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<br /> GENERAL STRUCTURAL NOTES: W ',
<br /> 0
<br /> CRITERIA'. 5 2l
<br /> WOOD: WOOD(Continued) (to E ou Z
<br /> 1.1 AN Materials,workmanship,design,and ro suu,ur„ i.:,�„Torn to(he drawmgs spe't�aiu.;,_1,1 rt,,.::,,, ;ode(IBC),207E EdN'on. 6.1 Framing Lumber shall be kin dried or MC-19,and graded and marked In conformance with WCLB Standard Grading Rules(or Wesl Coast Lumber No.77. 6.8 Timbertier Connections and Proprietary Fasteners shall be Strong-Tes"by Simpson Company,as specified in Nair current catalog.Provide number and size of w � w=
<br /> Unless otherwise noted,furnish to the following minimum standards. fasteners as specified by manufacturer,Connectors shall be installed in accordance with me maretaclurer's Instructions.Where connector straps connect L)O w
<br /> 1 2 Design Loading Criteria _ S
<br /> The Design Loading of the Suuctene is as tcllow, Member Use Size Species Grade two members,centers"It onjoint and provide number and size of fasteners as specified by manufacturer,with equal number and size of fasteners m each IL= 3 w t
<br /> member. U = ,
<br /> Live Loads(in accordance with ISC Table 1607 1) Studs 2x,3x Hem-Fir or SPF STUD Alternate hardware manufacturer substilutons such as USP C a w J-- - -- --------- Connectors shall be ICC approval for equal or greater load capacities.All joist hangers and tl. w
<br /> Concentrated Note Jasls/Rafters 2x,3x Hem-Fir No. =I
<br /> other hardware shall be compatible in size with spenfied tram ng members See Hanger Conversion Table for pre-approved subsbtutons. O C
<br /> OccupancyP s m
<br /> or Use Uniform e
<br /> Load Livia Load Plates/Misc. 2x,3x Hem•Fir No.2 Timber Connectors and their fasteners shall be protected from corrosion in accordance with manufacturers recommendations er ASTM A 653,T G185. w
<br /> __.... I --__.__ --_. - prod Type ry
<br /> Floor Residential -t0-sr nv
<br /> _..- ___ ._.._.......___ Beams 4x Douglas Fir-Larch No.2 6.9 DoeseEType Fasteners(Bolts,Lag Screws.Wood Screws and Nails)shall conform to Sections 11 and 12 of the ANSUAVJC NDS-2018,
<br /> Balconies 8 Decks U-psi I - 1.5 x Occupa,r.y Lozd Posts 4x Douglas Fir-Larch No.2
<br /> Uninhabitable attic,with storage 20-psf - Concur ri with Snow Dowel Type Fastener Grade Requirements at Exterior Use or Installation
<br /> ___ Timber,Beams fix 8 Larger Douglas Fir-Larch No.2 when in Contact wl Treated Lumber
<br /> Uri habitable attic,without storey i 0-psi - Non-con 1t with a ou Timber,Posts 6x 8 Larger Dtiug Fir-Larch No-2 Bolts ASTM A301 ASTM 11111,Class 55 Galvanized ANSI/AWC NOS-2018 Section 12.1.3 v],
<br /> - _
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<br /> Handrails and Guards I - 'LOG-Ibs Any point any u recliwl(A. 5.7) a •.
<br /> _. or Stainless Steel Hole=Bolt 0+(1/32"to 1/16") 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 @ Bolt Head and Q Nut ;:
<br /> Wind Dasmyn Data S-smic Design D t shall be accompanied by an AITC cenificele of conformance.Furnish to the following minimum standards 7 T v
<br /> All-Thread/Threaded Rod A.T.17554 ASTM B 695.Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 &*'ASCE 7-16,,Cha terp28:l m lifii 1 E n' ASCE 7 ib Secbo t 8 E 1w.ei _.-.. rocedure Member Use Combination Species Fa. F, Folx Fv, E. or Stainless Steel Hole=Rod 0+(1132"to 111E P p vafope P ure
<br /> Basic Design Wind Speed 3-sec gust)`✓ 0 Risk Category
<br /> II Beams 24F-V4 DF/DF 2400-psi 1850-psi 650-psi 265-pet 1800-ksi Washer Q Each Nut
<br /> Risk Cata o II n c Importance F _ Lag Screws ASTM A307 ASTM A 153 Galvanized ANSI/AWC NOS-2018 Section 12.1.4
<br /> 9 ry po I, 1.0 Camber all glularn beams t°3,500'ratl us unless otherwise noted Glued laminated members exposed to '7
<br /> Wind Exposure 1 Mapped S eG A 1 n i weather or moisture shall be treated with an approved reserver or Stainless Steel Lead Hole=0.6 x Shank 0;She
<br /> Hole-Shank 0 (^-I
<br /> p .:d,0 1.500P Washer @ Lag Head (J
<br /> Internal Pressure Coefficient -I Mapped Spect Accel 1 Cap 0.500 6.3 Engineered Wood shown on the drawings ere based on product manufactured by Weyerhaeuser-n accordance with ICC Report No.ES ESR-1387. Wood Screws ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.5
<br /> Exterior Com-nits and CladdingI sf Ste 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 W
<br /> shall be designed and supplied by the Joist Manufacturer Each piece shall bear a stamp or star or Stainless Steel Pilot Hole=0.75 x Root 0(Unless Self-Boring)
<br /> -'- stamps noting the name aM plant number of the manufacturer, _
<br /> She
<br /> t I Res rc 1.200 n g or Stainless Steel Avoid OverO
<br /> - pO ` the grade,the ICC report number,and the quality control agency.Fumish to the following minimum standards: Nails ASTM F1667 ASTM A 153 Galvanized ANSI/AWC NDS-2016 Section 12.1.6
<br /> Topographical Factor.K,i 00
<br /> - be.-ctr I Response C„ell..1...� 0.600 riving or Undendriving.Avoid Wood Splitting T.
<br /> Snow Loads - - - S nne Design Ca[ag y D Member Use Product F F Fw E Toenails 30 1/3 Nail Length from Joint
<br /> (ASCE 7-16,Chapter 7) Basic Seismic-F R:,Ia Ply.Shear Walls Beams 1.55E Laminated Strand Lumber(LSL) 2325-psi 80D-psi 1 310-psi 1550-lied Nails specified on the dmwings shall be as follows: 4°
<br /> - Re ponce Momtc liar ru iC 6.5 Beams 2.0E Laminated Veneer Lumber 2600-psi 750-psi 285-psi 2000-ksi Nail Use Penny Grade X'
<br /> Ground Snow Load Ps S psi
<br /> Weight W\
<br /> flat Roof She.Load Pr=U.7 G�[,I,Py p„I s nit Reppo sr.Wen ce, 0,18 Beams 2.0E Parallel Strand Lumber(PSL) 2900-psi 75D-psi 290-psi 2000-ksi Framin'Snow Exposure Factor C, U --- - - -- g Nails 12tl Box 0.131"0 z 3Ya" _ s `
<br /> Snow Load Importance Factor.I, 1,0 Design Base Shear V 0.18 x Weight Rim Boards Laminated Strand Lumber(LSL) 1700-psi 680-psi 400-psi 1300-ksi In,.�1��'
<br /> Thermal Factor,Cr 1.2 I Sheathing Nails Sol Common 0.131"0 x 2J4" 7t-N4ll.1+y`
<br /> _._ _L..._-i._____J 6.4 Engineered Wood IJoists 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 n Jon Ire Drswtnys 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.Nuts and bolts exposed
<br /> See Drawings for Additional Loading l:,h ia. to weather or in contact with treated wood shall be galvanized in accordance with ASTM A1531A153M-16a 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 Fasteners for Proprietary Fasteners unless specifically Stowed,
<br /> the draw ngs.Wood trusses shall utilize approved connector plates(MITEK,ITW or other approved Truss Plate Manufacturer).
<br /> 1.3 S"O ID' g'Shllb dIII 1 1 '1 i II "F 1't t f bJ i�..�,,.,� ..,�,.,�
<br /> conditions for coin tibilil d Shall t t w t, :miry dimensions and 6.10 Wood Framing Notes;The f0lbwing apply unless otherwise noted on the drawings: /Y\
<br /> pa y an y arc)tic all J s.:cps,:ia'poor to wnsl,uU cr Unless otherwise noted,loading shall be as follows:
<br /> A All wood framing details shall be constructed to the nininum standards of the IBC Nailing not specified on the drawings shall cunfon'n to IBC Table LL Z
<br /> t.a the drawings,
<br /> ;hell provide Temporary U". J Vino:r 11 id;u,1c1u al,.ompwien ui I'll 1 i„. net-0 in accordance with Roof Truss Design Loading Floor Truss Design Loading 2304,10.1 or ICC ES ESR-1539,Coordinate the size and location of all openings with Meehan cal and Architectural Drawings the d ys. B. Wall Framing Stud wail size and spacing shall be in accordance with the plan notes.Two studs min mum shall be provided at the ends of all walls,at T O
<br /> Member Uniform Load Member Uniform Loatl each side of all openings,and at the ends of all beams and headers Ali stud beartn II on wood framin hall have their lower wood plates 1
<br /> I.5 Conti tic ,hull' 1 Spon551e for al l/y - i 'tl U I' q es g„ rni the work. concrete
<br /> btwos g s p a es attached
<br /> Top Chord Snow Load 25-psi Top Chord Live Load 40-psF to framing or concrete below per P7 6 of the shear wall schedule.
<br /> 6 Cd,its m1 mbeled than shelf be t , F r_i limnr and Structural F C. Individual members of Bu li stud posts shall be nailed to each other will,framing nails Q 12"oc,staggered.Individual members of Built Up joist
<br /> shown on sho,draw n e only 4 'i "'"" sir construction.Changes Top Chord Wind Load(Uplift) 16-psf Top Chord Dead Load 10-Psf beams shall be nailed to each other with framing nails G 12 oc staggered. �,� Q
<br /> f g y will nor 1 ry h - 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-id E. Floor and Roof Fromm Provide sold blockin a[all beano /
<br /> 1 7 Uraw 9-Indicate general and typ cal 1 -- d1- e not p u' 11 actor to details shown, g g g points.Toenail to supports with two Irani ng nails Attach timber josis to flush
<br /> similar data Is of wnstru tkin shall be used,s bled 1, e, ,nil approval by the Arcl ircl a 1:1 ins.,,u r. 1.-ia.. Bottom Chord Live Load 10-psf headers or beams with aiew(joist hangers in accordance with notes above
<br /> F. Roof and floor sheathing shall be lad up with gran perpendicular to supports and nailed per plan notes.Allow 1/8 Spacing at all panel edges and ends
<br /> Bottom Chord Dead Load 5-psf of floor and roof sheathing.Provide approved J 1.N All st'uctural cycle ns composed of co I c t I-1 i '1-J shall be supery sad Ly I e.::yl:ir,Ju � very.handling,storage and edges Shall have a g PProve panel edge clips centered between jo s[Snrusse5 at unblocked roof sheathing edges.At floor Sheathing ,I
<br /> erection in accordance with ustruceons p'ep.ed i,y.he bupi,l'or. Submit shopdrawings and design g approved tongue-and-groove joints Toenail blocking to supports with framing nails�12"00.Atblocked floor and roof diaphragms, 0 LU
<br /> g e tin calculations prior to fabrication Submitted documents shall bear the stamp and signature of a registered Professional provide flat 2x blocking at all unframed panel edges and nail with edge nailing specified.
<br /> GEOTECHwNICAL
<br /> ErgTmeer,State of Washington.Tress design drawings shall include,at a minimum,the following:
<br /> 2.1 Allowable Soil Pressure Lateral Earth P I I Y"j- dta.,i and to be other than A Slope or Depth Span and Spacing QUALITY ASSURANCE:
<br /> aseum'd t ty me Structural Engine aA, '., t 1' y Footings sh II I 18'below adjacent finished S. Location of at Joints and Support Locations 7.1 Special Inspection shall be in accordance with IBC Section 1704.2.Standard inspections shall be in accordance with IbC Section 110. Q grads Ur less otherwise noted foot,Il s11.1111 vim.t glow colts v or walls above 13,cl till 1 ree draining.granular fill and C Number of Plies if greater than one T
<br /> provide for subsurface drainage. ❑. Required Bearing Widths 7.2 Structural Observed-in accordance with IBC Section 1704.6 is not required. 1
<br /> Geotechnrcai Properties E. Design Loads and Locations:Include Top and Bottom Chord Live and Dead Loads,Girder Loads,and Envirenmernal Loads(Seismic,Wind,Snow,etc)
<br /> F. Other Lateral Loads ncluding Drag Strut Loads
<br /> Soil Site Class D G. Adjustments to Wood and Metal Connector Plate Design Value for Conditions of Use [SIA
<br /> -H. MaximumReact on Force antl Direction(including Maximum Uplift) L INSPECTIONS REQUIRED:
<br /> Allowabl Soil Bearing Pressure 2000 I-f 1 Mehl-Connector-Plate Type Size Thickness and Location
<br /> Active Lateral Earth Pressure(Unresn ed) 35-( JSizeSpeces and Grade for each Member C 170S.12.2.K Truss-to-TrussConnections and Truss F eld Assembly Requirements
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<br /> Seismic Lateral Earth Pressure GH psf L Calculated Span to-Defletion Ratio and maxmmum Venial and Horizontal Deflection for Live arms Total Loads IC SPECIAL INSPECTION SHALL BEM. Maximum AziaiTens on and Compression Forces n each Tmss MemberED FOR NAILING,ANCHORING,AND OTHER
<br /> Passe a Lateral Earth Pressure 300-pet N Requ red Permanent Indivdual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used O. Placement Layout nduding Bearng Points Intersenlons Hips Valleys etc. ING OF ELEMENTS OF THE SEISMIC FORCE- UJ
<br /> U.jF cation Coeffcient U 35 P Truss to-Truss and Truss-to-Beam C°nnecbgn Details and Hardware NG SYSTEM, INCLUDING WOOD SHEAR WOOD DIAPHRAGMS, DRAG STRUTS, W
<br /> e Orv(BETE Sit Roof,Floor 8 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. O
<br /> Cnn t 1 IIbemx tl p i t feu y J J t 1 - d In IBt r I't 1 I I ,opurlioned to produce a Standards DOC PS-1 or DOC PS-2,or APA PRP-108 Performance Standards and Pollees for SWctural Use Panels.See Drawings for thickness,span slurip of 5 01 lass All ncrawwlh f p s,d 1- at t ll be air-e tra neI.v tl .. .., AGI 318-14 Table 19.3.3.1. rating and nailing requirements Unless otherwise noted wall sheathing shall be M.."(nor nal)with Span Rating of 2410.Glue floor sheathing to all concrete Sirengm based on IBC ben 150a.1 nag a II we. supporting members with adhesive conforming to APA Specfication AFG-01. INSPECTIONS ARE NOT REQUIRED WHEN LL
<br /> LLType or Location of Concrete Construction Min_28 Day Compressive Stre,,gut.I STENER SPACING IS MORE THAN 4 INCHES.
<br /> 6.7 Wood members shall be protected against decay and termtes in accordance with IBC Section 2304 12 Where required,members shall be natural) durable }
<br /> (Moderate Exposure) Y
<br /> Spades be clearly
<br /> shall be treated with waeated a preservatives wood d accordance with American Wood Protection A ecifia do spec A M4.AWPA Ui.Members
<br /> Interior Slabs-on-Grade 2501 shall be clearty labeled.Modifed treated members(ripped or end cot)snail be field treated in accordance with specification AWPA M4
<br /> -- U
<br /> Footings,Basement Walls,FounUatio/bi n Wall 3000 i
<br /> 'Specified compressive strength(fa Specifications dd ess serviceability requ i D Ji, "�� `` - 0
<br /> strength of concrete is 2500-psi,th'-f strc girt to f are not required.Pi d d"iaetJ I,��>.
<br /> tickets verifying strength specificau, s.
<br /> 3.2 Reinforcing Steel shall conform to ASTM Ao 15,AOW in 1 J tht r,.Il-I'ly 0
<br /> Bar Size Stuart Grade
<br /> #5 bar and larger Grade 60 t 0 000-p I
<br /> #4 bar and smaller 1-de 40,1,-44700-ps �'y'Welded Wire Fabric shall conform to ASTM A1064;P.108aM-78a V)
<br /> 3.3 Remtornng Steel shall be detailed un-al y hcc..,',o u- co dance with ALI,6 I ..,I:- t(#5 and smaller)2'-0"
<br /> rhoun , Laps of larger bars(#6 ar.d#7)shall be 3-0 III ovide car her bars at all wall- I r-,I;1, 0"minimum.Lap adjacent
<br /> mats of welded wire fabric a minimum of 8"at sides slid-al
<br /> No bars partially embedded In hardened con:,It,shah-r,e Id 115n1 unless otherwise ,. structural engineer.
<br /> 3.4 Concrete Protection(cover)for Re,nforc aJ s'i,a111:,:1,.lurk ,re 2
<br /> m
<br /> Footings and Unformed Surfaces I .aces rest st and ndy elp.ted to Earth
<br /> of
<br /> be
<br /> FormedSuitsas exposed to Earth or Weaihct(#E Ivan or laryerj
<br /> Formed Surfaces exposed to Earth or'Naail,e,f#5r smaller)
<br /> Slabs and Walls,interior face(#i i ba s nape w o
<br /> H
<br /> Column Ties qr Spirals and Beam S r up
<br /> K
<br /> S01
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