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<br /> GENERAL STRUCTURAL NOTE&
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<br /> - --- WOOD cconuroad): min E rZ
<br /> CRITERIA: WOOD:
<br /> 1.1 All Meter ats workmanship,design,and cor-ui c,t, :,. a-lorntie the draw trigs,specfc,,.,_mr..clot ;ode(IBC),2018 Edition. 6.1 Framing Lumber shag be kiln dined orMC-19,and graded and marked idcenfortnance with WCLB Standard Grading Rules tun West Coast Lumber No.17. 6.8 Tiber Connectors and Proprietary Fasteners shall be'Strong Te'hy Simpson Company,as specified in their current catalog.Provide number and size of O = baba
<br /> Unless otherwise noted,furnish to the following minimum standards: fasteners as specified by manufacturer,Connectors shall be nstalled in accordance wM the manufacturer's nsW ctons.Vvhere connector straps connect - w Q
<br /> 1.2 Design Loading Counts 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
<br /> The Design Loading of the Structure a as follow; Member Use Size Species Grad. member Q J
<br /> Studs 2x,3x Hem-Fir ur SPF STUD fL L w
<br /> Live Loads in accordance with IBC T I 1607 1 Alternate hardware manufacturer substitutions,such as LISP Connectors shall be ICC approval for equal or greater load capacities.All lots!hangers and 2=
<br /> ( --- --- --- -- other hardware shag be compatible in size with specified framing members See Hanger Conversion Tabu for pre approved substitutions. F-1-
<br /> Occupancy or Use U if t l.iac Co c tr d Notes - Jdsts/tli 2x,3x He-Fir No.2 6.9 Dimber Cpe Fasteners(Bolts,Lag Screws 0 0
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<br /> L o Lry Load PlateslMisc. 2x,3x HeitFFir No.2 Timber Connecors and their fasteners shall be protected from corrosion In accordance with manufactureYs recommentlatrons or ASTM A 653,Type G185. N
<br /> Floor,Residential 0 p f Beams 4x Douglas Fir-Larch No.2
<br /> Wood Screws and Nails)shall conform to Sections 11 and 12 of the ANSVAWC NOS-2018.
<br /> Balconies&Decks 0 pa; 1.5 x 0-tipaincy Loan Posts 4x Douglas Fir-Larch No.2
<br /> Dowel Type Fastener Grade Requirements at Exterior Use or Installation
<br /> Uninhabitable attic,with storage G p 1 Concune d tl 5 L Timber,Beams fir&Larger Douglas Fir-Larch No.2 when in Contact w/Treated Lumber
<br /> Unihabitable attic,without storage t U p r Non-concu w th I ,,, Timber,Posts Sir8 Larger Douglas Fir-Larch No.2 Bolts ASTM A307 ASTM B 6 Class 55 Galvanized =WC NDS-2018 Section 12.1.3
<br /> -- -- -- or Stainlesss Hole Steel HoleBoft O+(1/32"to 1116") F'+4
<br /> Handrails and Guards 00-I'us Any Foint a y d....t,,., .>: 5.1} gx,
<br /> Washer @ eott Head and @Nut (�
<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 i y
<br /> -- "- _ - shall be accompanied by an AITC cemfin[e of conformance.Fumish to the following minimum standards: All-Threadrrhimaded Rod ASTM F1554 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 LL
<br /> Wind Design Data Seismic Design Data
<br /> ASCE 7 i6 Chapter 28;Sim pined E rope P, r,. I ASCE 7-16,Section 12„ - .: - -:.. 'rocedre Member Use Combination Species Fa,,, P.- Fµx Fv, Ex or Stainless Steel Hole=Rod 0+(1/32"to 1716') g
<br /> Washer @Each Nut G4
<br /> Basic Design Wind Speed(3 sec gust)v ,[G0 1pn (Risk Category II Beams 24F-V4 DF/DF 2400-psi 1850.ps1 650-psi 265-psi 1800.ksi W 6
<br /> L_- Lag Screws ASTM A307 ASTM A 153 Galvanized ANSUAWC NDS-2018 Section 12.1.4 'z @A
<br /> Risk Category II I Se sin c Importan F 1.0 Camber all glulam beams to 3,500'radius,unless otherwise noted.Glued laminated members exposed to or Stainless Steel Lead Hole=0.5 x Shank 0;Shank Hole=Shank 0
<br /> -- weather or moisture shall be treated with an approved preservative
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<br /> Washer La Head
<br /> • Wind Exposure � B Ivtapped Spec[A 1 M 1 = u, 1.500 @ g `
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<br /> -- f- Mapped Spect.A 1 .>a, 0.500 6.3 En red Wood shown on the drawings Internal Pressure Coefficient -/.a. _ - - .. __ ginee are based on product manufactured by Weyerhaeuser n accordance with ICC Report No ES ESR 1367. Wood Screws ASTM A 153 Galvanized ANSIIAWC NDS-2018 Section 12.1.5 LTa €
<br /> -"' Site Class D Alternate manufacturers may be used subject to review and approval by the Architect and Structural Engineer.Al hangers and other hardware not shown or Stainless Steel Pilot Hole=0.75 x Rout (Unless Self-Boring)
<br /> Exterior Components and Cladding p 1 shall be designed and suppled by the Jost Manufacturer.Each piece shall bear a stamp or stamps noting the name and plant number of the manufacturer,
<br /> Spectral Respon 1.200 tlhe grade the ICC report number,and the quality coabol agency.Furnish to the following minimum standards. Nails ASTM F1667 ASTM A t53 Galyart¢ad ANSIIAWC NOS-2018 Section 12.1.6
<br /> Topographical Factor.Kr, I 0J'. or Stainless Steel Avoid Overdriving or Underdriving;Avoid Wood Splitting T.
<br /> ;Spectral Respon C f , 0.600 --
<br /> S=_ism c Design Gatag y D Member Use Product F6 F� Fv E Toenails 30°,113 Nail Length from Joint 0,
<br /> {fSnow Loads - 5M4
<br /> (ASCE E 7 16,Chapter 7) fiaslc Seismic Fo ce Rra site Ply.Shear Wags Beams 1.55E Laminated Strand Lumber(LSL) 2325-psi 800-psi 310-psi 1550-ksi Nails specked on the drawings shall be as follows:
<br /> ^' Nail Use Weight
<br /> Grade
<br /> Ground Snow Load,Ps 5 psi Re V s M difi F t-u 6.5 Beams 2.0E Laminated Veneer Lumber(LVL) 2600-psi[ 750-psi 285-psi 2000-ksi ) z
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<br /> Flat Roof Snow Load,P,=0.7 C,C,I,Ps 5 sr' [_ ic Response t,o ff le,. 0.1 B Beams 2.0E Parallel Strand Lumber(PSL) 2900.psi 75D-psi 29o-psi 30D-ksi Framing Nails 12d Box 0.131"0 x 3Yx"
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<br /> Snow Exposure Factor,CE 1.0 --- - - t
<br /> 'Snow Load Importance Factor.1, I.o Deign Base Shear v 0.18 x Weight Rim Boards Laminated Strand Lumber(LSL) 170D-psi 680-psi 400.psi 1300-ksi Sheathing Nails 8d Common 0.131"0 x 2Yz' L
<br /> Thermal Factor.Ci 1.2 _ 6.4 Engineered Wood Waists shown on the drawings are based on joists manufactured by Weyerhaeuser in accordance with ICC Report No.ES ESR-7753.
<br /> Do not adjust for slope or drift unless i ioled nit tit:Gra.vinys. m corrosion Engineered Wood I-Joists manufacturers may be used subject to review and approval by the Architect and Stn ural Engineer. A8 Metal Fasteners exposed to weather or in contact with healed wood shall be protected from according to table above.Nuts and bolls 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
<br /> See Drawings for Additional Loading Cnierie. 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 Fasteners for Proprietary Fasteners unless specifically allowed. �\
<br /> Me drawings Wood mosses shag ut 1¢e approved connector plates(MITEK,ITW or other approved Truss Plate Manufacturer).
<br /> 1.3 SVuqu 1 D- -shut b ed -,::-. �� � - rri dimensions and 6.I0 Wood Framing Notes:The following apply unless otherwise noted on the drawings:
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<br /> conditions for compatibility and shall roc i,o cl w...1 all.6 ,. -s„ ,to cans!uu on Unless otherwise noted loading shall be as follows: A m to Z
<br /> All wood framing details shall be constructed the minimum standards of the IBC.Netting net specified on the drawings shall conform to IBC Table
<br /> 1,4 Contractor shall provide Temporary 6 a.n J ro,111a.:,,•i:,..., .:.h x:.o,r parents i t l<I 1h, Meted in accordance with Roof Truss Design Loading Floor Tmsi,Design Loading 230410.1 or ICC ES ESR-1539.Coordinate the site and location of all openings with Mechanical and Architectural Dravi ngs O
<br /> the drawings. 8. 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 2 _
<br /> Member Uniform Load Member Uniform Load each side of all openings,and at the ends of ail beams and headers.All stud bearing walls on wood framing shall have their lower wood plates alto hed y
<br /> 1.5 Cantrac[or shall be responsible for all s 1ti7 11101..Irld bal 1 atr¢-ids,I,vn aquas.-.11 the work. Top Chord Snow Load 25-psf Top Chord Live Load 40-psi to framing or concrete below per Pt-6 of the shear wail schedule.
<br /> C. Individual members of Buflt-Up stud posts shall be nailed to each other with framing nails @ 12 oe,staggered.Individual members of Built-Up joist
<br /> 1 6 Contractor-mated changes shall be suu 1 A h leer a 0J Sal actual .1, nt. nr mnshuction.Changes Top Chord Wind Load(Uplift) 15-psf Top Chord Dead Load 1D-psf beams shall be nailed to each other With framing nails @ 12 oc staggered �� /
<br /> shown on shop tlmwings Only ill of s t fy rl D. Solid blocking for wood columns shall be provided through floors to supports below.
<br /> Top Chord Dead Load 7-psf Bottom 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 Umber joists to flush
<br /> 1.7 drawings indicate general and yp,1 1 - 'v -id i c u era 1o1 1 I ... I arguer to details shown, Bottom Chord Live Load 10-ps( headers orbearns wth arecojoot hangers a accordance with notes above
<br /> situ tar details of construction shall ba use 7 x P.I=i i L +.rod aPprc vat by the A.
<br /> ,,rt I i ,�. .,I F. Roof and floor sheathing shall be lad up with grain perpendicular to supports and nailed per plan notes Allow I/8"spacing at all panel edges and ends
<br /> Bottom Chord Dead Load 5-psf of floor and roof sheathing.Provide approved panel edge dips centered between joists/husses at unblocked roof sheathing edges Ali floor sheathing O W
<br /> 1.8 At stiactural systems composed,f cor t. r I :I srtA br s.Vcrviseil t+...,i j very,handling storage and edges Shall have approved to,,gue-and-groove joints Toenail hloda g t supports with framing nails @ 12"act.At blocked floor and roof diaphragms,
<br /> erection in accordance with nstruct o,s pnep..,c:f.,y 11 c S P;,l Submit shop drawings and design calculations prior to fabrication.Submitted documents shall bear Are stamp and signature of a registered Professional provide flat 2x blocking at all unframed panel edges and nail with edge nailing specified. J
<br /> Engineer,State of Washington Truss design drawings shall include at a minimum,the following. m
<br /> GEOTECO NICAL. rg
<br /> 2 1 All wabl � 1 F-stir Let I E.eF:P I r f��f� � � heJ id i � caul to be other than A Slope or Depth Span and Spading DUALITY ASSURANCE:
<br /> - m J try u e Senchant E g - d,-, g F t g hat Ix 18"balm adjacent finished B. Location of all Joints and Support Locations
<br /> 7.1 Special inspection shall be m accordance with IBC Section 1704.2.Standard inspections shall be in accordance with IBC Section 110.
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<br /> grade.U is ulh,,t noted,foot_J Ili +_ur. d .,colum walls above 1) �..�,� tee droning granular fill and C Number of Plies d greater than one
<br /> provide f bsurtace drainage- . D Required Bearing Widths 7.2 Structural Observation In accordance with IBC Sectien 1704.6 is not required
<br /> E. Design Loads and Locations:Include Top and Bottom Chord Live and Dead Leads,Girder Loads,and Environmental Load(Seismic,Wind,Snow,eta)
<br /> Geotechnica/Properties _ F. Other Lateral Loads including Drag Shut Loads
<br /> -_- --- - - - --- G. Adjustments to Wood and Metal Connector Plate Design Value for Conditions of Use F
<br /> Soil Sire Class D H. Maximum Reaction Force and Directon(ncluding Maximum Uplift) L INSPECTIONS REQUIRED:Allowable Sol[Bearing Press re 000 p i Metal Connector-Plate Type Sze,Th ckness,and Location C 2705.12.2-uJ Size S e and Grade for each Member //�K Tuss-taT uss Connections and Truss Field Assembl R uirements V/Active Late I Earth Pressure(Unr J) 5-i y aq- L. Calculated Span-to-DeBection Rafo and maximum Vemnl and Honzontal Deflection for Cve and Total Loads IC SPECIAL INSPECTION SHALL BE>H_pt M Max mum Az1al Tens on and CanpressionForces m each Tuss Member ED FOR NAILING,ANCHORING,AND OTHER W
<br /> Sets n c Lateral Earth PressureP - 30p_pef N. Required Permanent Individual Tuss Member Restraint Locahon and the Metnod and Deta Is of Restraint Bracing to be used ING OF ELEMENTS OF THE SEISMIC FORCE-ssl a Lateral Eanh PressureO Placement Layout including Bearing Point Intersections Hips Valleys etc. NG SYSTEM INCLUDING WOOD SHEARBase Fr ction Coefficient G 35 P Trussto Truss and Truss-taeeam Connection Deta Is and Hardware O (J„I WOOD DIAPHRAGMS, DRAG STRUTS, >CONCkETE fi.8 Roof,Floor&Wall Streaming shag be APA Rated,Eztenor or Exposure t Plywood or OSB manufactured underthe provisions of Voluntary Product ,SHEAR PANELS AND HOLD-DOWNS. J31 Concrete shall be mixed propmUoierl 7 J t th IBG 1 . roportioned to produce a Standards DOC PS-1 or DOC PS 2 or APA PRP 108 Performance Standards and Pol cies for Structural Use Panels See Draw ngs far thickness,spanII.(LL
<br /> slu np of 5 or less All concrete with s f _ t 1 'r li be ar e t ACI 318-14 Table 19.3.3.1. rating and nailing requirements Unless otherwise noted wall sheathing shall be'h(nominal)wim Span Rat ng of24/0 Glue floor sheathng to all L INSPECTIONS ARE NOT REQUIRED WHEN0
<br /> Concrete Strength based an IBC Se_r 19U 1 allu U es a supporting members with adhesive conformng to APA Spec fication AFG-0t STENER SPACING IS MORE THAN 4 INCHES.
<br /> Type or Location of Concrete Co t anon Minn.28 D y C mpre s v Shan,,o _ 6.7 Wood members shall be protected against deny and families n accordance With IBC Section 2304 12 Where required members shall be naturally durable LLL..LLL... ht� }'
<br /> (Moderate Exposure) speciesi or shall be heated with waterborne preservab-s wood in accordance with Amennn Wood Protection Association specification AWPA U1.Members 1 1 1 tZ
<br /> Interior Slabs-on-Grade 250u'F i shall be clearly labeled.Madded treated members lopped or end cut)shall be field treated n arzodance with specification AWPA M4. W 0
<br /> Footings,Basement Walls,Foundati Iti n Wall 3000-p / /J W D O
<br /> 'Specified compress ve strength(f+m spslil anon Jd serviceability requi c, G::r-r, ��••✓
<br /> atranglh of concrete is 2500-psi.therefor,,strength test,are not required.Provides c:;ncr�:�
<br /> tickets verifying strength specf(Icalioiii V _V
<br /> 32 Reinforcir'igS['-I shag conform to ASTlvi Abl:,/"�'_i.'-'6_ +;•u;i:_rol'wing.
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<br /> 'to1ar er L> tieoil a JO-pslsmaller cads 4ii.I r-10 000-psi �/'�_ VJ
<br /> Welded Wire Fabric Shall Conform to ASTM L..10601 1064M-16a
<br /> 3.3 Reinforcing Steel shall be detailed hoo y ..�,s 1 ism,accordance with ACI-18-1,11 Lai;:;I ,:� . t(#5 and smaller)ZAP
<br /> minimum Laps of larger bars(k6 and d'-r',II t,_ -0 - Provide vier bars at all wall. n... _ =..o,i... U"minimum.Lap adjacent
<br /> mats of welded wire fabric a minimum t f 6'
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<br /> No bars partially embedded in hardeneJ :.cR_:r -:•J,Iie..auriesspthervtis,notes, .ia.�::r. t.:. ... structural engineer, g
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<br /> - 3.4 Concrete Protection(cover)for Raiuforciny;itaal sh.:ll I I.iilor;s. on
<br /> Condition C:a 'r.<.-. g
<br /> Footings and Unformed Surfaces i,sit J erid e.pos.d to Earth
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<br /> Formed Surfaces exposed to Earth or VV- her(N6 L '-rgcri ..
<br /> Formed Surfaces exposed to Earth N' d ar -I.J110 ^
<br /> Slabs and Walls,Interior face(#I i ba- and s 411 p `r
<br /> Column Ties or Spirals and Beam Stirrup, ! '
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<br /> S01
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