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<br /> GENERAL STRUCTURAL NOTES: Z
<br /> CRITERIA: WOOD: WOOD iConbnuetlj: W w
<br /> 1.1 All Materials.workmanshi,design.and cu:-i etc :Inuil,..tvrn la the drawings,specical�:'...:d li-.i re tat,.t-. .... ;uda(IBC),2016 Edition. 6.1 Framing Lumbershali be kiln ddad orMC-19,andgraded and marked in confonnancewith WCLB Standard Grading Rules for Wast Coast Lumber No.17. 6.8 Timber Connectors and Proprietary Fasteners shall be"Strong-Tie"by Simpson Company,as specified in weir currant catalog.Prot/de number and sze of U- at/P g fasteners as specified b manufacturer.Connectors shall be installed in accordance with the manufacturers instructions.Where connector straps connect C
<br /> Unless otherwise noted,furnish b Me following minimum standards: Y P c �_ w•t
<br /> 1.2 Design Loading Criteria 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 _ dc
<br /> The Design Loading Othe Snuclue Is ss Idluao Member Use Size Species Grad. member. U a J.I
<br /> Live Loads(in accordan to 18C 7ab7 7 0/.I Studs 2x,3x Hem-Fir or SPF STUD Alternate hardware manufacturer substitul ons such as USP Connectors shall be ICC approval for equal or greater load capacities.' All joist hangers and d o S=
<br /> --- pe ' a pec fed framing members.See Hanger Conversion Table for pre-approved subai tutions.
<br /> omen hardware shall be cam tibia in size with s
<br /> - Occupancy or Use Unrfcrm Live I C nceutrated Notes Joists/Rafters 2z,3x Hem-Fir No.2 m m
<br /> L.eau Live Load l Plates/Mist. 2x,3x Hem-Fir No.2 Timber Connectors and their fasteners shelf be protected from corrosion in accordance wim manufacturers recommendations or ASTM A 653,Type G185 Fa
<br /> Floor,Residential aU p i Beams 4x Douglas Fir-Larch No.2 Q-
<br /> _ 9 6.9 Dowel-Type Fasteners(Bolls,Lag Screws Wood Screws and Nails)shall conform to Sections 11 and t2 of me ANSI/AWC NDS-2018.
<br /> Balconies 8 Decks I p f 1.5 x Occupancy Load Posts 4x Douglas R,Larch No.2
<br /> __ - --- Dowel Type Fastener Grade Requirements at Exterior Use or Installation _
<br /> Uninhabitable odic,with storage 0 p>f 1 Concun'ei t will,S tc La Timber,Beams 6x 8 Larger Douglas Fir-larch No.2 when m Contact cal Treated Lumber _
<br /> Unihabitabt odic,without sto a L No coot r e tt Itf nv I c.,r- Bolts ASTM A307 ASTM B 695,Class 55 Galvanized ANSI/AWC NOS-2018 Section 12.1.3
<br /> 9a P� Timber,Posts 6x 8 Larger Douglas Fir-larch No.2
<br /> ._ _. ...._.
<br /> Handrails and Guards _uG Ias Any point any direction(ASCE 5.1) (11
<br /> or Stainless Steel Hole=Bott o+Head to 1@ N t a
<br /> WasherQ Bolt Head and QNut (7 "
<br /> 6.2 Glue tl Laminated Members Shall be fabricated in conformance with ASTM and AITC Standards Each member shall bear an AITC Identification Mark and
<br /> Wind Destyn Data Seismic Design Data shall be accompanied by an AITC taint cats of conformance Furnish to the following minimum standards: AI4Thread/Threaded Rod ASTM F1554 ASTM 8 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 z f g
<br /> ASCE 7.16, Data ter 28 Si I f d C tiro ASCE 7 16,Section 12 a E 'rocedura Member Use Combination S atlas Fe„ Fa,. F,i, Fvx E. or Stainless Steel Hole=Rod 0+(1132"to 1/16"1 'p.J
<br /> P P p� q"t`"-ii P Washer Q Each Nut LCI
<br /> Basic Design Wind Speed(3 sec gu l)1 1 L .pi, Risk Calagory II Beams 24F-V4 DF/DF 2400-psi 1850-psi 650-psi 265-psi 1800-ks1 (L I
<br /> __ Lag Screws ASTM A307 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12 1.4 '� I
<br /> Risk Category 1 11 I„e Importan F i. 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 /> Wind Exposure taps d Sped.A 1 I ..�.:1 1.500 weather or moisture shall be treated with an approved preservative. Washer Q Lag Head -
<br /> Mapped SpecL A,,,.1 0.500 c
<br /> Internal Pressure Coefficient a 6.3 Engineered Wood shown on the drawings are based on product manufactured by Weyerhaeuser in accordance with ICC Report No.ES ESR-1387. Wood Screws ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.5 W -
<br /> Ex[enur Com orients and Cladding {.sf mil Class D Alternate manufacturers may be used subject to review and approval by me Architect and Structural Engineer.All hangers and other hardware not shown or Stainless Steel Pilot Hole=0.75 z Root 0(Unless Self-Boring)
<br /> p -I Rh shall be designed and supplied by the Joist Manufacturer.Each piece shall bear a stamp or stamps noting the name and plant number of the manufacturer, ------- °--°-- ---
<br /> '---- 1200 the grade the ICC report number and the qualitycfollowing- mihmum standards: Nails ASTM F1667 ASTM A 153 Galvanized AN SI/AWC NOS-2018 Section 12 1.6 -
<br /> Topographical Factor,K. IU control agency.Furnish tc me
<br /> _ �SPe t I Respo s 0.600
<br /> or Stainless Steel Avoid Overtlriving or Underdriving;Avoid wood Splitting r T.
<br /> -- S_ c Design r It D Member Use Product F E Toenails 30',1/3 Nail Length from Joint
<br /> y Fa F,
<br /> Snow Loads ... 11
<br /> (ASCE 7-16,Chapter 7) ,p> 5-1 eism c Fa Ply.Shear Walls Beams 1.55E Laminated Strand Lumber(LSL) 2325-psi 800-psi 310-psi 1550-kst Nails specified on the drawings shall be as follows' / " w,fdqr
<br /> Nail Use Penny Grade ..a
<br /> Ground Snow Load,Ps Respo use Modif n .,,.. 6.5 Beams 2.0E Laminated Veneer Lumber(LVL) 2600-psi 750-psi 285-psi 2000-ksi
<br /> WeIght
<br /> Flat Root Snow Load Pf=0 7 C„C,-I,P n.iaf-. Senu c Respo- 0,18 Beams 2.0E Parallel Strand Lumber(PSL) 2900-psi 750-psi 290-psi 2000-ksi FramingNails 12d Box
<br /> 6
<br /> Snow Exposu a Factor Ct j `_-- -- 0 131"0 z 3Y,"
<br /> Des Base Shea 0.18 x Weight Rim Boards Laminated Strand Lumber(LSL) 1700-psi 680-psi 400-psi 1300-ksi 1SS7r,1.yu,t14`'�
<br /> Thermal Factor,Ci `
<br /> 'Snow Load Importance Factor.I, �.0 '...-_ tin g Sheathing Nails Bd Common 0 131 0 x 2 z" _
<br /> 6.4 Engineered Engineered Wood Worsts shown is me drawings are based se joists ct to review a d Weyerhaeuser in accordance wim ICC Report er.ES ESR-1153.
<br /> Do not adjust for slope or dnd unlessno don life -, Alternate Wood l-Joists manufacturers may be used subject to review and approval by the Architect and SWctu2l Engineer. All
<br /> leathMeta Fast intonexposedd with towed wood
<br /> rhall be awlthved in coodanallce be ASTIAA153/otected from rArosiona or St rig to table ab ove.Nuts aW boltseary
<br /> to weenier Or In contact with tested wootl shall be galvanized in auortlanca with ASTM A153IAt53M-16a or Stainless Steel.See above for Proprietary
<br /> See Drawings for Additional Loading Cr lie,la 6.5 Prefabricated Connector Plate Wood Trusses shall be designed by the manufacturer in accordance with TP11-2014 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 trusses shall utilize approved connector plates(MITEK,ITN or other approved Truss Plate Manufacturer).
<br /> 1.3 Structural U,awi gs shall be u52tl in coil t,I, i all i.:Irtl[:�:u i e Is tar hidJ .j.ii:.,.. ... :wiry dimensions and 6.10 Wood Framing Notes:The following apply unless otherwise noted on the drawings:
<br /> donations for compatibility,and shall not ry wdw,rt ri�I :4:rues pill,to construcnun Unless olhenv se noted,loading shall be as follows: LL Z
<br /> _ A. All wood framing details Shall be constructed t0 me minimumclh standards of the IBC.Nailing not spead on the tlrawings shall conform to IBC Table
<br /> 14 Contractor shall provide Temporary B:n na, 1. :n,u. .2:...:uclural: nitrone n l , rleted 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 wim Mechanical and Architectural Drat/,.gs O
<br /> the draw tg>. B. Wall Framing:Stud wall size and spacing shall be in aced dance with the plan notes Two studs minimum shall be provided al the ends of all walls,in T
<br /> Member Uniform Load Member Uniform Load each side of all openings and at file ends of all beams and headers All stud bearing walls on wood ranting shall have their lower wood plates attached y
<br /> 15 Contractor snail be responsible for al,sa��,t_c�,.,1.... I, ,,thuds l 1 iques...�:l u,.i... an,the Work. Top Chord Snow Load 25-psf Top ChOfd live Load 40-psf to framing of concrete below per P1-6 of the shear wall schedule
<br /> C. Individual members of Built-Up stud posts shall be nailed to each other with training nails Q 12 id,staggered.Ind v dual me r bers of BuTI-Up joist
<br /> IS Coreacta t 1 awd changes shallt t I .":hit:::it.Iruatural, y i., >r a,ristruction.Changes Top Chord Wind Load(Uplift) 15-psf Top Chord Dead Load 10-psf beams shall be nailed to each outer with framing oats Q 12 oc staggered. /shown on Shop drawtrg only 11 -[sat ly tl Solid blocking for wood columns shall b 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 palms Toenail joists to supports with two(ranting nails.Attaa t r men joists to flush
<br /> ,7 Or x,tys rid Gala general and lyu i+1 tle ". I' of - : .iact�to details shown, Bodoni Chord Llve Load 10-psf headers or beams with metal joist hangers tit accordance w RI notes above z LU
<br /> soft tar data Is of con5Vuct on shall be i sent>r Ll�c . ar el:(oval by the Arcltu,. F. Roof and floor sheathing shall be laid up with gran perpendicular to supports and nailed per plan notes.Allow 1/8 spacing at ail panel edges and ends
<br /> Bottom Chord Dead Load 5-psf of floor and.of sheathing.Provide approved panel edge clips centered between joistsAlusses at unblocked roof sheathing edges.All floor sheathing O Ed
<br /> 1.0 All Structural sy>fents co opal - I 'I tic .,. I sl'oil b .,,tarv.,eu t..: very,handling,storage and edges shall have approved tongue and-groove joints Toenail blocking to supports w Ih framing na'Is Q 12"oc.At blocked fluor and roof diaphragms.
<br /> erection in accordance with nstruclans p:ep.:i,;d.,y tilt S'.'t,l' Submit shop drawings and design calculations prior to fabrication.Submitted documents shall bear the stamp and signature of a registered Professional provide flat 2x Mocking at all unframed panel edges and na1 with edge nading specified. J _
<br /> Engineer,Stale of Washington Truss design drawings shall include,at minimum,the following: m
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<br /> 2.1 Allowable So Pressure Lateral Eanr P .1 - ee0 a'J 1 and to be other than A Slope or DepthSpacing Span and DUALITY ASSURANCE:
<br /> n cd no
<br /> fy the Structural Engines,I I t' F t g hu II b IS"below atljacent f n shed B. Location of a8 Joints and Support Locations 7.1 Special Inspection shall be in accordance watt IBC Section 1704.2.Standard nspectwns Shall be n accurtlanca w Ih IBC Section 110. Q
<br /> grade.unless oterwisa noted,foot gs O it I,&C to 0 L.w u alum,or walls abo;c Be,[,III l ree draining granular fill and C. Number of Plies it greater than ante
<br /> provide for subsurface drainage D. Required Bearing Widths 7.2 Structural Observation in accordance welt IBC seaioi 7704.61s not regwretl.
<br /> E. Design Loads and Locations Include Top and Bottom Chord Live and Dead Loads,Girder Loads.and Environmental Loads Seismic,Wind,Snow,etc.)
<br /> G F. Omer Lateral Loadsincluding Drag Strut Loads
<br /> ---- G. Adjustments to Wood and Metal Connector Plate Design Value for Cond lions of Use Sul ® H. Maximum Reaction Force and Direction(including Maximum Uplift) SPECIAL INSPECTIONS REQUIRED: __ _
<br /> Allow Sit.
<br /> bm Sol SearingPressure( L:,.: I. Meta6Connedor-Plate Type Sue Thickness,and Location PER IBC 1705.12.2
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<br /> J Size Species and Grade for each Member
<br /> Active Lateral Earth Pressure Unlash a ,. :: K. Truss-to-Truss Connections and Truss Field Assembly Requirements v,
<br /> Seismic Lateral Earth Pressure cH-psi L Calculated Span- Dell-Deflection Ratio and maximum Vertical and Horizontal Deflection for Live and Total Loads PERIODIC SPECIAL INSPECTION SHALL BE �.
<br /> _ M. Maximum Axial Tension and Compression Forces in each Truss Member REQUIRED FOR NAILING ANCHORING AND OTHER LV Passive Lateral Earth Pressure "GG-p 7 Required N. Ra d Permanent Individual Truss Member Restraint Location and the Memou and Details of Restraint Bracing to be used
<br /> ....__ o Placement Layout including Bearing Points,Intersectons Hips.Valleys ea. FASTENING S ELEMENTS LU THE SEISMIC FORCE- �.
<br /> Base Friction Coefficient 1 J.'s5 P. Truss-to-Truss and Truss-to-Beem Connection Details and Hardware RESISTING SYSTEM, INCLUDING W O LLI
<br /> -- -- - - - WALLS, WOOD DIAPHRAGMS, DRAG STRUTS,
<br /> r ON RETF_ 5.6 Roof Floor 8 Wall Sheathing shall be APA Rated Exterior or Exposure 1 Plywood or OSB manufactured under the provisions of Voluntary Product BRACES,SHEAR PANELS AND HOLD-DOWNS.
<br /> 31 Concrete hall ba mixed propo to ed d- tl 181 t, aportioned b produce a Standards DOC PS-1 or DOC PS-2,or APA PRP-108 Performance Standards and Poles for Structural Use Panels,See Draw ngs tar thickness,span Z LI.(
<br /> slump of 5 or less All re win,u 1 - c 1-ll b au-, I i �. AC]318-14 Table 19.3.3.1. rating and nailing requirements.Unless otherwise noted wall sheathing shall be M(nominal)with Span Rating of 2410.Glue floor sheathing to all SPECIAL INSPECTIONS ARE NOT REQUIRED WHEN a 1 LL
<br /> Concrete Strength based IBC Sezw, ll .J supporting members with adhesive conforming to APA Specification AFG-01 THE FASTENER SPACING IS MORE THAN 4 INCHES. J 0
<br /> Type or Location of Concrete Co tsil ctwt, Nin,28 Uay Cromiumssr e Scull,ui u:i.. - 6.7 Wood members shall be protected against decay and families In accordance with IBC Section 2304.12 Where required.members shall be naturally durable
<br /> (Moderate Exposure) species or shall be treated with waterborne preservatives wood in accordance with American Wood Protection Association specification AWPA Ui Members W
<br /> shall be clearly labeled.Modifed treated members(ripped or end cut)shall be field treated in accordance wtl specification AWPA M4.
<br /> Interior Slabs-on-Grade 25oo-psi
<br /> Fadi ngs Basement Walls,Fou trial c i t' II I 3000 p
<br /> 'Specifatl compressive strength(t'1 te-icana t. IJ ...s_;vir,,eb'I ly requ i,e ci I_ ul-.:,,.:: v _ "�'� W O
<br /> strength of concrete is 2500-psi.tf -f re.anerv,-I-I a,a not required.Pro j
<br /> tickets verifying strength specificat l,J
<br /> 32 Reinforcing Steal shall conform to ASTIN 1r,1 r:it"I"ing,
<br /> Bar Size I7{' Ste 1 G,od U)
<br /> #5 bar and larger -- 3 of 60 uC-Ps, _
<br /> IH bar and sma8er G 4ii. 1U.10 ps //U/)
<br /> Welded Wire Fabric shall conform to ASTM Al Cti4 I,i vl-16a
<br /> 3.3 Retnfoc rig Steel mall be detailed(inJi .:iJ i, c rda w with.ACI 11 I,: t(#5 and smaller)2'4"
<br /> minimum Laps of larger bars(#6 and pr)>I all h_ '- 1 o de co ne bars at all e,all'�., 0"nunimum.Lap adjacent
<br /> orals o welded wire fabric is ntinlntum J6
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<br /> No bars partial(/ambetltled in haitiena 1 .- I.,:.I unl�'- h ervwise n..c strucNral engineer
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<br /> 3 4 Concrete Protection(cover)or Reiofu,cmg Sraei simii'.;:
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<br /> Condition - - -
<br /> Footings and Unformed Surfaces vast J t n;; „uq--posed to Edith a
<br /> Formed Surfaces exposed to Earth or Wealh=,l#6 bat s or larger)
<br /> Formed Surfaces exposed to Earth or�IVIvIl ,(96 Ears.,smaller) u o
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<br /> Slabs and Wags,interior face t#I 1-ban, ntl sldlfls. 0
<br /> Column Ties cr Spirals and Be.,,,Sl nl p..
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<br /> S01
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