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<br /> GENERAL STRUCTURAL NOTES: _ 'o
<br /> CRfrERIA: WOOD; WOOD(Continued): EEO Z
<br /> 1.1 All Materials,workmanship,design,and construction shall conform to the drawings specifications.and the International B,,1J,,.. ;IBC),2018 Edition. 6.1 Framing Lumber shall be kiln dried orMC-19,and graded and marked in conformance with WCLB Standard Grading Rules for West Coast Lumber No.17. 6.8 Tmber Connectors and Proprietary Fasteners shall be"Strang-Tie"by Simpson Company,as specifiedin their current catalog.Provide number and sae of o o out
<br /> Unless otherwise noted,furnish to the following minimum standards: fasteners as specified by manufacturer.Connectors shall be installed in accordance with the manufacturers instructions.Where connector straps connect �'V O w N
<br /> 1.2 Design tootling Criteria two members,center strap on joint and provide number and size of fasteners as a IL z >3
<br /> The Design Loading of the Structure is as follows. Member Use Size Species Gratle member. p ) pr specified by m nufacturer,with equal number and size of in each LL1
<br /> U p a J J
<br /> Live Loads(in accordance with IBC Table WTI) Studs 2x,3x Hem-Fir or SPF STUD Alternate hardware manufacturer substitutions.such as USP Connectors,shall be ICC approval for equal or greater load capacines.All joist hangers and IL < =w
<br /> other hardware shall be compatible in size with specified framing members.See Hanger Conversion Table for d substitutions. O H Occupancy or Use Uniform Live Concentrated Notes Joists/RaRers 2x,3z Hem-Fir No.2p 9 ge pre-approve O
<br /> Lod Live 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 G185. m 0
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<br /> Floor,Residential 40 F f Beams 4x Douglas Fir-Larch No.2 6.9 Dowel-Type Fasteners(Bolls,Lag Screws,Wood Screws and Nails)shall conform to Sections 11 and 12 of the ANSIIAWC NDS-2018. n
<br /> Balconies&Decks 60 p f 1.5 x Occupancy Load Posts 4x Dougaa Fir-Larch No.2
<br /> -- --'-'""--"- Dowel Type Fastener Gnrie Requirements at Exterior Use or Installation
<br /> Uninhabitable attic,with storage 20-psf Concurrent with Snow Loads Timber,Beams 6z&Larger Douglas Fir-Larch No.2
<br /> ----- --- 9 9 when in Contact wit Treated Lumber
<br /> Unihabitable atte,without storage 10 pst - Non-concurrent with Snow Loads Timber,Posts 6x&Larger Douglas Fir-Larch No.2 Bolts ASTM A307 ASTM B 695.Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 rn R
<br /> Handrails and Guards 200-lbs Any point,any direction(ASCE 7 16 Saudi-4.". or Stainless Steel Hole=Bolt 0+(1132"to 1/16") 0. _
<br /> - -_L_- ---- Washer Bolt Head and Nut
<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 � C�
<br /> Wind Design Data Seismic Design Data shall be accompanied by an AITC certificate of conformance.Furnish to the following minimum standards: All-Thread/Threaded Rod ASTM F1554 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 EE
<br /> --- _ - dune Member Use Combination Species Fs., Fyx. F, F.x E. or Stainless Steel Hole=Rod 0+(1/32"to 1/16")
<br /> ASCE 7-16,Chapter 28:Simplified Envelope Procedure ASCE 7-16,Section 12 8 Equ valent Lateral Fcrc_
<br /> -' -- - Washer@ Each Nut {7a
<br /> Basic Design Wind Speed(3-sec gasp,V 100 ;ph Risk Category II Beams 24F-V4 DF/DF 2400-psi 1850-psi 650-psi 265-psi 1800-ksf
<br /> "-- -- Lag Screws ASTM A307 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.4 '1'74 Risk Category It Seismic Importance Factor,1„. 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 z Shank 0;Shank Hole=Shank 0 G�$
<br /> Wind Exposure F B Mapped Sped.Accel,Short Period.Ss 1.600 weather or moisture shall be treated with an approved preservative. Washer @ Lag Head PQ
<br /> 0__ Mapped Spect.Acce1.1 Se S, 0.500 (ZT,a
<br /> Internal Pressure Coefficient - __ N/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 WC NDS-2018 Section 12.1.5 =_
<br /> -t ---'--7 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 /> Exterior Components and Cladding 25-psf ._. - - - shall be designed and supplied by the Joist Manufacturer.Each piece shall bear a stamp or stamps noting the name and plant number o/the manufacturer, _
<br /> Spectral Response CoeR.,Short Period,Su;; 1.200 the ace,the ICC re Nails ASTM F1667 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.6
<br /> Topographical Factor,Ke 1 00 grace, port number,end the quality control agency.Furnish to Me following minimum standards:
<br /> Spectral Response Coeff.,1-Sec.So, 0.600 or Stainless Steel Avoid Overdriving orl Length
<br /> from;Avoid Wood Splitting
<br /> --- Toenails 30°,1/3 Nail Length from Joint a„
<br /> Snow Loads -'- Seismic Design Category D Member Use Product Fe F� Po E - ' tip. of 4stii
<br /> (ASCE 7-16,Chapter 7) Basic Seismic-Forme-Resistance System 4y.Shear Walls Beams 1.55E Laminated Strand Lumber(LSL) 2325-psl 800-psi 310-psi 1550-ksl Nails specified on the drawings shall be as follows: r t`v b
<br /> "-- "-- -- -------- -- Nail Use Wenrry Grade
<br /> Ground Snow Load,Ps 25-psf Response Modification Factor.R 6.5 Beams 2.0E Laminated Veneer Lumber(LVL) 2600-psi 750-psi 285-psi 2000-ksi I
<br /> - -neon__ Weight /
<br /> Snow Exposure
<br /> Importance Factor,
<br /> 0.7 C,C,1,Ps 25-psf Seismic Response Coefficient.Cs 1 0.18 Beams 2.0E Parallel Shand Lumber(PSL) 2900-psi 750-psi 290-psi 2000-ksi q
<br /> FlSnow ,Factor,P C. 0 �_-�. Framing Nails 12d Box 0.131"0 z 3Y4"
<br /> Design Base Shear,V 0.18 z Weight Rim Boards Laminated Strand Lumber(LSL) 1700-psi 680-pv 400-psi 1300-ksi -
<br /> ' p F9pldr,It 1,0 � _ neon __ Sheathing Nails 8d Common 0.131"0 z 2Ys"
<br /> " 12 .. 6.4 Engineered Wood I-Joists shown on the tlrawings are based onjoists manufactured by Weyerhaeuser in accordance with ICC Report No.ES ESR-1153. _
<br /> ..__.--
<br /> Do not adjust for slope or drift unless noted on the Drawings. Alternate Engineered Wood I-Joists manufacturers may be used subject to review and approval by the Architect and Structural Engineer. A11 Metal Fasteners exposed to weather or in contact with treated wood shall be protected from corrosion according 10 table above Nuts and bolts exposed
<br /> See Drawings for Addhional Loading Chian.. to weather or In wntact with treated wood shall be galvanized in accordance with ASTM A153/A153M-16a or Statnle6s 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 allowed.
<br /> the drawings.Wood trusses shall utilize approved connector plates(MITEK,ITW or other approved Truss Plate Manufacturer).
<br /> 1.3 Structural Drawings shall be used in conjunction with all other project dowments for bidding and construct on i-nli c,t I... mensions and 6.10 Wood Framing Notes:The following apply unless otherwise noted on the drawings: 00
<br /> conditions for c,spat bil'ty and shall notify archtecl or all discrepanciesprior to construction Unless otherwise noted,loading shall be as follows: A IL Z
<br /> All wood homing details shall IB constructed to the minimum standards of the C.Nailing not specified the drawings shall conform to IBC Table
<br /> Contractor shall provide Temporary Bracing for the 6rcucnee and strucwnal components until all final connections have.I:.:.. ,.�. in accordance with Ropf Truss Design Loading Floor Truss Design Loading 2304.10.1 4r ICC ES ESR-1539.9.Coordinate the size and location of all openings with Mechanical and Architectural
<br /> wihitectural 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 o�Member Uniform Load Member Uniform Load each side of all openings,and at the ends of all beams and headers.All stud bearing walls on wood framing shall have their lower wood plates attached
<br /> 1.5 Contractor shall be responsible for all safety tried, tons and the methods.techniques,sequences 4,procedures,equli a work. Top Chord Snow Load 25-psf Top Chord Live Load 40-psf to framing or concrete below per PI-6of the shear wall schedule. .Z I-
<br /> C. Individual members of Built-Up stud posts shall be nailed to each other with framing nails @ 12"pc.staggered.Individual members of Built-Up joist
<br /> 1.6 Contractor-initiated changes shall be submitted in writing to the Architect and Structural Engineer for approval prior to fsbriccio,,-:....stmction.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. `1 1
<br /> shown on shop drawings only will not satisfy this requirement 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-pst E. Floor and Roof Framing:Provide solid blocking at all bearing points,Toenail joists to supports with two framing nails.Attach timber joists to Rush J /�
<br /> 1.7 Drawings indicare general and on typical details of construction.Where conditions are not specifically indicated but are of vimilaI cl,.,.. to details shown, Bottom Chord Live Load 10-psf headers or beams with metal joist hangers in accordance with notes above.
<br /> similar details of construction shall be used,subject to review and approval by the Architect and the Stmcldral Engineer. F. Roof and floor sheathing shall be laid up with grain perpendicular to supports and nailed per plan notes.Allow 118'spacing at all panel edges and ands �/'� J
<br /> Bottom Chord Dead Load 5-psf of floor and roof sheathing.Provide approved panel edge clips centered between joishmusses at unblocked roof sheathing edges.All floor sheathing
<br /> 1.9 All stn;ctural systems composed of components to to read raced shall be Supervised by this Supplier during nhanufaatuintj..,.. tantlGng,storage and edges shall have approved tongue-and-groove joints.Toenail blocking to supports with framing nails @ 12"oc.At blacked floor and roof diaphragms, "�V
<br /> erection In accordance with instructions prepared by the Supplier. Submit shop drawings and design calculations prior to fabrication.Submitted documents shall bear the stamp and signature o(a registered Professional provide flat 2x blocking at all unframed panel edges and nail with edge nailing specified. �^/'\
<br /> (36u IBCHNICAL. Engineer,State of Washington.Truss design drawings shall Include,at a minimum,tie following: 1x/
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<br /> 2.1 Allowable Soil Pressure.Lateral Earth Pressure.anrd Soil Platt,'Type are assumed and therefore must be verified.If sods are lour, be other than A. Slope or Depth,Span and Spacing QUALITY ASSURANCE:
<br /> ..,coned,notify the Structural Engineer for possible f-lotion redesign.Footings shall bear on firm undisturbed earth at least le", ow adjacent finished B. Location of all Jolms 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. a
<br /> grade.Unless otherwise noted footings shall be centered below columns or walls above.Badfiil hehind all retaining walls with fret.-. arming,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.E is not required.
<br /> Geotechnicaf Properties E. Design Loads and Locations:Include Top and Bottom Chord Live and Dead Loads,Girder Loads,and Environmental Loads(Seismic,Wind,Snow,etc.)
<br /> Pe _ F. Other Lateral Loads,including Drag StM Loads
<br /> -- G. Adjustments to Wood and Metal Connector Plate Design Value for Conditions of Use
<br /> Soil Site Class l O H. Maximum Reaction Force and Direction(including Maximum Uplift)
<br /> ----"-' ' '-'-'-- SPECIAL INSPECTIONS REQUIRED:
<br /> Allowable Soil Bearing Pressure 2000-psf 1.J Metal-Connector-Plate Type,Sae,Thickness,and location PER IBC 1705.12.2. �/'�
<br /> J. Size Species and Grade for each Member V J
<br /> Active Lateral Earth Pressure(Unrestrained) 35-pot K. Truss-to-Trues Connections and Truss Field Assembly Requirements
<br /> _-- -"-- L. Calculated Span-to-Deflection Ratio and maximum Vertical and Horizontal Deflection for Live and Total Loads
<br /> Seismic Lateral Earth Pressure 5H-psf PERIODIC SPECIAL INSPECTION SHALL BE / W
<br /> M. Maximum Axial Tension and Compression Forces in each Truss Member REQUIRED FOR NAILING,ANCHORING,AND OTHER
<br /> Passive Lateral Earth Pressure 300-pcf N. Required Permanent Individual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used FASTENING OF ELEMENTS OF THE SQSMIC FORCE- Il.j
<br /> ----- ---------- O. Placement Layout including Bearing Points,Intersections,Hips,Valleys,etc.
<br /> Base friction Coefficient 0.35 P. Trussto-Truss and Truse-to-Beam Connection Details and Hardware RESISTING SYSTEM, INCLUDING WOOD SHEAR Q'
<br /> WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, O W
<br /> CONCRETE. 6.6 Roof,Floor&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 shall be mixed,proportioned.conveyed and p.-I i,:accordance with IBC Chapter 19 and ACI 316-14.Mix shall be pram,n oned 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 �, z II"I
<br /> slump of 5"or less All concrete with surfaces exposed to standing water shall be air-entrained with an air-,:cotent conforming to P,r' -18-14 Table 19.3.3.1. rating,and nailing requirements.Unless otherwise noted,wall sheathing shall be''/T(nominal)with Span Rating of 24/0.Glue floor sheathing to all / LL.
<br /> Concrete Strength,based on IBC Section 1904.1,shall be as fi+uows'. supporting members with adhesive wnforming to APA Specification AFG-01. SPECIAL INSPECTIONS ARE NOT REQUIRED WHEN i Q
<br /> ----------------""-""' """'""-"- THE FASTENER SPACING IS MORE THAN 4 INCHES. J A7 J O
<br /> Type or Location of Concrete Construction -Day Day Compressive Strength,fc 6.7 Wood memers b shall be protected against decay and termites in accordance with IBC Section d 2304.12.Where require members shall be naturally durable
<br /> (Moderate Exposure) species or shall be treated with watemome preservatives wood in accordance with American Wood Protection Association specification AWPA U1.Members
<br /> interior Slabs-ton-Grade
<br /> /I-- _ 2500-psi ------ shall be dearly labeled.Modifed treated members(ripped or end cup shall be field treated in accordance with specification AWPA M4. Il\ � U
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<br /> Footings,Basement Walls,Foundation/Stem Walls 3000-psi' Z �1 O
<br /> Specified compressive strength(f,,l specifications address serviceability requirements Design
<br /> strength of concrete is 2500-psi,therefore.strength tests are not required.Provided concrete mi,
<br /> tickets verifying strength specifications. 1 U
<br /> 3.2 Reinforcing Steel shall wnfom to ASTM A615/A6 I51Ji-18a 1 and the following: v�1
<br /> Bar Size Steel Grade J _
<br /> #5 bar and larger Grace 60,fy=60,000-psi it
<br /> #4 bar and smaller L Grade 40.ry=40,000-psi
<br /> Welded Wire Fabric shall conform to ASTM A10WA1064M-1 Be
<br /> 3.3 Reinforcing Steel shall be detailed(Including hooks and bends)In accordance with ACI 318-14.Lap all continuous relntorcement l:r::,rid smaller)2'-0"
<br /> minimum.Laps of larger beta(#6 and#7)shall be 3'-U min,Provide corner bars at all wall and fooling Intersections and lap T-O", mum.Lap adjacent
<br /> mats of welded wire fabric a minimum of 8"at sides and ends.
<br /> F¢F--
<br /> No bars partially embedded in hardened concrete shall be field ben(unless otherwise noted on the drawings or approved by the stria ral engineer. C
<br /> 3.4 Concrete Protection(cover)for Reinforcing Steel shall be as fallow..
<br /> Condition Qleer DuVer
<br /> Footings and Unformed Surfaces cast against and permanently exposed to Earth 3" w
<br /> Formed Surfaces exposed to Earth or Weather(#6 bars or larger) 2" p`
<br /> Formed Surfaces exposed to Earth or Weather(#5 bars or smaller)
<br /> Slabs and Walls,interior face(#11 bars and smaller)
<br /> Column Ties or Spirals and Beam Stirrups
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<br /> S01
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