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<br /> GENERAL STRUCTURAL NOTES: ;ow',
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<br /> WOOD(Continued):
<br /> FITEFIA' WOOD: -
<br /> Idr.Provide number end size of w S
<br /> 1.1 All Materials,workmanship,tlesiyn,and co,,:,.i. -:k,n f„fire d swings,spar.s car ,... ;ode(IBC),2018 Edition. 6.1 Framing Lumber acted,urn into the
<br /> MC owing and mgradedinimum
<br /> tan marked in conformance with WCLB Standard Grading Rules for West Coast Lumber No.17. 6.8 Timber Connectors and Proprietary Fasteners Connectors
<br /> s Strong-Tie"ins al by Simpson Company,the specifiedtirers it curcUons. J
<br /> Unless otherwise noted,furnish to the following m mum standards: fasteners as specified by manufacturer.Connecrors shall be installed in accordance with the manufactuers instructions.Where connector sVaps connect T -
<br /> 1.2 Design Loading Criteria -n two members,center strap official and provide number and size of fasteners as specified by manufacturer,with equal hibroar and size of fasteners In each �- u
<br /> The Design Loading of the Structure Is as fdikmvs Member Use Size Species Grade .amber. Q W J
<br /> IB Studs 2x,3x Hem-Fir or SPF STUD
<br /> Live Loads(In accordance wim!BC TaWa]a07,ii other
<br /> her hardware manufacturer substitutions,with
<br /> such as framing
<br /> Connectors,shall a ICC approval for equal or greater load capacities.All joist hangers and S=
<br /> ��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. m
<br /> Occupancy or Use U I n Livem
<br /> ° t al Liv 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 A 653,Type GIBS.
<br /> Floor,R sidential p i Beams 4x Douglas Fir-Larch No.2 N
<br /> 6.8 Dowel-Type Fasteners(Bolts,Lag Screws.Wood Screws and Nails)shall conform to Secaons 11 and'2 of the ANSUAWC NDS-2018.
<br /> Balcai es 8 Decks +,t-psi 1.5 x Occupa icy Loaf
<br /> _ _ _ _ _ Posts 4x Douglas Fir-Larch No.2 Dowel Type Fastener Grade Requirements at Exterior Use or Installation
<br /> Uninhabllable aftic,with storage u - Concurs ri I11 S c'-L Timber,Beams 6x 8 Larger Douglas Fir•Larch No.2 when in Contact will Treated Lumber -
<br /> Unihabitable attic without sto age i U t i Non-cone rr t nt 5 - Timber,Posts 6x 8 Larger I Douglas Fir-Larch I No.2 Bolts ASTM A307 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 N
<br /> Handrails and Guards -ub lb Any point ny J ne.. on„o L' ,:. `__ S.t) or Stainless Steel Hole=Bon 0+(1/32"to 1/16") 'u l
<br /> --- --_---_- - - - 5.2 Glued Laminated Members shall be fabricated in conformance with ASTM and Atl'C Standards.Each member shall bear an AITC Identification Mark and Washer Q Boll 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-ThreadfThreaded Rod ASTM F1554 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 IZiyy i-
<br /> ] p . Fr ASCE 7 18 Section 1.n e:yu +rocedYle Member Use Combination Species Fs„ Fs„ Fri., F, E, or Stainless Steel Hole=Rod 0+(1/32"to 1/16") (s,
<br /> -_ - a1,. -...
<br /> Washer Q Each Nut (
<br /> Basin Design Wind 6 Speed(3�er,to r7 y pe, "In hill Calagory II Beams 24F-V4 DF/DF 2400-psi 1850.psi 850-psi 265-psi 1800-Ksi - --
<br /> pt
<br /> -- Lag Screws ASTM A307 ASTM A 153 Galvanzed ANSI/AWC NDS-2018 Section 12.1.4 �.
<br /> py y ,e I ports 1.0 Camber all glulam beams to 3,500'redius,unless other-se noted.Glued laminated members exposed to or Stainless Steel Lead Hot.=0.5 x Shank 0;Shank Hole=Shank 0 Risk category - _.,_ weather or moisture shall be treated with an approved preservative. Washer La Head r
<br /> W'id Exposure re --- � 1 �ivirul G d SP.ct A I I,11--r�,.�,:� 1.500 Q 9
<br /> C Mapped Speck. 6.3 Engineered Wood shown on the drawings are based on product manufactured by Weyerhaeuser in accordance w
<br /> Coe 0.500
<br /> 1 Inte'ta)Press ure fficient ith ICC Report No.ES ESR-1387, Wood Screws ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.5
<br /> - its Class D Alternate manufactur c
<br /> "- ---" :. ers may be used subject to review and approval by the Architect and Structural Engineer.All hangers and other hardware not shown FI)
<br /> erior r-o n anents and Cladding or Stainless Steel Pilot Hole=0.75 x Root 0(Unless Self-Boring)
<br /> Ext
<br /> P 9 - � -� -�- snail be designed and supplied by the Jost Manufacturer.Each piece shall bear a stamp or stamps noting the name and plant number of the manufacturer, -- - --
<br /> -- - t Respor s 1.200 the grade,the ICC report number and the quality control agency.Furnish to the following minimum standards. Nails ASTM F1667 ASTM A 153 Galvanized ANShAWC NOS-2018 Section 12 1.6
<br /> t
<br /> Topographical Factor,Ka �p 1 I Res pone C,- _. 0.600 or Stainless Steel Avoid Overdriving or l Length
<br /> r fr rig Avoid Wood Splitting r'r,
<br /> Toenails 30°,1/3 Nail Length from Joint
<br /> fSnow Loads - i c Design C fay D Member Use Product Fs Fc� F. E / o asyN
<br /> (ASCE 7 16 Chapter 7) task SeismioFu F r° _ Ply.Shear 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: --_ -- -
<br /> 1L r..:;t 3r,,.., r o
<br /> -. _ _ - ...-..... Nail Use Penny Grade �..�
<br /> G-tit d Show Load,Py I j Respon a Modirt t u 6.5 Beams 20E Laminated Veneer Lumber(LVL) 2600.psi 750-psi 285-psi 2000-ksi Weight
<br /> Flat Roof Snow Load P{-0.7 C,.C I,R. 1 ,- sc 'c R..j lac(,m 1-. 0.18 Beams 2.0E Parallel Strand Lumber(PSL) 2900-psi 750-psi 290-psi 2000-ksi - - ` r 566fiu�° ,}
<br /> Framing Nails 12d Box 0.131"0 x 3Y." =`
<br /> ^Snow Exposure Factor C. 'J �- --- - c
<br /> 'Snow Load Importance Facto',1; 0 C;. J t Base Shear.. 0,18 x Weight Rim Boards Laminated Strand Lumber(LSL) l700-psi 681 400-psi 1300-ksi Sheathing Nails ed Common 0,131"0 x ZYz'
<br /> The I F t r,C 6.4 En tl Wood IJoish shown on the drawn based o m manufactured b Wa erhaeusar m accordance with ICC Report No.ES ESR-1153.
<br /> g nears drawings are n joists y y po -
<br /> -- --
<br /> Donotadustfarslo drftknless morel, ur-1 -.,. Alternate Engineered Wood IJosts manufacturers may be used subject to revs-and approval by the Architect and Structural Engineer, All Metal Fasteners exposed to weather or in contact with treated wood shall be protected front whoson according to table above.Nuts and bolts exposed
<br /> j Slope or - to weather or In contact with treated wood shall be galvanized in accaudain with ASTM A1531A153M-16a or Stainless Steel Sea above for Proprietary
<br /> Sae Drawings for Additional Luadiny C,I1,.liJ 6.5 Prefabricated Connector Plate Wood Trusses shall be designed by the manufacturer in accordance with TPI 1-2014 for the spans and-rditions shown on Fastener requirements.Do not s lxdubte standard Dowel-7ype Fasiona s 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 Draw gs shall be used 11 w n •tj;II AI,.. ..,Is for olllll.y<.,, inky dimensions and 6.10 Wood Framing Notes:The following apply unless otherwise noted on the drawings:
<br /> -millions for Compatibility and shall 1 u y 1 u.1 cl, Unless other-se noted loading shall be as follows:
<br /> A All wood framing details shell be constructed to the min mum standartle of the IBC Nailing not spacmed on the drawings shall conform to IBC Table
<br /> I.t C-t-tor f all pi wide Tempulat st, ,, I ii,., , l:'.11:,:Ju a,.ornponenrs......I:u:.:.. elated in accordance will) Roof Truss Design Loading Floor Truss Design Loading 2304.10.1 or ICC ES ESR-1539,Coordinate the.z and I...9.n of all openings with Mechanical and Architect...I Drawings O
<br /> It's draw nys. 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 T
<br /> Member Uniform Load Member Uniform Load each side of all openings and at the ends of all beams and headers All sold bearing walls on wood framing shall have their lower wood plates attached 1 -
<br /> ` : mal shall 4e responsible for:1 u r,I.e a.,I,,,J h t quits ..y. onn the work, to framing or concrete below per P1-6 of the shear wall schedule.
<br /> - - Top Chord Snow Load 25•psf Top Chord Live Load 40•psf C Individual members of Bult-Up stoo posts shell be nails to each other with training nails @ 12'dc,staggered.Intlrvaual members of BuiR-Up joist
<br /> 1 e Co uracmr nma[ad changes shall ce yr I 1 ...m I-"'I Slrucfural f ry i , r sr construction.Changes Top Chord Wind Load(Uplift) 15-psf Top Chord Dead Load 10-psf beams shall be nailed to each other with framing nails @ 12'oc staggered.
<br /> show 1 on shop Joa ngs only with sal h II , "--'-'- D. Solid blocking for wood columns shall be provided through floors to supports below. !1 1�
<br /> Top Chord Dead Load 7-psf Bottom Chord Dead Load .-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 /> I U' ngs adu.ate general and ty,ca l - a h a i t meter to details shown, Bottom Chord Live Load 10-p if headers or beams with metaljost hangers in accordance with notes above
<br /> al nla,details of construction shall be r s,.n„t l,r.. a,-ppm.ei by the Ard-d a.I tyre a 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 Chord Dead Load 5-1 of floor and roof sheathing Piov de approved panel edge clips centered between jo stsflrusses al unblocked roof sheath tg edges.All floor sheathing O
<br /> 1 n.8 All Structural systa s composed of,:o 1 -11 I,J Sh":ll b.:supervised L1't,Zr i ve,y,handling,storage and edges shall have approved to-gue and-groove jams.Toenail blodung to supports with framing nails @ 12"tic.Al blocked floor and roof diaphragms. UJ
<br /> erects",In accordance withmadmot-,I r ° Submit shop drawings and design 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 witn edge nailing specified. J _
<br /> ' I,EOTECHNICAL: Engineer,State of Washington Truss design drawings shall include at a minimum the following: I ' t
<br /> 21 Allowaul S I f e°ore Late 1 E..t,p I ., a ad and I1 .. and to be other than A Slope or Depth Span and Spacing GUALr Y ASSURANCE: i
<br /> ton 110.
<br /> Q
<br /> med not fy Ute SVucl 1 Er g'eo, J Foot ngs shall b - 1 IB"below adjacent finished B Location of ad Joints and Support Locations 7.1 Special Inspection shall be-n accordance with IBC Section 1704.2.Standard inspecson5 shall hall a-urdence wi.IBC Secl
<br /> s, ,
<br /> y ode U oth.hw a noted,footingssl au 11 ,., t.. , r ,;nhint -o walls above li.�kLll L e.r ,I II II 'ree draining,granular fill and C Number of Plies if greater than ono
<br /> ,provide to, b rtace drainage D. Required gearing Widths 7.2 Structural Observation in accordance with IBC Section 1704.E is no[required.
<br /> E. Des gn Loads and Locations Include Top and Bottorn Chord Live and Dead Loads,Girder Loads,and Environmental Loads(Seismic,Wind,Snow,etc.)
<br /> Geopechnical Properties F Other Lateral Loads including Deg Strut Loads
<br /> S dSir CI r: G. Adlusunents to Wootl and Metal Connector Plate Design Value for Conditions of Use
<br /> __ H Maximum React on Forces d Direction(including Maximum uplift) FE- P',,E
<br /> L INSPECTIONS
<br /> Allawabl S I Bearing Pressures L-u0y,I I, Metal-Connector-Plate Type S' Thickness,and Location C 1705.12.2.
<br /> J Size Species and Grade for each Member !^
<br /> ActiveLateral Earth Pressure(Uns 1 ,u) .,b-pci K. Tmss ta-Truss Connections and Truss Field Assembly Requirements v,
<br /> -'- -- --' --- L Calculated Span-to-Deflection Ratio and maximum Vert cal and Horizontal Deflection for Live and Total Loads IC SPECIAL INSPECTION SHALL BE
<br /> Seismic Lateral Earth Pressure uH-psf M Maximum Axial Tension and Compression Forces in each Truss Member (-
<br /> _ ED FOR NAILING,ANCHORING,AND OTHER
<br /> Passive Lateral Earth P..Sure UO-pet N. Required Pam anent Individual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used ING OF ELEMENTS OF THE SEISMIC FORCE- LLI
<br /> O Placement Layout including Bearing Points Intersections Hips,Valleys etc. NG SYSTEM, INCLUDING WOOD SHEAR X
<br /> Base Friction Coefficient _ f.3F 1 P. Truss-to-Truss and Truss-to Beam Connection Details and Hardware O
<br /> WOOD DIAPHRAGMS, DRAG STRUTS, LLJ
<br /> r.ON FFTF 6.6 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. 7LU11 Co torah shall be m J p p t J In tl IUr' .,r ° roportioned to produce a Standards DOC PS-I or DOC PS 2 or APA PRP 108 Performance Standards and Policies for Structural Use Panels See Drawings for thickness,span LAll t' t1 x f -1 1 'II b a+;mt a„ , ,.. ACI 318-14 Table 19.3.3.1. falling,and nailing requirements Unless of efivise noted wall sheathing shall be W(non nal)with Span Rat ng of 24I0 Glue floor sheathing to all LL
<br /> OC srer.St tgtl bas d IBC Sara, 1 yt 1 1°I Al supporting members w th adhesive conformng to APA Specification AFG-01. INSPECTIONS ARE NOT REQUIRED WHENJSTENER SPACING IS MORE THAN 4 INCHES. /N�/Typeor Location of Concrete Constucuor Min.2u-Gay Compr Swe 6.7 Wood members shall be protected against decay antl termites in accordance with IBC Section 2304 12 Where requ red members shall be naturally durable L:L >-
<br /> Moderate Ex osure s P _
<br /> ( p ) paces or shall be Irealetl wim waterborne preservatives wood In accordance wiN American Woad Protecllon Assocatlon s eCficaeon AWPA Ui.MembersW F-
<br /> man. 5 f 5 -Gratl 250,- Shall be clearly labeled.Mat tfed Veered members(ripped or end cut)shall be field treated in accordance with SpecifiWl on AWPA M4. '''' 0
<br /> Footings Ba_ememWalls Fut,wa,c .".�II:. 3COi1-;,st `Spe,,ifed compressive Strength if' ..t :::,::,, -.-,.,,.ab lty mguir ,. .1 `..•- W O
<br /> she gtl if concrete Is 2500!si.r I e,:;:ci'�� ,,r,;-w f ac sired.Pi; J: .... f.-
<br /> Pickef nfyiny U
<br /> Stiefigir'Spe cullsonlz `,.I
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<br /> Feinlor:.g Slbal small runforl,K...-1 ,,L.,.-.. 1. - D o
<br /> Bar U)
<br /> SlZe
<br /> Li
<br /> #5 it large,
<br /> W to bar arJ Ile .I ��/�/)
<br /> Welded Wire fabric Shall , ..
<br /> 13 Kv,m,is 9 Sm=1 shall b d t'Ic,: t bvr and smaller)2'-0'.
<br /> + Lops ut larger bars(fi:antl 7i -I„I .. , - has s ale all,+all I U"minimum.Lap adjacent
<br /> s foalnof welded wire fab i a In„m�
<br /> Q
<br /> No bar,1 1 11/embedded in ha,d J I if ucfural engineer. k
<br /> do
<br /> 3.4 Concrel Pro-ton(ou )fo
<br /> do
<br /> LCondition
<br /> Footings and Unformed Surfaces c ,I .. , -posed I.L.;n:. w
<br /> Formed Surfaces exposed to Earn„I no.::.::,.laye()
<br /> Formed Surfaces expos d to E,nih
<br /> 0
<br /> Slabs and Walls interior face(#I t to,s, .. ,IIi, O ry
<br /> Column Ties or Spirals and Beam Srrcmps of
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