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<br /> STRUCTURAL NOTES
<br /> D
<br /> DESIGN LOADS
<br /> NONSTRUCTIRAL COMPONENTS �+LL CONCRETE SUBJEGT TO EXPOSURE GLASSES Ft, P2 OR F3 SHALL BE AIR ENTRAINED.
<br /> ALL �ESIGN AND CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE DESIGN, DETAILING AND ANCHORAGE OF ALL NONSTRUCTURAL COMPONENTS SHALL BE IN AIR-ENTRAINWG AGENTS SHALL CONFORM TO ASTM C 260. THE AMOUNT OF ENTRAINED AIR STEEL MATERIALS . � � .. .
<br /> INTERNATIONAL BUILDING CODE QBC), 2015 EDITION, AS AMENDED BV THE CIN OF ACCOROANCE WITH IBC SECTION 1613, ASCE 7 CHAPTER 13, AND THE PROJECT SHALL BE ACCORDING TO ACI 318 TABLE 19.33.1 WITH N FIELD TOLERANGE OF xL5 WIDE FLANGE SHAPES (W AND WT) ASTM A 992 �
<br /> EVERETT. SPEqFICATIONS. NONSTRUCTURAL COMPONENTS DESIGNED BV OTHERS SHALL NOT PERCENT BY VOLUME THE AMOUNT OF ENTRAINE� AIR SHALL BE MEASURED IN THE FlELD p(pTES (PL), BARS ASTM A 36 TVPICAL,
<br /> INDUCE TORSIONAL LOADING INTO SUPPORTING STEEL STRUCTURAL MEMBERS WITHOUT AT THE DISCHARGE FROM THE TRUCK. ASTM A 5]2 6R40E SO WHERE NOTEO �
<br /> ! LIVE LOADS A��ITIONAL BRAGNG OF THOSE MEMBERS TO ELIMINATE TORSIONAL FORGES. TORSIONAL ANGLES (L), CHANNELS (C AND MG) ASTM A 36
<br /> � IN ADDITION TO THE DEAD LOADS, THE FOLLOWING FLOOR LIVE LOADS WERE USEO FOR BRAQNG SHALL BE DESIGNED BV THE NONSTRUCTURAL COMPONENT DESIGNER AND THE CONTRACTOR SHALL SUBMIT CONCRETE MIX DESIGNS '"OR A SDq CONTINUOUSLY STRUCTURAL TUBES (HSS) ASTM A 500, GRADE C �
<br /> DESIGN. LIVE LOAD REDUGTION IS PER IBC SECTION 160�.10. APPROVED BV THE ENGINEER. APPROVED CONCRETE MIX"' FOR APPROVAL 2 WEEKS PRIOR TO PLACING ANV CONCRETE. STRUGTURAL BOLTS ASTM A 325
<br /> THE MIX �ESIGN SHALL BE W GONFORMANCE WITH ACI 318, CHAPTER 19. "CONTINUOUS ANCHOR RODS ASTM F 1554, GRA�E 36
<br /> REDUCIBLEUNREDUCIBLE DESIGN, DETAILINGANDCONSTRl1CTIONOFALLNONSTRUCTURALCOMPONENTSWHICH APPROVEDMIXTURESSHALLCONFORMTOSDCIOIRECTOR'SRULE1L2014". THE UNLESSNOTEDOTHERWISE .
<br /> CORRIDORS, STAIRS �OOPSF X ATTACH TO STRUCTURE SHALL ACCOMMODATE CONSTRUCTION TOLERANCES AS SUBMRTAL SHALL INDICATE WHERE EACH GONCRETE MIX IS TO BE USED ON THE PROJECT, THREADED RODS ASTM A 36, 11NLESS NOTED OTHERW ISE
<br /> OFFIGES 85 PSF + 15 PSF PARTITION �OAD X ESTABLISHED BY THE STRUCTURAL SPECIFICATIONS. ANY NONSTRVCTUR4L COMPONENTS AS WELI AS THE MAXIMUM AGGREGATE SIZE OF EACH MIX. MAXIMUM AGGREGATE SIZE WELDING ELECTRODES ]0 KSI, LOW HVDROGEN, TVPIGAL
<br /> LIGHT STORAGE 125 PSF X W HICH ATTACH TO MORE THAN ONE LEVEL OP THE STRUCTURE SHALL ALSO SHALL CONFORM TO THE PROJECT SPEGIFICATIONS. 60 KSI, MINIMUM, STEEL DECK AND COLD-FORMED
<br /> ACCOMMODATE THE FOLLOWING RELATNE MOVEMENTS BEPNEEN LEVELS WITHOUT FRAMING
<br /> REFER TO TABLE 160'!.1 IN THE IBC FOR RELEVNNT CONCENTR4TED LIVE LOA�S. DAMAGE TO THE NONSTRUCTUR4L COMPONENTS: CURING �
<br /> VERTICAL OEFLECTION OF ±1 1121NCH DUE TO VARIABLE LNE LOADS IF THE AIR TEMPERATURE W ILL E%CEED 75 DEGREES F W ITHIN 48 HOURS OF PLACWG STRUCTURAL STEEL OESIGN, FABRICATION AND ERECTION SHALL CONFORM TO THE _
<br /> ROOF SNOW LOAO CONCRETE, A MOIST CURE SHALL BE APPLIED TO THE CONCRETE FOR A PERIOD OF 36 RE�UIREMENTS OF BC CHAPTER 22. ALL MEMBERS ARE TO BE ERECTED WRH NATUR4L
<br /> THE ftOOF SNOW LOAD IS �ETERMINED USING CHAPTER 7 OF ASCE 7 1N ACCORDANCE W ITH HOURS AFTER FINISHING CONCRETE SURFACES. REFER TO THE PROJECT SPECIFICATIONS MILL GAMBEft OR INDUCED CAMBER UP, UNLESS OTHERW ISE NOTED ON THE PLANS.
<br /> IBC SECTION 1608 AND W ITH THE FOLLOW ING FACTORS: FOR CURING REQUIREMENTS. Sl1B5TITUTION OF MEMBER SIZES OR STEEL GRADE WIL� NOT BE ALLOW ED WITHOUT
<br /> IN ADDITION, NONSTRUCTURAL COMPONENTS ATTACHED TO MORE THAN ONE LEVEI SHALL PRIOR APPROVAL BV THE ARCHRECT. A MINIMUM OF TWO BOLTS IS REQUIRED FOR ALL 1so1 Finn n.e��e,smxe isoo
<br /> MINIMUM DESIGN LOAD 25 PSF W ITHOUT DRIFT ACCOMMO�ATE AN INELASTIC STORY DRIF"f PER "STORV DRIF"f" SECTION ABOVE W ITHOUT REINFORCING STEEL BEP.M CONNECTIONS. HLTERNATIVE CONNECTIONS TO iHOSE SHOWN ON THESE � sea<ne,WA 98101
<br /> Pe = 20 PSF Ce = 1.0 CREATING A LIFE SAFETY HAZARD. DEFORMED BARS ASTM A 615, GRADE 60 DRAW INGS WILL RE�UIRE PRIOR APPROVAL BY THE ARCHITECT. 1 306.612.582E
<br /> I: = 1.0 Ci= 12 SPEqAL �UCTILE �l1ALITV DEFORMED BARS ASTM A�06, GRADE 60 LOW ALLOV koH.<om
<br /> Pr = 17 PSF PRE-ENGINEERED STAIRS HEADED DEFORMED BARS ASTM A W0, HEAD TYPE HA THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL EREGTION AIDS AND JOINT
<br /> STAIRS DESIGNEO BV OTHERS SHALL NOT INDUCE TORSIONAL LOADING INTO SUPPORTING ADHESNE REINFORQNG DOWELS (ARD) ASTM A 615, GR4DE 60 PREPARATIONS THAT INCWDE, BUT ARE NOT LIMITED TO, ERECTION ANGLES, LIFT HOIES
<br /> SEISMIG LOADS STRl1CTUR4L MEMBERS W ITHOUT ADDITIONAL BR4GNG OF THOSE MEMBERS. TORSIONAL ADHESNE AS REQUIRED PER AND OTHER AIDS. WELDING PROCEDURES, RE�UIRED ROOT OPENWGS, ROOT FAGE
<br /> THE SEISMIC FORCE-RESISTING SVSTEM (SFRS) USED TO RESIST EARTH�UAKE AND W IND BRApNG SHALL BE DESIGNED BV THE STAIR DESIGNER AN� APPROVED BV THE ENGINEER. POSLINSTALLED ANCHORS DIMENSIONS, GROOVE ANGLES, BACKING BARS, GOPES, SURFACE ROUGHNE55 VAW E5, �
<br /> LOADS IS COMPRISED OF DESIGNED IN ACCOftDANCE W1TH THE PROVISIONS OF AND UNE�UAI PARTS.
<br /> '� EARTHQUAKE DESIGN IS BASED ON THE EQUNALENT LATERAL FORCE PROCEDURE IN ASCE INSPECTION SPEGIAL DUCTILE QUALITV (SD�) DEFORMED BARS SHALL BE USED FOR VERTICAL . .
<br /> ' 7 SECTION 12.8 WITH THE FOLLOW ING FACTORS: SPECIAL INSPECTION PER IBC CHAPTER 17 SHALL BE PERFORMED BV AN APPROVED REINFORCING IN SHEAR WALLS AND MOMENT FRAME COLUMNS, TOP AND BOTTOM GALVANILNG �
<br /> � TESTING AGENCV AS INDICATED IN THE STATEMENT OF SPECIAL INSPECTIONS AND REINFORCING IN MOMENT FR4ME BEAMS, DIAGONAL REINFORGING IN DIAGONALLY STRUCTURAL STEEL AND CONNECTIONS. INCWDING PL4TES AND OTHER STEEL ITEMS pH � - B(
<br /> LIGHLFR4MED (COLD-FORMED STEEL) WALLS SHEATHEO W ITH WOOD STRUCTURAL TESTING. ALL PREPARED SOIL-BEARING SURFAGES SHALL BE WSPECTED BV THE REINFORCED COUPLING BEAMS, TOP AND BOTTOM REW FORCING IN ALL OTHER COUPLING EMBEDDED IN CONCRETE, W HICH ARE EXPOSED TO WEATHER AND NOT TO BE PAINTED y.�cE °E ���r��'�c9p
<br /> PANELS RATED FOR SHE4R RESISTANCE. GEOTECHNICAL ENGWEER PRIOR TO PLACEMENT OF REWFORCING STEE�. SOILS BFAMS, AND OTHER REINFORCWG DESIGNATED "SDQ" ON THE DRAW WGS. ASTM A 615, SHALL BE HOT-DIPPED GAWANIZEO AFfER FABRICATION M COMPLIANCE WITH ASTM A 123. � ,^,° y �
<br /> � COMPACTION SHALL BE SUPERVISED BY AN APPROVED TESTING AGENCV OR GRADE fi0 REBAR MAY BE USE� IN THESE MEMBERS IF 1) THE ACTUAL VIELD STRENGTH qLL FIELD WELDS ON GALVANIZED MA7ERIAL SHALL BE COATED W ITH BRUSH APPLIED ZING _
<br /> AISI 540�45 NORTH AMERICAN STANDARD FOR SEISMIC DESIGN OF COL0.FORMED STEEL GEOTECHNIGAL ENGMEER. BASED ON MILL TESTS DOES NOT EXCEED THE SPECIFIED VIELD STRENGTH BV MORE THAN ftICH PAINT GOMPLVING W ITH THE SPECIFIGATIONS.
<br /> STRUCTURALSVSTEMS. SPEpALCOND1770N5 PSI�AND2)THEF2ATIOOPTH� AGTUAEULTIMHTETENSILESTRESSTONHEACOALL3,000 yyELDING p owsaysG��`�`�=.�4 ,
<br /> II SITE GLASS D GONTRACTOR SHALL VERIFV ALL LEVELS, DIMENSIONS, AND EXISTING CON�ITIONS IN THE TENSILE VIELO STRENGTH IS NOT LE55 THAN 125. MILL TEST CERTIPIGATIONS FOR SD� qLL WELDING SHALL BE IN CONFORMHNCE W ITH AISC AND AWS STANOARDS, AND SHALL BE F'sg�ha� Er��G� �9
<br /> RISK CATEGORV II RELD BEFORE PROCEEDING. WNTRACTOR SHALL NOTIFY THE ARCHITECT OF ANV ASTM A 615, GF2ADE 60 BARS SHALL BE SUBMITTE� TO THE OWNER'S SPECIAL INSPECTOR PERFORMEO BV "AWSWABO"-0ERTIFlEO WEL�ERS. ONLV WELDS THAT ARE aN�� ,��I
<br /> SEISMIC DESIGN CATEGORV D OISCREPANCIES OR FIELD CHANGES PRIOR TO INSTALLATION OR FABRICATION. IN CASE OF AND ARCHITECT PRIOR TO PLAQNG THE BARS. PREQUALIFlED, AS DEFlNED 8Y AWS. OR QUALIFIED BV TESTING SHALL BE USED. SHOP O�
<br /> DISCREPANGIES BETWEEN THE EXISTING CON�ITIONS AND THE DRAW INGS. THE DR4W INGS SHALL SHOW ALL WELDWG W ITH AWS A2.4 SVMBOLS. WELDS SHOWN ON THE �
<br /> Ss = 1.444 9 h„ = 15 FT CONTRACTOR SHALL OBTAIN DIRECTION FROM THE ARCHITECT BEFORE PROCEEDING. REINFORCING SHALL BE SUPPORTE�AS SPECIFIED BV THE PROJECT SPEGFICATIONS AND DR4W INGS ARE MINIMUM SIZES. INCREASE WELD SIZE TO AWS MINIMUM SRES BASED ON . - � � �
<br /> 5� = 0.553 g T = 0.75 SECONDS DIMENSIONS NOTED AS PWS OR MINUS (i) IN�ICATE UNVERIFIED DIMENSIONS AND ARE THE CRSI MANUAL OF STANDARD PRACTICE. REINFORCING STEEL SHALL BE DETAILED W THICKNESS. MINIMUM WELD SIZE SHALL BE 3H6-INCH, UNLESS NOTED OTHERW ISE. THE �� � .
<br /> Sos = 0.9fi3 9 T� = 6 SEWNDS APPRO%IMATE NOTIFY ARCHITECT IMME�IATELV OF CONFLICTS OR EXCESSIVE ACCORDANCE WITH AGI STANDARD OF PRACTICE AS OUTLWE� IN ACI 315, "DETAILS AND W EL�S SHOWN ARE FOR THE FINAL CONNECTIONS. FlELD WELD SVMBOLS ARE SHOWN
<br /> Sm= 0.553g la = 1.0 VARIATIONSFROMINDICATEDDIMENSIONS. NOTEDDIMENSIONSTAKEPRECEDENGEOVER DETAILINGOFCONCRETEREINFORCEMENT." WHEREFlELDWEIDSAREREQUIREDBYTHESTRUCTURP.LDESIGN. WHEREFIELOWELDIS Warehouse
<br /> R = fi.5 C. = 0.15 SCALED DIMENSIONS--0O NOT SCALE DRAWINGS. DIMENSIONS OF EXISTING CONDITIONS NOT INDICATED, THE CONTRACTOR IS RESPONSBLE FOR DETERMINING IF A WEL� SHOULD
<br /> V = BASE SHEAR = 17 KIPS MAV BE BASED ON RECORD DRAWINGS AND ARE TO BE FlELD-VERIFlED BV THE �qp qLL REMFORqNG BARS AS NOTED ON THE DR4WINGS. WHERE SPLIGE LENGTH IS NO7 BE SHOP OR FlELO-W ELDED IN ORDER TO FACILITATE THE STRUCTURAL STEEL ERECTION. Bath POOI 1 1 EXpal ISIOI 1
<br /> CONTRACTOR. SHOWN, USE TVPE Lb (Lb� FOR TOP BARS) SPLIGE PER DEVELOPMENT AND SPLICE LENGTH
<br /> THE SEISMIC FORCE-RESISTING SVSTEM IS COMPRISED OP THE STRUCTURAL MEMBERS SCHEDUIE. MEGHANICAL SPLICES CALLED OUT ON THE PLANS SHALL BE TYPE 1, UNLE55 yyELDING OF THE SEISMIC FORCE-RESISTING SVSTEM SHALL BE EXECUTED IN
<br /> AND GONNECTIONS IDENTIFlED IN PLAN AND ON THE ELEVATIONS. GONTRACTOR SHALL VERIFV ALL EXISTING WNDITIONS BEFORE COMMENQNG ANV OTHERW ISE NOTED. TYPE 1 SPLICES SHALL DEVELOP 125 PERCENT OF THE VIEL�
<br /> DEMOLITION. CONTRACTOR SHALL PROVIDE ADE�UATE SHORIN6 AND BRACING OF ALL CAPACITV OP THE SPLICED BARS IN BOTH TENSION AND COMPRESSION. TVPE 2 SPLICES ACCORDANCE W ITH THE PROVISIONS OF AWS D1.8 "STRUCTURAL WELDWG CODE - SEISMIC FOR �
<br /> STRUCTUR4L MEMBERS, EXISTIN6 CONSTRUCTION AND SOIL EXCAVATIONS, AS RE�UIRED, SHALL DEVELOP THE SPECIFIED TENSILE STRENGTH OF THE SPLICED BARS IN TENSION IN SUPPLEMENT". WELDS ASSOCIATED W ITH THE SEISMIC FORCE-RESISTING SVSTEM ARE
<br /> WIND LOADS IDENTIFlED WITHIN THESE DR4W INGS AS FOLLOWS:
<br /> AND IN A MANNER SUITABLE TO THE WORK SEQUENCE. TEMPORARY SHORING AND ADDITION TO MEETING TVPE 1 SPLICE REWIREMENTS. SUBMIT ICGES OR IAPMO UES
<br /> WIND LOAD IS DETERMINED USING CHAPTERS 26-31 0F ASCE 71N ACCORDANCE WITH IBC gqqCING SHALL NOT eE REMOVED UNTIL ALL FINAL CONNECTIONS HAVE eEEN COMPLETED REPORT VALID FOR THE 20151BC DEMONSTR4TING COMPLIANCE OF GOUPLERS WITH Teag ue/ Boei ng
<br /> SECTION 7609 W ITH THE fOLLOW W G FACTORS: IN ACCORDANCE W IiM THE �R4W INGS AND MATERIALS HAVE ACHIEVED �ESIGN NOTE W ITHIN W ELD TAIL �
<br /> THESE ftEQUIREMENTS. D'I.8 INOICATES WELDS SUBJECT TO RE�UIREMENTS OF �1.8
<br /> RISK GATEGORV II Kr = 1.0 STRENGTH. NO REINFORCING BARS IN EXIS7ING CONSTRUCTION SHALL BE CUT UNLESS ..
<br /> DIRECTEDTOBVTHEARCHITECTORASSHOWNONTHEDR4WINGS. Di.&DCW INDICATESDEMANOCRITICALWELDSSUBJECTTO
<br /> EXPOSUftE CATEGORY B G�p = t0.18 ADDITIONAL SPECIFIC RE�UIREMENTS WITHIN 01.8
<br /> V,� = 110 MPH V� = 85 MPH CONTR4CTOR SHALL BE RESPONSIBLE FOR ALL SAFETV PRECAUTIONS AND THE METHODS, AT THE CONTRACTOR'S OPTION AND WITH THE ARCHITECT'S APPROVAL, HEADED AT
<br /> TECHNI�UES, SEQUENCES OR PROCEDURES RE�UIRED TO PERFORM THE WORK. DEFORMEO BARS MAV BE USED IN LIEU OF REWFORCING BARS SHOW N W ITH STANDARD 90 THE LOWEST ANTICIPATED SERVICE TEMPERATURE IS _ DEGREES FAHRENHEIT FOR
<br /> � DESIGN WIND PRESSURES FOR DETERMINING FORCES ON COMPONENTS ANO CLAD�ING OR 180 DEGREE HOOKS AND MECHANICAL SPUCES MP.Y BE USED W LIEU OF LAP SPLICES. pETERMINATION OF REQUIRED CHARPY V-NOTCH TOUGHNESS LEVEL.
<br /> SHALLBEDETERMINEOUSINGCHAPTER300FASCE7INACGORDANCEWITHIBGSECTION SOILS USEOFHEADEDDEFORMEDBARSISSUBJECTTOCONFORMANCEWITHACI318SECTION 6000 - 23rd Drive West
<br /> 1609 BV THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER W HO IS q pqqxlMUM BEARING PRESSURE OF 3,000 PSF WAS USED BASEO ON THE EXISTING 254 6. USE OF MECHANICAL SPLICES IS SUBJECT TO CONFORMANCE W ITH ACI 318 SECTION FIREPROOFING
<br /> RESPONSIBLE FOR THE DESIGN OF SUCH ELEMENTS, UNLESS NOTED OTHERWISE ON THE CONSTRUCTION �RAWING. SEE THE GEOTECHNICAL REPORT BV . DATEO �8 Z.�AN� RE�UIRES SUBMITTAL OF AN ICGES OR IAPMO UES REPORT VALID FOR THE 20�5 EXCEPT W HERE PAINTED OR GALVANIZED, STRUCTURAL STEEL SHALL BE FIREPROOFED Everett� W`d 9HZO6
<br /> DRAWINGS. , FORMORECOMPLETEINFORMATION. EARTHWORKMATERIAL, BACKFILL IBC. PERTHESPECIFICATIONS. FIREPROOFWGSHALLBEGCPAPPLIEDTECHNOLOGIESOR
<br /> AND GOMPACTION SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE APPROVED EQUAL. THIGKNESS SHALL BE AS INDICATED ON ICC REPORT NO. ESR-1186.
<br /> STORV DRIFTS REINFORqNG STEEL SHALL HAVE PROTECTION AS FOLLOWS, UNLESS NOTED OTHERW ISE: PRIMARV STRUCTURAL FR4ME CONSISTS OP ALL COLUMNS, GIRDERS AND BEAMS
<br /> THE MAXIMUM LATER4L �ISPLACEMENTS W ITH RESPECT TO THE LEVEL BELOW (STORV GEOTECHNICAL REPORT. BAGKFILL BEHIND WALLS SHALL NOT BE PL4CED BEFORE THE ATTACHED TO COLUMNS, AND ANY BEAM CARRVING GREATER THAN WO SQUARE FEET OF PERM IT SET
<br /> WALLS AN� SUPPORTING SLABS ACHIEVE 28 DAV GONCRETE STRENGTH OR THE WALLS q �
<br /> DRIFTS) ARE AS FOLLOWS: USE COVER FLOOR OR ROOF AREA. ALL OTHER FRAMING IS TO BE CONSIDERED SEGONDARY. OHIZ I IZO� 7 g
<br /> ARE TEMPORARILY BRAGED. ALL TOPSOIL ORGANICS AND LOOSE SURFACE SOIL SHALL BE FOOTING, PILE CAP, GRADE BEAM BOTTOM BARS 3" (CAST AGAINST EARTH) STRUCTUR4L MEMBERS SHALL BE ASSUMED TO BE IN A TNERMAL "RESTRAMED"
<br /> e SEISMIG REMOVED FROM BENEATH FILL SUPPORTING CONCRETE SLABS OR PAVING. TOP BARS 1 V2" "UNRESTR4W ED^ CONDITION FOR THE PURPOSES OF DETERMINING FIREPROOFING , - �
<br /> W ELASTIC STORV DRIFT = 2% OF STORV HEIGHT MEMBER SPACING 2" (N6 AND LARGER WHERE THICKNESS.
<br /> ELASTIG STORV DRIFT = MELASTIC STORY DftIFT DIVIDED BV Cdl.. W HERE Ca�la = 4 ALL FRAMING MEMBERS SHALL BE E�UALLV SPACED BETWEEN GRID LINES, COWMNS, AND E%POSED TO EARTH OR This drewing is:
<br /> DIMENSIONED FRAMING UNLESS NOTED OTHERWISE WEATHER) 1. Copyng�� 20�7 �ykeman, Inc.
<br /> SOIL LOADS $IDE BARS 2" 2 The Archi�ecCs Instrumen� of Professional Service.
<br /> ALIOWABLESOIL-BEARINGPRESSURE 3000 PSFDL + LL DRAWING LIST 3. Foruseonihispmjectonly. ObtainAahitecfs
<br /> 3000 PSFDULL + SEISMICNJIND CONCRETE WELDINGOFREINFORGING, WHEREAPPROVEDBVTHEARGHITECT, SHALLBEPERFORMED writtenpermissionforanyotheruseorreprotlu<tion.
<br /> USING LOW HYDROGEN ELECTRODES AND PREHEATE� IN ACCORDANCE W ITH AWS D1.4, _ . �
<br /> RE WFORqNG STEEL W ELDING CODE WELDERS AND WELDING PROCEDURES SHHLL BE
<br /> � GEN ERAL N OTES CONCRETE WORK SHALL GONFORM TO ALL REQUIREMENTS OF IBC CHAPTER 19 �UALIFlED IN ACCORDANCE W ITH AWS Di 4 MATERIALS SHALL CONFORM TO THE DRAWING DRAWING TITLE
<br /> FOLLOWING SO.N STRUCTUR4LNOTESANDDftAWINGLIST
<br /> CONCRETE MIXTURES 50.12 STRUCTURAL NOTES 2017-013 .
<br /> i SUBMITTALS CONCRETEMIXTURESSHALLCONFORMTOTHEFOLLOWINGRE�UIREMENTS: REINFORGWGeARSTOBEWELDED ASTMA706, GRADE60, LOWALLOV 50.13 STRUCTURALABBREVIATIONSANDSYMBOLS
<br /> � SHOPDRAWMGSSHALLBESUBMITTEDTOTHEARCHITEC7PRIORTOANVFABRICATIONOR WELDINGELECTRODES E80%X -
<br /> CONSTRUGTIONFORALLSTRUCTUR4LITEMS, INGLUDINGTHEFOLLOWING: CONCRETEOR CONCRETEMIXTURES 50.15 STATEMENTOFSPECIALINSPECTIONS �
<br /> MASONRVREINFORCEMENT, PRECASTORPRESTRESSED CONCRETEITEMS, EMBEDDED NONSHRINK GROUT 50.16 STATEMENTOFSPECIALINSPECTIONS
<br /> STEEL ITEMS, STRUGTUF2AL STEEL, STEEL JOISTS. STEEL DECK, SHEAR STUD LAYOUT, BASE PLATE GROUT SHALL BE NONSHRINK TVPE W ITH MINIMUM fc = 8,000 PSI. ALL OTHER 50.17 STATEMENT OF SPECIAL INSPECTIONS MARK DATE DESCRIPTION
<br /> fc PSI TEST AGE �AYS EXPOSURE CLA55 USE NONSHRINK GROUT SHAL� HAVE MINIMUM Pc = 5,000 PSI.
<br /> METAL GRATING. GLUE�-LAMINATED MEMBERS. CLADDING PANELS AND STAIRS. 4,000 28 F2 SO Wi Ci
<br /> IF THE SHOP DR.4W INGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL STRU CTU RAL STEEL 51.12 FOUNDATION PLAN -SECTOR 2
<br /> DRAWINGS, THEV SHALL BEAR THE SEAL AND SIGNATURE OF THE WASHINGTON STATE St13 MEZZANINE FR4MING PLAN - SECTOR 2
<br /> REGISTERED PROFESSIONAL ENGINEER WHO IS RESPONSIBLE FOR THE �ESIGN. CONCRETE MIXTURES SHALL CONFORM TO THE MOST STRINGENT RE�UIREMENTS FOR 51.t5 FOUNDATION PLAN - SECTOR 5
<br /> E%POSURE CLASSES SPECIFlED IN THE TABLE AeOVE AND ACI 318 TABLE 19.32.1. MAXIMUM REFERENCE SPECIFICATIONS
<br /> DEFERRED SUBMITTALS WATER CONTENT SHALL NOT EXCEED 255 LB/VD' STRUCTURAL STEEL AISC 360 - SPECIFICATION FOR STRUCTURAL STEEL 52.04 CANOPY PARTIAL FR4MING PLAN
<br /> PER IBG SECTION 107 3.4.1, DR4W INGS AND CALCULATIONS FOR THE DES16N AND BUILDIN65 .
<br /> FABRIGATION OF ITEMS THPT ARE DESIGNED BY OTHERS SHALL BEAR THE SEAL AN� WATER-REDUGING ADMIXTURES MAV BE INCORPORATED IN CONGRETE MIX DESIGNS, BUT
<br /> SIGNATURE OF THE WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER WHO IS SHALL GONFORM TO ASTM C 494, AND 8E USED IN STRICT ACGOR�ANCE W ITH THE HIGH STRENGTH BOLTS RCSG SPEGFICATION FOR STRUCTUR4L JOINTS USING 59.01 TYPICAL CONCRETE DETAILS . .
<br /> RESPONSIBLE FOR THE DESIGN AND SHALL BE SUBMITTED TO THE ARCHITECi AND THE MANUFACTURER'S REGOMMENDATIONS. CaQ2 OR OTHER WATEft-SOLUBLE CHLORIDE HIGH-STRENGTH BOLTS $4,02 CONCRETE DETAILS � �
<br /> BUILDING DEPARTMENT FOR REVIEW PRIOR TO FABRICATION. DEFERRE� SUBMITTALS ADMIXTURES SHALL NOT BE USED.
<br /> • ' •
<br /> INCLUDE BUT ARE NOT LIMITED TO THE POLLOWING' WELDING AWS D1.1, TVPICAL
<br /> WATER/CEMENTITIOUS MATERIALS RATIO SHALL BE MEASURED BV WEIGHT AND SHALL BE AWS D1.3 FOR STEEL DECK AND COLPFORMED FRAMING 55.01 TVPICAL STEEL DETAILS
<br /> PREENGINEERED STEEL STAIRS BASED ON THE TOTAL CEMENTITIOUS MATERIAL. WATE WCEMENTITIOUS MATERIALS RATIO AWS D1.8 FOR SUPPLEMENTAL SEISMIC PROVISIONS 55.02 STEEL DETAILS PRINCIPAL M CHARGE:� -
<br /> E�UIPMENT ANCHORAGE ANO WATER CONTENT SHALL BE DEfERMINED BY THE SUPPLIER BASED ON STRENGTH qWS PRE�UALIFIED JOINT DETAILS 55.03 CANOPY DETAILS PROJECT MANAGER: � -
<br /> SEISMIG DESIGN OF NONSTRUCTURAL COMPONENTS RE�UIREMENTS ANO SHALL NOT EXCEED THE MAXIMUM WATERICEMENTITIOUS MATERIAL PROJECTARCHITECT: � -
<br /> INTERIOR NONBEARING COLD-FORME� STEEL FRAMING RATIO AND/OR WATER CONTENT IF SHOWN ABOVE OR IN ACI 318 TABLE 19.32.� FOR THE WELDER GERTIFICATION AMERICAN W ELDING SOGETY (AWS) JOB CPPTAIN: � - .
<br /> �� SUSPENDED CEILINGS E%POSURE CLASSES LISTED. WASHINGTON ASSOCIATION OF BUIL�ING OFFICIALS 58.01 NPICAL COLD-FORMED STEEL DETAILS A
<br /> q � (yyqgp) 58A2 iYPICAL COLD-FORMED STEEL DETAILS � - .
<br /> FlELD-MEASURED SWMP SHALL CONFOftM TO THE SUBMITTED CONCRETE MIX DESIGN. S8.03 TVPICAL COLD-FORMED STEEL �ETAILS
<br /> TOLERANCE OF SLUMP SHALL CONFORM TO ASTM C 94. STEEL DECKWG STEEL DECK INSTITUTE PUBLICATION NO. 31 S8.04 TVPICAL COLO-FORMED STEEL DETAI�S
<br /> AISI5100 - NORTHAMERICANSPECIFIGATIONFORTHE STRUCTURAL NOTES
<br /> DESIGN OF COLD-PoRMED STEEL STRUCTURAL MEMBERS SBA5 COLO-FORMED STEEL DETAILS .
<br /> AND DRAWING LIST
<br /> . - . I
<br /> 1
<br /> NOT FOR CONSTRUCTION
<br /> 1 Z 3 6 5
<br />
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