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STRUCTURAL NOTES
<br /> DESIGN LOADS CONCRETE STRUCTURAL STEEL
<br /> AU design and construction shall conform to the requirements of the International Concrete work shall conform to all requirements of IBC Chapter 19. REFERENCE SPECIFICATIONS
<br /> Building Code(IBC),2012 Edition,as amended by the City of Everett.
<br /> CONCRETE MIXES:Concrete mixes shall conform to the following requirements: Structural Steel AISC 360-Spedflcation for
<br /> ROOF SNOW LOAD: The roof snow load is determined using Chapter 7 of ASCE 7
<br /> in accordance with IBC Section 1608 and with the following factors: Canasta strength at 28 days: Structural Steel Buildings
<br /> Minimum design bad 26 psf without drift Pc w/e ratio Joints
<br /> Strength Bolts RCSC Specification for Structural
<br /> Joints using High Strength Bolts
<br /> Py = 15 psf C.= 1.0 Concrete Plinth 3,000 psi 0.45
<br /> I
<br /> I. = 1.0 C t= 1.1Welding AWE 101,1,typical
<br /> Pt = 12 psf ADMIXTURES;Water-reducing admixtures may be incorporated In concrete mix AWB D1.3 for metal deck and cold-formed framing O
<br /> designs,but shell conform to ASTM C 494,end be used in strict accordance with the AWB prequalified joint details
<br /> SEISMIC LOADS: Earthquake design is based on the ASCE 7 with the fo0owing manufacturer's recommendations.CaCl2 or other water-soluble chloride admixtures
<br /> factors: shall not be used. Welder Certification American Welding Society(AWS)
<br /> Site Class C WALTER/CEMENT RATIO: Wafer/cement ratio shall be measured by weight end Washington Association of hi
<br /> Risk Category II shall be based on the total cementitious materiel.Water/cement ratio and water Building Officials(WABO) m
<br /> Seismic Design Category D content shall be determined by the supplier based an strength requirements and Q
<br /> shall not exceed the maximum water/cement ratio and/or water content if shown
<br /> S. = 1.33 g above or In the project specifications. STEEL MATERIALS
<br /> St = 0.50 g Structural Steel(W8,WT members)ASTM A 992 1k p 0
<br /> 8 De= 0.89 g SLUMP: Field-measured stump shall conform to the submitted concrete mix design. Connection material,embedded: ASTM A 38,unless noted otherwise ,,r' °"" '+suo
<br /> B pi= 0.44 g Tolerance of slump shall conform to ASTM 0 94. items,channels,angles, . ,s,
<br /> I e 1.0
<br /> base plates,and misc,steelcr �, 4f,
<br /> AIR CONTENT:An air-entraining agent conforming to ASTM C 260 shell be used in Structural Bolts ASTM A 326 1
<br /> WIND LOADS: Wind load is determined using Chapters 26.31 of ASCE 7 in all concrete mixes for network which is exposed to weather. The amount of entrained Anchor Rods ASTM F 1654,Grade 38 ���4 ; ,�.
<br /> accordance with IBC Section 1809 with the following factors: air shall be 5 percent±1 1/2 percent by volume,The amount of entrained air shell be Threaded Rods ASTM A 38 21fi l(
<br /> measured in the field et the discharge from the truck. Welding Electrodes 70 kat,low hydrogen,typical ��ox.t aY
<br /> Risk Category 11 Ke = 1.0
<br /> 60 lel,minimum,metal deck and col
<br /> Exposure Category C GCpt= 30,16 CURING: If the air temperature will exceed 76 degrees F within 48 hours of placing formed framing
<br /> V = 110 mph concrete,a moist cure shell be applied to the concrete fore period of 38 hours atter E
<br /> finishing concrete surfaces. Refer to the project specifications for curing Structural steel design,fabrication and erection shag conform to the requirements of $
<br /> Design wind pressures for determining forces on components and cladding shall be requirements. IBC Chapter 22.All members are to be erected with natural mitt camber or induced
<br /> determined using Chapter 30 ASCE 7 in accordance with IBC Section 1609 by camber up,unless otherwise noted on the lana.Substitution of member sizes or c n
<br /> HISt
<br /> the n State Chapter
<br /> 30 ofd 7 lanal Engineer who is responsible for the REINFORCING STEEL MATERIAL P
<br /> steel grade will not be allowed without prior approval of the Architect, Bolted
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<br /> design of such elements,unless noted otherwise on the drawings. connections are to be of high strength ASTM A 325 bolts as shown,unless noted
<br /> Deformed Bars ASTM A 815,Grade BO
<br /> Smooth Welded Wire Fabric(WWF) ASTM A 185(y=85,000 psi otherwise.A minimum of two bolts a required for all beam connections.Alternative
<br /> GENERAL NOTES Deformed Bar Anchors(DBA) ASTM A 498 connections to those shown on these drawings will require prior approval of the ry
<br /> Architect,
<br /> SUBMITTALS: Shop drawings shall submitted to the Architect prior to any
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<br /> fabrication or construction for ell bersl Items,Including the following:concrete REINFORCING STEEL: Reinforcing shell be supported as specified by the project The Contractor shall be responsible for all erection aids and joint preparations that
<br /> or masonry reinforcement,orudural steel,and steel deck specifications and the CRS!Manual of Standard Practice, Reinforcing steel shag be include,but are not limited to,erection angles,Oft holes and other aids,welding
<br /> detailed In accordance With ACI Standard of practice as outlined In"Details and procedures,required root openings,root face dimensions,groove angles,backing
<br /> If the shop drawings differ from or add to the design of the structural drawings,they Detailing of Concrete Reinforcement,ACI 315. bars,copes,surfaceroughness values, and unequal parts.
<br /> shell bear the seal and signature of the Washington State Registered Professional Lap all reinforcing bars as noted on the drawings.Where splice length is not shown,
<br /> Engineer who Is responsible for the design. use Type Lb(Lbt for top bars)splice per development and splice length schedule. GALVANIZING:mbedein concrete,
<br /> steel end are exposedsonclu weatherpiles andotherpainted steel
<br /> Mechanical or welded butt splices shalt be used subject to Architect's approval. items embedded in concrete,which exposed to and not to be
<br /> INSPECTION: Special Inspection per IBC Chapter 17 shall be performed by anshell be hot-dipped galvanized after fabrication In compliance with ASTM A 123.All
<br /> approved testing agency as Indicated in the Statement of Special inspections and Reinforcing steel shall have protection as follows,unless noted otherwise: field welds on galvanized material shell be coated with brush applied zinc-rich paint
<br /> Testing, complying with the specifications.
<br /> SPECIAL CONDITIONS: Contractor shall verify all levels,dimensions,and existing Uae Cover WELDING:All welding shall be In conformance with AISC and AWS Standards,
<br /> Concrete Plinth 1 1/2"
<br /> o conditions in the field before proceeding.Contractor shall notify the Architect of any end shall be performed by As. O-p Allied welders li lnged 70 ksi fi electrodes
<br /> by A
<br /> discrepancies or field changes prior to installation or fabrication.In case of and low hydrogen processes.Only welds that are prequalified,as defined by AWS,
<br /> discrepancies between the existing conditions and the drawings,the Contractor NONSHRINK GROUT: Base plate grout shall be nonshrink type with minimum Pc= welding with Q
<br /> shall obtain direction from the Architect before proceeding.Dimensions noted as
<br /> 8,000 psi. Mather nonandnk grout shell have minimum Fe=5,000 psi. or qualified by testing shall be used.Shop drawings shall show all
<br /> AWS A2.4 symbols,Welds shown on the drawings are minimum sizes.Increase tb
<br /> plus or minus(3)indicate unverified dimensions and are approximate.Nasty weld size to AWS minimum sizes based on thickness.Minimum weld size shall be
<br /> Architect Immediately of nflkte or e variations from indicated 3/18-inch,unless noted otherwise.The welds shown are for the final connections.
<br /> g dimensions, Noted dimensions take precedence over sealed dimensions—DO NOT Field weld symbols are shown where field welds are requirby the structural 1
<br /> & SCALE DRAWINGS. Dimensions of existing conditions may be based on record design.Where field weld is not Indicated,the Contractor is responsible for
<br /> i drawings end are to be field-verified by the Contractor, determining if a weld should be shop-or field-welded In order to facilitate the
<br /> Contractor shell verifyalt a%feting conditions before commencing any demolition,
<br /> structural steel erection.
<br /> Or
<br /> to Contractor shall provide adequate shoring and bracing of all structural members, A
<br /> cw existing construction end soil excavations,as required,and Ina manner suitable to COLD-FORMED STEEL
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<br /> the work sequence.Temporary shoring and bracing shall not be removed until all
<br /> final connections have been completed in accordance with the drawings and Cold formed steel framingmembers shall be of the
<br /> 3 materials have achieved design strength. No reinforcing bars In existing type,shape,size,gage,and W
<br /> hi construction shall be cut unless directed to by the Architect or as shown on the spacing as shown on the drawings.Member types and sizes shown on the
<br /> v' drawings. drawings refer to members as defined by the Steel Stud Manufacturers Association V
<br /> o (SSMA).Members equivalent in shape,size,stiffness,and strength by other
<br /> Contractor shag be responsible for all safety precautions and the methods, manufacturers may be substituted for framing members shown, Alternate members p
<br /> v techniques,sequences or procedures required to perform the work, shall be subject to review and approval by the d and shell Structural Engineer DRAWING LIST t1
<br /> 'G prior to fabrication and erection.All cold-formed steel framing shell conform to The
<br /> r'j AISI 5100-"North American Specification for the Design of Cold-Formed Steel
<br /> Structural Members."AO studs,tracks and joists shall be galvanized.Fastenings S1.1 Structural Notes and Drawing List
<br /> shag be as shown on the drawings. Fastenings not shown shell be as
<br /> recommended by the manufacturer, 91.2 Statement of Structural Special Inspections and Testing^L -
<br /> 82.1 Partial Plan,Elevation and Sections O
<br /> I Cold-formed steel welding shag be in accordance with AWS 01.3,`Specification for
<br /> g Welding Sheet Steel in Structures."Welders shall be qualified by WABO Sheet d
<br /> S Steel Welder Certification Program.
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<br /> 113041.50
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