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<br /> GENERAL STRUCTURAL NOTES:
<br /> CRITERIA: WOOD. WOOD(Continued): E �-
<br /> 1.1 All Materials workmanship,design,slid consi-tion mhsll.cr ions to shed swings,spiclr.Wr'a,1h 1 her h,t. �I :.,.,. ;Ode(IBC),2018 Edition. SA Framing Lumber shall be kiln dried orMC-19,and graded and marked in conformance with WCLS Standard Greding Rules for Wast Coast Lumber No.17. 6.8 Timber Connectors and Proprietary Fasteners shell be"Soon-Tie" Simpson Company as fi C
<br /> 9 Y p p y, specified In their current catalog.Provide number and size of U� a:n
<br /> Unless otherwise noted,famish to following minimum standards: fasteners as specified by manufacturer.Connectors shall be installed in accordance with the manufacturers instructions.Where connector straps connect p = w
<br /> t.2 Design Loading Criteria °W°9 -
<br /> The Design Loading two members,center strap on joint and provide number acid size of fasteners as m ecified b manufacturer,with equal number and size of fasteners in each tL+
<br /> g irg of the Structure is as follows. Mamher Use
<br /> Size Species Grade P Y _ w e,
<br /> member. lJ
<br /> -_-__.. _ _ _.
<br /> Live Loads(in accordance with 1BC Tno)e 1607.Y/ Studs 2x,3z Hem-Fir or SPF STUD Alternate hardware manufacturer subsUtWons,such as USP Connectors,shall ba ICC q p I g
<br /> approval nor equal or greater load caps-All joist hangers and IL S
<br /> Occupancy or Use Uniform Live'T Concentrated Notes 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-approved substitutions.
<br /> - min
<br /> Load Live Load Plates/Misc. 2x,3x Hem-Fir No.2 Timber Connectors and their fasteners shall be protected from corrosion to accordance with manufacturers recommendations or ASTM A 653,Type G185.
<br /> Floor,R dential 40 psf Beams 4z Douglas Fir-Larch No.2
<br /> _ 6.9 Dowel-Type Fasteners(Bolts,Lag Screws,Wood Stews and Nails)shall conform to Sections 11 and 12 of the ANSI/AWC NDS-2018. d,
<br /> Balconies&Decks 60 psf 'I.S x Occup n cy L d Posts 4z Douglas Fir-Larch No.2 ^
<br /> ... _.. Dowel T
<br /> Uninhabltabl attic with storage 20 psf Concurrent With S taw Loans Timber,Beams fix 8 Larger Douglas Fir-Larch No.2 Type Fastener Grade Requirements at Exterior Use or Installation
<br /> when in Contact col Treated Lumber -
<br /> H-Urstrails anle,attic,without storage 0 psf Non-costa t with Sou L .1;, ASTM A307 ASTM B 695,Class 55 Galvanized AN51/AWC NDS-2018 Section 12.7.3 -
<br /> -1{ _-- _ Timber,Posts 6x 8 Larger Douglas Fir-Larch No.2 Bolts
<br /> Hantlrails and Guards 200 IUs Any point.any direction tr, e--i,. i.1) rn
<br /> 0,Stainless Steel Hate=Solt 0+(1/32"lo1/16")
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<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 @ Bolt Head and @ Nut -
<br /> ASCE7.nd eignData I[A-CE
<br /> Seimic DesfgnD to c`i`i .tic m sMelmber Use amedb Combination es forFv':ce Furnish to the following minimu�vstandards:Ex 1213 max'
<br /> ASCE 7.76,Chapter28:Simpbfied C --I p Pro u j 7-16,Secti n 1 _ Washer ( �+
<br /> --rr-- All-Thread(fhreaded Rod ASTM F1554 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section
<br /> Basic ahsiyn Wind Speed(3-sec gust) 1t U p 1 Risk Category 11 Beams 24F-V4 DF/DF 2400-psi 1 B50-psi 650-psi 265-psi 1800.ksi Lag Straws ASTM A307 ASTM A 753 Galvanized Washer CE Each
<br /> 2018 Section) fY '
<br /> or Stainless Steel Hole-
<br /> Risk Category li Seismic Importance r r i I, 1.0 Camber all gluiam beams to 3,500'radius,unless otherwise noted.Glued laminated members exposed to 12.1.4 7 y 5 s
<br /> Wind Exposure c weather°r moisture shall be treated with an approved preservative. or Stainless Steel Lead Hole=0.5 x Shank m;Shank Hole=Shank 0
<br /> < 6 Mapped Speq.Ac el 1 Ha,wu_. 1.500 PP P -,
<br /> Internal Pressure Coeffic err I N„' Mappetl Sped Acc S s; 0.500 Washer @ Lag Head ('� -
<br /> _ -- - 6.3 Engineered Wood shown on the drawings are based on product manufactured by Weyerhaeuser in accordance with CC Report No.ES ESR-1387. Wood Screws
<br /> - --- -- Site Class ASTM A 153 Galvanized ANSI/AWC NOS-2018 Section 12.1.5 -Exterior Components and Cladding _c,ps: D Alternate manufacturers may used subject to review and approval by the Architect and Structural Engineer.All hangers and other hardware no9A i
<br /> t shown or Stainless Steel pilot Hole=0.75 x Roof 0(Unless Self-Boring)
<br /> --'--"' -- - - shall be designed and supplied by the Joist Manufacturer.Each piece shall bear a stamp or stamps nofing the name and plant number of the manufacturer,
<br /> Topographical Factor, Spectral Response C n.Ton P 1.200 agency.Furnish to the following minimum standards: Nails ASTM F1667 ASTM A 153 Galvanized ANSI/AWC NOS-2018 Section 12.1.E
<br /> -�U_ Spectral Response Cc n..1-$er:Si0.600 the grade,the ICC report number,and the quality control a g -.
<br /> or Stainless Steel Avoid Overdriving or Underdriving Avoid Wootl Splitting l
<br /> Snow Loads - 'is Design Cat y y D Member Use Product Fa Foe Fv E Toenails 30",1/3 Nail Length from Joint 5y`T.
<br /> (ASCE 7-16,Chapter 7) ech
<br /> __ Bash a is-Fort R y;te_n ply,Shear Wallis Beams 1.55E Laminated Strand Lumber( 2325-psi 800-psi 310-psi 15501 Nails specified on the drawings shall be as follows:
<br /> 'fiYr,�ot
<br /> Ground Snow Load,Ps 1 p-r� Response Modificat t V 6.5 Beams 2.0E Laminated Veneer Lumber(I I 2600-psi 750-psi 21 2000-ksi Nail Usa Penny Grade p
<br /> Flat Roof Snow Load Pr=0.7 C,C,I,F, p f Seisnuc Ras once Y.,a,ht.�, Weight j I
<br /> 1'Snow Exposure Factor C. 1.0 -- P O.iB Beams 2.0E Parallel Strand Lumber(PSL) 2900-psi 750 -psi 2000-ksi
<br /> Framing Nails 12d Box tie yid
<br /> Desl n Base Shear v 9 0.131"0 x 3Y"9 1 Rim'Snow Load Importance Factor I, 1 0 _ 0.8 x Weight Boards Laminated Strand Lumber(LSL) )Toll-psf Bell-psi 400.psi 1300-ksi
<br /> "Therm alFaCtOrr Ct t 2 Sheathing Nails Bd Common 0.131"0 x 2342'1 6.4 Engineered Wootl FJolsts shown on the drawings are based on joists manufactured by Weyerhaeuser-n accordance with ICC Report No.ES ESR-1153.
<br /> Do not adjust for slope or drift unless not..,: The Draw ny:. Alternate Engineered Wood)-Joists manufacturers may be used subject to review,and approval by the Architect and Structural Engineer. All Metal Fasteners exposed to weather or in contact with treated wood shall be protected From corrosion according to teble above.Nuts and bolts exposed
<br /> See Drawings for Additional Loading L'niiena_ to weather or in contact with treated wood shall be galvanized in accordance with ASTM A7531A 153M-16a or Stainless Steel.See above for Proprietary
<br /> 8.5 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 Fasteners for Proprietary Fasteners unless specifically allowed.
<br /> 1 3 the drawings.Wood trusses shall utilize approved connector plates(MITEK ITW or other approved Truss Plate Manufacturer). ,-1 t I t g i II be shalt
<br /> n con tin ti all l u j u I for b rid .� ly dimensions and 6.10 Wood Framing Notes.The following apply unless otherwise noted on the drawings: W
<br /> c U tiu hs f compatibility tl Shall only i r III I' to const t Unless otherwise noted,loading shall be as follows:
<br /> A. All wood framing details shall be constructed to the n'nmuni standards of the IBC.Nailing not specified on the drawings Shall conform to IBC Table ILL
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<br /> 1 4 e d awe all provide Temporary&tic J r.,,I ;,..0 _ l-.I uctural c tponents u t �. ,.�, :tetl in accordance with Roo)Truss Design Loading Floor Truss Design Loading 2304A0.1 or[CC ES ESR-1539.Coordinate the size and location of all openings with Mechanical and Architectural Drawings. LL
<br /> the tlrewinys 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 J O
<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 on wood framing shall have their lower wood plates attached ,�
<br /> 1 n Gunvacro i u b sponsble for all sarery f - .: J U th tls t iV s soy n the work. Top Chord Snow Load 25-psf Top Chord Live Load 40-psf to framing or concrete below per PI-6 of the shear wall schedule.
<br /> 1 6 Contractor amyl changes shall be submitted n wily rg i,III.Architect and Struclurel Eny e.,r.,.r,i J-11 C. Individual members of Built-Up stud posts shall be nailed to each other with framing nails @ 12"oe.staggered.Individual members of Built-Up joist .�
<br /> p -swings my ill not satisfy this 1 r e n. construction.Charges Top Chord Wind Load U lift 15-sf To Chord Dead Loatl 10-sf Q
<br /> show h on shop d ( P ) P P P beams shall be nailed to each other with framing riots�°12 tic staggered .,�.
<br /> Top Chord Dead Load 7-psf Bottom Chord Dead Load 5-psf D Solid blocking for wootl columns shall tee provided through floors to supports below
<br /> 1 r7 0-ngs d fay al and typical details of ter shrugt?h Wnere cu rd ions are nuts E. Floor and Roof Framing:Provide soled blocking ai all bearing points Toenail Joists to supports with two framing nails.Anon timber jousts to gush W
<br /> p r icier to details shown, Bottom Chord Live Load 1 it headers or beams with metal joist hangers n accordance with notes above.
<br /> sinter details of constructor shall be usetl subject ro review and approval by the Architect a d ti e Huh 1. F. Roof and floor sheathing shall be laid up with gran perpendicular to supports and nailed per plan notes.Allow 1/8"spacing at all panel edges and ends
<br /> L8 All structural systems composed of component$Io be field dal sriau be Su,envised b d Bottom Chord Deatl Load 5-psf
<br /> erection in accordance with instructions e I y 4l�ie,.,.,. .. 'ry.handling,storage and of floor and roof sheathing Provide approved panel edge Gips centered between joists/framing at unblocked roof sheathing edges.All fiche sheathing
<br /> Pr pared by the Supplier. Submit shh drawings and tl edges shall have approved tongue-and-groove joints.Toenail blocking to supports with framing nails Q 12"tic.At blocked floor and roof diaphragms, V W p g design calculations poor to fabnca6on.Submitted dowmenis shall bear the stamp and signature ore registered Professional or
<br /> all
<br /> 2x blocking at all unframed panel edges and nail with edge nailing specified. .�
<br /> i.COTECHvNICAL:
<br /> Engineer State of Washington Truss design drawings shall Include,at a mlmoum,the following Q
<br /> 2.1 Allowable Sc,'
<br /> T Pressure,Lateral Earth Pre 1 SolP II fyp- ammo mad and lhh d to be other than A. Slope or Depth Span and Spacing QUALITY ASSURANCE:
<br /> timed tM1 to Structural Engineer fo p rte l imd t d 'g.e Footings shall b „) 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 Shell be in accordance with IBC Section 110.
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<br /> grade Unless otherwise noted food hgs shall D-1anteretl below cola nos or walls above Backbll Eeh,,:,II ., -.;i� :dreinirg,granular fill and C. Number of Plies f greater man one I�
<br /> Provide for subsurface drainage. D. Required Bearing Widths 7.2 Structural Observation in accordance wish IBC Section 1704.6 is not required.
<br /> Geotechnica)Properties E. Design Loads and Locations:Include Top and Bottom Chord Uve and Dead Loads,Girder Loads,and Environmental Loads(Seismic,Wind,Snow,etc.) s�
<br /> F. Other Lateral Loads,including Drag Strut Loads
<br /> Soli Site Class p G. Adjustments to Wood and Metal Connector Plate Design Value for Conditions of Use
<br /> H. Maximum Reaction Force and Direction(including Maximum Uplift)
<br /> Allowable Soil Bearing Pressure 2000-psf I. Metal-Connactor-Plale Type,Size,Thickness.,and Location
<br /> J. Size Species and Grade for each Member --Active Lateral Earth Pressure(Un.....airted) 35-pcf K Truss-to-Truss Connections and Truss Field Assembly Requirements
<br /> Seismic Lateral Earth Pressure 6H-pit
<br /> L. Calculated Span-lo-Deflection Ratio and maximum Vertical and Horizontal Deflection for Live and Total Loads
<br /> ' 300-
<br /> -- - '------ M. Maximum Axial Tension and Compression Farces in each Truss Member
<br /> Passive Lateral Earth Pressure pcf N. Required Permanent Individual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used
<br /> Base Friction Coefficient 0.35 O. Placement Layout Including Bearing Points,Intersections,Hips,Valleys.eta U W
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<br /> P. Truss-to-Truss and Truse-to-Beam Connection Details and Hardware L
<br /> CONCRETE. 6.6 Roof,Floor&Wall Sheathing shall be APA Rated,Exterior or Exposure 1 Plywood or OSB manufactured under the provisions of Voluntary Product O W
<br /> 3.1 Concrete shall be nuxetl proportioned,chnvayed and pia,, d cs wim IBC Chap u tii;l 1 �i oitioned to produce a Standards DOC PS-1 or DOC PS-2.or APA PRP-108 Performance Standards antl Policies(or SUuctural Use Panels.See Drawings far thickness,span lump of 5 0 loss All concrete with surfaces e,,po,ed to d g water shall be av-ant.......wnh s r, �,. 318-14 Table 19.3.3.1. rating,and nailing requirements.Unless otherwise noted,wall sheathing shall be'F.'(nominal)with Span Rating of 24/0.Glue floor sheathing to all z �
<br /> Concrete Sue lglh based on IBC Section 1904-1.shall be as follows._ support ng members with adhesive conforming to APA Specificabhn AFG-01.
<br /> Type or Location of Concrete Construction M n28-Day C mpressv S-a6lq:l,. 6.7 Wood members shall be L.7.. J(Moderate Exposure) protected ago nslde pry and term tes in accordance with IBC Section 2304.12 Where required members shall be naturally durable 0
<br /> species°r shall be treated with waterborne preservatives wood in accordance with American Wood Protection Association specification AWPA U1.Members
<br /> Interior Slabs-cm-Grade 25D0-psi shall be clearly labeled Modifed treated members(ripped or end cut)shall be field treated in accordance with specification AWPA M4.
<br /> Footings,Easement Walls Foundation/St W Its 'l 3000.psii W O
<br /> h Specified compressive strength(rh)specttl b s add e 1 required.
<br /> .Pro id t Des y
<br /> tickets v ri concrete Is 25 pecifi tions.or -lrenyth seats are lot rapt fired.Provided h ate ni,:.
<br /> bcke[g verifying strength specification �
<br /> 3.2 Reinforcing Steel Shall conform to ASTM A61 51116,1 and The following'.
<br /> Bar Size steal Grade
<br /> tt5 bar and larger Grade 60.ry=60.000-psi N
<br /> #4 bar and smaller Grady 40,Iy=40 U00-psi
<br /> Welded Wire Fabric shall conform to ASTM A U6alA10E4M 78a
<br /> 3.3 Reinforcing Steel shall be detailed(including h - -t b-JI au,und.mce with ACI J It, and smaller)2'-0'
<br /> minimum,Laps of larger bars(106 and 97)shall t v 3-0",n h.Provitle°omen bars at ail wall ,,,, ;-,Ir ., iimmum.Lap adjacent
<br /> mills of welded Wire fabric a minimum of 6"m sines ono ands.
<br /> o bare partially embedded in hardened concrete::,:ill i,a sold tram unl'Se otherwise noted.n,Ilh_.,i:,:.,,,., :coral engineer. II--
<br /> 3.4 Concrete Protection(cover)for Reinforcng Stne1 se al b.e.,s toll%.,, C
<br /> Condition
<br /> y
<br /> , F
<br /> Footings and Unformed Surfaces cast ago st a-rd pa r a Hy expgsetl to Earth
<br /> Formed Surfaces exposed to Earth or Wearnar{#G b;;,_larger
<br /> or
<br /> Formed Surfaces exposed to Earth or Wc.:iher i-.`here.,r smallerl ,
<br /> a
<br /> Slabs and Walls,interior face(#'i bars :.Ileri '
<br /> a Colmnn Ties cr Spirals and Beam er Slinvps Q
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<br /> z
<br /> '01
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