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<br /> GENERAL STRUCTURAL NOTES: w `
<br /> CRITERIA:
<br /> WOOD: WOOD(Continued):
<br /> 1.1 All Meter all,workmanship design.and,,or.,i ..I:, :,I II -i rrurm io the Arewnys sVa I.at„:.,:,,;f. „��.�:,; .ode(IBC),2078 Edition. 6.1 Framing Lumber shall be kiln dried or MC-19,and graded and marred in conformance with WCLB Standard Gretling Rules for West Coast Lumber No.17. 6.8 Timber Connectors and Proprietary Fasteners shell be'Slrony-Tie'by Sunpson Company,as specified in timer cur ant cetalug.Provide number anti size of �� 51
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<br /> i.2 Desrgn Loading Cnrerla
<br /> Unless otherwise noted,furnish to the following minimum s[entlams: fasteners as specified by manufacturer.Connectors shall be Installed in accordance with the manuracturer's Instructions.Where connector straps connect Up ` y'7
<br /> The Design Loading of me Suucture:s as i:lu.,-e. Member Use Size Species Grade two members,center strap on joint and provide number antl size of fasteners as specified by manufacturer,with equal number and size of fasteners in each LL= i �'3
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<br /> Live Loads(in accordance with IBC Table 1507.'1) Studs 2x,3x Hern-Fir or SPF STUD Alternate hardware manufacturer substitutions,such as USP Connectors,shall be ICC a greater j g a J_J
<br /> approval for equal or ter load capacities.All oist ran eras and d =w
<br /> Occupancy or Use Uuiform Live Concentrated Notes Joists/Rafters 2x,3x Hem-Fir No.2 other hamwam shall be compatible in size with specified framing members.See Hanger Conversion Table for pre-approved substitutions.
<br /> Load Live Load Plates/Misc. 2x,3x Hem-Fir No.2 Timber Connectors and their fasteners Shall be protected from Nau
<br /> corrosion in accordance with manuurars recommendations or ASTM A 653,Type 3185. d
<br /> Floor Residential 'r psf - Beams 4x Douglas Fir-Larch No.2
<br /> 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,
<br /> Balcon e 8 Decks 0 psf - 1 5 x Oc F r L u _ Posts 4x Douglas Fir-Larch No.2
<br /> Uninhabitable attic,wRh storage 0-psi - Concurr n call r Dowel Type Fastener Grade Requirements at Exterior Use or Installation
<br /> ° Timber,Beams 6x 8 Larger Douglas Fir-Larch No.2 when in Contact w/Treated Lumbar Unihabnable attic,without storage l0 ps( Not-core u t tl Sri .I., -_
<br /> --- ..____. .. Timber,Posts 6x&Larger Douglas Fir-Larch Ni Bolts ASTM A307 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-201B Section 12.1.3 (q +Handrails and Guards 1 2L(I-Ibs Any poir t y d -tor ..vl I. : 5.'I) or Stainless Steel Hole=Bolt 0+(1132"to 1/1 Sin P, -
<br /> _ 6.2 Glued Laminated Members shall be fabricated in conformance with ASTM and AITC Standards.Each member shall bear an AITC Identification Mark and Washer G Bolt Head and(g Nut Ur
<br /> Wind Design Data Suismlc Design Data shall be accompanied by an AITC certificate of conformance.Furnish to the ftliow,n - --9 g minimum standards: All•Thread/Threadad Rod ASTM F7554 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12,1.3 c
<br /> ASCE 7-16,Chapter 28:Simplified E w I pu Or-clu,a, ASCE 7-i6,Section 12 Lyi i i,.L....:.,;:._ Irocrrdun Member Use Combination Species Fti„ Fs.. F . Fv. E. or Stainless Steel Hole=Rod 0+(V32"to IMF') W f:
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<br /> Bast Design Wind Speed(3 sec gust)v IC0 pti Risk Category II Beams 24F-V4 DFIDF 2400•psl 1850-psi 650-psi I 265-psi 11800.kai Washer@ Each Nut
<br /> Risk Category II Se smic Importan F t.v, 1.0 Camber all glulam beams to 3,500'radius,unless otherwise noted.Glued laminated members exposed to Lag Screws ASTM A307 ASTM A 153 Galvanized ANSI/AWC NDS-2016 Section 12.1.4
<br /> weather or moisture shall be treated with an approved or Stainless Steel Lead Hole=0.6 z Shank 0:Shank Hole=Shank 0 H Wind Exposure B Mapped Spect.A cal at o t 1,n:;o.. 1.500 pp preservative. Washer @ Lag Head (�Mapped Spect.Ac el I Ser...i, 0.500 _
<br /> Internal assure Coefficient l/F, _, S3 Engineered Wood shorn on the drawings are based w product manufactured by Weyerhaeuser In accordance with ICC Report No.the ES ESR-1387. Wood Scrawl ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.5 ,l- i
<br /> ___..... ._.._ ........ ...., site Class
<br /> Exterior Components antl Cladding ptif D Alternate manufacturers maybe used subject to review and approval by the Architect stamp
<br /> and Structural Engineer, a hangers and other r of the a not shown or Stainless Steel Pilot Hole=0.75 x Root 0 Unless Self-Boring)
<br /> stall be designed and suppled by the Joist Manufacturer.Each piece shell beer a stem or stamps noting the name and plant number of NB manufacturer, ( 9)
<br /> Spectral Respon ( ,, 1.200 p p
<br /> Topographical Factor,Kz, t UO the grade,the ICC report number and the quality control agency.Furnish to the following minimum standards Nails ASTM F1667 ASTM A 153 Galvanized ANSI/AWC NOS-201 B Section 12.1.6
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<br /> - JPectral Respon I - 0.600 or Stainless Steel Avoid Overdriving or Underdn ing',Avoid Wood Splitting
<br /> -- :Seismic Desi n L la Toenails 30°,1/3 Nail Len T.
<br /> Snow Loads _ 9 a D Member Use Product Fs Frl Fv E gth fr Joint -
<br /> (ASCE 7 16,Chapter 7) bast Seismic-Fir ,i;.:a Ply.Shtrar Walls Beams 1.55E Laminated Strand Lumber(LSL) 2325-psi 800-psi 310-psi 1550.ksi Nails specified on the drawings shall be as follows: -- ! o° Asrr
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<br /> Ground Snow Load,P < i Re tse Modifc t o r n: Nail Use Penn - o
<br /> u P P 8.5 Beams 2.0E Laminated Veneer Lumber(LVL) 2600-psf 750-psi 285-psi 2000-ksi Y Grade �
<br /> __. _....__._ Weight
<br /> Flat Roof Snow Load P-0.7 C6 C I,� -;f S smic Res on ..;,.� g_
<br /> P - 0.18 Beams 2.0E Parallel Sfrend Lumber(PSL) 2900-psi 750.pai 290-psi 2000-ksi sass Snow Exposure Factor C Framing Nails 12d Box 0.131"0 x 3yx" ;nl nG`4`g.
<br /> Desi n Base Shea _ cJ'
<br /> Snow Load I nporta ce Factor.I, 19 g 0.18 x Weight Rim Boards Laminated Strand Lumber(LSL) 1700-psi 680-psi 400-psI 1300-ksi Sheathing Nails Btl Common �v7t Thermal Factor C, t_ 9 0.131"0 x2Y"
<br /> ..___ ....._.... 6.4 Engineered Wootl Waists shown on the 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 m:l�d:,n the iir..v:ings, Alternate Engineered Wood kJoists manufacturer may be used subject to review and approval by the Architect and Struqurel Engineer. 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 /> See Drawings for Additional Loading Cne,ia to weather or in cuntactwith treated wood shall be galvanized in accordance with ASTM A153/A153At-i6a or Stainless Steel See above for Proprietary
<br /> 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 Fastener requirements.Do not substitute standard Dowel-Type Fastener rot Propriety Fastener unless specifically allowed.
<br /> the drawings.Wood trusses shall utilize approved connector plates(MITEK,ITW or other approved Truss Plate Manufacturer).
<br /> t.3 3vuctu,al Urawir gs shall be u d , I U cuu mrlc for ti d I ,un:.i :.... oily dimensions and 6.10 Wood Framing Notes:The following apply unless otherwise noted on the drawings. 00
<br /> cwdrtiens for compatlbify,and shall rat N,r.i I_c,�,r mI f,� pancias poor to consr uci° Unless otherwise noted,tootling shall be as follows: `N
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<br /> Floor Truss Design Loading 1
<br /> 1.4 Conbartor shall provide Temporary Bra ,-- r-,uu, :i structural comp++orients.,I'.I I'll �r ))clad in accordance with Roo/Truss Design Loading 2304 10 1 A. All wood fra ing details shall he constructed to the minimum standards of the IBC.Nailing not specified ar the draw nce shall conform to IBC Table orm ICC ES ESR-1539.Coordinate the size and location of all openings with Mechanical and Architectural Drawings s••�•
<br /> U%b drawings. B. Wall Framing:Stud wall size and spacing shall be in accordance with the Ian notes Two studs tninmu rr shall be Provided at the ends of all walls at O
<br /> Member Uniform Load Member Unth rm Load P
<br /> I Coniraat hall be responsible lu-au s I y Ira ,iehiuu r cMtiglics, inn UIe work. each side of all openings,and per
<br /> the ends of all beams and header.As stud bearing walls on wood naming$hall have their tower wood plates attached' Top Chord Snow Load 25-paf Top Chord Live Load 40.psf to framing or concrete below Der P1-6 of the shear wail schedule � 1
<br /> C. Individual member of Built Up stud poets shall be rated to each other with framing nails 12"dci slagyeretl:Iggrvitlual members of Built-Up foist Q
<br /> i ti C t u t t d d angel shall be sou 1 ,.nrcr'iau emir structural L a constrw iGrL Chilli Tgp Qhgrd Wind Load(Uplift) 15-pat Top Chord Dead Load 10-psf
<br /> shown shop drawings only will not sat f e I beams shall be nailed to each other with framing ng nails @ 12 oc staggered. �..+v'
<br /> Top Chord Dead Load 7-psf Bottom Chord Dead Load 5•psf D. Solid blocking
<br /> for wood columns shall be provided through floor to supports below.
<br /> 1,7 Dldwulgs indicate general and tyy cal d l :i l d ho 1s a a not r E. Floor antl Roof Framing:Provide solid blocking at all bearing points Toenail joists to supports with two framing nr'la.Attach timoerjpists to flush W
<br /> s n lar details of construction shall be used i i attar td details shown, Bottom Cli Live Load 10-psf headers or beams with mrstaljoist hangers In accordance with notes above.11 r, tl pp vat by the Arch f r i U 'I lid Dead Load F, Roof and floor sheathing shall be laid up with gran perpendicular to supports and nailed per plan notes Allow 118 spacing at all panel edges and ends
<br /> Bottom Chr 5-p6f of floor and roof sheathing.Provide a oists/trusses at unblocked roof sheathing edges,All floor sheathing ^
<br /> I,0 All lUUCjUld bygl91f19 composed of COIIIDUIIe a I<,us leld--all.,bell tile s'upeMseU r y tl a of pVl.: uefy,hantllimg,storage and g approved panel edge clips centered supports
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<br /> edges shall have approved tongue etl panel a joints.Toenail blocking to supports with framing malls @ 12"tic.At blacked floor and roof diaphragms, v w
<br /> erection in accordance with instructions prepared by the Supplier. Submit shop drawings and design calculations prior to fabrication.Submitted documents shall bear the stamp and signature of a registered Professional provide flal2x blocking at all unframed Donal edges antl nail with edge nailing specified.
<br /> GE(/TFCHNICAI.'
<br /> Engineer State of Washington.Truss design drawings shall include,at a minimum,the following:
<br /> 21 Allowable Sol Pressure,Lateral Earn,P / d no I I ,rod to be other than A. Slope or Depth Span and Spacing QUALITY ASSURANCE: 7
<br /> assu ed notify the Structural Engineer r p r J F of h II b Is'below adjacent finished S. Location of all Joints and Support Locations 7.1 Special Inspection shall be in accordance with IBC Section 1704.2,Standard inspactions shall be,n accordance with IBC Section 110, L
<br /> gramd Un less otherwise noted footings hell L-:.ante i cn,mn cr wallg s rib- ba.i,Il bi, n li �,�. ee draining granular fill and C. Number of Plies if greater than one 1 ' 1 provide for subsurface drainage D Required Bearing Widths 7.2 Structural Obsery' n accordance wTr78CSgldsdo z7D LS a et T.- W
<br /> Geotechnical Properflas E. Design Loads and Locations:Include Top and Bottom Chord Live and Dead Loads,Girder Loads,and Environmental Loads(Seismic,Wind,Snow,
<br /> F. Other Lateral Loads including Drag Strut Loads SPECIAL INSPECTTON5 REQUIRED:
<br /> Maxim Boll Site Class O G. merits to Wood and Metal Connector Plate Design Value for Conditions of Use PER IBC 1705.12.2.
<br /> -------- -- . H. Maximum Reaction Force and Direction(including Maximum Uplift)
<br /> Allowable Soil Bearing Pressure 2000-psf I. Metal-Connector-Plate Type,Size,Thickness,and Location
<br /> ----" - --"------- J. Size Species and Grade foreach Member PERIODIC SPECIAL INSPECTION SHALL BE -
<br /> Active Lateral Earth Pressure(Unreshained) 35-pcf K. Truss-to-Truss Connections and Truss Field Assembly Requirements REQUIRED FOR NAILING,ANCHORING,AND OTHER
<br /> Seismic Lateral Earth Pressure GH-Pst L. Calculated Spar-to-Deflection Ratio and maximum Vertical and Horizontal Deflection for Live and Total Loads FASTENING OF ELEMENTS OF THE SEISMIC FORCE-
<br /> - - -- -------- M. Maximum Axial Tension and Compression Forces in each Truss Member RESISTING SYSTEM, INCLUDING WOOD SHEAR w
<br /> Passive Lateral Earth Pressure 300-pcf N. Required Permanent Ind'v dual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used U
<br /> ---`---- O. Placement Layout Including Bearing Points,Intersections,Hips,Valleys,etc. WALLS, WOOD DIAPHRAGMS, DRAG STRUTS,
<br /> Bala Friction Coefficient _ - 0.35 _ P. Truss-lo-Truss and Truss-to-Beem Correction Details and Hardware LLJ
<br /> BRACES,SHEAR PANELS AND HOLD-DOWNS. O
<br /> CONCRETE LU
<br /> 6.6 Rodf,Floor 8 Wall Sheathing shall be APA Rated,Exterior or Exposure 1 Plywood or OSB manufactured under the provisions of Voluntary Product
<br /> 3 1 Concrete snail be rnixnU,pmpo t o etl: J 1 t l tl IBC Ch t upu,tioned to produce a Standards DOC PS-1 or DOC PS 2,or APA PRP-108 Performance Standams and Polities for Structural Use Panels.See Drawings for thickness,span SPECIAL INSPECTIONS ARE NOT REQUIRED WHEN >
<br /> alu rip of 5 or less.All concrete w ih sir I P -cl e i watt: h tl be e 1t l 4Cl 318-14 Table 19.3.3.1. rating,and nailing requirements.Unless otherwise noted.wall sheathing shall tat(nominal)with Span Rating of 24/0.Glue floor sheathing to all THE FASTENER SPACING IS MORE THAN 4 INCHES. �J Z
<br /> Concrete Suo lgth based on IBC 8-no I n I I.I, III supporting member with adhesive conforming to APA Specification AFG-01. LLQ
<br /> T nor Lac 'yp anon of Concrete Con [ .u.n Min.18-U y Compres rve Strengu.' 6.7 Wood members shall be y y r
<br /> (Moderate Exposure) � protected against care and termites m accordance with IBC Section 2304.12.Where required.members shell be natural) durable- a species or shall be treated with waterborne preservatives mod in accordance with American Wood Protection Association specification AWPA U1.Member
<br /> 250U-c;. t ��_
<br /> Interior Slabs-dn-Grade shall be clearly labeled.Modified treated members(ripped or end cut)shall be field treated In accordance with specification AWPA M4, ~
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<br /> Footings,basement Walls rou rJ t o/ :tl 3000-p L Z
<br /> 'Specified compressive strength(V,)s1 t I v b Uty require
<br /> strength of concrete is 2500 psi,the of erg e.nu)required.Pn.L, ,, i.. UJ L- L
<br /> tickets verifying strength specificat n VU
<br /> 32 Reinforcing Steel shall conform to ASTM Ad ;1 :ruuu,iny
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<br /> 3)zn tealar antl larger 'dU 0-i
<br /> ar antl smaller de 46 f/ oou psI J
<br /> Welded Wire Fabric shall conform U,As,I„It,u•Ilr ,,.,wlv;18., r/'1
<br /> 3.3 Reinforcing Steen shall be detailed( &,d J t..:,,u l :,;ard'-ua with ACI i - i.... (06 and smaller)2'-0"
<br /> minimum.Laps,f larger bar(#6 no I h:+'. 0 ,wnx s:nar bars at au 1'minimum.Lap adjacent
<br /> mats of welded are fabric a minin, i of a at ,Y aid
<br /> No bars pe,Ually embedded in ha,JnneU c,111,il>-.tl l" I.;I: tit ut'l-I ULtherwai.nut-.i i ..i, Uumdral engineer.
<br /> 3.4 Concrete Pi'otecbun(cover)for Falnrorc,r,g ;I:au u,:-i:.alo,,:.
<br /> Condition .-. _. .._..... _.-_......-.
<br /> Fdovngs and Unformed Surfaces ce t --t and _oily exit d to Eaini
<br /> Formed Surfaces exposed to Earth oi v l»u I 'gaU
<br /> Formed Surfaces exposed to Earth. w
<br /> Slabs and Walls,interior face f#I i b I, Q
<br /> Colwnn Ties or Spittle and Bear t St ups
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