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<br /> GENERAL STRUCTURAL NOTES:
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<br /> CRITERIA: WOOD: WOOD(Continued): �O E G Z
<br /> 1.1 All Materials.workmanship,design and c,,,a,,uoli;hail „iiiainto lire drewin s, 'Riraaone,and tine lntennauc�,.:-.,, :.do(113%2018 Edition. 6.1 Framing Lumberahall be kiln drledor MC-19,and graded and marked in confonnancewith WCLB Standard Grading Rules for West Coast Lumber No.17. 6.8 Timber Connectors and Proprietary Fasteners shall be"Strong-Tie"by Simpson Company,as specified in their current catalog.Provide number and size of Uw u,
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<br /> Unless otherwise noted,furnish to the following minimum standards: fasteners as specified by menutecturer.Convectors shall be Installed in accordance with the manufacturers instructions.Where connector straps conned
<br /> 1.2 Design Loading Crean. 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 w
<br /> The Design Loading of the Structure is as fr Fl,r, Member Use Size Speeles Grad. member, Q J
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<br /> h I - Studs 2x,3x Hem-Fir or SPF STUD a a
<br /> Live Loads(in accordance with IBG 1 0 lT Alternate hardware manufacturer a in size
<br /> i a with
<br /> such as Ura Connectors Shall be ICC approval for equal or greater load capadtSt All foist hangars and 2=
<br /> other hardware shall be compatible-n size w th specified framing members.See Hanger Conversion Table for pre-approved suhsitutions 0 Occupancy or Usa Un roc n uv- n„entrated Notes - Joists/Rafters 2x,3x Hem-Fir No.2 m m
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<br /> Loa Live Load Plates/Mist. 2x,3x Hem-Fir No.2 Timber Connectors end their fasteners shall be protected from corrosion in accordance with manufacturers recommendations or ASTM A 653,Type G185. N
<br /> Floor,Residential 10 ps'r Beams 4x Douglas Fir-Larch No.2
<br /> __ - ____- _._p cy -__. - 9 6.9 Dowel-Type Fasteners(Bolts,Lag Screws,Wood Screws and Nails)shall con fom,to Sections 11 and 12 of the ANSI/AWC NDS-2018.
<br /> Balcodes 8 Decks 50 psf - 1.5 x Occu a Load posts 4x Douglas Fir-Larch No.2
<br /> - --- --- ---- Dowel Type Fastener Grade Requirements at Exterior Use or Installation
<br /> Uninhabitable attic,with storage 20-pat - Concurrent will,Sno,L.dr Timber,Beams 6x 8 Larger Douglas Fir-Larch No.2 when in Contact w)Treated Lumber
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<br /> Unihabitable attic,without storage 0-par Non-coot ire t ih S no Timber,Posts 6x 8 Larger Douglas Fir-Larch No.2 Bolts ASTM A307 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 - "n
<br /> Hend aus and Guards - 00 1bs Any ptimi any u"r.t o,iAUCZ > -s„� 5.1) or Stainless Steel Hole=Bolt Olt Head"to 1/16)
<br /> 6.2 Glued Laminated Members shall be fat Washer @Bolt Head and @Nut - (�
<br /> fabricated in conformance with ASTM and AITC Standards.Each member shall bear an AITC Identification Mark and i
<br /> --"--"-'-" -- - - shall be accompanied by an AITC ceNficam of conformance Furnish to the following minimum standards, All-Threadfrimeaded Rod ASTM F1554 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3
<br /> ASCE
<br /> 16,Sec Data or Stainless Steel Hole=Rod 0 t(1/32"to 1/16') r a+
<br /> 9 N' ASCE 7•i6,Section I.o u,.1,. .. rocerWre Member Use Combination Species Fa„ Fa,. Fµ, Fv. E. Washer @Each Nut W
<br /> Bats a Design luJt d Speed(3 ec gust)\ 0 nylJ kirk Catayory II Beams 24F-V4 DF/DF 2400-psi 1850-psi 650-psi 265-psi 1800-ksi �� (3. }
<br /> ASCE 7-16,Chapter 28:Simplified E lope
<br /> Lag Screws ASTM A307 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.4 z s
<br /> Risk Category 11 Sesm 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 /> ether or moisture shall be treated with an approved reservative �J
<br /> Wind Exposure d Mapped Sped A I hu t ,J, 1.500 weather pp p Washer @Lag Head
<br /> -- -- Mapped ecl.A�,cei 1 0.500
<br /> Intel rml Pressure Coefficient �- VF p ... - __... fi.3 Eng neared Wood shown on the drawings are based on product manufactured by Weyerhaeuser h accordance with ICC Report No.ES ESR-13B7. Wood Screws ASTM H 153 Galvanized ANSI/AWC NOS-2018 Section 12.1.5 (11
<br /> - ---- Site 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 or Stainless Steel Pilot Hole=0.75 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 /> g par _9_ - Spectral Reapons ,,,.� 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 ANSI/AWC NDS-2018 Section 12.1.6 _
<br /> Exlerw Components and Cladding N r
<br /> Topo raphical Factor,Ica 1 J0 (peel al Response Cu 0,600 or Stainless Steel Avoid Overtlrrving or Underdnving;Avoid Wood Splitting
<br /> -- -- - oec Design Catag D Member Use Product F6 Fµ Fv E Toenails 30 1f3 Nail Length from Joint o�HN
<br /> Snow L ads -.-- Nails specified on the drawings shall be as follows:
<br /> (ASCE 7 76 Chapter 7) Basic Seismic-is R sta-i:,- Ply.Shear Wags Beams 1.55E Laminated Strand Lumber(LSL) 2325-psi 800.psi 310-psi 1550•ksi ~ -
<br /> -_._. _ Nail Use Penny Grade I
<br /> Ground Snow Load Pe 1.1 Resp se Modiflc tl 6.5 Beams 2.0E Laminated Veneer Lumber(LVL) 2600•ps1 750-psi 285-psi 2000-ks1 Weight
<br /> Flat Roof Snow Load Pr=0.7 C,C I,P I f Sli r Response Co ffc r _ 0.18 Beams 2.0E Parallel Strand Lumber(PSL) 2900-psi 750-psi 290-psi 2000•ksi Framing Nails 12d Box uwr.tip'
<br /> Snow Exposure Factor Ce -u - - - 9 0.131"0 x 3Yi'
<br /> Snow Load Importance Factor,1r Ces gn Base Shear.V 0.18 x Weight Rim Boards Laminated Strand Lumber(LSL) 1700-psi 680.psi 400.psi 1300-ksi Sheathing Nails Slid Common 0.131' x 2Yi' k-N1L
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<br /> tl nce with ICC Re ort No.ES ESR-1153. -
<br /> -The mat Factor,Ci 6.4 Eng neeretl Wood IJoists shown on the drawings are basetl an jO sus manuhacturetl by Weyerhaeuser in actor a p
<br /> Alternate Engineered Wood I-Jo sus manufacture Fasteners exposed may be used subject to review and approval by the Architect and Structural Engineer. AN Metal Fasten exposed to weather or in contact with treated wood shall be protected from coroslon according to table above.Nuts and bolts..posed
<br /> Du nut adjust to,slope or drift unless I -J oil un-t" to weather or in contact with treated wood shall be galvanized in accordance with ASTM A153/A16W-16a or Stainless Steel.See above for Proprietary
<br /> Cont See Drawings for Additional Loading r;ni-"„ 6.5 Prefabricated Coctor Plate Wood Trusses shall be designed by the manufacturer in accordance with TPI 1-2014 for the spans and conrlttions shown on Fastener requirements.Do not substitute standard Dowel-Type Fasteners for Proprietary Fasteners unless specifically allowed.
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<br /> the drawings.Wood Wsses shall utilize approved connector plates(MITEK,ITW or other approved Truss Plate Manufacturer). 6.10 Wood Framing Notes:The following apply unless otherwise noted on the drawings: W Struct al ur Urawr gs shall be usetl h i,c:unlu,, ur�,d II � �'awrr I�., a Its for lxdi i y„i i,.-� �. .iTy dimensions and
<br /> ,:ondilions to<cmpatibdiry and shall nO ry` bocci:.I e ,uas is 1 to oorislruaion. Unless otherwise noted,loading shall be as follows: A LL Z
<br /> All wood framing details shall be tgn5lmgled to ilia minimum standards'of the IBC.Nailing not specified on the drawl conform to IBC Table
<br /> I Comr„cmr sl all pr"v d.Temporary 6i"c g c,h,,1,i .Ir,u1r a1 r, nl:oncm, nut rail,�n- u deletl in accordance with Roof Truss Design Loading Floor Truss Design Loading 2304.10.1 Or ICC ES ESR-1539.Coordinate the arm and location of all openings with Mechanical and Architectural Draw'hgs O
<br /> Ohe dra y' B. Wall Framing Stud wall size and spacing shall be n accordant.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
<br /> of all openings,and atthe ends of all beams and headers.All stud bearing walls on wood framing shall have their lower wood plates attached 1
<br /> > ,,,,macron shall ue responsible nor all suety h o,,. a 1.neuicds.Icrx niquas.cuqu„ ,� inn the work. Top Chord Snow Load 25-psi Top Chord Live Load 40-psi to framing or 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 framing nails @ 12"oc,Staggered,Individual r,,mu,rs of Built-Up joist r
<br /> I b ( vactor n t alad changes shill]be auO 1 0, .t Ar-hduri and Structural L q . , ur tonstrucdon.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 /> D. Solid blocking for wood columns shall be provided through floors to supports below.
<br /> 'Ir non shop draw rigs only will t sal fr If j
<br /> Tap 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 nil Is.Attach t mbar joists to Flush
<br /> 1. fl,u.inys I id".al.general and try _If,, 'L. oil ar of., „alter to details shown, Bottom Chord Live Load 10-pref headers or beams with metal joist hangers in accordance with notes above
<br /> ler de tails of construction shall be-ell x tiler rn 1 cup-al by the Archie,,. i 1 .. 1 F. Roof and floor sheathing shall be laid up with grain perpendicular to supports and nailed per plan notes.Allow 1/8 spacing al all O
<br /> panel edges and ends J
<br /> Bottom Chord Dead Load 5-psf of floor and roof sheathing Provide approved panel edge clips centered between jdstsnrusses at unblocked roof sheath rig edges.Ail Roar Sheathing
<br /> 1.8 All structural syste he composed bf co i ,io.f .stl shall be supervised L, :-.it I i ve,y,handling,storage and edges shall have approved tongue and-groove joints.Toenail blocking to Supports with framing nails @ 12"cc.At blocked floor and roof diaphragms, UJ
<br /> erect u- cconfance.!in instruct on,f p- Y>'y r i, i 11,•, Submit shop drawings and design calculations prior to fabrication Submitted documents shall bear the stamp and signature of a registered Professional provide her 2x blocking at all unframed panel edges and nail with edge nailing specified. J r-(�
<br /> Engineer State of Washington.Truss design drawings shall include at a minimum,the following: W W
<br /> bEOTCCHNICAI DUALITY ASSURANCE:
<br /> 2.1 Allowa5l 1 f s..ure Lateral Ea Yh P I T;r- d ,J I and to be other than A. Slope or Depth,Span and Spacing 7.1 Special Inspection shall be in accordance with IBC Section 1704.2.Standard'hspections shall be in accordance with IBC Section 110. '�
<br /> -I, t fy th SW ctu I E g ee t p 1 ds g Fool g r all I 18"below adjacent fin shed B Location of all Joints and Support Locations
<br /> grade.U le�- the s holes,foo:gs Shall Dr cr:-[cr tl brio,whin,s or walls about 6ack1Il b, II ,..,�„� 'nee training,Granular fill and C. Number of Plies if greater than one
<br /> prov d.F ubsurface dm,rag.. D. Required Bearing Widths 7.2 Structural Observation in accordance with IBC Section 1704.6 is not required.
<br /> E. Design Loads and Locations.Include Top and Bottom Chord Live and Dead Loads,Girds,Loads,and Environmental Loads(Seismic,Wing Snow,etc.)
<br /> Geotechnica/Properties F. Other Lateral Loads,including Drag Strut Loads
<br /> - G. Adjustments to Wood and Metal Connector Plate Design Value for Conditions of Use
<br /> Soil$le Class p OFASTENER
<br /> H Maximum Reaction Force anrd Directon(including Maximum Uplift) L INSPECTIONS REQUIRED:Allow bl S I Bearing P assure '_,1tio-si I. Metal-Connector-Plate Type Size Th ckness and Location C 1705.12.2.JSize Speces and Grade for each Member35 pit K Truss-tO Truss Connections and Truss Field Assembly Requirements- L Calculated Span-to-DeOection Rat o and maxmum VeNcal and Horizontal Defection for Live and Total Loads IC SPECIAL INSPECTION SHALL BEral Earth Pressor- crI-psfM. Max mum Ax ai Tens on and Compression Forces n each Truss Member ED FOR NAILING ANCHORING AND OTHER W 3110-pet N. Required Permanent Individual Truss Member R851wint Location and the Method and Details of Restraint Bracing to be use0 ING OF ELEMENTS OF THE SEISMIC FORCE LIU
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<br /> O. Placement Layout ncluding Bearing Points Intersections Hips Valleys etc.ois.Fr c(nC ffcentf,.35 P Truss-to-Truss and Truss-to-eeam Connection Deta is and Hardware NG SYSTEM, INCLUDING WOOD SHEAROLUWOOD DIAPHRAGMS, DRAG STRUTS,�Nt RFW 6.6 Root 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. 7 >
<br /> 1 Comm I ll b ell p oP to .1 J ]. .,ua U 18C G ]1 func ioned to produce a Standards DOC PS-1 or DOC PS-2,or APA PRP-108 Performance Standards and Policies for Structural Use Panels See Drawings for thickness,span Zslump of-ro less All ete wll.1 f :11 I al t II b a r-m t ll.i, I ACI 318-14 Table 19.3.3.1. rating and nailing raqutements Unless Otherwise noted wall sheathing shall be'/a(nominal)with Span Rating of 24/0 Glue floor sheathing to all INSPECTIONS ARE NOT REQUIRED WHEN QLL
<br /> Concrete Shari based n IBC Sact b1. „ll 11os. supporting members with adhesive conforming to APA Specification AFG-Ot STENER SPACING IS MORE THAN 4 INCHES. ` J O
<br /> Type or Location of Concrete Consti un- min.28-0ay Compressive sure",". 6.7 Wood members shall be protected against decay and termites In accordance with IBC Section 2304.12.Where required.members shall be naturally durable W }
<br /> (Moderate Exposure) _ species or shall be treated with waterborne preservatives wood in accordance with American Wood Protection Association specification AWPA U1.Members W
<br /> -'-- ---"- "" Shall be clearly labeled.Modifed treated members(hoped or end cut)shall be field treated in accordance with specification AWPA M4.
<br /> Interior Slabs-on-Grad. I 2500-ps, V
<br /> Footings B.Sannenl Walls Foundalbn,Sle nWat° i 3000-psi �
<br /> 'Specified compressive strenyth(f 1 si r' n -env aril try requrt U ,�.,,, �� ' W � o
<br /> strength of concrete is 2500-pa,th -tore.si enjr t r.nut egwl ad.Provide,[ ., r,,:_ ]-
<br /> tickets verifying strength Specification, U_ 1
<br /> J 2 Reinforcing Steel shall conform to ASTM Ac., c➢,.:vo,g_
<br /> Bar Size 1 ru - W
<br /> #4 bar and smaller , r0 ru-pe
<br /> Welded Wire Fabric shall conform to ASTM::1 u54:-.I O6410-18a
<br /> Iut Remforcmif Steel Snail be detailed li,cl I y l.tD,.s u.,J - coda, with AC I I la I (#5 and smaller)2'4'
<br /> hrinu- L.Ps of larger bars(#6 acid N mer bars at al 11, 1. 0"minimum.Lap adjacent
<br /> mats of w.lded wire fabric a minmum of 8 at sides- J
<br /> Na uars Pat rally embedded in hardens t,..,,, I I 1 1;.:,:1 ui:l-ss Olnerwlss i'll"Ij 1 .,. structural engineer.
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<br /> 3.4 Concrete Pr ot-Wh(cover)for Reu,iorc,uy S,=a kill
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<br /> Condition
<br /> Footings and Unformed Surfaces ca t y'insi and i .oily a posed to Ean u
<br /> Formed Surfaces exposed to Earth or Weather(Er6 bills or laryer) _
<br /> Formed Surfaces exposed to Earth ur aehier t95 liars ar s mflei, y
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<br /> SIaUs antl Walls,interior face(#11 b s n I slnall�rl ' ,:; ? "+
<br /> Column Tlea on Spirals and Beano Stirrups 1,.
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<br /> S01
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