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GENERAL STRUCTURAL NOTES: "
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<br /> CRITERIA: WOOD: WOOD(Continued):
<br /> 1.1 All Materials,workmanship,design,and consntction shall conform to the drawings,specifications,and the International Residential Code(IRC),2018 Edition. 6.1 Framing Lumber shall be kiln dried or MC-19,and graded and marked in conformance with WCLB Standard Grading Rules for West Coast Lumber No.17. 8.10 Wood Framing Notes:The following apply unless otherwise noted on the drawings:
<br /> Engineering design is in accordance with the International Building Code(IBC),2018 Edition. Unless otherwise noted,furnish to the following minimum standards:
<br /> A. AN wood framing details shall be constructed to the minimum standards of the IBC.Nailing not specified on the drawings shall conform to IBC Table
<br /> 1.2 Design Loading Criteria Member Use $ize Species Grade 23D4.10.1 or ICC ES ESR-1539.Coordinate the size and location of all openings with Mechanical and Architectural Drawings.The Design Loading of the Structure is as follows: B. Wall Framing:Stud wall size and sparing shall he in accordance with the plan notes.Two studs minimum shall be providetl at the ends of all walls,at -
<br /> Studs 2x,3x Hem-Fir or SPF STUD each side of all openings,and at the ends of all beams and headers.All Stud bearing walls on wood framing shall have their lower woad plates attached - a- Live Loads(in accordance with IBC Table 1607.1) Joists/Raftem 2x,3x Hem-Fir No.2 to framing or concrete below per P"of the shear wall schedule. m
<br /> C. Individual members of Built-Up stud posts shall be nailed to each other with framing nails W 12"oc,staggered.Individual members of Built-Up joist d
<br /> Occupancy or Use Uniform Live Concentrated Notes Plates/Misc. 2x,3x Hem-Fir No.2 beams shall be nailed to each other with framing nails @ 12"oc,staggered. 3
<br /> Load Live Load D. Solid blocking for woad columns shall be provided through floors to supports below.
<br /> Beams bx Douglas Fir-Loran No.2 bearing points.Toenail joists to supports with two framing nails.Attach timber joists to flush Floor,Residential 40-psf - E. Floor antl Roof Framing:Provide solid blocking o all nceio
<br /> Balconies 8 Decks 60-sf - 1.5 x Occupancy Load Posts 4x Douglas Fir-Larch No.2 headers or beams with g Shall be laid up with grain perpendicular to supports and nailed per plan notes.Allow 1/8"spacing at all panel edges and ends
<br /> Timber,Beams fix 8 Larger Douglas Fir-Larch No.2 of floor and roof sheathing.Provide
<br /> Uninhabitable attic,with storage 20-psf - Concurrent with Snow Loads g. approved panel edge clips centered between joists/trusses at unblocked roof sheathing edges.All floor sheathing rn m
<br /> Timber,Posts fix&Larger Douglas Fir-Larch No.2 ad shall have approved tongue-and-groove joints.Toenail blocking to supports with framing nails @ 12"oc.At blocked floor and roof diaphragm..
<br /> Unihabitable attic,without storage 10-psf - Non-concurrent with Snow Loads provitle flat 2x blocking at all unframed panel edges and nail with edge nailing specified.
<br /> Handrails and Guards - 200-lbs Any point,any direction(ASCE 7-16,Section 4.5.1) 6.2 Glued Laminated Members shall be fabricated in conformance with ASTM and AITC Standards.Each member shall bear an AITC Identification Mark and
<br /> shall be accompanied by an AlTC certificate ofconformance.Furnish to the following minimum standards: QUALITY ASSURANCE:
<br /> Wind Design Data Seismic Design Data 7.1 See Special Inspection ands shall Requirements Table for inspection and testing requirements.Special Inspection shall be in accordance with IBC Section BTL
<br /> 9 9 Member Use Combination Species Fyx, FNr- F, F. Ex 1704.2.Standard inspections shall be in accordance with IBC Section 110. ENGINEERING P.S.
<br /> ASCE 7-16,Chapter 28:Simplified Envelope Procedure ASCE 7-16,Section 12.8:Equivalent Lateral Force Procedure
<br /> Beams 24F-V4 DF/DF 2400-psi 1850-psi 650-psi 265-psi 1800-ksi 7.2 Structural Observation in accordance with IBC Section 1704.6 is not required.
<br /> Basic Design Wind Speed(3-sec gust),V 100 mph Risk Category II
<br /> Ca bar all glulam beams to 3,500'radius,unless otherwise noted.Glued laminated members exposed to
<br /> Risk Category II Seismic Importance Factor,la U weather or moisture shall be treated with an approved preservative. SPECIAL INSPECTION AND TESTING REQUIREMENTS
<br /> Wind Exposure B Mapped Spect.Accel.,Short Period,Ss 1.392 Verification and Inspection Continuous Periodic Comments
<br /> 6.3 Engineered Wood shown on the drawings are based on pmduct manufactured by Weyerhaeuser in accordance with ICC Report No.ES ESR-1387.
<br /> Mapped Spect.Accel.,1-Sec,S1 0.495 - i
<br /> Internal Pressure Coefficient N/A Alternate manufacturers may be used subject to review and approval by the Architect and Structural Engineer.All hangers and other hardware not shown Wood Shear Walls:Nailing(panel Not Req'd for P7-6 _
<br /> Exterior Components and Cladding 25-psf Site Class D shall be designed and supplied by the Joist Manufacturer.Each piece shall bear a stamp or stamps noting the name and plant number of the manufacturer, edges and holdowns) - X
<br /> the grade,the ICC report number,and the quality control agency.Furnish to the following minimum standards: "
<br /> Topographical Factor,Ka 1.00 Spectral Response Coeff.,Short Period,Spa 0.928 Soils _ _ Refer to Geotechnical Report Requirements
<br /> Spectral Response Coeff.,1-Sec,Sol 0.595 Member Use Product F,, I F, I Fv E
<br /> Snow Loads Seismic Design Category D Beams 1.55E Laminated Strand Lumber(LSL) 2325-psi I 800-psi 310-psi 1550-ksi
<br /> (ASCE 7.16,Chapter 7) Basic Seismic-Force-Resistance System Ply.Shear Walls Beams 2.0E Laminated Veneer Lumber(LVL) 2600-psi 750.psi 285-psi 2000-ksi
<br /> Ground Snow Load,Ps 25-psf Response Modification Factor,R 6.5
<br /> Beams 2.0E Parallel Strand Lumber(PSL) 2900-psi 750.psi 290.psi 2000-ksi
<br /> Flat Roof Snow Load,Pr=0.7 Co Ct I:Ps 25-psf Seismic Response Coefficient,Cs 0.15 Rim Boards Laminated Strand Lumber(LSL) 1700-psi 680-psi 400.psi 1300-ksi
<br /> Snow Exposure Factor,Ce 1.0 Design Base Shear,V 0.15 x Weight
<br /> `Snow Load Importance Factor,I: 1.0 6.4 Engineered Wood IJoists shown on the drawings are based on joists manufactured by Weyerhaeuser in accordance with ICC Report No.ES ESR-1153.
<br /> `Thermal Factor,Ct 1.2 Alternate Engineered Wood I-Joisls manufacturers may be used subject to review and approval by the Architect and Structural Engineer.
<br /> Do not adjust for slope or drift unless noted on the Drawings. 6.5 Prefabricated Connector Plate Wood Trusses shall be designed by the manufacturer in accordance with 7PI 1-2014 for the spans and conditions shown on
<br /> See Drawings for Additional Loading Criteria. the drawings.Wood trusses shall utilize approved connector plates(MITEK,ITW or other approved Truss Plate Manufacturer). J
<br /> 1.3 Structural Drawings shall be used in conjunction with all other project documents for bidding and construction.Contractor shall verify dimensions and Unless otherwise noted,loading shall be as follows. J r<
<br /> conditions for compatibility and shall notify architect of all discrepancies prior to construction. Q LL !^
<br /> Roof Truss Design Loading Floor Truss Design Loading D W J
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<br /> 1.4 Contractor shall provide Temporary Bracing for Structure and sWCNraI components until all final connections have been completetl in accordance with r
<br /> the drawings.
<br /> Member Uniform Load Member Uniform Load w L,
<br /> Top Chord Snow Load 25-psf Top Chord Live Load 40-psf Hanger Conversion Table r
<br /> 1.5 Contractor shall be responsible for all safety precautions and the methods,techniques,sequences or procedures required to perform the work. l,Z � O
<br /> Wind
<br /> Top Chord Load(Uplift) 15-psf Top Chord Dead Load 10-psf SIMPS.NDUCTNGTIE USP CONNECTORS w z
<br /> 1.6 Contractor-initiated changes shall be submitted in writing to the Architect and Struclurel Engineer for approval prior to fabrication or construction.Changes TYPEPROUCT# PRODUCT#
<br /> shown on shop drawings only will not satisfy this requirement. Top Chord Dead Load 7-psf Bottom Chord Dead Load 5-psf
<br /> Bottom Chord Live Load 10-psf PHDxA r^
<br /> 1.7 Drawings indicate general and typical details of construction.Where conditions are not specifically indicated but are of similar character to details shown. V)
<br /> similar details of construction shall be used,subject to review and approval by the Architect and the Structural Engineer, Bottom Chord Dead Load 5-psf HOLDOWNS PT!�
<br /> 1.8 All structural systems composed of components to be field erected shall be Supervised by the Supplier during manufacturing,delivery,handling,strage and SubmR shop drawings and design calculations prior to fabrication.Submitted documents shall bear the stamp and si nature of are stered Professional LTstfi-rz w/tXt^xyz
<br /> 9 9� PLATE WASHER
<br /> erection in accordance with instructions prepared by the Supplier. Engineer,State of Washington.Tmss design drawings shall include,at a minimum,the following: wnrex".w.wEw,
<br /> GEOTECHNICAL A Slope or Depth,Span and Spacing NiST48 KST248
<br /> 2.1 Allowable Soil Pressure,Lateral Earth Pressure,and Soil Profile Type are based on the provided Geotechnical Report Footings shall bear on firm, B. Location of all Joints and Support Locations
<br /> ST2215 KSrz16 ,^
<br /> undisturbed earth at least 18"below adjacent finished grade.Unless otherwise noted,footings shall be centered below columns or wells above.Betkfill C. Number of Plies if greater than one V I
<br /> behind a1I retaining walls with free draining,granular fill and provide for subsurface drainage. D. Required Bearing Widths ST6224 KST224
<br /> Geotechnica/Properties E. Design Loads and Locations:Include Top and Bottom Chord Live and Dead Loads,Girder Loads,and Environmental Loads(Seismic,Wind,Snow,etc.) STRAPS
<br /> R Other Lateral Loads,Including Drag Strut Loads Cs16 RS160
<br /> Soil Site Class D G. Adjustments to Wood and Metal Connector Plate Design Value for Conditions of Use
<br /> Allowable Soil Bearing Pressure 2500-sf H. Maximum Reaction Force and Direction(including Maximum Uplift) ` / � FM Q
<br /> 9 P I. MetaFConnector-Plate Type,Sae,Thickness,and Location
<br /> J. Size Species and Grade for each Member CMSTCIB CMSTCI6
<br /> Geotechnical Report Reference:Benton Square by Earth Solutions NW dated March 15,2022,Project No:ES-7852.01. K. Truss-to-Truss Connections and Truss Field Assembly Requirements LGT2 w J Grz
<br /> L. Calculated Span-to-Defiection Ratio and maximum Vertical and Horizontal Deflection for Live and Total Loads > -J
<br /> CONCRETE: M. Maximum Axial Tension and Compression Farces in each Truss Member L'rP4 MP4F > CO =
<br /> 3.1 Concrete shall be mixed,proportioned,conveyed and placed in accordance with IBC Chapter 19 and ACI 318-14.Mix shall be proport O 0 oned to produce a N. Required Permanent Individual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used 3f
<br /> slump of 5"or leas.Al concrete with surfaces exposed to standing water shall be air-entrained with an air-content conforming to AC1318-14 Table 19.3.3.1. O. Placement Layout including Bearing Points,Intersections,Hips,Valleys,etc. LTPS MRF C 0
<br /> Concrete Strength,based on IBC Section 1904.1,shall be as follows: P. Truss-to-Tmss and Truss-to-Beam Connection Details and Hardware t
<br /> A34 MP34
<br /> Type or Location of Concrete Construction Min.28-Day Compressive Strength,Pc ANGLESmES tyd LLI
<br /> (Moderate Exposure) 6.6 Roof,Floor S Wall Sheathing shall be APA Rated,Exterior Exposure 1 Plywood or OSB manufactured underthe provisions of Voluntary Product A35 MPAi W Q
<br /> Standards DOC PS-1 or DOC PS-2,or APA PRP-108 Performance Standards and Policies for Structural UseseP Panels.See Drawings for thickness,span >✓
<br /> Interior Slabs-on-Grade 2500-psi rating,and nailing requirements.Unless otherwise noted,wall sheathing shall be'h"(nominal)with Span Rating of 24/0.Glue floor sheathing to all
<br /> supporting members with adhesive conforming to APA Specification AFG-01. H1 RT15 � N
<br /> Footings,Basemen[Walls,Foundation/Stem Walls 3000-psi' 112.5 RT7 s-t m U
<br /> 6.7 Wood members shall be protected against decay and termites in accordance with IBC Section 2304.12.Where required,members shall be naturally durable v > LL
<br /> 'Specified compressive strength(fs)specifications address serviceability requirements.Design LU
<br /> siren h of Concrete is 2500-si,therefore,stren th tests are not re uired.Provided concrete mix spades clearly
<br /> shall be treated with waterborne preservatives wood in accordance with American Wood Protection Association specification AWPA Ut.Members H2.5A RT7A U
<br /> 9t P 9 q shall be cleaRy labeled.Modified treatetl members nipped or end cud,shall be field treated in accordance with specification AWPA M4. a
<br /> tickets verifying strength specifications. LPCx2 Pexx�rz � Q-
<br /> 6.8 Timber Connectors and Proprietary Fasteners shall be"Strong-Tie"by Simpson Company,as specified in their current catalog.Provide number and sae of LCE4 PBE574 O
<br /> 3.2 Reinforcing Steel shall conform to ASTM A615/A615M-18el and the following: fasteners as specified by manufacturer.Connectors shall be installed in accordance with the manufacturer's instructions.Where connector straps connect
<br /> Bar Size Steel Grad. iwo members,center strap on joint and provide number and sae of fasteners as specified by manufacturer,with equal number and sae of fasteners in each EPcxx EPCSI. �r
<br /> member. POST CAPS
<br /> #5 bar and larger Grade 60,fy=60,000-psi CCOn50.65.s KccO,mr
<br /> Alternate hardware manufacturer substitutions,such as LIP Connectors,shall be ICC approval for equal or greater load opacities.All joist hangers and
<br /> #4 bar and smaller Grade 40,fy=40,000-psi other hardware shall be compatible in size with specified framing members.See Hanger Conversion Table for pre-approved substitutions. ECCOx SDa5.5 KECCOxx m
<br /> Welded Wire Fabric shall Conform to ASTM At 064/Al064M-1 Be Timber Connectors and their fasteners shall be protected from corrosion in accordance with manufacturers recommendations or ASTM A 653.Type G185. AC. PBS.
<br /> 3.3 Reinforcing Steel shall be detailed(including hooks and bends)in accordance with ACI 318-14.Lap all continuous reinforcement(#5 and smaller)2'-0' 6.9 Dowel-Type Fasteners(Bolts,Lag Screws,Wood Screws and Nails)shall conform to Sections 11 and 12 of the ANSI/AWC NDS-2018. Poxx WExx
<br /> minimum.Laps of larger bare(#6 and#7)shall be 3'-0",min.Provide comer bars at all wall and footing intersections and lap 2'-0"minimum.Lap adjacent POST BASES ABU. PAU-
<br /> mats of welded wire fabric a minimum of 8"at sides and ends. Dowel Type Fastener Grade Requirements at Exterior Use or Installation z
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<br /> No bars partially embedded in hardened concrete shall be field bent unless otherwise noted on the drawings or approved by the structural in Contact w/Treated Lumber PA Ectural engineer. r
<br /> Bolts ASTM A307 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 Hrso6c Hrwaoc d
<br /> 3.4 Concrete Protection(cover)for Reinforcing Steel shall be as follows: or Stainless Steel Hole=BOI[0+(1/32"[0 1/16")
<br /> Condition Clear Cover Washer @ Bolt Head and @ Nut DRAG sTRUTs HTsoe HTN3o '
<br /> All-Thmad/Threaded Rod ASTM F1554 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 OSCS DSC4 w
<br /> Footings and Unformed Surfaces cast against and permanently exposed to Earth 3" ,
<br /> or Stainless Steel Hole=Rod 0+(1/32"to 1/16") LUSi JUsnr _
<br /> Formed Surfaces exposed to Earth or Weather(06 bars or larger) 2" Washi Each Nut
<br /> Formed Surfaces exposed to Earth or Weather(05 bars or smaller) 1Y" Lag Screws ASTM A307 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.4 Iu6xx THFxx a
<br /> Slabs and Walls,interior face(#11 bars and smaller) �,• or Stainless Steel Lead Hole=0.5 x Shank 0;Shank Hole=Shank 0 ITT. THOxx
<br /> Washer;Lag Head HANGERS
<br /> Column Ties orS Spirals and Beam Stirrups HUxr/HUCxx HDxx/HDxdF
<br /> P1Y2" Wood Screws ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.5
<br /> or Stainless Steel Pilot Hole=0.75 x Root 0(Unless Self-Boring) MIU. THFxx JOB NO.:
<br /> 23-239-06
<br /> Nails ASTM F1167 ASTM A 153 Galvanized ANSI/AWC NDS-2111 Section 12.1.E Huse HUsxx
<br /> or Stainless Steel Avoid Overdriving or Undemriving;Avoid Wood Splitting
<br /> Toenails 300,1/3 Nail Length from Joint PLOT DATE
<br /> Nails specified on the drawings shall be as follows: OB/0812023
<br /> Nail Use Penny Grad DATE: 06/08/2023
<br /> Weight
<br /> SCALE: Y4"=1'-0"
<br /> Framing Nails 12d Box 0.131"0 x 3Y4" DRAWN: BIDS
<br /> Sheathing Nails ed Common 0.131"0 x 2)/i° CHCKD: RMH
<br /> All Metal Fasteners exposed to weather or in Contact with treated wood shall be protected from corrosion according to table above.Nuts and bolts exposed
<br /> W weather or in contact with treated wood shall be galvanized in accordance with ASTM At 53/A153M-16a or Stainless Steel.See above for Proprietary BLDG: SHEET NO.:
<br /> Fastener requirements.Do not substitute standard Dowel-Type Fasteners for Proprietary Fasteners unless specifically allowed.
<br /> - C S01
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