERAL.. SYSTEM: CANTILEVERED CONCRET� COLUMNS STRUCTURAL ELEMENTS AT TNE BUI��ING PERIMETER HAVE BEEN Q�SIGNED F(}R
<br /> SPECfFICATI�NS SECTION A3.1C, Mt�T--ROL�ED SHAPES THAT ARE PART OF� THE NUTS SHALL BE INSTALLED TO A SNUG--TIGHT CONDITION. NO HEATING OR 7HE VERTICAL LOADS SHOWN ON TNE LOAD MAPS. CLADDfNG ATTACNMENTS SHALL
<br /> SEISMI� LOAD—RESISTING SYSTEM WITH FLANG�S UF 1 1/2 INCHES AND TNICKER BENDING C�F �fNE ANCHOR RODS IS PERMITfED. H(JLES IN THE BASE MATERIAL RESPONSE MC?DIFI�ATION CQEFFICIENT: R = 2.5 NOT APPLY MOMENTS TO SLAB EDGES QR LATERAL. LOADS TO �TEEI. BEAMS 4R
<br /> SNAI�L NAVE A MINIMIJM �HARPY V—NOTCN T4UGNNESS OF 20 FOGT--PaUNDS Al' SHALL NC�T BE ENLARGED BY BIJRNING. INTRODIJCE TORSIONAL LOADS INTO STEEI� B�AMS OR C�LUMNS. BRACES, ADDED -
<br /> 70 D��REES FA�RE�N�IT TESTING I� TNE A�TERNATE CORE �OCATIONS AS SElSMIC �ESPONS� C{�EFFICIE�IT; NORTH—SO�JTN; �s = 0.38� REINFORCING, A�D��� T�ES SHAL� BE DE�IG�ED AI�D SUPP�IED BY Ti�E
<br /> DESCRIBED IN A�TM A� SUPP��MENTARY REQUIREME�IT 530. PIATE5 OF STEE� RQOF DECK �ASI�--W��T: Cs = 0.385 CONTRACTOR FOR �.OAD E�CE�TRICITIES AND �ATE�A� L�ADS. TFIE COI�TRACTOR
<br /> 2 INCHE� AND TF�ICKER SFIA�� NAVE A MINIM�JM CNARPY V—NOTGH TC�UG�NESS OF SI�AL� S�1PP�Y AL� CC��NECTION MATERIA�, �RAC��, ETC. SUBMI�E�
<br /> 2Q F�(7T—�OIJN�S AT 70 DE�REES FAHRENHEIT MEASl1RED AT ANY L.QCATION TNE STEEL �ECK SNAL� BE OF DEPTH AND GAGE SHQWN ��3 THE STRIJ�TURA� DESIGN BASE �NEAR: NORTH-50UTN: V = 40 KIPS �(�CUMENTS SHALL II�DCCATE MAGNITl1DE A�� LOCATION aF A�.l� �..�ADS IMPC}SED
<br /> PERMIITED BY ASTM A673. DRAWINGS. STEEL DECK AND ALL flF !TS �LASNI�lGS SHALL CONFORM TO �AST--WE�T; V = 40 KIPS �N THE PRIMARY STRUCTURE. �
<br /> ASTM A653 AND SHALL HAVE CURRENT ICC E5 REPpRTS. THE STEEL DECK SHALL
<br /> TFIE SEiSMIC LQAD—RESISTING SYSTEM �SLRS} INC�UDES ALL STRUCTl1RAL. STEEL HAVE RECEIVED, B�FflRE BEING FORMED, A METAL PROTECTIVE CQATING 4F ZINC ANALYSIS PROCE�I.JRE USED: EQUIVALENT LAT��AL FORGE EXTERIOR CLADDING C4NNECTIC?NS SHALL ACGOl1NT F0� STRUCTURAL DEF�.ECTION,
<br /> FRAMIN� MEMBERS CALLED {��JT IN ELEVATIQhIS AND MEMBERS CAL�.E� O�T IN CONF4RMING T� A�TM A653—G60. AI�L WE�DING SHALL BE C�1 ACGOR�AN�E WCTN GO��MN SNORTE�ING, AN� CC�NSTRtJCTION TQLERANC� DETERMI�JED FR�M ACI 3�� ,
<br /> PI.AN AS S�JCH, AWS D�.3. �1N1T� SNALL SPAN OVER FQIJR SUPP�RTS, CQNT1Nl101�S {��ER TNREE �flA� PATH FQR LATERA�. FORCES: �ATERA� F(�RCES A�E CARRIED BY TNE Rt�t�F IN ADDITIflN, T�IE GLADDING D�SIGN SNAL� ACCOMMOL�ATE A TYPI�A� VERTICAL
<br /> OR MQRE SPA��, EXCEPT WNERE TNE FRAMIN� D�ES NOT PERMIT. AND FLQOR DIAPNRAGMS TO TNE CANTI�EVERED C�}1��1M�S, M�MENTS, SNEAR�, MQVEME�T AT EA,CN FL�}�}R OF 1 f 2 INC�I DUE TO 1�ARIABLE �.IVE �OADING. TNCS
<br /> STEE�. �EAMS AR� EQ�JAL�Y SPACED BETWEE� DIMENSION PQINTS AT TF�E MA�[M�M A�D R�TATI{�NA� FaRCES ARE DELIVERED TO THE FOUNQAT(ON BY Tl�E OI��EACEMENT WI�� OCCUR AT THE FREE �ND �F CANTILEVER BEAMS AN� AT
<br /> DECK SPAN I�{�CATI{�N IJNLESS NflTED OTHERWISE. MIE�3MUM CONN�CTlC}N� SNAL� 11€�LE�S NOTED C}THERWISE, N�NG�MPO�IT� �JNITS SHALL BE C(�NNECTED AS CANTII�EV�RED CO�UMNS IN P�OPORTIUN T�} TNEIR ABILIIY TO RESIST LATERAL MIDSPAN OF Efl�E SIABS Ai�D BEAMS.
<br /> B� A TWO—BOL.T CONNECTION US1NG 7/8—lNCH—DIAMETER A325 BOLTS IN SINGLE �QLLOWS: QEFaRMATION.
<br /> SHEAR. ALL k�IGH—STRENGTH SOl�TS SHA�L BE iNSTALLED, TIGNTENED, AN� THE CLADaIN� SHALL ACCOMMODATE LATERAL MaVEMENTS BETWEEN ADJACENT
<br /> [NSPECTED IN ACCORDANCE WITN �N� RCSC. BC7LTS 1N CONNECTI4NS OF B�AM— Ct��JNECT DECK TO THE STEE� Sl1PP�RTS AT TNE ENDS QF TFIE UNII`5 AND AT STORY ORIFT F�.O�}�S PERPENDIC�ILAR AND�Oft PARA�LE� TC} TN� WAL� A� DEFINED IN THE
<br /> �JNLESS SP�GIFICA�LY CAL�ED C�I�T AS I�ITERME�IATE SI�PPQRTS BY A MINIMl1M OF FO�IR 3 f 4-1NCN P�JDD�.E WELDS PER STORY �RIFf S�CTIC}N OF TNESE NQ�E�. THE CLADDIN� �NA�.L REMAIN
<br /> TQ—SEAM f GIftDER MAY �E SNI�G TIGHT, , „ THE PRIMARY STRUCT�JRE WIL�. EXPERIENCE LATERAL M�VEME�T� BETWEEN
<br /> ��IP CR�TICAI� {SC}. AL� OTF�ER �O�TED ��NNECTIONS SNA�,L �ATISFY THE 3 —fl OF WIDTNt WF�ERE TWQ UNI�S ABl1T, EACN ��I�` SNA�.�. B� SO �ON�ECTED �NDAMAGED UNDER THE SERVICEAB1�.11�Y STORY D�IF4C� AND SM�L� NQT FA�.�. F�(�M
<br /> �RITERIA FQR SLIP—CRITICA� CC}NNECTIO�S U��ESS NOTED dTHERWISE AS SN�JG— T{� TNE �TEE� FRAMING. ADJACENT F����S, THE STO�Y DRIFTS PERPENDICULAR AND/OR PARALLE� TO THE 8�11�.DIN� �JNDER THE DESI�N STORY DRIFT.
<br /> TIGHT. WHERE C�NNECTIONS ARE NOTED AS SNUG—TIG�IT, TNE CONTRACTQR MAY TNE PRIMARY STRUCT�IRE ARE A� FOL�QWS:
<br /> INSTAL�. PER THE CRIT�RIA Ft�R SNUG—TIGHT BaLTS. SLIP—CRITICAL ��� �ED� LAPS �F ADJA�ENT UN1TS SHALL BE CaNNECTED BETWEEN SIJPPQRTS BY MISCELLANEOUS METALS
<br /> CONNECTfONS SHALL USE LQAD INDICAT�R WASHERS �R TENSION CONTROL BQLTS. 1 --1/2" TOP SEAM WELDS AT A MAXIMUM SPACING OF 2'-0" ON CENTER. ��RVICE LEVEL D�SIGN
<br /> ALL ASTM A3Q7 BQLTS SHALL BE PR{�VIDED WITN LQCK WASHER� �lNDER NUT5 OR LEVELS STORY DRIFT STQRY DRIFT THE CQNTRACTaR SHALL DESIGN AND SUPPLY ALL ADDITIONAI� M15CELLANEOl1�
<br /> SE�F—�.QC�{ING N�TS. ALL 84�T N�}L.ES 5HALL BE STANDARD 51ZE UNI.ESS NC�TED �ECK 11P�ITS SNALL BE CaNNECTED TC} TNE STEE� SUPPC}RTS AT TNE Sl�E METAL� TEIAT ARE I�DECATED IN THE ARCHITE�Tl1RA� DRAWINGS QR TNC�SE
<br /> QTNERWCSE. BflUNDARIES WI3H 3/4 1NCN PCIDD�E WE�DS AT THE SAM� SPACING AS TNE SIDE R�}�F 2 5�� INCNES 3 �f� INCNES METAL� WH1CN ARE F0�lND TO BE NECES�ARY TO SUPPORT THE ARCF�IT�CTURA�
<br /> LAP CON�ECTIC�NS. FINISHES QR 4TNER B�ILDING SYSTEMS. TNE MIS�E�LANE�}US META�.� �NA��
<br /> TNE CQNTRACTOR SHAl�� BE RESPC}NSIBLE F�}R A�L ERECTIt�N AIDS TNAT ACCOMMODATE �ATERAL MaVEMENT� BETWEEN ADJACENT F�C}C�RS AS DEFINED 11�
<br /> INCI�UDE, BUT ARE NOT �IM�TED T0, ERECTION ANGI�ES, LIF� NC}LES, ANa WHERE STEEL MEMBERS ARE PARA��E� TC} THE D£CK FLUTES AND AT TH� SAME B�JILDING ��EMENTS I�ICLUDING EXTERI(�R C�ADDING, STAkRS, ��EVATORS, AND Tl�E ST�7RY �RIFT SECTION OF THE�E NOTES.
<br /> QTHER AfDS. ELEVATI(?N dF THE BOTTOM OF TNE �ECK, ADJUST DECK LAYOUT AND C4NNECT MISCELLANEOUS METALS; MECMANICAL/ELECTRfCAL/PL.IJMBING SYSTEM SUPPC}RT�;
<br /> DECK TO STE�L WITH SAM� WE�DING AS REQUlRED F�R SIDE BOlJNDARIES. INTERIOR ME�CAL STUD �RAMING; AiJD ANY OTHER ELEMENTS AS REQUIRED BY THE ALL FRAMlNG AND CQNNECTIONS DESIGNED BY THE CONTRACTQR SHALL NOT
<br /> STRUC1�l1RAL STEEL WE�DCNG B1111..D11�G CODE SHAL� BE D�SIGNED TO ACCC}MMODATE THE PRIMARY STRUCTURE RESl1LT II� ECCENTRIC LOADS BEING APPI�IED TO TNE PRIMARY �TRl1�TURE NOR
<br /> �TEEL DECK THAT !� T� BE C�}�IERE� W1T� I�I��LATII�G CONCRETE SNA�.L BE STflRY DRI�S WITI� ANY APP�.ICABLE E�EMEI�T—SPECIFI� MQDIFICATIONS PEft LATERA� LOA�S BEING APPLIED T� TN� BUITOM FI�,NGE �F STE�L BEAMS. THE ,
<br /> �TRUC�URA�. STEE�. SN{�P QRAWING� SI�A�.�. SHOW AI�� WEI�DING WITN AWS A�.�- S�.OTTED QR PERF�RATED �0 PROVIDE A MINIM�JM QF 1.5 PERC�NT UI�IF��MLY CHAPTER 13 QF ASCE 7. �O�ITRACTOR'� DESIGN SHAL� VERIFY TNAT TNE �41�NECTIONS DO NOT RESU�T IN .
<br /> SYMBOLS. AL�. WE�.D�f�G SHA��. �E D�JC�E BY AWS f WA�{� �WASHINGTO�V DISTRIBUTED VENTIN�, PR�VI[�E F�.ASHING AND CLO�URE ��ATES AT A�� ADVERSE �OCAL �ONNECTIQ�1 �TRESSES �CC�JRRING WITNIN THE PRIMARY
<br /> ASSOCIATI(�N �F� BUILDING ��`FICIAL�� CERTIFIED W�I��ERS ANa IN AGCORDA�CE P�RIMET�R ��CATIQ�S R�QIJI�ING C�.OSURE. TNE DECK INSTAL�ATION, W1�E� FOt�NDATI�NS S�RU�T�IRE. SUBMIT CA�.�ULATIONS STAMPED 8Y A STRU�T�IRA� ENG1�3E�R
<br /> WITH AWS D� .1 . WELD� SHOWN ON THE �RAWINGS ARE THE MINIMUM �IZES. COMPLETE, SNALL BE READY Ta RECEIVE INSIJ�.ATING CONCR�TE. LIC�NSED T� PER�ORM TNE WORK IN TNE JURISDICTION WHERE THE PRQJECT IS
<br /> INCREASE WELD SlZE Tn AWS MINIMUM SIZES, BASED ON PLATE THICKNESS. THE FOUNDATION DESIGN IS BASEQ ON THE RECOMMENDATIONS CONTAINED IN TN� LOCATED AND 5MOP DRAWINGS iNQICATING IMP05ED LOADS ON THE PRIMARY
<br /> TI�E MINIMUM WELD SIZE SHALL BE 3 f 16 INCH. FIELD WE�DING SYMBOLS HAVE SHOP DRAWiNGS SHALL BE Sl1BM1TTED SNQW{NG DECK aEPTN, GAGE, EAYOU�, GEOTEGHPJICAL ENGINEERlNG DESIGN REPORT ENTITL�D GEOTECNNICAL ENGINEERING STRUCTIJRE.
<br /> NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS. WN�R� SHUWN, PRQPER C��IN�CTI(�N�, AND CLOSfJftES SERVICES — AVIATION SAFETY PROM(�TION CE�TER" DATED JUNE 23, 2Q15,
<br /> FIE�� WE�DI�G PER AWS �� .1 SNAL� �E USED. WNER� NQ FIE�� 1NELDING PREPARED BY NA€�CY �, TOCNK(�. REFER TO THI� �EPORT FOR A��
<br /> SYM�{�l.S ARE SNO�lN, IT IS TNE �ONT��ICTOR'S RESFOI�SIBI�.IT`( TQ C�ORDI�IATE �TEE� DECK TYPES SNA�� 8� VERCO TYPE FESB-3�, ASC TYPE B, QE� fiPPROVED �E{�T���NICAL �EQ�I�EM�NT� A�D A�TICIPAT�D C{�NDITI�NS BE�(�W GRADE
<br /> TFIE IJSE OF �NOP AND FIELD WE�DS. A�L PARTIAL JOI�T PENETRATION G�OOVE ���A�.
<br /> WELD SIZ�S SHaWN (�N THE DRAWIN�S �EFER TO �FFECTIV� TNR�AT TNICKNE�S. STRUCTURAG DE�IGN DATA
<br /> ALL WELDS SHAI�L BE MADE USING LOW NYDROG�N EI.ECTRODES WITH MfN�MUM
<br /> TENSILE STRENGTH PER AWS D1.� (MiNIMUM 70 KSI}. LOW HYDR(�GEN SMAW LOAD CaMB1NATl{�NS; L�AD �UMBINATIONS ARE IN ACGC�RDANCE WITH
<br /> E�ECTROQES SHA�E.. BE USED WITHIN 4 H(�11R� OF OPENING TNEIR HERMET�CALLY SECTION ��05 OF TNE �IJI�DING CODE.
<br /> SEALED CONTAINERS� OR SHAI.L BE R�BAltED PER AW� �1 .1, SECTIQN 4.5.
<br /> ��ECTRODE� �NA��. �E REBA�CE� �10 MORE TNAN ��E TIME, AND E��CT�ODE� TFIAT LIVE �.�ADS; �IVE �OA�� SNAL� BE IN A���RDANCE 1NITN TNE LOAD DIAGRAMS. �
<br /> HAVE BEEN WET SHA�L �OT BE �S�D. �
<br /> � �A�1 V tJ�J 1.1� Strvctural+Civil Engineers
<br /> KL E ME NC I C .�MM���. 13D1 Fifth Avenue,Sufte 3200
<br /> Seattle Washington 98101-2b99
<br /> ASSC}CIATES ■ �r:2o62�2i2o� �:zo6zQ212a� Q
<br /> �
<br /> SYM �EVISION BY APPROVED DATE SYM E2EV15!{}N BY APPRQVED 4ATE ORAWN t3ATE SUBTfT1�E CUREtEhiT' REVISION SYM80� �ATE c,v,
<br /> ��,K T,�, ACCEPTABILITY D. �A�HAM 0�,03.�5 V�128�9162 � Q5.24.16
<br /> �E�ERA� NQTE� "'
<br /> — 40-092 BUILDI�IG EXPANSION W2829162 MKA P.7. RYAN 0$.13.15 `�- ae �v�s frJ �. THlS DESIGN AN[�f{}R �
<br /> �`+�,� �'�,,�,, SPECIFICATION IS APPRt}VEC} P.T. RYAN 08,03.15 SHEEr �
<br /> A 4�-092 BUiL�ING EXPANSION W2829162 �IKA P,T: RYAN i 1.19�15 ��fi�I���'�"'������ � � r�` `-'.� A��Rc�v�� s� ���T. Qa�� G �F�ANCO 08.�3.15 ���.� 40—U92 B�1IGDING E}�PANSIdN �
<br /> CNECKED ti�� � �
<br /> B 40—Q92 BU#LDING EXPANSl4N W2829162 MKA P.T. RYAN 01.21.16 � P.T. ftYAN 08.03,15 n �
<br /> -� ��, 7s7s6 <u� APPROVED B U I����� ��"�V�� JOB N0. COMP N0.
<br /> C 40-092 BUILDING EXPAN51qN W2829162 MKA P,T. ftYAN 05.24,16 °,��, rc'RAL ��``' ��`�` W�829162 �
<br /> �s��NAL`��`� APPROVED DWG Nfl.
<br /> STRl1CTURA� MAST�� EV�RETf, WA 40—�92-528
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