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<br /> GENERAL STRUCTURAL NOTES: w .1
<br /> CRITERIA: WOOD: WOOD(Continued)
<br /> 1.1 Ali Materials,workmanship,design.and .:tioi;hdil conform to the drawings specflosh.i.a antis I ,r..,,..e......1,:.,, 'ode(IBC),2018 Edition. 6.1 Framing Lumber shall be klIn deed or MC-19,and gradedandmarked in conformance with WCLB standard Grading Rules for West Coast Lumber No.17, 6.8 Timber Conneclorsand Proprietary Fasteners shall be"Strong T-e"by Simpson Company,asspecified in their current catalog.Provide number and simof ,u LYZ
<br /> Unless otherwise noted,furnish to the fallowing minimum standards: fasteners as specified by manufacturer.Connectors shall be installed in accordance with the manufacturers instructions.Where connector straps connect UEd
<br /> 1.2 0 Loading Criteria 2 q "Design g two members,center strap on joint and provide number and size of fasteners as specified by manufacturer,with equal number and size of fastener in each w w 2
<br /> The Design tootling of the structure Is as IWlows: Member Usa Site Species Gada member. V _i_j
<br /> Live Loads(in accordance with 18C Table 1607.1) Studs 2x,3x Hem-Fir or SPF STUD Alternate hardware manufacturer substitutions,such as USP Connectors,shall be ICC approval for equal or ter load ca ties.All joist hall d Q a m J
<br /> other hardware shall be coin PPr q or pre-approved
<br /> paci ) gee an d F=
<br /> Occupancy or Use Uniform Live Concentrated Notes Joists/Rafters 2x,3x Hem-FIr No.2 compatible in size with specified naming members.See Hanger Conversion Table for pre-approved substitutions. O
<br /> Load Live Load m m Plates/Miac, 2x,3x Hem-Fir No.2 Timber Connectors and their fasteners snail be protected from corrosion in accordance with manuauurara recommendations or ASTM A 653,Type Gt85.
<br /> ry
<br /> Floor,Residential 40.psf - Beams 4x Douglas Fir-Larch No.2 d'
<br /> - "- Occupancy Loa----------- g 6.9 Dowel-Type Parallax(Bolts,Lag Screws,Wood Screws and Nails)shall comorm a Sections 11 and 12 of the ANSI/AWC NOS-2016.
<br /> Balconies 8 Decks 60.psf - 1.5 x Occupancy Loaf Posts lox Douglas Fir-Larch No.2
<br /> ---ow L""-""""-----"-- Dowel Type Fastener Grade Requirements at Exterior Use or Installation
<br /> _ Uninhabitable attic,with storage 20-psF - Concurrent with Snow Loads _ Timber,Beams 6x&Larger Douglas Fir-Larch No.2 when in Contact col Treated Lumber
<br /> Unihabitable attic,without storage 10-psf - Non-concurrent with ShowL 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 rn
<br /> Handrails and Guards - 200-Ib. Any point y di ecuon(ASCE IG b -5.'I) or Stainless Steel Hole=Bob 0+(1/32"to 1/16") P: r'
<br /> - - "-- - - - Washer Bo (�a
<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 @ II Head and @ Nu[
<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 ANSUAWC NDS-2018 Section 12.1.3 2 r
<br /> ASCE 7.16,Chapter 28:Simplified Envelope Procedure ASCE 7-16,Section 12.8:Equi al 1 Laid-r:.,_ inocedure Member Ilse Combination Spi I Fir, Fig Foy Fvr Ex or Stainless Steel Hole=Rod 0+(1/32"to 1/16")
<br /> Basic Design Wind Speed(3-sec gust),V 100 mph Risk Category II Beams 24F-V4 Di 2400-psi 1850-psi 650-psi 265-psi 1800-ksi Washer @Each Nut :4 ,
<br /> Lag Screws ASTM A307 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1 A `
<br /> Risk Category It Seismic Importanc F t I, 1.0 Camber a0 glulam beams to 3,500'adius,unless otherwise noted.Glued laminated members exposed to Z
<br /> weather or moisture shall be treated with an approved preservative. or Stainless Steel Lead Hole=0.5 x Shank 0,Shank Hole=Shank 0
<br /> '-'
<br /> Wind Exposure B Mapped Spect.Acc 5 on Pe ud 1.500 Washer @Lag Head Z
<br /> -' Mapped Spact.Accel. i Sec,s 0.500 --_._'_ Z
<br /> Internal Pressure Coefficient NIA _ 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-2078 Section 12.1.5 W
<br /> Exterior Components and Cladding 25-Psi Site Class ' D Alternate manufactures may be used subject to review and approval by the Architect and Structural Engineer.Ali hangers and other hardware not shown or Stainless Steel Pilot Hole=0.75 x Root 0(Unless Self-Boring)
<br /> ---------- shall W 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 /> - - --- S tral Resg rise Cy a�,Shutt Period 1.200 Nails ASTM F1161 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.6
<br /> Topographical Factor,Ka 1.00 Spectra: p " the grade,the ICC report number,and the quality control agency.Furnish to the following minimum standards:
<br /> Spectral Response Coed.,15ec,Si,i 0.600 or Stainless Steel Avoid Overdriving or Underdriving;Avoid Wood Splitting .�T.
<br /> Toenails 30°,t/3 Nail Len th from Joint
<br /> _ oads Seismic Desi n Cata m D Member Use Product Fi Psi F, E g -
<br /> (ASCE L7.16,Chapter 71 Basic Seismic-Force-Resistance System Ply.Shear Walls Beams 1.55E Laminated Strand Lumber(LSL) 2325-psi 800-psi 310-psf 1550-ksi Nails specified on the drawings shall be as follows: di.
<br /> s k o
<br /> Ground
<br /> now Load,
<br /> s -pSf
<br /> ed Veneer Lumber
<br /> nyt
<br /> Fist Roof Snow LoadPPr 0.7 C.C I P i 25-psf SeismicResponseModification
<br /> Coeffic Factor
<br /> u,IL _ 0618 gh
<br /> Beams 2.0E ParallellStand Lumber(PSL)VL) 2900-psi 750-psi 290-psi 2000-ksi Frain rig Nails 1y2dlBox 0.137e0 x 3Y(' (J s
<br /> now Exposure Factor C, .0 Design Base Shear,V 0.18 x Weight Rim Boards Laminated Strand Lumber(LSL) -psi 680-psi 400-psi 1300-ksr -�
<br /> Snow Load Importance Factor.I, 1.0 - _ Sheathing Nails lid Common 0,131"0 x 2 z" d14L
<br /> Thermal Factor,C, 1.2_ _ 6.4 Engineered Wood Worsts shown on the drawings are based on Joists manufactured
<br /> by Weyerhaeuser in accordance with ICC Report No.ES ESR-1153. '
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<br /> ....... Aitemate Engineered Wood I-Joists manufacturers may be used subject to review and approval by the Architect and Structural Engineer. All Metal Fasteners m d to weather or in conact with treated woad shall be protected from corrosion according t able above.Nuts and bolts exposed
<br /> Do not adjust for slope or drift unless t tl an the Dravnnys, 9' P Pose g o p
<br /> See Drawings for Additional Loading Criteria. a weather or in merits.contactwith treated wood shallar galvanized in a Fasteners
<br /> f with ASTM A7asteners unless
<br /> or sal tally sae,.sea above for Proprietary
<br /> 6.5 Prefabricated Connector Plait Wood Trusses shall be designed to the manufacturer in other
<br /> approved
<br /> e with s Plate Ma for the spans and conditions shown on Fastener requirements.Do not substitute standard Dowel-Type Fasteners for Propdeary Fasteners unless specifically allowed.
<br /> the drawings.Wood trusses shell utllize approved connector plates(MI7EK,I7W or other approved Truss Plait Manufacturer). �\
<br /> 1.3 Structural Drawings shall be used in conjunction w t'all alter proiect documents for biddy a.un;,uu ,,,,.u.. ,I,:, :rig dimensions and 6.10 Wood Framing Notes:The following apply unless otherwise noted on the drawings: M
<br /> conditions for compatibility and shall notify architect of all discrepancies prior to constructio Unless otherwise noted,loading shall be as follows: K!
<br /> A. All woed homing derails shall he constructed to the a nmum standards of the IBC with
<br /> Mechanical
<br /> not specified on the drawings stall confomh to IBC Table
<br /> 1.4 Contractor shall provide Temporary&adng ior,he sirucwre.,no structural components unit allhnal con euo .�.i,.._,�. Jleted in accordance with Roo/Truss Design Loading Floor Truss Design loading 2304.10.7 or ICC ES ESR-1539.Coordinate the size and location of all openings with Mechari rat and Architectural Dawngs. O
<br /> to 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 Uniform Load each side of all openings,and at the ends of all beams and headers.All stud bearing walls on wood taming shall have their lower wood plates attached
<br /> 1.5 Conlractor shall be responsible for all Salary p'asedions anti the methods,techniques,sequences or Pro t rauw":, xm the work Top Chord Snow Load 25-psf Top Chord Live Load 40-psf to framing or concrete below per Pi-6 of the shear wall schedule 1 '•-•-
<br /> C. Individual members of Built-Up scud posts shall be noted to each oI with framing nails @ 12"oc,staggered.individual members of Built-Up joist �!
<br /> 1 6 Comractor-in tared changes shall be sub n tred in turning 1,rr,e Archuact avid Structural Erg r ea rat appr vat p r c,;au,. x 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 /> shown on Shop drawings Only will not satisfy this requirement D. Solid blocking for wood columns shall be provided through floors to supports below.Top Chord Dead Load 7-psf Bottom Chord Dead Load 8-p m >sf E. Floor and Roof Framing:Provide solid blocking at all bearing points.Toenail joists a supports with two framing nails.Ada timberjoists to flush
<br /> 1.7 Drawings indicate general and typical details o'constructon.where conditions are not sp-i-fly indicated but urn�i Stniil�i rracter to details shown, Bottom Chord Live Load 10-psf headers or beams with meal joist hanger in accordance with notes above.
<br /> Sim details of construction shall be used,subject to review and approval by the Architect and the Structural Engineer. F. Roof and floor Sheathing shall be laid up with grain perpendicular to supports and nailed per plan notes.Allow 1/8"spacing at all panel edges and ends
<br /> Bottom Chord Dead Load 5-psf of floor and roof sheathing.Provide approved panel edge clips centered bah-enjoists/trusses at unblocked roof sheathing edges.All floor sheathing
<br /> 1.8 All structural systems composed of componems 0 Le uad teractad shall be supervised by the Suppliat during,nan.,:.:,Ai:tn;I ..,eery.handling,storage and edges shall have approved tongue-andyrocw joints.Toenail blocking to supports with framing nails @ 12"oc.At blocked floor and roof diaphragms, 0 LU
<br /> erection to accordance with instructions prepared by the Supplier. 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 with edge nailing specified. 7
<br /> Engineer,State of Washington.Truss design drawings shall include,at a minimum,the following. L
<br /> GEOTECHNICAL: co
<br /> 2.1 Allowable Soil Pressure,Lateral Earth Pressure,and Soil Profim Type are assumed and therefore nhust be vehhad.l; .,,.and to be other man A. Slope or Depth,Span and Spacing QUALITY ASSURANCE: z
<br /> assumed,notify the Structural Engineer for peasible Inundation redesign.Footings shall bear on firm,undisturbed Bann or ie::::r 18"below adjacent finished B. Location of all Joins 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. ` Q
<br /> grade furl s othe, i drainage.noted,footings shall be centered below columns or walls above.Backfill behind aii relating wails-al�free draining,granular fill and C. Number of Plies f greater than one ' 1
<br /> g ass otierwise noted a r ■ _
<br /> su e. D. Required Bearing Widths 7.2 Structural Obsery in accordance wi0f1B6.Spctir�?>n48'r,
<br /> -------- ----------------- E. Design Loads and Locations:Include Top and Bottom Chord Live and Dead Loads,Girder Loads,and Environmental Loads(Seismic,Wnd,Snow,eta)
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<br /> Geotecnnicaf Properties __ F. Other Lateral Loads,including Drag strut Loads SPECIAL INSPECTIONS REQUIRED:
<br /> Soil Site Class D G. Adjustments to Wood and Metal Connector Plate Design Value for Conditions of Use PER IBC 1705.12.2.
<br /> H. Maximum Reaction Force and Director,(including Maximum Uplift)
<br /> Allowable Soil Bearing Pressure 2000-psf I. Meal-Connector-Plate Type,Size,Thickness,and Location PERIODIC SPECIAL INSPECTION SHALL BE
<br /> J. Size Species and Gade for each Member
<br /> Active Lateral Earth Pressure(Unrestrained) 35pcf K. Truss-to-Truss Connections and Truss Field Assembly Requirements REQUIRED FOR NAILING,ANCHORING,AND OTHER
<br /> Seismic Lateral Earth Pressure 6H-psf L. Calculated Span-to-Deflection Ratio and maximum Vertical and Horizontal Deflection for Live and Total Loads FASTENING OF ELEMENTS OF THE SEISMIC FORCE- W
<br /> M. Maximum Axial Tension and compression Forces in each Truss,Member RESISTING SYSTEM INCLUDING WOOD SHEAR
<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 '
<br /> -" O. Placement Layout including Bearing Points,Intersections,Hips,Valleys,etc. WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, {� LLI
<br /> Base Friction Coefficient 0"35 P. Truss-to-Truss and Truss-lo-eeam Connection Details and Hardware BRACES,SHEAR PANELS AND HOLD-DOWNS. 1 W
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<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
<br /> 3.1 Concrete shall be mixed,proporld bed y d la d da ice with IBC Cr a n l ACI Ire I opoNoned to SPECIAL INSPECTIONS ARE NOT REQUIRED WHEN
<br /> p -' p " ..,,.: produce a Standards DOC PS-1 or DOC PS-2 or APA PRP 10a Performance Standards and Polices for Structural Use Panels.Sea Drawings for Thickness,span J Z LLJ
<br /> slump of 5 or less.All concrete with surfaces c posed to standing water shall bear-ends ini.,to s h a .., �, 4CI 318-14 Table 19.3.3.1. ra8ng,and nailing requirement.Unless otherwise noted,wall sheathing shall be:S"(nanlnap with Span Rating of 24f0.Glue floor sheathing to all THE FASTENER SPACING IS MORE THAN 4 INCHES. LL
<br /> Concrete Strength,based on IBC Section 190_1.shall be aS follows: supporting members with adhesive conforming to APA Specification AFG-01. O
<br /> Type or Location of Concrete Construction Min.28-Day Compressive Strength,r:. 6.7 Wood members shall be proacled againstdecay antl lemnhes in accordance with IBC Seca'on 1111,12.Where required,members shall be naturally durable )-
<br /> (Moderate Exposure) _ _ _ species or shall be treaad with waterborne preservatives wood'm accordance with American Wood Protection Association specification AWPA U1.Members ).-
<br /> ---- shall be clearly labeled.Modifed treated members(ripped Or end cut)shall be field treated in accordance with specification AWPA M4. /
<br /> Interior Slabs-on-Grade 2500-cars U
<br /> Footings,Basement Walls,Foundation/Stern Wails 3000-cars Z � Z
<br /> 'Specified compressive strength(f,)specifications address serviceability requirements.Dasigr, W H
<br /> strength of concrete is 2500-psi,theremie,strength tests are not required.Provided concrete niix
<br /> tickets verifying strength specifications
<br /> U C)
<br /> 3.2 Reinforcing Steel shall confomt to ASTM A6I5IA6151,1-18e 1 and the following: 0
<br /> Bar Size --- Steal Grade � r
<br /> #5 bar and larger Grade 60.fy=60,000-psi
<br /> #4 bar and smaller Gaoe 40,fy=40,000-psi ��
<br /> Welded Wire Fabric shall conform to ASTM A1064/A1064M-i 8a V J
<br /> 3.3 Reinforcing Steel shall be deahed(including nooks=rid bends)rn accdrtlance with ACI 31&ire.Lap rah ci„innu�.,;:v....:::...::.... (95 and smaller)2'-0"
<br /> minimum,Laps of larger bar(#6 antl#7)shall be 3'-0",min.provide corner bars at all well and losing itte,se .cd:; ,,1:. I"minimum.Lap adjacent
<br /> mats ti welded wire fabric a minimum of 8"at sides and enos.
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<br /> No bars partially embedded in hardened connate,shall be field bent unless otherwise noted tiff Lire dre,.nngs i:;Pp.,ed c;'u,.- truclural engineer.
<br /> 3.4 Concrete Protection(cover)for Reinforcing Steel shall be as lollaws: m
<br /> Condition Clear Cover k-
<br /> Footmgs and Unformed Surfaces cast against and permanently exposed to Earth 3" w
<br /> -- --' Formed Surfaces exposed to Earth or Weather(#6 bar or larger) _ n
<br /> Formed Surfaces exposed to Earth or Weather(95 bars or smaller) V N
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<br /> ' Slabs and Walls,interior face(#1 1 bars and srlallerl Q
<br /> Column Ties or Spirals and Beath 6un up-
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