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<br /> GENERAL STRUCTURAL NOTES:
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<br /> CRITERIA: WOOD: WOOD iCber
<br /> 1.1 AN Materials,workmanship,design,and m,.l:r�III:o lurn[a me drawings,apecf ca[u its.ai:l uiel is ;ode(IBC),2018 Edition. 6.1 Framing Lumber shall be kiln dried orMC-19,and graded and marked thconformance with WCLB Standard Grading Rules for West Coast Lumber No.17. 6.8 Timber Connnn ectors and Proprietary Fasteners shall be"Strang-Tie"by Simpson Company,as specified in their current ca[aloy.Provide number and size of � ui-
<br /> Unless otherwise noted,famish to the following minimum standards: fasteners as specified by manufacturer.Connectors shall be installed in accordance with the manufacbrrees instructions.Where connector straps connect O - w
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<br /> 1.2 Design Loading Criteria two members,center strap on joint and provide number and size of fasteners as specified by manufacturer,with equal rrlimber and Size of fasteners in each L.= i w 7
<br /> is The Design Loading of the Structure a I II'ws Member Use Size Species Grade member. U
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<br /> -- - - -- - Studs 2x,3x Hem-Fir or SPF STUD
<br /> Live Loads(in accordance with IBC Table 1607 7) Alternate hardware manufacturer substitutions,such as USP Connectors shall be]CC approval for equal or greater load a w t Capactes All joist hangers and (L x w
<br /> - -- - Joists/Rafters 2x,3x Hem-Fir No.2 other hardware shall be compatible in size with specified framing members.See Hanger Conversion Table for pre-a pprovetl subsl cations r
<br /> Occupancy or Use Uniform live Concentrated Notesm Load Live Load Plates/Misc. 2x,3x Hem-Fir No.2 Timber Connectors and their fasteners shall be protected from corrosion in accordance with manufacturers recommendations or ASTM A653,Type G185. to
<br /> Floor,Residential 40-psf - Beams 4x Douglas Fir-Larch No.2 J�
<br /> - -- -- 6.9 Dowel-Type Fasteners(Bo rews(Bolts,Lag St ,Wood Screws and Nails)Shall conform to Sections 11 and 12 of the ANSI/AWC NDS-201
<br /> Balconies +^
<br /> Balconies&Decks 60-psf - 1.5 x Occupancy Lost Posts 4x Douglas Fir-Larch No.2
<br /> - _ - - Dowel Type Fastener Grade Requirements at Exterior Use or Installation
<br /> Uninhabitable attic with storage 2&psf - Concurrent with 5 0.Lotus Timber,Beams 6x&Larger Douglas Fir-Larch No.2 when in Contact wit Treated Lumber
<br /> Unihabitable attic without storage 10 psf - Non-coot r ant wd h anti I Timber,Posts fix&Larger Douglas Fir-Larch No.2 Bolts ASTM A307 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 c!Handrails and Guards 200-I'o5 Any point any lr Lton(A.CE S.c,::� 5.1) or Stainless Steel Hole
<br /> =Bolt 0+(1/32"to 11,6") Imo,
<br /> 6.2 Glued Laminated Members shall be fabricated In conformance with ASTM and AITC Standards Each member shall bear an AITC Idenbfics ion Mark and Washi Bolt Head and Q Nut
<br /> Wind Design Data Seismic Design Data shall be accompanied by an AITC certificate of conformance.Furnish to the following minimum standards, All-Thmadrfhmaded Rod ASTM F1554 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3
<br /> ASCE 7-16,Chapter 28:Simplified Envelope Procedure ASCE 7.16,Section 7 8 Equi ,a;.a- Species F F Fs_ Fv' 6 La Screws or Stainless Steel Hole=Rod O+(1/3 to l/16) LL
<br /> 'racedure Member Use Combination S �, B,- as
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<br /> Basic Design wnd Speed(3-tec gust)V 700 Ph Risk Category II Beams 24F-V4 DFIDF 2400-psi 1850-psi 650-psi 265-pi 1800-ks @ }
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<br /> Risk Category 1 II Seismic ImportanceF t I. 1.0 Camber all glulam beams to 3,500'radius,unless otherwise noted.Glued laminated members exposed to 9 ASTM A307 ASTM A 153 Galvanized ANSI/AWC NDS 2018 Section 12.1.4
<br /> weather or moisture shall be treated with an approved preservative. or Stainless Steel Lead Hole=D.5 x Shank 0;Shank Hale=Shank 0
<br /> Wind Exposure B Mapped Specl A I t o 1 Per rd,s.. 1.500 Washer @ Lag Head
<br /> -- - -- -_- Mapped Speot.A el S, 2„
<br /> Internal Pressure Coefficient 'dlA __ S, - 0.500 6.3 Engineered Wood shown on the draw ngs are based on product manufactured by Weyerhaeuser in accordance with ICC Report No.ES ESR-1387. Wdod Screws ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.5
<br /> Site Class D Alternate manufacturers may be used subject to review and approval by the Architect and Structural Engineer.All hangers and other hardware not shown or Stainless Steel Pilot Hole=0.75 x Root 0(Unless Self-Boring) W
<br /> Exterior Components and Cladding 5-psi 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,
<br /> f 1 Seam cSpecittri.l Design p se orb I„ 1.200 the grade,the]CC report number,and the quality control agency,Fumish to the following m'n mum standards: Nails ASTM F1667 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12 1.6
<br /> Topographical Factor,KO -_ 0.600 or Stainless Steel Avoid Oveminving or Underdriv rig:Avoid Wood Splitting 1
<br /> Spectral Response COOL,I I
<br /> Category D Member Use Product F6 Fy. Fv E Toenails 30o,1/3 Nail Length from Joint f
<br /> Snow Loads dr,A.
<br /> (ASCE 7-16,Chapter 7) Basic Seismio-Forca-Rc..lsla o_: Ply.Shear Wags Beams 1.55E Laminated Strand Lumber(LSL) 2325-psf 800.psi 310-ps 1550-lest Nails specified on the drawings shall be as follows: ¢
<br /> Ground Snow Load,Pa 5 p i Response Modification Factor 6.5 Beams 2.0E Laminated Veneer Lumber(LVL) 2600-psi 750.psi 285-psi 2000-ks Fralm rig Nails 12d Box 0.131e0 x 3y" L ram,`
<br /> Nal Use eil-y" Grad
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<br /> Flat Roof Snow Load Pr=0.7 0�C 1 P f sf Seis c Rasp. Co tr tie i.,L 0.18 Beams 2.0E Parallel Strand Lumber(PSL) 2900-ps 750-psi 290-psi 2000-ks sea t
<br /> Snow Exposure Factor C. 1 0 snot
<br /> Design Base Shear V 0.18 x Weight R1m Boards Laminated Strand Lumber(LSL) 1700-psi 680-psi 400-pet 1300-ksi p -- $
<br /> -Snow Load Importance Factor.I. a Sheathing Nails Ito Common 0.131"0 x 2Yz" "4-INU
<br /> Thermal Factor,Ci < 6.4 Engineered Wood Waists shown on We drawings are based on joists manufactured by Weyerhaeuser in accordance with ICC Report No.ES ESR-1153. ---
<br /> Do not adjust for slope or drift unless noreJ on the DI-i,igs. Alternate Engineered Wood I-Joists manufacturers may be used subject to review and approval by the Architect and Structural Engineer. An Metal Fasteners exposed to weather or in contact with treated wood shall be protected from corrosion according to table above.Nails and bolls exposed
<br /> See Drawings for Additional Loading Crllai ia to weather or m contact with treated wood shall be galvanized in accordance with ASTM A153/A153M-16a or Stainless Steel,See above for Proprietary
<br /> &5 Prefabricated Connector Plate Wood Trusses shall be designed by the manufacturer in accordance with TP11-2014 for the spans and conditions shown on Fastener requirements.Do not substitute standard Dowel-Type Fasteners for Proprietary Fasteners unless specifically allowed,
<br /> the drawings.Wood trusses shall utilize approved connector plates(MITEK,ITW or other approved Truss Plate Manufacturer).
<br /> 1.3 Structural Drawlmp shall be used 1 co nl c :a all -li'1 s Prior to construction
<br /> ti ct y i .I�u:air;. � � �� ;riry dimensions and 6.10 Wood Framing Notes:The following apply unless otherwise noted on the drawings: 00
<br /> conditions for compatibility and shall i al ry arcl tart o all� c v.a,a-.des Prior to wnstruct en Unless otherwise noted,loading shall be as follows: V/fy/
<br /> 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 ' 1 Z
<br /> 14 Conlartor shall provide Temporary Bee y su',i� 1 ta.ctui al-n-ponanls t bl ll 'al,:or,i .u,n,.... Meted In accordance with Roof Truss Design Loading Floor Truss Design Loading 230410 1 or iCC ES ESR-1539.Coordinate the size and location of all Openings with Mechanical and Arch teatural Drawings. e••- O
<br /> the drawings. B. Wall Framing:Stud wall sloe and spacing shall be in accordance with the plan notes Two studs minimum shall be provided at the ends of all wells,at T
<br /> Member Uniform Load Member Uniform Load each side of all openings and at the ends of all beams and headers.All Stud bearing walls an wood framing shall have their lower wood plates attached y
<br /> 1.5 Contractor shall be responsible tot art salary p c t J - u de1hnlqu..e q :nit the work. Top Chord Snow Load 25-psf Top Chord Live Load 40-psf C. toIndividualtrar concrete below
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<br /> stud of
<br /> shall oared ll schedule,
<br /> other with framing nails C4 12 tic,staggered.Individual members of Built-Up joist
<br /> 1.6 Contractor-nlraled changes shall be tub t 'l :I Cart and Structural E o r� ar p s pas L _
<br /> g l J ::pp,. cuilsauc0on.Changes Top Chord Wind Load(Uplift) 15-psf Top Chord Dead Load 1 D-psf beams shale members maned Beach other with framing nails nailed
<br /> 12"oc staggered. Q
<br /> shown on shop drawings only will not satisfy tl'' 1 i ,,,. D. Solid blocking for wood columns shall be provided through floors to supports below. /\
<br /> Top Chord Dead Load 7-psf Boom Chord Dead Load 5-psf E. Floor and Roof Framing:Provide sold blocking at all bearing points.Toenail joists to Supports with two framing nails.Attach timber joists to flush
<br /> 1.7 Drawings indicate general and typic:i de I.. I I c, .VI-co nd t o its are not si -illy 11 1 ,,,w to details shown, Bottom Chord Live Load 10-PSf headers or beams with metal joist hangers in accordance with notes above. z W
<br /> similar details of construction shall be us d I jeer tc a a pprov I by the A bile 1 Mid b e�l t air ral C 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 J Bottom Chord Dead Load 5-psf of floor and roof sheathing Provide approved panel edge clips centered between joislsitrusses at unblocked roof Sheathing edges All floor sheathing
<br /> 1.8 .All Structural systems composed o1 co ( r het ' tad er all be supery sed c/11,6: ppl-ti tlu ! very,handling,storage and edges shall have approved tongue-and-groove joints.Toenail blocking to supports with framing nails @ 12"oc.At blocked floor and root diaphragms,
<br /> erection in accordance with nstruaons props-ad by lie Supple, Submit shop drawings and design calculations prior to fabrication.Submitted dopumenis shall bear the stamp and signature of a registered Professional provide flat 2x blocking at all unframed panel edges and hall cairn edge nailing specified. O W
<br /> Engineer,State of Washington Truss design drawings shall include,at a minimum,the following: ,J
<br /> GEOTECHNICAL. Co
<br /> 2.1 Allowable SOI Pressure Lateral Earth P d fl 6 f,j s red a-u I r u id to be other than A. Slope or Depth Span and Spacing QUALITY ASSURANCE:
<br /> assumed notify the Structural Engineer r p -1 -tin a t des i i.Footings shall b 18"below adjacent finished B Location of all Joints and Support Locations 7.1 Special Inspection shall be in accordance with IBC Section 1704.2.Standard inspections shall be In adaardance with IBC Section 110. T a
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<br /> grade-Unless omanvisa noted.doings snail b- e men d-law columi::of wars above Bac.li I I ,: .:.,: :nee draining.granular fill and C. Number of Plies if greater than one
<br /> provide for subsurface drainage, D Required Bearing Widths 7.2 Structural Observation in accordance with IBC Section 1764 b Is not required.
<br /> --- ---- ---- -------- -- E, Design Loads and Locations Include Tap and Bottom Chord Live and Dead Loads,Girder Loads,and Environmental Loads(Seismic,Wind,Snow,etc.)
<br /> Geotechnicer properties F. Other Lateral Loads,Including Drag Strut Loads FRI'l
<br /> -`-"'�Soil Site Class D G. Adjus"ents to Wootl and Metal Connector Plate Design Value for Conditions of Use
<br /> H. Maximum Reaction Force and Direction(including Maximum Uplift) L INSPECTIONS REQUIRED:Allowable Soil Bearing Pressure 2000-psf 1. Memel-Connector-Plate Type,Size,Thickness,and Location C 1705.12.2.J. Size Species and Grade for each Member
<br /> Active Lateral Earth Pressure Unre t sun d 35-cf( ) I K Truss to Truss Connections and Truss Field Assembly Regdrements
<br /> L Calculated Span to-Deflect on Ratio and maximum Venlcal and Horizontal Deflecton for Live and Total Loads IC SPECIAL INSPECTION SHALL BESeismic Lateral Earth Pressure H-psf M Maximum Axial Tension and Compression Forces in each Truss Member W--- ED FOR NAILING,ANCHORING,AND OTHERPassive Lateral Earth Pressure 300-pcf N. Required Permanent Individual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used ING OF ELEMENTS OF THE SQSMIC FORCE-
<br /> OPlacement Layout including Bearing Points,Intersections,Hips,Valleys,etc. LU
<br /> Base Frictioin Coefficient 0.35 P. Truss-to-truss and Truss-Io-Beam Connection Details and Hardware NG SYSTEM, INCLUDING WOOD SHEAR lY- _ - WOOD DIAPHRAGMS, DRAG STRUTS, O W
<br /> CONCRETF: 6,6 Roof,Floor&Wall Sheathing shall be APA Rated,Exterior or Exposure 1 Plywood or OSB manufactured under the provisions of Voluntary Product ,SHEAR PANELS AND HOLD-DOWNS.3 1 Concrete shall be mixed proportioned.c y d d t la d d ce wth IBC Oahl e lb-, roportioned to produce a 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 zWslurp of 5 or less All Concrete wIh surface,-posed[ t d 1g water Shall be ar-anVa red wile . ton, ACI 31&14 Table 19.3.3.1. rating and naiing requirements.Unless otherwise noted wall sheathing shall be Y.(nominal)with Span Rating of 2410.Glue floor sheathing to all �Concrete Strength based on IBC Section 190a 1 shall be s t llow: supporting members with adhesive conform ng to APA Specification AFG-01. INSPECTIONS ARE NOT REQUIRED WHEN OTENER SPACING IS MORE THAN 4 INCHES.
<br /> Type or Location of Concrete Construction i Min.28-Day Compressive Strength,rc 6.7 Wood members shall be protected against decay and termites in accordance with ISC Section 2304.12.Where required,members shall be naturally durable >
<br /> (Moderate Exposure) _ species or shall be treated with waterborne preservatives wood in accordance with American Wood Protection Assoc anon specification AWPA U1.Members �.
<br /> shall be clearly labeled.Modifed treated members(ripped or end cut)shall be field treated in accordance with specification AWPA M4.
<br /> Interior Slabs-on-Grade 250U-psi V
<br /> Footings,Basement Walls,Foundation/St-'Nails 3000-p - Z
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<br /> I Specified compressive strength(e„;spec f ations Jtl s sewic aUI ty equlre nt U sign _
<br /> Strength of concrete is 2500-psi,therefore.stren9m tests ais not required.Prov ded con ete m�.. �"
<br /> tickets verifying strength specifications. rn 0
<br /> 3,2 Reinforcing Steal Shall Conform to ASTM A615/A615rv1-1t_1 urJ rtie nlluwiny: �„/
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<br /> Bar Size Steel Gr de
<br /> #5 bar and larger C tie 6U.r 0"1 psi
<br /> � LY
<br /> tl4 bar and smaller G de 40.fy 40]uu-psi
<br /> Welded Wire Fabric shall conform to ASTf.A A 1064/A 1064M-'I3a
<br /> 3.3 Reinforcing Steel shall be detailed(includ g oora avid i scectdaice with ACI 318-14 L:,I;_. ,. t(#5 and smaller)2'-0"
<br /> minimum Laps om Wrger bars(#6 and#7 sl„II ba 4'-0" n i.P avi<le corner bars at all w II h ro,.:-yi I. 0"minimum.Lap adjacent
<br /> mats of welded wire fabrics minimum of e'ar slue,and anus.
<br /> No bars partially embedded In hardened Cahc,ale shall Lv i,eid LN:n(-mess otherwise noted an the i structural engineer. k
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<br /> 3.4 Concrete Protection(paver)For Reinfarcniy Orel shall I 1all-tvs m
<br /> ConditionF-
<br /> Footings and Unformed Surfaces cast ay ;1 and I -Itly exposed to Earth
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<br /> Formed Surfaces exposed to Earth or Weatlncr(#d L.:rs or larger) _ n
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<br /> Formed Surfaces exposed to Earth or Wat.urer;#5 bars ar smaller)
<br /> Slabs and Walls,interior face(#I I bai S and small..) ¢ n
<br /> Column Ties or Spirals and Beam Stirrups -
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<br /> S01
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