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GENERAL STRUCTURAL NOTES: -
<br /> CRITERIA: WOOD: WOOD_ (Continued):
<br /> 1.1 All Materials,workmanship,design,and construction 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. 6.10 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: A. All 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 Size Species Grade 2304.10.1 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 spacing shall be in accordance with the plan notes.Two studs minimum shall be provided at the ends of all walls,at
<br /> Studs 2x,3z 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 wood plates attached -
<br /> Live Loads(in accordance with IBC Table 1607.f) Joists/Rafters 2x,3z Hem-Fir No.2 to framing or concrete below per P1-6 of the shear well schedule.
<br /> Occupancy or Use Uniform Live Concentrated Notes -- - -- C. Individual members of Built-Up stud posts shall be nailed to each other with framing nails @ 12"oc,staggered.Individual members of Built-Up joist
<br /> Plates/Misc. 2x,3x Hem-Fir No.2 beams shall be nailed to each other with framing nails @ 12"oc,staggered.
<br /> Load Live Load D. Solid blocking for wood columns shall be provided through floors to supports below.
<br /> Floor,Residential 40-sf - Beams 4x Douglas Fir-Larch No.2 E. Floor and Roof Framing:Provide solid blocking at all bearing
<br /> p g: g g points.Toenail joists to supports with two framing nails.Attach[imberjoists to flush
<br /> Posts 4x Douglas Fir-Larch No.2 headers or beams with metal joist hangers in accordance with notes above.
<br /> Balconies&Decks 60-psf - 1.5 x Occupancy Load F. Roof and floor sheathing shall be laid up with grain perpendicular to supports and nailed per plan notes.Allow 118"spacing at all panel edges and ends
<br /> rTimber,Beams 6x&Larger Douglas Fir-Larch No.2 of floor and roof sheathing.Provide approved panel edge clips centered between
<br /> Uninhabitable attic,with storage 20-psf - Concurrent with Snow Loads _ - g. pp p g p joists/trusses at unblocked roof sheathing edges.All floor sheathing
<br /> 9 9 edges shall have approved tongue-and-groove joints.Toenail blocking to supports with framing nails @ 12"oc.At blocked floor and roof diaphragms,
<br /> f Timber,Poets 6x&Larger Douglas Fir-Larch No.2
<br /> Unihabitable attic,without storage 10-psf - Non-concurrent with Snow Loads _._ _ _ -' provide 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 AITC certificate of conformance.Furnish to the following minimum standards: QUALITY ASSURANCE:
<br /> Wind Design Data Seismic Design Data - Use- - p h---- _�_- - 7.1 See Special Inspection and Testing Requirements Table for inspection and testing requirements.Special Inspection shall be in accordance with IBC Section BTLI
<br /> 9 9 Member Combination Species F x, F Fc.Lx F. Ex 1704.2.Standard inspections shall be in accordance with IBC Section 110. ENC'iNEER
<br /> ASCE 7-1 6,Chapter 28.Simplified Envelope Procedure ASCE 7 16,Section 12.6.Equivalent Lateral Force Procedure
<br /> Basic Design Wind Speed(3-sec gust),V 100 mph Risk Category II
<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 /> - - - - ---
<br /> Camber all glulam beams to 3,500'radius,unless otherwise noted.Glued laminated members exposed to
<br /> Risk Category II Seismic Importance Factor,to 1.0 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 6.3 Engineered Wood shown on the drawings are based on product manufactured 6y Weyerhaeuser in accordance with ICC Report No.ES ESR-13B7. Verification and Inspection Continuous Periodic Comments
<br /> Mapped SpecL Accel.,1-Sec,St 0.495 -----
<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 X Not Req'd for Pi-
<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) - .r
<br /> the grade,the ICC report number,and the quality control agency.Furnish to the following minimum standards: 4"'oo
<br /> Topographical Factor,K. 1.00 Spectral Response Coeff.,Short Period,So, 0.928 Soils _ Refer to Geotechnical Report Requirements a�,aa"srn,dui"
<br /> Spectral Response Coeff.,1-Sec,Sol 0.595 Member Use Product Fe F,i Fv E
<br /> Snow Loads Seismic Design Category D Beams 1.55E Laminated Strand Lumber(LSL) 2325-psi 800-psi 310-psi 1550-ksi Y Pssrnir ssr oe,o3aox.,
<br /> (ASCE 7-16,Chapter 7) Basic Seismic-Force-Resistance System Ply.Shear Walls Beams 2.GE 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 Beams 2.0E Parallel Strand Lumber(PSL) 2900-psi 750-psi 290-psi 2000-ksi
<br /> Flat Roof Snow Load,Pf=0.7 C,Cf I,Pr 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,Is 1.0 6.4 Engineered Wood I-Joists shown on the drawings are based on joists manufactured by Weyerhaeuser in accordance with ICC Report No.ES ESR-1153.
<br /> Thermal Factor,Cf 1.2 Alternate Engineered Wood I-Joists 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.
<br /> See Drawings for Additional Loading Criteria. 6.5 Prefabricated Connector Plate Wood Trusses shall be designed by the manufacturer in accordance with TPI 1-2014 for the spans and conditions shown on
<br /> 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 <
<br /> conditions for compatibility and shall notify architect of all discrepancies prior to construction. Q rY
<br /> Roof Truss Design Loading Floor Truss Design Loading 1.4 Contractor shall provide Temporary Bracing for the structure and structural components until all final connections have been completed in accordance with - - - M w
<br /> the drawings. Member Uniform Load Member Uniform Load w
<br /> Top Chord Snow Load 25-psf Top Chord Live Load 40-psf Hanger Conversion Table U
<br /> 1.5 Contractor shall be responsible for all safety precautions and the methods,techniques,sequences or procedures required to perform the work. - ___ .. __-_-_ ----- - Z O
<br /> Top Chord Wind Load(Uplift) 15-psf Top Chord Dead Load to
<br /> TYPE SIMPSON STRONG-TIE USP CONNECTORS w 7
<br /> 1.6 Contractor-initiated changes shall be submitted in writing to the Architect and Structural Engineer for approval prior to fabricaton or construction.Changes -- - - - -- --- - --- �-_-- PRODUCT# PRODUCT# Z
<br /> shown on shopdrawings only will not satisfy this requirement. Top Chord Dead Load 7-psf Bottom Chord Dead Load 5-psf
<br /> 9 Y ty q ---- --- - - --- - HDUx.SDS2.5 PHDxA
<br /> 1.7 Drawings indicate general and typical details of construction.Where conditions are not specific Bottom Chord Live Load 10-psfally indicated but are of similar character[o details shown, STHD14/sTHD14RJ STAD14/STADI4RJ
<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 HOEDOWNS
<br /> 1.8 All structural systems composed of components to be field erected shall be supervised b the Supplier during manufacturing,delivery,handling,storage and Submit shop drawings and design calculations nor to fabrication.Submitted documents shall bear the stamp and signature of a registered Professional LTPILATE w/SHIER';'
<br /> Y P P P Y PP 9 9. ry• 9, 9 P 9 9 P P 9 9 DTTiZ PLATE WASHER
<br /> erection in accordance with instructions prepared by the Supplier. Engineer,State of Washington.Truss design drawings shall include,at a minimum,the following: rro+u=,xww VUo,�srw,
<br /> GEOTECHNICAL: A. Slope or Depth,Span and Spacing _ MST48 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 ST2215 KST216
<br /> undisturbed earth at least 18"below adjacent finished grade.Unless otherwise noted,footings shall be centered below columns or walls above.Backfll C. Number of Plies if greater than one n(
<br /> behind all retaining walls with free draining,granular fill and provide for subsurface drainage. D. Required Bearing Widths ST6224 KST224 ^1W
<br /> Geotechnical 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 /> F. Other Lateral Loads,including Drag Strut Loads CS78 RS150
<br /> Soil Site Class D G. Adjustments to Wood and Metal Connector Plate Design Value for Conditions of Use
<br /> H. Maximum Reaction Force and Direction(including Maximum Uplift) MASH/MASAP FA4 O
<br /> Allowable Soil Bearing Pressure 2500-psf I. Metal-Connector-Plate Type,Size,Thickness,and Location
<br /> J. Size Species and Grade for each Member CMSTC78 CMSTCI6
<br /> Geotechnical Report Reference:Benton Square by Earth Solutions NW dated March 15,2022,Project No:ES-7852.01. K. Truss-to-Truse Connections and Truss Field Assembly Requirements (..)
<br /> L. Calculated Span-to-Deflection Ratio and maximum Vertical and Horizontal Deflection for Live and Total Loads LGT2 LUG )
<br /> J
<br /> CONCRETE: M. Maximum Axial Tension and Compression Forces in each Truss Member LTP4 MP4F o =
<br /> 3.1 Concrete shall be mixed,proportioned,conveyed and placed in accordance with IBC Chapter 19 and ACI 318-14,Mix shall be proportioned to produce a N. Required Permanent Individual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used O
<br /> slump of 5"or less.All concrete with surfaces exposed to standing water shall be air-entrained with an air-content conforming to ACI 318-14 Table 19.3.3.1. 0. Placement Layout including Bearing Points,Intersections,Hips,Valleys,etc. LTP5 MP6F
<br /> Concrete Strength,based on IBC Section 1904.1,shall be as follows: P. Truss-to-Truss and Truss-to-Beam Connection Details and Hardware
<br /> A34 MP34
<br /> Type or Location of Concrete Construction Min,28-Day Compressive Strength,fc ANGLES/TIES (ND LL
<br /> 6.6 Roof,Floor 8 Wall Sheathing shall be APA Rated,Exterior or Exposure 1 Plywood or DEB manufactured under the provisions of Voluntary Product W
<br /> (Moderate Exposure) Standards DOC PS-1 or DOC PS-2,or APA PRP-108 Performance Standards and Policies for Structural Use Panels.See Drawings for thickness,span A35 MPAi 1,✓.r.� � C3
<br /> rating,and nailing requirements.Unless otherwise noted,wall sheathing shall be''/"(nominal)with Span Rating of 24/0.Glue floor sheathing to al CZ
<br /> l
<br /> Interior Slabs-on-Grade 2500-psi H1 RT15
<br /> supporting members with adhesive conforming to APA Specification AFG-01.
<br /> Footings,Basement Walls,Foundation/Stem Walls 3000-psi' H2.5 RT a> U
<br /> 1 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 > LLL
<br /> Specified compressive strength(fc)specifications address serviceability requirements. Design species or shall be treated with waterborne preservatives wood in accordance with American Wood Protection Association specification AWPA U1.Members H2.SA RT7A LLJ U
<br /> strength of concrete is 2500-psi,therefore,strength tests are not required. Provided Concrete mix shall be dearly labeled.Modified treated members(ripped or end cut)shall be field treated in accordance with specification AWPA M4. V J a
<br /> tickets verifying strength specifications. LPCxZ PBxx-6TZ IL
<br /> 6.8 Timber Connectors and Proprietary Fasteners shall be"Strong-Tie"by Simpson Company,as specified in their currant catalog.Provide number and size of LCE4 PBES74
<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 manufacturers instructions.Where connector straps connect _ Q
<br /> Bar Size Steel Grade two members,center strap on joint and provide number and size of fasteners as specified by manufacturer,with equal number and size of fasteners in each EPCxx EPCMxx
<br /> member. POST CAPS -
<br /> #5 bar and larger Grade 60,fy=60,000-psi �31)�
<br /> Alternate hardware manufacturer substitutions,such as LISP
<br /> KCCOxz (W SP Connectors,shall be ICC approval for equal or greater load capacities.All joist hangers and
<br /> #4 bar and smaller Grade 40,ty=40,000-psi other hardware shall be compatible in size with specified framing members.See Hanger Conversion Table for pre-approved substitutions. ECCOxxSDS5.5 KECCO. m
<br /> Welded Wire Fabric shall conform to ASTM At 064/A1064M-18a Timber Connectors and their fasteners shall be protected from corrosion in accordance with manufacturer's recommendations or ASTM A 653,Type G185. ACx PBSxx
<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)T-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. PB10t we.
<br /> minimum.Laps of larger bars(#6 and#7)shall be T-0",min.Provide corner bars at all wall and footing intersections and lap 2'-O"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
<br /> when in Contact w/Treated Lumber ASA. PA.E
<br /> No bars partially embedded in hardened concrete shall be field bent unless otherwise noted on the drawings or approved by the structural engineer. - ----------- -
<br /> Washer @ Bolt Head
<br /> Bolts ASTM A307 ASTM B 695,Class 55 Galvanized ANSI/AWC olt Head and @ Nut RUTS MTSO6 HTW30
<br /> d B Section 12.1.3 HTS06c HTW30c m
<br /> 3.4 Concrete Protection(cover)for Reinforcing Steel shall be as follows: or Stainless Steel Hole=Bolt 0+(1/32"to 1/16" DRAG ST
<br /> ) `
<br /> N
<br /> Condition Clear Cover ----- -.-- - o,
<br /> All-Thread/Threaded Rod ASTM F1554 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 DSC5 DSC4 v,
<br /> Footings and Unformed Surfaces cast against and permanently exposed to Earth 3" .1 lr
<br /> or Stainless Steel Hole=Rod 0+(1l32"to 1/16") LUSia Jusxx _
<br /> Formed Surfaces exposed to Earth or Weather(#6 bars or larger) 2" Washer @ Each Nut
<br /> Formed Surfaces exposed to Earth or Weather(#5 bars or smaller) 11z' Lag Screws ASTM A307 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.4 lusnr THFxx 1
<br /> or Stainless Steel Lead Hole=0.5 x Shank 0;Shank Hole=Shank 0 ITTxx THOxx
<br /> Slabs and Walls,interior face(#I I bars and smaller) 3q' Washer @ Lag Head HANGERS
<br /> -_. 15 _ -----_--- - --- _... -
<br /> Column Ties or Spirals and Beam Stirrups 1'z' -_15 Wood Screws � ASTM A 3 Galvanized ANSI/AWC NDS-2018 Section 12.1.5 JOB NO.:
<br /> or Stainless Steel Pilot Hole=0.75 x Root 0(Unless Self-Boring) Miuxx THFxz
<br /> 23-239-06
<br /> Nails ASTM F1667 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.6 HUSxx HUB.
<br /> or Stainless Steel Avoid Overdriving or Underdriving;Avoid Wood Splitting
<br /> Toenails 30",1/3 Nail Length from Joint PLOT DATE
<br /> Nails specified on the drawings shall be as follows: 08/03/2023
<br /> Nail Use Penny Grade
<br /> DATE: 08/03/2023
<br /> Weight
<br /> - . SCALE: 14"=1,-0„
<br /> Framing Nails 12d Box 0.131"0 x 3'4" DRAWN: BDS
<br /> Sheathing Nails 8d Common 0.1310 x 212" 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 /> to weather or in contact with treated wood shall be galvanized in accordance with ASTM A153/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 /> - - E S01
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