|
M
<br /> STRUCTURAL NOTES U0.
<br /> GENERAL REQUIREMENTS SOILS AND FOUNDATIONS WOOD FRAMING STRUCTURAL ABBREVIATIONS Z am
<br /> BUILDING CODE&REFERENCE STANDARDS:The"International Building Gode'(IBC),2018 Editor,as adopted and modified by the City of Evereff, REFERENCE STANDARDS:Conform to IBC Chapter 18"Soils and Foundations.' REFERENCE STANDARDS:Conform to: AB ANCHOR BOLT LLH LONG LEG HORIZONTAL Bj
<br /> governs the design and construction of this project.Referenes to a specific section in the Code does not relieve the contractor from compliance with the (1) IBCChaptsr23"WOOD." ADVL ADDITIONAL LLV LONG LEG VERTICAL
<br /> entire materials reference standards noted below.The latest edition of the materials reference standards shall be used. GEOTECHNICAL REPORT:Not Provided at Time of Design (2) NDS and NDS Supplement-'National Design Specification or Wood Construction! ALT ALTERNATE LONGIT LONGITUDINAL
<br /> (3) ANSIITPI I"National Design Standard for Metal-Plate-Connected Wood Truss Construction." ARCH ARCHITECT(URAL) Ls SPLCE LENGTH L1J ra
<br /> SCOPE OF STRUCTURAL WORK:The owner of a single family residence in Evereft,WA.Intends to add onto their existing single-story single-family DESIGN SOIL VALUES(Assumed) (4) BGSI 2013'Building Component Safety information! ATR ALL-THREADED ROD LSL LAMINATED STRAND LUMBER
<br /> residence by extending the southeast comer to be flush with existing southern elevation.Also the existing garage will get refinished and will no longer Allowable Soil Bearing Pressure B/ BOTTOM OF LVL LAMINATED VENEER LUMBER ' z �+
<br /> be used as a garage. 1500 PSF DLk LL ALTERNATES:Almmates for specified item may be submitted to the FOR for review.Contractor shall submit a current ICQ-ESRIIAPMO-ER roport BN BOUNDARY NAILING MAT'L MATERIAL ai
<br /> identifying that an alternative component has the same or greater load capacity than the specified Hem. BLDG BUILDING MAX MAXIMUM i
<br /> NOTE PRIORITIES:Notes on the individual drawings shall govern over these general notes. SLABS-ON-GRADE&FOUNDATIONS:All stabs-on-grade and foundations shall bear on structural compacted fill or competent native soil per the MECH MECHANICAL
<br /> Geotechnical re rt ar as noted in these documents.Exterior perimeter footings shall bear not less than 18 inches below finish grade,or as required b IDENTIFICATION:All sawn lumber and re-manufactured wood products shall be identified the grade mark or a a trimle of inspection issued b the BLKG BLOCKING Z -bit
<br /> Po Pe 9 9Y P P thJ 9 Pectr Y BOTT BOTTOM MFR MANUFACTURER L.0
<br /> STRUCTURAL DETAILS:The structural drawings are intended to show the general character and extent of the project and are not intended to show all the Geotechnical Engineer and the Building Official.Interior feelings shall bear not less than 12 inches below finish floor. certifying agency. BRG BEARING MIN MINIMUM y O
<br /> details of the work. BTWN BETWEEN MISC MISCELLANEOUS LJJ J v
<br /> FOUNDATION STEM WALLS:Unless otherwise noted on the drawings,the maximum unbalanced soil condition for all foundation stem walls(difference MATERIALS: CL CENTERLINE (N) NEW J
<br /> ARCHITECTURAL DRAWINGS:Refer to the Architectural drawings for information including,but not limited to:dimensions,elevations,slopes,door and in elevation between interior and exterior soil grades)shall be2'-6l Maintain a minimum 8"separation between finish grade and untreated wood CJ CONSTRUCTION or CONTROL JOINT NIC NOT IN CONTRACT On "R N
<br /> window openings,nonbearing walls,curtain walls,stairs,elevators,curbs,drains,depressions,railings,waterproofing,finishes and other nonstructural framing. Sawn Lumber:Conform to grading rules ofWWPA,WCLIB,or Ni Finger jointed studs acceptable of interior nonstructural walls only. CLR CLEAR(ANCE) NOM - NOMINAL m m 2
<br /> items. NTS NOT TO SCALE
<br /> CAST-IN-PLACE CONCRETE Member Use Size Species Grade CONC CONCRETE OC ON CENTER
<br /> STRUCTURAL RESPONSIBILITIES:The FOR is responsible for the strength and stability of the Primary Structure in its completed state. Studs&Plates 2x,3x HF No.2 CONN CONNECTION OPNG OPENING
<br /> REFERENCE STANDARDS:Conforms to the latest editlons otthefotlowirg: CONST CONSTRUCTION
<br /> Posts 4x HF No.2 OPP OPPOSITE
<br /> I (1) ACI 318'Building Code Requirements for Structural Concrete and Commentary". CONT CONTINUOUS
<br /> CONTRACTOR RESPONSIBILITIES:The contractor is responsible for the means and methods at construction and all'obrelated safety standards such Joists 2x HF Na.2 OSB ORIENTED STRAND BOARD
<br /> as OSHA and WISHA.The contractor is responsible for the strength and stability of the structure during construction and shall provide temporary CTRD CENTERED -
<br /> (2).IBC Chapter 19. Beams 4z OF No.2 OWWJ OPEN WEB WOOD JOIST
<br /> Beams 6x OF No.1 CTSK COUNTERSINK
<br /> shoring,bracing and other elements required to maintain stability until the structure is completed.It is the contractors responsibility to be familiar with the R PLATE
<br /> work required in the construction documents and there requirements for executing 4 properly. Posts 6x,Bx OF No.1 DBL DOUBLE(R) -
<br /> q FIELD REFERENCE:The contractor shall keep a copy ofACl Field Reference manual,SP-15,"Standard Specifications fgrSWCNreI Concrete(ACI DET DETAIL PC PRECAST
<br /> 301)with Selected ACI and ASTM References! OF DOUGLAS FIR PERM PERIMETER
<br /> DISCREPANCIES:In case oftiscrapancies between these general notes,the contract drawings,and specifications,andlor reference standards,the Wood Structural Sheathing(Plywood):Wood APA-rated structural sheathing includes:all veneer plywood,oriented strand board,waferhoard, tat PERP PERPENDICULAR
<br /> particleboard,T1-11 siding,and composites of veneer and wood-based material.Conform to Product Standards PS-1 and PS-2 of the U.S.Dep DIAG DIAGONAL
<br /> FOR shag determine which shall govern.ants Discrepancies shall be broughtadtotheattention of the FOR before proceeding with the work.Accordingly,any CONCRETE MIXTURES:Contorts to ACI 318 Chapter 19"Concrete:Design and Durability Requirements! P ON DOWN PLY PLYWOOD
<br /> conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price. Commerce and the American Plywood Association(APA) DP DEPTH PRE-MFR PRE-MANUFACTURED
<br /> MATERIALS:Conform to ACI 318 Chapters 19&20. OWL DOWEL PSL PARALLEL STRAND LUMBER SEAL:
<br /> Minimum APARabng P-T POST-TENSIONED
<br /> DESIGN CRITERIA - DWG DRAWING
<br /> SUBMITTALS:Provide all submittals required by ACI 301 Sec 4.12.Submit mix designs for each mix in the table below. Lgatlon Thickness Span Rating Plywood Grade Exposure EA EACH PT PRESERVATIVE/PRESSURE-TREATED
<br /> Roof 15132" 2AI16 C-D 1 EF EACH FACE 8 1
<br /> CONSTRUCTION LOADS:Loafs on the structure during construction shall not exceed the design loads or the capacity of the partially completed TABLE OF MIX DESIGN REQUIREMENTS REF REFERENCE A.D
<br /> construction. Member Strength Test Age Maximum Exposure Max Minimum Floor 23132"T&G 240C SWrd-I-Floor 1 REINF REINFORCING O$ WAS
<br /> TypelLocation (psi) (days) Aggregate ClasslAcation WIC Ratio Alr Content Wags -15r32" 32116 C-D 1 EN EDGE NAILING 4 of Br IRC+
<br /> _ DEAD LOAD: Foundations&stem walls 350D 28 1' F1,GO 0.45 4.5% EL ELEVATION RET REQUIRED �4• �Yc,
<br /> Wood Floor psf below grade Joist Hangers and Connecrors:Simpson Strong-Tie Company Inc.as specified in their latest catalogs was used as the basis of design for this project. EMBED EMBEDMENT RET RETAINING
<br /> 9 ENGR ENGINEER SCHED SCHEDULE
<br /> Wood Roof 19 psf(includes 41 for Photovoltaic Panels) Alternate connectors a other manufacturers may be substituted provided they have shall b ICGEpWperthe ER approval for equivalent or greater load EQ EQUAL SECT SECTION
<br /> MIX DESIGN NOTES: capacities and are reviewed and approved by the FOR poor to ordering.Connectors shall be installed perthe manufacturers instructions.Where ES EACH SIDE SHTG SHEATHING
<br /> SNOW LOAD:The roof snow load is determined by using Chapter 7 ofASCE 7-16 In accordance with IBC Section 1608 and with the following factors: (1) WIC Ratio:Watercerneetitiou6 material ratios shall be based on the total weight of cementitious materials.Ratios not shown in the table above are connector straps connect two members,place ill of the nails a bola in each member.Unless noted otherwise all nails shall be full length common.Nail EW EACH WAY SIM SIMILAR 37445
<br /> Flat Roatpnaw,Lead,Pf=25 psi controlled by strength requirements. straps to wood framing as late as possible in the framing process to allow,the wood to shook and the building to setae. C/S��
<br /> SMS SHEET METAL SCREW V+
<br /> (2) Cementifious Content:The use of fly ash,other pozzolans,silica fume,or slag shall conform to ACI 301 Sec 4.2.1"Materials'.Maximum amount of (E) EXISTING 1plY&j,
<br /> WIND DESIGN:Wind Iced is determined usingChapter 26 to 30 of ASCE 7-16 in accordance with IBCSBC Section 1609 with the following fames: fly ash shall be 20%of total cementitious content unless reviewed ands roved atherwiseb EOR. Nailsand Staples:Conform to IBC Sec 2303.6"Nails and Staples!Unless noted on plans,nail per IBC Table 2304.10.1.Unless noted otherwise all EXP EXPANSION SOG SLAB-ON-GRADE
<br /> p f ] g Y PP Y EXT EXTERIOR SPEC SPECIFICATION
<br /> Basic Wind Speed(3-Second Gust) V=9tI MPH(UPomete)I7li MPH(ASD) (3) Air Content:Conform to ACI 301 Sec 4.22.4.Honzonfal exterior surfaces in contact with the soil require entrained air.Use Exposure Category FO, rails shad be COMMON.Nail sizes sped8ed on the drawings are based on the following specifications: F/ FACE OF SO SQUARE 6/1123
<br /> Wind Importance Factor Iw=1.0 RiskCatagery=II SO,W0,and CO unless noted otherwise.Tolerance is H-1.5%.Air content shall be measured at point of placement. Size Length Diameter SS STAINLESS STEEL
<br /> Exposure Category=B GCpi=t0.18 (4) Exposure Classfiation:The mix design provided shell meet the requirements of ACI 318 Chapter 19,based on the exposure classficetion Bd 2-112' 0.131" FLR FLOOR
<br /> 10d 3" 0.148" FNDN FOUNDATION STAGG STAGGERED
<br /> Analysis Procedure-Directional Procedure per ASCE 7,Table 2b2-1 indicated in the table above. STD STANDARD
<br /> (5) Slump:Unless otherwise specified or permitted,concrete shall have at the point of delivery,aslump of4'+1-1'.For additional criteria,reference 18d 3-1I2' 0.162" FRT FIRE RETARDANT TREATED STIFF STIFFENER
<br /> SEISMIC DESIGN:Earthquake design is determined using Chapter 12 ASCE 7-16 in accordance with IBC Chapter 16with the following facto i6d Sinker 3-114' 0.148" FTAO FORCED TRANSFER AROUND OPENING
<br /> factors: ACI 4.2.2.2. FTG FOOTING STRUCT STRUCTURAL
<br /> Importance Factor Is=1.0 Risk Category=II (6) Non-chloride accelerator:Non-chloride accelerating admixture may be used in concrete slabs placed at ambient temperatures below 50F at the GA GAUGE SUPPL SUPPLEMENT
<br /> Ss=1.376 g Site 0.1.101 g contractors option. Lag BoilsThru-BoWfivichor Bolts:Conform to ASTM A307.Provide plate washers under the heads and nuts of all bolts and lag screws bearing on CALM GALVANIZED SW SHEAR WALL
<br /> S1=0.488g Sit 1=0.59g wood. GEN GENERAL SYM SYMMETRICAL
<br /> Site Class=D Default Seismic Design Category=D FORMWORK:Conform to ACI 301 Sec 2'Fomwwork and Form Accessories' t strength T/ TOP OF
<br /> Redundancy Factor,p=1.3 Sec 2.32S shall be0.75 Pa D BEAM th Removal of Forms shall conform to Sec 2.3.2 except indicated in
<br /> p 9 Wood Heldawns: owns specified are as manufactured by Simpson Strong-Tie Company Inc.Additional framing members shall be provided per the GLB GLUE LAMINATED
<br /> GRADE T&B TOP&BOTTOM
<br /> Horizontal Irregularities:N/A Vertical Irregularities:Typo 4 manatecturers requirements.Acceptable equivalent product substitutions are available from other manufacturers with FOR approval.Do not countersink T&G TONGUE&GROOVE
<br /> 9 YD GT GIRDER TRUSS
<br /> Wood StructureStructureMEASURING,MIXING AND DELIVERY:Conform to ACI 301 Sec4.3. holdown bats. GWB GYPSUM WALL BOARD THK,THK'N THICK,THICKENED w
<br /> • Basic Seismic Force Resisfing Syatem:A-15(Bearing Wall Systems)Light-framed walls with wood structural panels rated for shear resistance HANDLING PLACING CONSTRUCTING,AND CURING:Conform to ACI 301 Sec 5. NAILING REQUIREMENTS:Provide minimum nailing in accordance with IBC Table 2304.10.1"Fastening Schedule"except as noted on the drawings. HD HOLDOWN THRU THROUGH ♦�
<br /> • Analysis Procedure:Equivalent lateral force procedure,per ASCE 7-16,Section 12.8 Nailing for roof/floor diaphragmalshear walls shall be per drawings.Nails shall be driven flush and shall not fracture the surface of sheathing. HDR HEADER TRANSV TRANSVERSE U W
<br /> • R=6.5 EMBEDDED ITEMS:Position and secure in place expansion joint material,anchors and other structural and nonstructural embedded items before - HF HEM-FIR FIR LIN TYPICAL Z co
<br /> STANDARD LIGHT-FRAME CONSTRUCTION:Unless noted on the drawl construction shall conform to IBC Sec 2308"Conventional Light-Frame HGR HANGER VER UNLESS NOTED OTHERWISE O
<br /> • Cs=0.15 placing concrete.Contractor shall referro mechanical,electrical,plumbing,and architectural drawings and coordinate all otherembedtled items. ' HORIZ HORIZONTAL VERT VERTICAL W 0 CV
<br /> Construction"and IBC Sec2304'General Construction Requirements." 0 op
<br /> • Cd=4 HSS HOLLOW STRUCTURAL SECTION VIF VERIFY IN FIELD �_ J
<br /> 0=25 CONCRETE REINFORCEMENT shall be supported by INT INTERIOR WTS WELDED THREADED STUD lumber beams and heade HT HEIGHT WHS WELDED HEADED STUD
<br /> (4) Well Framing(Unless noted otherwise on plans and details)All intenorwells shall be 2z4 @ i6"OC and all exterior walls shall be 2x6 @i6'OC. (n W Q
<br /> Seismic demands on nonstructuralamponenis,sWctural components engineered as part of deferred submittals,and annectlonsatthose REFERENCE STANDARDS:Conform to: ProviU (2)bundled studs min at wall ends and each side of all openings.All solid son Ld DEVELOPMENT LENGTH WWF WELDED WIRE FABRIC n rs 0 Z
<br /> components to the primary structure shall be designed in accordance with the aforementioned building code,the general seismic criteria listed (1) ACI301"Standard Specifications for Structural Concrete,Seca"Reinforcement,and Reinforcement Supports.' minimum of(1)trim and(1)dng stud and all glulam or engineered wood beams and headers by(2)trim and(2)king studs.Provide minimum 4x6 W O Q
<br /> above,and the requirements of ASCE 7-16. (2) IBC Chapter 19,Concrete, headers at all inferior and exterior well openings.Sfitch-nail bundled studs with(2)1 Od @ 170C.Provide solid blocking thru floors to supports _
<br /> (3) ACI 318 and ACI 318R. below for bearing walls and posts.Attach bottom plates of stud walls to wood framing below with 16d @ 12"OC or to concrete with 5/8"dia.anchor
<br /> DESIGN BASE SHEAR:Design Base Shear(Seismic Governed)(ASD),V=7.97K(FJW),7.97K(WS) (4) ACI SP-66"ACI Detailing Manual"including ACI 315"Details and Detailing of Concrete Reinforcement" bolts 7"embedment at 48"OC.Refer to shear wall schedule for specific sheathing,stud,and nailing requirements at shear walls.Provide gypsum 0 = W(5) CRSI MSP-2'Manual at Standard Practice." sheathing on interior surfaces and plywood sheathing on exterior surfaces.
<br /> DEFLECTIONS: (6) ANSI/AWS DI.4'Structural Welding Code-Reinforcing Steel." Z
<br /> Floor Total Load Deflection Limes: 0 Roof Total Load Deflection Limit: U360
<br /> (5) RooflFloor Framing:(Unless noted otherwise on plans and details)Provide doublejoistsrrafters under all parallel bearing partitions and solid Un IFlooer Live load Deflection Limit U48 U480 Roof Live Iced Deflection Limit: LI360 SUBMITTALS:Conform to ACI 301 Sec 3.1.1'Submittals,data,and drevdngs.'Submit plating drawings shov4ng fabrication dimensions end locations blocking at all bearing points.Provide double joists around all roatlAoor openings.Multi-joisfs/rafters shall he stitch-nailed together with(2)10d @ Cfl
<br /> for placementof reinforcement and reinforcement supports. 12'OC.Provide roof sheathing edge clips centered between framing at unblocked plywood edges.All floor sheathing shall have tongue and groove
<br /> LIVE LOADS: - - joints or be supported by solid blocking.Allow 118"spacing at all panel edges and ends of roof/flgor sheathing.Rooflrygor sheathing shall be laid Q
<br /> Roof(Live) 20 PSF MATERIALS: face grain perpendicular to framing members.
<br /> Roof(Snow) 25 PSF Reinforcing Bare ASTM A615,Grade 60,deformed bars.
<br /> Residential Floor 40 PSF Bar Supports CRSI MSP-2,Chapter 3"Bar Supports." (6) Blacking:(Unless noted otherwise on plans and details)All blocking shall be full-height 2x at solid sawn framing systems or a full-height I-joist or
<br /> Tre Wire 16.5 gage or heavier,black annealed. roof Was.
<br /> SUBMITTALS
<br /> FABRICATION:Conform to ACI 301,Sec 3.2.2'Febdcetion,and ACI SP-66"ACI Detailing Manual." MOISTURE CONTENT:Wood material used for this project shall have maximum moisture content of 19%except for the pressure-treated wood sill plate.
<br /> SUBMITTALS:Shop Drawings shall be submitted to the Architem'EOR prior to any fabrication or construction for all structural items as noted balm.The contractor shall review and place a shop drawings stamp on the submittal before forwarding to The I Submittals shall be made in time to provide a PLACING Conform to ACI 301,Sec 3.3.2"Placement"Placing tolerances shall conform b Sec 3.3.2.1 Toterences.' PRESERVATIVE TREATMENT:Wood materials are required to be'rieated wood"under certain conditions in accordance with IBC[SBC]See 2304.12
<br /> tern
<br /> minimum of one week for review by the FOR.Additional submittals required for this project are specified in the specific sections below.Reference the °Protection against decay and poles,wood
<br /> Conform to the appropriate standards of the American Wood-Preservers Association(AWPA)for sawn lumber,
<br /> individual material section for specific information to be included in the submittal. CONCRETE COVER:Contam to the following cover requirements from ACI 301,Table 3.32.3, glued tamtndPro Ember,round poles,wood piles,and marine piles.Follow American Lumber Standards Committee(Al quality assurance
<br /> Concrete cast against earth 3' procedures.Products shall bear the appropriate mark.Coat all ends at cut pressure treated framing with treatment complying with AWPA Ut.
<br /> 23-056
<br /> ALTERNATES:Product or manufacturer components specified in these drawings are used as the basis of design for this project.Aflemates for specified Concrete exposed to earth or weather(#5&smaller) 1-112" PROJECT: TILT
<br /> flrre may be submitted to the FOR for review.However,contractor shall submit a current ICGESRIIAPMO-ER report identifying that an alternative METAL CONNEC70Rp/Pn.WOOD:Allmetalzeddmetaandfasteners in contact with pressure treated lumberuse ishall be stainless steel Typeed that
<br /> At the DRAWN BY: TLC
<br /> component has the same or greater load capacity than the specified item. SPLICESti DEVELOPMENT LENGTH:Conform to ACI Schedu01,le.
<br /> The splices and bvel Lap Splice BDevelopment!onindledual for she tsiontrolooncrete over
<br /> thebalm Owners risk inimumznc content
<br /> of ad least 1galvaniz5 ozJSl anhard its
<br /> coordinated
<br /> by be investigated for Wood
<br /> id Supplier of for the exstepected
<br /> provided PATE:DESIGNED BY: JAI
<br /> p g Lap all continuous reinforcement and amen bars per Schedule.The splices and development lengthsindiatedaindNidual sheen control over the finish hasa minimum zinc moment of at least 1.85 ozJSF and its use is aordinated by the Contractor and Wood Supplier for the expected environment
<br /> TESTS&INSPECTIONS schedule.Use Class B splices unless otherwise noted.Mechanical connections may be used when approved by the I and moisture exposure for appropriate use based on the method of preservative treatment of the wood. PATE: DESCRIPTION
<br /> 08.01.2023 REVISED PERMIT
<br /> INSPECTIONS:All construction is subject to inspection by the Building Official in accordance with IBC Sec 110.The contractor shall coordinate all LAP&DEVELOPMENT SCHEDULE(Concrete strength III=2500)
<br /> required inspections with the Building Official.Submit copies of all inspection reports to the Architeel for mview.The Building Official may accept Bar Designation Lao Length Le Development Length Let
<br /> inspection at and reports by approved inspection agencies in lieu of Building Official's inspections.The contractor shall obtain approval at Building #4 3T 24"
<br /> Official to use the third-party inspection agency and contractor shall alert the Architectil as such. gB 39' 30'
<br /> SPECIAL INSPECTIONS:In addition to the inspections required by IBC Sec 110,a Special Inspector shall be hired by the Owner as an independent FIELD BENDING:Conform to ACI 301 Sec 3.3.2.8."Field Bending or Straightening."Bar saes#3 through#5 may be field bent cold the first time.Other
<br /> third-party inspector to perform the special inspections per IBC Ch.17.Special inspections shall be performed by an approved testing agency as outlined bars require preheating.Do not Mist bars.
<br /> in the Special Inspection Schedule,the contract documents,andlor the project specification.Special Inspections shall most the requirements outlines in
<br /> the specific materials sections of IBC Sec 1705.The connector is responsible for scheduling the inspections,per the city/Building Official requirements. CORNERS BARS:Provide matchiml seed"L'comer bars for all horizontal wall and feting bars with the appropriate splice length,UNO.
<br /> Special Inspections shall be performed for the following: TYPICAL CONCRETE REINFORCEMENT:Unless noted on the plans,concrete walls shall have the following minimum reinforcement.Contractor shall JURISDICTIONAL STAMP:
<br /> Concrete confirm minimum reinforcement ofwalls with FOR pdorto mbar fabrication.
<br /> Periodic Inspection of reinforcing steel and ast-In-place anchors
<br /> Periodic verifiatton of the use of the required design mu. Wall Thickness Horizontal Bars Venial Bars Location
<br /> Wood B' #5@12"OC #5@1P"OC @CL of Wall
<br /> Periodic inspection of anchor boll,hold-dons,drug strut connections,nailing size&spacing.
<br /> Periodic verificellon of moisture content at mod studs,plates,beams,and joists. STRUCTURAL STEEL
<br /> STRUCTURAL OBSERVATIONS:When required by the provisions of Section 1704.6.1,1704.6.2,or 1704.6.3,the Owner or the Owners authorized DESIGN STANDARDS:Structural steel for this project is designed in accordance with the latest edition of the AISC Steel Construction Manual.
<br /> agent shall employ the FOR to perform structural observations.Structural observations do not include or waive the responsibility,for the inspections in
<br /> IBC Section 110 or the special inspections in Section 1705 or other sections in the code. REFERENCE STANDARDS:Conform to:
<br /> The fallowing structural observations are required to be completed by the FOR during construction.The FOR is to be notified when elements listed (1) ANSI 360'Specifiation for StructuralSteel Buildings'-Referred to as"Ali Specifiation"
<br /> below are substantially complete and ready for observation.Contact the FOR a minimum of(2)business days prior to covering the work. (2) AWS D1.1"Structural Welding Code-Steel."
<br /> (3) AWS D1.8"Stucural Welding Code-Seismic Supplement"
<br /> MATERIALS:
<br /> Bars&Plates ASTM A36,Fy=36 ksl SHEET TITLE:Arn�chor Bolts&Bass in Wood STTMM1�orASTM At94,Grade 2H STRUCTURAL
<br /> "k Washers(flat or beveled) ASTM F436
<br /> $ Anchor Rods(hooked,headed,threadedlnutted) ASTM F1564,Grade 36[weldable] GENERAL NOTES,
<br /> s Threaded Rods ASTM A36,Fy=36 ksi
<br /> Concrete Sam Simpson TITLN HD ABBREVIATIONS
<br /> GALVANIZING:Where required,all exposed ateel outside the building envelope shall be hot-dipped galvanized..Apply field toudwps per project STRUCTURAL SHEET INDEX &SHEET INDEX
<br /> speraflatipns. S1.0 GENERAL NOTES,ABBREVIATIONS&INDEX
<br /> SHEET NUMBER'.
<br /> S2.0 FOUNDATION & FRAMING PLANS
<br /> 53.0 SECTIONS&DETAILS
<br /> S 1 .0
<br /> S3.1 SCHEDULES&DETAILS
<br /> x S3.2 SECTIONS&DETAILS
<br />
|