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<br /> GENERAL STRUCTURAL NOTES:
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<br /> CRITERIA: WOOD. WOOD(Continued): fYw �Z
<br /> 1.1 AN Materials,workmanship,design,and cnsmcnU si:il a Ifonn to the drawings specifcia,s, :ode(IBC),2018 Edition. 6.1 Framing Lumber shall be kiln dried or MC-19,and graded and marked in confornarlw with 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.Provdenumberandseeof U_
<br /> Unless otherwise noted,furnish to the following minimum standards: fasteners as specified by manufacturer,Connectors shall be installed in accordance with the manufacturer's instructions.Where connector straps connect
<br /> 1.2 Design Loading Criteria two members,centerstrap on joint and provide number and size of fasteners as specified by manufacturer,with equal number and size of fasteners in each �_` ou
<br /> The Design Loading of the Structure rs as follows Member Use Size Species Grade member. U J J
<br /> 3x Hem-Fir or SPF STUD a
<br /> Live Loads(in accordance with IBC Table 1607.1j Studs 2x, Alternate hardware manufacturer substitutions,such as USP Connectors,shall be ICC approval for equal or greater load capacities.All joist hangers and ul S�-
<br /> --- - ----------- other hardware shell be compatible m see with specified framing members.See Hanger Conversion Table for pre-approved substitutions. 1'F-
<br /> Occupancy or Use Uniform Liva Concentrated Notes Joists/Rafters 2x,3z Hem-Fir No. ai
<br /> Load 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 663,Type G185. In
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<br /> Floor,Residential 40-psf - Beams 4x Douglas Fir-larch No.2 6.9 Dowel-Type Fasteners(Bolts,Lag Screws,Wood Screws and Nails)shall conform to Sections 11 and 12 of the ANSUAWC NDS-2018.
<br /> Balconies&Decks 60-pat - 1.5 x Occupancy Loan Posts 4x Douglas Fir-Larch No.2
<br /> -- Dowel Type Fastener Grade Requirements at Exterior Use or Installation
<br /> Uninhabitable atfic,with storage 20-pat Concurrent whil Snow Loads Timber,Beams 6x 8 Larger Douglas Fir-Larch Nto 2 when in Contact w/Treated Lumber
<br /> Unihabttable attic,without storage i U-psf Non-coot t lit an Lot, :-, Timber,Posts 6x 8 Larger Douglas Fir-Larch No.2 Botts ASTM A307 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 - 9 -
<br /> Handrails and Guards - ) 200-Its Any point any direction(A.iCL 5-1) or Stainless Steel Hole=Bolt 0+Head to 1@ N C4 N 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 Washer Bolt Head and Nut (fix a
<br /> Design - ---- -- --' - - shall be accompanied b AITC certificate of conformance.Furnish to the following minimum standards:
<br /> All-Thread/Threaded R ASTM F1554 ASTM B 695 Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 7 Y
<br /> Wind Desiyn Data Seismic Design Data panre y an g Rod LL
<br /> ASCE 7•16,Chapter 28.Simplified Envelope Procedure ASCE 7-16,Section 72 8 Equ v=lene,_... vocedure Member Use Comhination Species Fe„ Fa,- Fµx Fir. Ex or Stainless Steel Hole=Rod 0+(1/32"to 1/16") k
<br /> -0 --- --- Washer@ Each Nut W
<br /> Basic Design Wind Speed 3-sec gust)V 1G0 mph Risk Category II Beams 24F-V4 DF/DF 2400-st 1850-s 650-si 265-s1 1800-ksl
<br /> Elmo
<br /> - ---- --- --- --- --- Lag Screws ASTM A307 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.4 $£+
<br /> Risk Category II 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 x Shank 0:Shank Hole=Shank 0
<br /> Wind Exposure 6 Mapped Spect.A Short Pe d S. 1.500 weather or in shall be treated with an approved preservative. Was
<br /> @ Lag Head u ,e
<br /> ---- - - Mapped Spect.A I. I Sec.S 0.500 W 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 ANSIlAWC NDS-2018 Section 12.1.5 e
<br /> - _--'-_ -'- Site Class D Alternate manufacturers maybe 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-pat shall be designed and suppled by the Joist Manufacturer.Each piece shall bear a stamp or stamps noting the name and plant number of the manufacturer,
<br /> --- - Spectral Romani..t. 'I ci P -d,Sr„ 1.2D0 the grade,the ICC report number,are 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 /> Topographical Factor,Kx, A0 or Stainless Steel Avoid Overdriving or Underdrrving.Avoid Wood Splitting
<br /> y Spectral Response C fi I 'e 0.600
<br /> Toenails 30',1/3 Nab Length from Joint 1
<br /> Snow Loads Seismic Design Camay y D Member Use Product F, Fµ Fv E o asHya
<br /> (ASCE 7.16,Chapter 7) Basic Seismic-Fo a-Res time tic ysten Ply.Shear Walls Beams 1.55E Laminated Strand Lumber(LSL) 2325-pill 800-psi 310-psi 1550-ksi Nails specified on the drawings shall be as follows:
<br /> Flat Roof Snow Load,Pr=0 7 C>C,I,P. 5 f Response Modification f cmr,Ft fi.5 Beams 2DE Laminated Veneer Lumber(LVL) 2600.psi 750.psi 285-psi 2000-kill Nall Use Penny Grade - -
<br /> Ground Snow Load,Ps 5 psf Wei ht
<br /> psi Seismic Response Co ft ci nt, , O.iB Beams 2.0E Parallel Strand Lumber(PSL) 29D0-pst 75D-psi 290-psi 2000•ksi Framing Nails 12d Box 0.131"0 x 3Y"
<br /> 'Snow Exposure Factor,Ca a A Design
<br /> Base Shear V 0.18 x Weight Rim Boards Laminated Strand Lumber(LSL) 1700-psi 680-psi 400-psi 1300-ksi 1S$ .
<br /> Snow Load Importance Factor.I, 1 0 I g ,_.. g Sheathing Nails Bid Common 0.131"0 x 2Y2
<br /> 'Thermal Factor,C i 2 1 11 6.4 Engineered Wood Woists shown on the drawings are based onloets manufactured by Weyerhaeuser in accordance with ICC Report No.ES ESR.1153.
<br /> Du not adjust for slope or drift unless need on the Ur=whys. Alternate Engineered Wood l-Joists manufacturers maybe used subject to revew and approval by the Architect and Structural Engineer. All Metal Fasteners exposed to-otherorm contact with treated wood shall be protected from corrosion according to table above Nuts and bolts exposed
<br /> to weather or In contact with treated wood shall be galvanized in accordance with ASTM A153/A153M-16a or Stainless Steel.See above for Proprietary
<br /> Sae Drawings for Additional Loading Criteria. 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.
<br /> ITW or other approved Truss Plate Manufacturer).
<br /> 1.3 Structural Drawings shall be.sad in col uor,wia',all - project docun a its tar bud :my,dimensions and SAO Wood Framing Notes:The following apply unless otherwise noted on the drawings:
<br /> conditions for compatibility and shall nofry archiiecl of ail La clo-cies prier to construction. Unless otherwise noted,loading shall be as follows: A L 7
<br /> All wood framing details shall be constructed to the mininturn standards of the IBC.Nailing not spectfiaid on the drawings shall conform to IBC Table L
<br /> 1.4 Contractor shall provide Temporary Bra g to tiie ilk' ,e rid structural components pot l ell t',..n ....... tleled in accordance with Roof Truss Design Loading Floor Truss Design Loading 2304.10.1 or ICC ES ESR-1539.Coordinate the see slid location of all openings with Mechanical and Architectural Draw rags O
<br /> the drawings Member Uniform Load Member Uniform Load B. Wall Framing:Stud wall size and spacing shall be in accordance w th the plan notes Two studs mini num shall be provided a(the ends of all walls,at
<br /> 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 us responsible for ail tionny y ecauu- art d fie man pds,techniques saque oil'., ;,,, r,.: orm the work. Top Chord Snow Load 25-pill Top Chord Live Lpad 40-psf to framing or concrete below per P1-6 of the shear wall schedule j
<br /> C. Individual members of Built-Up stud posts shall be nailed to each other will,framing nails @ 12'ed.staggered Individual members of Built-Up joist
<br /> 1.6 Conaaclor-nluated changes had be submit led in a A-11-t and Suuaural in,111«i ,,I 1. or construction.Changes Top Chord Wind Load(Uplift) 15-psf Top Chord Dead Load 10-psf teems shall be nailed to earn other with framing nails @ 12 m,staggered.
<br /> shown on shop drawings only will tot satisfy d- q it D. Solid blocking for wood columns shall be provided through floors to supports below.
<br /> Top Chord Dead Load 7-psi Bottom Chord Dead Load Spsf E Floor and Roof Framing Provide solid blocking at all bearing points.Toenail joists to supports with two framing nails.Attach limber joists to flush
<br /> 1.7 Drawings indicate general and lypcal details 1 cOnlau What -n1 o ns are not dly , era ter 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,-i biect to,ev eev and approval by the Architect a I tl a S,u rI i t,I, F. Roof and floor sheathing shall be lad up with gran perpendicular to supports and nailed per plan notes.Allow 118"spacing at all panel edges and ends J
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<br /> Bottom Chord Dead Load 5-psf of floor and roof sheathing Provide approved panel edge clips centered between jo ills/trusses at unblocked roof sheathing edges All Boor slashing
<br /> 1.8 All structural systems composed of cc opera its to lxy f c rl c ectsd>hell bit supeNieetl 4/tl,., p/.i„=r", very.handling,storage and edges shall have approved tongue and-groove joints.Toenail blocking to supports with framing nails @ 12`At blocked floor and roof diaphragms, LU
<br /> erection-n accordance with nstruclon,prepared by the Suppler. 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 spec fled. J r_�/�
<br /> Engineer,State of Washington.Truss design drawings shall include,at a minimum,the following: W
<br /> GEOTECHNIIsS w
<br /> 2.1 ANawabd,Shc Pressure Lateral gi nit r for pos and 5 P I k fn r assumed and II and el w other than A Slope or Depth,Span and Spacing DUALITY ASSURANCE:
<br /> grace.red not fy the Suuaural Engineer for possible rounuston redesign.e Footings shall t � � Ill"below adjacent finished e. Location of all Joints and Support Locations 7.1 Special Inspection shall be n accordance with IBC Section 1704.2.Starltlard inspections shall be in accordance with IBC Section 110.
<br /> grade.Unless otherwise noted.footings shall be centered below column>or waits above. 6acki II bend.I I I ire,defining granular fill and C. Number of Plies if greater man one
<br /> provide for subsurface drainage. D Required Bearing Widths 7.2 Structural Observation in accordance with IBC Section 1704.6 is not required, �r
<br /> E Design Loads and Locations:Include Top and Bottom Chord Live and Dead Loads,Girder Loads,and Environmental Loads(Seismic,Wind,Snow,etc) 1f�
<br /> Geotechnicai Properties F. Oren Lateral Loads.including Drag Strut Loads
<br /> Soil Site Class - p G. Adios firth=to Wood and Metal Connector Plate Design Value fa Conditions of Use -------- --
<br /> H. Minimum Reaction Farce and Direction(including Maximum Uplift) C
<br /> L INSPECTIONS REQUIRED:
<br /> I. Metal-Connector-Plate 7 Size Thickness and Location
<br /> Allowable Soil Bearing Pressure 2000-psf Type, 1705.12.2.
<br /> J. Sae Species and Grade far each Member '4.S
<br /> Active Lateral Earth Pressure(Unresgainetl) 35-pcf K. Tmss-lhod S s Connections and Truss Field Assembly Requirements and Horizontal
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<br /> --""-"-'--'-'--"'----' L. Calculated Span-to-DeBection Ratio and maximum Vertical and Honznnlal Collection for Live and Total Loads IC SPECIAL INSPECTION SHALL BE
<br /> Seismic Lateral Earth Pressure 6H-pet M. Maximum Axial Tension and Compression Forces in each Tmss Member ED FOR NAILING,ANCHORING,AND OTHER W
<br /> Passive Lateral Earth Pressure 300-pef N. Required Permanent Individual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used ING OF ELEMENTS OF THE SEISMIC FORCE- �. W
<br /> ._.._._- ._.___ 0. Placement Layout including Bearing Points,Intersections,Hips,Valleys,etc.
<br /> Base Friction Coefficient 0.35 P. Truss-to-Truss and Truss-to-Beam Connection Details and Hardware RESISTING SYSTEM, INCLUDING WOOD SHEAR O W
<br /> --- --------- -- WOOD DIAPHRAGMS, DRAG STRUTS, >
<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 ,SHEAR PANELS AND HOLD-DOWNS. W3.1 Concrete shall be mixed,proportioned.co veyed andpiedm accordance with IBC Chapter 1s ,o A(i lit- portioned 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,spanslump of 5 or less All concrete wih s f 'po>ed i l 7 y water shall be eir-e U "ion.,n ..ni. ACI318-14 Table 19.3.3.1. rating and naAmg requ rement5 Unless otherwise noted,wall sheathing shall be W(nominal)with Span Rating of2410.Glue floor sheathing to all LL
<br /> Concrete Strength based on IBC Sect i 190a i shall b f ll support ng members w th adhesive confomling Il APA Specification AFG-01. INSPECTIONS ARE NOT REQUIRED WHENO
<br /> TENER SPACING IS MORE THAN 4 INCHES.
<br /> Type or Location of Concrete Cons[ coon Min.28-Day Compressive Strength,tic 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
<br /> (Moderate Exposure) species or shall be"died with waterhome preservatives mod in accordance with American Wood Projection Association specification AWPA Ut.Members _
<br /> - --- -- ---0 shall be clearly labeled.Modifed treated members(ripped or end cut)shall be field treated in accordance with specification AWPA M4. W
<br /> Interior Slabs-on-Grade 25D0-psi V
<br /> Footings.
<br /> en tit of concretive 125ength�d,therefore.ins enl is t tits ere not required,Pr s bled cunt ale ii�i -� iW O
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<br /> Specified compressive strength(f I specification,add y q y _
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<br /> tickets verifying strength specifications. �J
<br /> 3.2 Reintorcing Steal shall conform to ASTM A615iAd;-.,k1-18e I and lho miluwing: = 0
<br /> Bar Size Stest Gr
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<br /> 5 bar and larger Gr de 60 ty 0 OUO-ps
<br /> #4 bar and smaller Grade 40 ry=40,000-ps
<br /> Welded Wife Fabric shall conform to ASTM r/
<br /> A1064IA10G4M-18a v)
<br /> 3.3 Reinforcing Steel shall be detailed(incl d-g roxs and U' In accordance with ACl ila-la.Lai,..0 ' ten,i;�.�i. t led and smaller)2'-0"
<br /> minimum.Laps of larger bars(06 and#7)shall be-,-0'n 1 N-0.turner bars at all wall s,,J rouiuny ii�tou,-..uc-_,i,- 0"minimum.Lap adjacent
<br /> mats of welded wire fabric a hurtmuml of a al sioss anJ�tics.
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<br /> No bars partially embeddatl in hardene0 cun;xe[e shall I,u iielu Leal unless uincrwise noted c•,;,,.. , Structural engineer. C
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<br /> 34 Conaele Protection(cover)mr Reinfonony:itaal shall he as full..ws N
<br /> Condition
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<br /> Footings and Unformed Surfaces cast against and permanently posed to Earth
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<br /> Formed Surfaces exposed to Earth or Weather nA,oaf;of larger) _
<br /> Formed Surfaces exposed to Earth.1 Weather(#5 bar ,,,after)
<br /> Slabs and Walls,Interior face(#11 bar s and small ) ,
<br /> Column Ties or Spirals and Beam Stirrups \
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<br /> S01
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