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<br /> GENERAL STRUCTURAL NOTES: w "'=_'
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<br /> CRITERIA. WOOD: WOOD IContinu 0 E
<br /> .1 All Materials,workmanship,design, �1 u gn,aW conau'uuicn shall conform to ilia drawings,speeifications.and the lnterr�mr;nal_;�.il::�.. hde(IBC),2018 Edition. 6.1 Framing Lumber shall be kiln dried or MC-19,and graded and marked in conformance with WCLB Standard Grading Rules for West Coast Lumber No.17. 6.6 Timber Connectors and Proprietary Fasteners shall be Simpson Company,as specified in their current catalog.Provide number and size of m
<br /> Unless otherwise noted fumish to the following minimum standards: fastenere as specified by manufacturer.Connectors shall be installed in accordance with the manufacturers instructions.Where connector straps connect ta
<br /> 1 2 Design Loading Criteria two members,center strap on member
<br /> and provide number and size of fasteners as specified by manufactLiEf,with equal number arm size cif fastener m..on �„3
<br /> The Design Loading of the Structure s as f 11 ;s; Member Use Sae Species Grade member. U
<br /> 2x,3x Hem-Fir or SPF STUD `L Live Loads(in accordance with!BC T Ala y6077) Studs Alternate hamwae manufacurer substitutions such as USP Connector shall be ICC approval for equal rgreater load-apac tes All joist hangers and d x T
<br /> Occupancy or Use Unn orm Live 01 11111111d Notes Jaists/Rafter^
<br /> 2x,3x Hem-Fir No.2 other hardware shah be.mpatibi.n s zewth specified from ng members See Hangar Conversion Table for pre-appro,ad suoldlubors. i=
<br /> Load Live Load Plstas/Misc. 4 ax Hem Fir NO.2 Timber Connectore and their fastens,,shall be protected from corrosion in accordance with manufacturers recommendalons or ASTM A 6S3.Type G185.
<br /> Floor Res denbtil 10 psf Beams 4x Douglas Fir-Larch No.2 t^'
<br /> 6.9 Dowel-Type Fasteners(Bolts Lag$news.Woad Screws and Nails)shall conform to Sections 11 and 12 of the ANSI/AWC ND5-2018.
<br /> Balconies 8 Decks 0 p� - 1.5 x Occup Load _ Posts 4x Douglas Fir-Larch No.2
<br /> Uninhabitable attic,with storage ;,sf Concur,cnl rth Sn Loaf- Dowel Type Fastener Gratle Requirements at Exterior Use or Installation
<br /> _-- __ Timber,Beams 6x 8 Larger Douglas Fir-Larch No.2 when in Contact wl Treated Lumber
<br /> Unihabitable attic,without storage I f Nor1-con i aril th S Lo J: Timber,Posts 6x 8 Larger Douglas Fir-Larch Bolts ASTM A307 ASTM 1695,Class 55 Galvanized ANSUAWC NDS-2018 Section 12.1.3
<br /> Handrails and Guards 1 200 Ibs i Any paint,any direction(ASCE"+ 1) or Stainless Steel Hole=Bolt 0+(1/32"to 1/16")
<br /> 6.2 Glued Laminated Members shall be fabricated in conformance with ASTM and AITC Standards.Each member shall bear an AITC Identical-Mark and Washer Q Bolt Head and Q Nut
<br /> _ Wind Design Data beismic Design D to shall be accompanied by an AITC certficate of conformance Furnish to the following minimum stantlards. All-ThreadfThteaded Rod ASTM F1554 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3
<br /> ASCE 7-16,Chapter 26.SimphfiaU Er,,zpa i-rc d ASCE 7.16,Sector I2 6 Eq.re L w,,1 F...... .--lure Member Use Combination Species I Fb_ Fa.- Fei, I F. Ex or Stainless Steel Hole=Rod 0+(1132"to 1/16")
<br /> - - _---- Washer Q Each Nut
<br /> Basic Design Wintl Speed(3 sec.yusl l 1 7 Fh r'ak r atagory II Beams 24F-V4 DF/DF 2400.psi 1850-psi 650-psi 2fi5-psi 1800-ksi Lag Screws ASTM A307 ASTM A 153 Risk CategoryGalvanized ANSI/AWC NOS-2078 Section 72.7.4 L
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<br /> II Seismic Ira c Fact.,l porter > 1.0 Camber all glulam beams to 3,500'radius,unless otherwise noted.Glued laminated members exposed to
<br /> or Stainless Steel LeadWas Hole=0.5 x Shank 0;Shank Hole=Shank 0
<br /> Wind Exposure ' B �Ma : weather or moisture shall be treated with an approved preservative. jl
<br /> p _l.. Mapped Spect Acc I Short Fa,,.,_ .:, 1.500 Washer Q lag Head (7 ,
<br /> Mapped Spect Accel i S-c 0.500
<br /> Internal Pressure Coefficient �. NfA ,_____ 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
<br /> Exterior Components and Cladding { 5 psY SiteCl D Altemate manufacturers may be used subject to review and approval by the Architect and Structural Engineer.All hangers and other hardware not shown or Stainless Steel Pilot Hole=D.75 x Root 0(Unless Self-Boring)
<br /> _ 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 /> Topographical Factor,KH f Spe t al Response ff SI rt Ya O 1.200 the grade,the ICC report number,and the quality control agency.Furnish to the following mini non stantlards' Nails ASTM F1667 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12 1.6
<br /> Spat I Response Court i S- 0.600 or Stainless Steel Avoid Overdriving or Underdnv ng,Avoid Wood Splitting t -
<br /> Seismic Design Category D Member Use Product Fe Fei Fv E Toenails 301,7/3 Nail Length from Joint ;pr
<br /> Snow Loads I Y of SNi'
<br /> (ASCE 7-16,Chapter 7) rBas c Seismic-Force Re ISI i/she Ply.Shear Walls Beams 1-55E Laminated Strand Lumber LSL 2325-si 80 Nails specified on the drawings shall be as follows: f ST i 4>0
<br /> It y ( ) p 0-psi 370-psi 1550-ksi �-+
<br /> ._ ...._.__-. Nail Use Penny Grade z
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<br /> Ground Snow Load,Ps l 125 p'f Response Motlffcat o F u i F 6.5 Beams 2.0E Laminated Veneer Lumber(LVL) 2600-psi 750-psi 285-psi 2000-Iou
<br /> -.--. Weight
<br /> Flat Roof Snow Load Pf=0.7 C.C,I P, .n ps S is-i c Response eff ri C 0.18 Beams 2.0E Parallel Strand Lumber(PSL) 2900-psi 75U-psi 290-psi 20o0-ow
<br /> Framing Nails 12d Box 0.131"0 x 3& rOv�s
<br /> Snow Exposure Factor C. '..0 - < b .,
<br /> Design Base Shear`J 0.18 x Weight Rim Boards Laminated Strand Lumber(LSL) 1700-psi 680-psi 400-psi 1300-ksi
<br /> "Snow Load irnppnance Factor.I: :.2 , Sheathing Nails 8d Common 0.131"0 x 2 2
<br /> "Thermal Factor.Ci -'
<br /> _ ''= r 6.4 Engineered Wood IJolsts shown on the drawings are based on joists manufactured by Weyerhaeuser in accordance with ICC Report No.ES ESR-1753. _
<br /> Do not adjust for slope or drift unless noted on the D,awlnys Alternate Engineered Wood Waists manufacturers may be used subject to review and approval by the Architect and Structural Engineer. All Metal Fasteners exposed to weather orin contact with treated wood shall be protected tram corrosion according to table above.Nuts and bolts exposed
<br /> See Drawings for Additional Loading Criteria. to weather or in contact with treated wood shall be galvanized in accordance with ASTM At 531A153M-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 Fastener unless specifically allowed. I- 1
<br /> the drawings Wood trusses shall utilize approved connector plates(MITEK,IT W 0,other approved Truss Plate Manufacturer).
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<br /> tructural rat Drawings shall be tl' vnju i t 1 p t'( bidding y, u ,...i fy dimensions and bolo Wood Framing Notes:The following apply unless otherwise noted on the draw rigs 7
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<br /> billy,mp shall of fy t ie I f:I p l L natm L Unless otherwise noted loading Shall be as follows. A. All wood framing details shall be constructed to the minimum standards of the IBC Nailing not specified on the draw ngs shall conform to IBC Table � Z
<br /> 1.4 Contractor shall provde Temporary B-agii y Id[ne sru t and ,u.:•�I n portents unit-II .. ited in accordance with Roof Truss Design Loading Floor Tnlss Design Loading 2304.10.1 or ICC ES ESR-1539,Cddrdmate the Size and location of all openings with Mechanical and Architectural Drawings. O
<br /> the drawings. 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
<br /> Member Uniform Load Member Un{Tonn Load each side of all openings and at the ends of all beams and headers All stud bearing walls on wood flaming shall have their laver wood plates attached
<br /> 1.5 Conlredc,shall be responsible for all safer p -8' J s t-' 4 se4 - n the work, Top Chord Snow Load 25-psf Top Chord Live Load 40-paf t0 framing or concrete below per P1-6 of the shear wall schedule. T
<br /> C. Individual members of Built-Up stud posts shall be rimed to each mher with frsurng nails @ 12'oc,staggered.Individual members of Budt-Up joist y
<br /> 1.6 Con[rador'ntlared khangesshall be skfin d • -- d .. ,lek,l a.:d Strumurel En,t. cdnsthicfiom Changes Top Chord Wind Load(Uplift) 15-psf Top Chord Dead Load 10-psf beams shah be nailed to earn other with framing nails @ IT—staggered.
<br /> shown on shop crewing.only will not tarry tl I 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 solid blocking at ail bearing points.Toenail joists to supports with two framing nails.Attach timber joists to gush 7
<br /> 1 7 Draw.hys rid cafe general and typ cal date 1 1 not sp acfer to details shown, Bottom Chord Live Load 10-psf headers or beams with metal joist hangar in accordance with notes above L
<br /> _ldr haters of construction shall be used Oujaor to evor-and appro,al by fie Architect,r i�-.. - _ F. Roof and floor sheathing shall be laid up with gran ji,mendwlar to supports and nailed per plan notes.Allow iff spacing at all panel edges and ends J
<br /> Bottom Chord Dead Load 5-psf of floor and roof sheathing Provide approved panel edge dips centered between joistsltrusses at unblocked roof sheathing edges.All floor sheathing O
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<br /> 1.8 All suuaural s slams coin posed o c�fo r 'I b y pos f n t o o e supervised b,1_: III. ... .ry,handling,storage and edges shad have approved tongua a dpanel ejges d nail blacking to supports,with fram'rig nails @ 12'oc At blocked floor and roof diaphragms
<br /> er=cton i 1 accordance with Inatr d -s p V d y F"S I 6iibma shop drawings and tlesgn calculations prior t0 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 /> Engineer,State of Washington Truss design drawings shall include at a minimum the following. CO Q
<br /> LEOTECHNICAL.
<br /> 1 Ah his SO II Presst re Laws[I Earn l yp' as.i,led and i ';a to be other than A Slope or Depth Span and Spacing QUALITY ASSURANCE: Q
<br /> i med -.notify the Structural E g - pbl -d g Footings shall n -;I.- "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 shall be in accordance with IBC Senior 110. U
<br /> y de.Unless u"emse noted footings shall b.,u.,t..r_,dcic cO mns orwalls above-U, n t,1 a draining granular fill and C. Number of Plies if greater than one
<br /> provide for subsurface drainage. D. Required Bearing Widths 7.2 Structural Observation in accordance with IBC Section 1704.6-s not required.
<br /> E. Design Loads and Locations:Include Top and Bottom Chord Live and Dead Loads,Girder Loads,and Environmental Loads(Seismic,Wind,Snow,etc.) T
<br /> Geotechnical Properties _ _ F. Other Lateral Loads,including Drag Strut Loads 1
<br /> Solt Site Class 1, 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-Connector-Plate Type,Size,Thickness,and Location
<br /> J. Sae Species and Grade for each Member
<br /> Active Lateral Earth Pressure(Unrest n I` S pcf_ K. Truss-to-Truss Connections and Truss Feld Assembly Requirements
<br /> L. Calculated Span-W-Deflection Rave and maximum Vertical and Horizontal Deflector,for Live and Total Loads
<br /> Seismic Lateral Earth Pressure 5H psi M. Maximum Axial Temslon and Compression Forces in each Truss Member W
<br /> Passive Lateral Earth Pressure _ 00 pcf N. Required Permanent Individual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used W
<br /> -- --- IL -------- O Placement Layout including Bearng Point,Intersections,Hips Valleys etc
<br /> Base Friction Coefficient 0.35 P. Truss-to-Truss and Truss-toBeam Connection Details and Hardware LZ
<br /> CONCRE fE. 6.6 Roar Floor&Wall Sheathing shall be APA Rated,Extend,or Exposure 1 Plywood or OSB manufactured under the provisions of Voluntary Protluct
<br /> 3.1 Concrete shall biz nixed p op M -d. f da lice vnth ItlC Chap J' I 11 -boned M produce a Standards DOC PS-1 or DOC PS 2,orAPA PRP-108 Performance Standards and Policies for Structural Use Panels See Drawings for th ckness span J LLJ
<br /> slump of 5 or less.All concrete with sura to a o'g water shall be air-ehna ct,an an a 1te t.c, r :I 318-14 Table 19.3.3.1. rating,and nailing requirements rw Unless othe se noted,wait sheathing shall be h(nominal)with Span Rating of 24/0.Glue floor sheathing to all
<br /> Concrete Strength based on IBC Section 1 1 s II'oo F II °. supporting members with adhesive conforming to APA Spedficarton AFG-01 a� o
<br /> Type or Location of Concrete Consv i n M y 28-D Compr ess St<ncJ1 r 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 I�
<br /> (Moderatespecies or shall be treated
<br /> Exposure) w� Q
<br /> ___ spe with wateihorne preservatives wood in accordance with American Wood Protection Association specifiCalion AVJPA Ut.Members
<br /> Interior Slabs-on-Grade _ 2500 ps: shall be dearly labeled.Modifed vested members(ripped or end cot)shall be field treated in accordance with specification AWPA M4.
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<br /> Foot ngs Basement Walls,Founcration/Suirn N alis L 3000 p
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<br /> - 'Specified compressive strength T,,l sp t cab s addresss -ab ty q W IJJ O
<br /> strength of concrete is 2500 psi the fo e shengi'h t Sts are not r qO md.Provi I - rrrn111
<br /> tickets verifying strength specifications I�✓ / ,
<br /> 3.2 Reinforcing Steel shall conform to ASTM Aiilz,cI1tM-1Ee1 and ufollowing_ v Q
<br /> Bar Size Stest Grade 1 Cn
<br /> ....3rtia 60 - IY III bar and larger -0 OOIJ-s ry-o p,i
<br /> fi4 bar and smafler 3rade 4O.f}=40,00D-psi ���/f)Welded Wire Fabric shall conform to ASTM n I OG4.A1064M-Ida �/
<br /> 3.3 Reinforcing Staal shall be dera led llncl,b g 1'oaks and LE u.,'r-accordance w m ACI 31. _ 15 and smaller)Z-O"
<br /> minimum.Laps Of larger bars(SO and u7)stall 6_. P,n r.Prof ir:corner bars al all ova i Al il, .._ minimum.Lap adjacent
<br /> naaid of weaved cone fabric a minimum of and an;11
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<br /> No Wars panlally oinbeddetl in borne led w k-aka sr ail be fk.l"I-I otherwix nc t„l ucwral engineer. k 1
<br /> 4.4 concrete Promotion(cover)for fteinforciny Sled Shan be as rono:a_= j
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<br /> Condition _._.. .,
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<br /> Footings and Unformed Surfaces casr a 7 t and p =ody axposed to Earth _
<br /> Formed Surfaces exposed to Earth or 11learnei 0,6 b rger a
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<br /> Formed Surfaces exposed to Earth or N tl (95lb s altar) I n
<br /> Slabs and Walls,interior face RI bars d 1 'ter; o
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<br /> Column Ties or Spirals and Beam Stirrups
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