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<br /> GENERAL STRUCTURAL NOTES: LU
<br /> CRITERIA: WOOD WOOD(C
<br /> 1A All Materials,workmanship.design.and wnsiruciion sha- hc«n to the drawings.specfcat un,,anu iht_1 l-r. _. :ode(IBC),2018 Edition. 6.1 Framing Lumber shall be kiln dried or fil and graded and marked in conformance with WCLB Standard Grading Rules for West Coast Lumber No.17. 6S Timber Connectors and Proprietary Fasteners shall be"Strong-Tie'by Simpson Company,as specified in their current catalog.Provide number and size of V �_
<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 U
<br /> 12 Design Loading Criteria two members,center strap on joint and provide number and size of fasteners as specified byesign Loading of the Structure is as follows: Member Use St.. Species Grade member. manufacturer,with equal number and size of fasteners in each x w 3
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<br /> Live Loads in accordance with IBC Table 1607.7) Studs 2x,3x Hem-Fir or SPF STUD
<br /> Alternate hardware manufacturer substitutions,such as USP Connectors,shall be ICC approval for equal or greater load capacities.All joist hangers and
<br /> Occupancy or Use Uniform Live entratetl Notes Joists/Rafters 2x,3x Hem-Fir No.2 other hardware shall be compatible in size with specified framing members.See Hanger Conversion Table for pre-approved substitutions. G
<br /> Conic m
<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 recommendatory or ASTM A 653,Type G185.
<br /> Floor,Residential 40-psF - Beams 4x Douglas Fir-Larch No.2 on
<br /> Balconies&Decks 60.psf 7.5 x Occupancy Load 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 /> - Posts 4x Douglas Fir-Larch No.2
<br /> Dowel Type Fastener Grade Requirements at Exterior Use or Installation
<br /> Uninhabitable attic,with storage 20-psF - Concurenf will,Snow Loads Timber,Beams 6x&Larger Douglas Fir-Larch No.2 when in Contact w/Treated Lumber
<br /> Unihabitable attic,without storage 10-psf - Non-concurrent with Slio L Timber,Posts 6x&Larger I Douglas Fir-Larch I No.2 Bolts ASTM A307 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 �r7r rn w
<br /> Handrails and Guards - 200-Ibs Any point any direction( Ct 7 70 Su..,l,.., or Stainless Steel Hole=Bolt +(1/32"to 7/16") Py'
<br /> _ 6.2 Glued Laminated Members shall be fabricated in conformance with ASTM and AITC Standards.Each member shall bear an AITC Identification Marie and Washer @ Bolt Head and @ Nut C7 :
<br /> Wind Design Data Seismic Design Data shall be accompanied by an AITC certificate of conformance.Furnish to the following minimum standards: All-Thread/Threa led Rod ASTM F1554 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3
<br /> ASCE 7.16,Chapter 28:Simplified Envelope Procedure ASCE 7-16,Section 12 8 E roc �k
<br /> p p p Equivalent t Laierai r:.�-. adore Member Use Combination Species Fbx, Fyx- Fa-x Fri Ex or Stainless Steel Hole=Rod 0+(1/32"to 1/i6")
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<br /> Washer @ Each Nut f3]
<br /> Basic Design Wind Speed(3-sec gust),V 100 mph Risk Category II Beams 24F-V4 DF/DF 2400-psi 1850-psi 65"si 265-psi 7800-ksi I e
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<br /> Lag Screws ASTM A307 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.4 W s ;
<br /> Risk Category 11 Seismic Importance Faro I- 1.0 t -
<br /> 9 ry _ P - Camber all glWam beams to 3,500'radius,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 m,Shank Hale=Shank 0cs
<br /> Wind Exposure B Mapped Spect.Accel.Short Per tl S 1.500 PD p Washer @ Lag Head
<br /> -------- Mapped Spect.A.I.I. !-See S., 0.5002, `
<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/AWC NDS-2018 Section 12.1.5 W i
<br /> "--"--' "- Site Glass D Alternate manufacturers may be used subject to review and approval b the Architect and Structural Engineer.Ali hangers and other hardware not shown `
<br /> Exterior Components and Cladding „psf -_ .... y 1 P Y 9 9 or Stainless Steel Pilot Hole=0.75 x Root 0(Unless Self-Boring)
<br /> _ _ shell be designed and supplied by the Joist Manufacturer Each piece shall beam stamp or stamps noting the name and plant number of the manufacturer,
<br /> Topographical Factor,Krt �-�� Spectral Respons C-m,Short rind 1.200 the grade,the ICC report number,and tie quality control agency Furnish to the following minimum standards: Nails ASTM F7667 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.E ,,
<br /> _- Spectral Respons C ff 1 Sec S, 0.600 or Stainless Steel Avoid Overdriving or Underdriving;Avoid Wood Splitting t T
<br /> Sets 1i c Desgn Gatayory D Member Use Product Fs F.- F. E Toenails 30'1/3 Nail Length from Joint 1 As _r
<br /> Snow Loads r �oj.
<br /> (ASCE 7-1 6,Chapter 7) Basic Seismic-Force-R t .ice System Ply.Shear Walls Beams 1.55E Laminated Strand Lumber(LSL) 2325-psi 800-psi 310-psi 1550-Ksi Nails specified on the drawings shall be as follows:
<br /> ---- - II- - Nail Use Penny Grade _
<br /> Ground Snow Load,Py 5 psi Response Modification Factor R 6.5 Beams 2.0E Laminated Veneer Lumber(LVL) 2600-psi 750-psi 285-psi 2000-ksi Weight
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<br /> Flat Roof Snow Load Pr=0.7 Ct Ci I F 5-psf I Seismic Response Coefficient.C, 0.18 Beams 2.0E Parallel Stmnd Lumber(PSL) 2900-psi 750-psi 290-psi 2000-ksi - �°-
<br /> Framing Nails 12d Box 0.131"0 x 3Y"
<br /> `Snow Exposure Factor.C. 1.0 a
<br /> Design Base Shear,V 0.18 x Weight Rim Boards Laminated Strand Lumber(LSL) 1700-psi 660-psi 400-psi 1300-ksi
<br /> `Snow Load Importance Factor.I, � iD Sheathing Nails ad Common 0.131"0z2Y" td34L�
<br /> Themhal Factor,C, .�1.2 _ 6.4 Engineerad Wood I-Joists shown on the drawings are based on joists manufactured by Weyerhaeuser in accordance with ICC Report No,ES ESR-1153.
<br /> _.s Alternate Engineered Wood I-Joists manufacturers may be used subject to review and approval b the Architect and Structural E Ail Metal Fasteners exposed to weather or in corned with treated wood shall b
<br /> Donut adjust for slope or drift unless noted on the Drawings. ginee y j pprova y rghrreer. p e protected from corrosion according to table above.Nuts and bolts exposed
<br /> See Drawings for Additional Loading Crileiia. to weather or in contact with treated woad shall be galvanized in accordance with ASTM Al53/A153M-16a or Stainless Steed.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 comic ions shown on Fastener requirements.Do not substitute standard Dowel-Type Fasteners for Proprietary Fasteners unless specifically allowed.
<br /> other
<br /> the drawings.Wood trusses shall utilize approved connector plates(MITEK,ITW or approved Truss Plate Manufacturer).
<br /> 1.3 Struts al D. Ings shall be used in icon all cthE-lryeu documents for biddi g .0 dimensions and &10 Wood Framing Notas:The following apply unless otherwise noted on the drawings. /'Y�
<br /> ccndnio f compatibility and shall not fy architect of all i scepancios prior to construct Unless otherwise noted,loading shall be as follows: co
<br /> A. Ail wood framing details shall he constructed to the minimum standards of the IBC.Nailing not specified on the drawings shall conform to IBC Table
<br /> 1 4 Connector shall provide Temporary Bracing fur.ha snucure:,rd structural components unlY all oral r.,. Meted In accordance with Roof Truss Design Loading Floor Tru55 Design Loading 2304.10.1 or ICC ES ESR-1539.Coordinate the size and location of all openings with Mechanical antl Architectural Drawings.
<br /> tide drawings. Member Unifomt Load Member Uniform Load B. Wall Framing:Stud wall sae and spacing shall be in accordance with the plan notes.Two studs minimum shall be provided at the ends of all walls.at Z O
<br /> each side of all openings,and at Me ends of all beams and headers Ali stud bearing walls on wood framing shall have their lower wood plates attached
<br /> 1, navmr shall be responsrole for all se -y p - _alil th-chods,I-Imiques seq p v su,., xm the work. Top Chord Snow Load 25-psf Top Chord Live Load 40-psf to framing or concrete below per P1-6 of the shear wall schedule. F-
<br /> C. Individual members of Built-Up stud posts shall be nailed to each otherwiat framing nails @ 12'oc,staggered.Individual members of Built-Upjadst
<br /> 16 Cgntractor-)tared changes shall be--tied'n v+ct rig u;lie Arclhltect and Structural E gll fo prc.r r wnstruction.Changes Top Chord Wind Load(Uplift) 15-psf Top Chord Dead Load 10-psf beams shall be nailed W each other with framing nails @ 12 oc,staggered.
<br /> mown o shop d a ngs only will not Bats' this h L t. 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 Frain ng'Provide solid blocking at all bearing points Toenail joists to supports with two framing nails.Adach timber joists to Flush 7
<br /> I.7 D ay.'ng--d- I y eml and typical cal tle callsct .F -dnions are not sP Ily d I J G ... iraccer to details shown, Bottom Chord Live Load 10-psf headers or beams with metal joist hangers n accordance with notes above L
<br /> sim tar data Is of construction Shall be used r an Gje ct to re.iaw and approval by the Architect add ire Slri t i.,l 71 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 J
<br /> 1.e All structural s stems composed of ro h us i eld reaad stall be su Bottom Chord Dead Load 5-psf of floor and roof sheathing Provide approved panel edge dips centered between joists/trusses at unaocked roof sheathing edges Ail floor sheath in O y pose -puireris in _ e pervised b/r 'upp llui w ir. .....,. very,handling,storage and edges shall have approved ft rgue-and-g-ve joints.Toenail blockingto supports with fuming its 12"oc.At blocked floor and roof diaphragms W g sp g na @ ap agms,
<br /> erection in accordance with instructions prepared try.he Snicplier. Submit shop drawings and design calwlafions prior to fabrication.Submitted documents shall bear the stamp and signature of a registered Professional provide flal2x blocking at all unframed panel edges and nail with edge nailing specified 7
<br /> GEO TECHNICAL Engineer,State of Washington.Truss design drawings shall include,at a minimum,the following
<br /> 21 Allowable Soil Pressure Lateral Earth P , Type e ssu a red and h t: L d her to be ot than A. Slope or Depth,Span and Spacing QUALITY ASSURANCE: Z
<br /> mstl noafy the Structural Engineer t p I i.. t - i- Footings shall be h d t i d 8'below adjacent fin shed B Location of all Joints and Support Locations 7.1 Spedai Inspection shall be in accordance with IBC Section 1704.2.Standard inspections shall be In accordance with IBC Section 110,
<br /> grade.Unless otherwise noted ,.�footings shall ba u<n:coat,;v colum s or walls above Bacl.iii b_I nd II e[ai .,all red draining granular fill and C. Number of Plies ifgreater than one 1
<br /> provide for subsurface drainage D. Required Bearing Widths 7.2 Structural Obeen, in accomance wt not r �
<br /> E. Design Loads and Locations:Include Top and Belom Chord Live and Dead Loads,Girder Loads,act Environmental Loads(Setamic,Wind,Snow,etc.) 1
<br /> Geotechnical Properties R Other Lateral Loads,including Craig Strut Loads SPAL INSPECTIONS REQUIRED:
<br /> --- - G. Adjustments to Wood and Metal Connector Plate Design Value for Conditions of Use
<br /> Soil Site Class D PER IBC 1705.12.2.
<br /> H. Maximum Reaction Force and Direction(including Maximum Uplift)
<br /> Allowable Soil Bearing Pressure 2000-psf 1. Metal-Connector-Plate Type,Size,Thickness,and Location
<br /> ---- - -- ------- J. Sae species end Grade for each Member PERIODIC SPECIAL INSPECTION SHALL BE
<br /> Active Lateral Earth Pressure(Unrestrained) 35-pcf 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-Oeflec6on Ratio and maximum Vertical and Horizontal Deflection for Live and Total Loads FASTENING OF ELEMENTS OF THE SEISMIC FORCE-
<br /> EC'_._ M. Maximum Axial Tension and Compression Forces in each Truss Member RESISTING SYSTEM, INCLUDING WOOD SHEAR W F-
<br /> Passive Lateral Earth Pressure 300-pcf N. Required Permanent Individual Truss Member Restraint Location and the Method and Details of Resraint Bracing to be used WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, L- W
<br /> - -- O Placement Layout Including Bearing Points Intersections Hips,Valleys etc (-
<br /> Base Friction Coefficient 0.35 P. Truss to-Truss aria Truss-to-Beam Connection Details aria Hardware BRACES,SHEAR PANRS AND HOLD-DOWNS. W
<br /> CONCRETE- 6.6 Roof Floor&Wall Sheathing shall be APA Rated,Extenoror Exposure 1 Plywood or OSB manufactured under the provisions of Voluntary Product
<br /> 3.1 Con«ateshahbemixed.pro moved l,d d r wdancewmIBCCha r i -I SPECIAL INSPECTIONS ARE NOT REQUIRED WHEN
<br /> po h p a m: p opudioned to produce a Stardoms DOC PS-1 or DOC PS 2 or APA PRP t08 Pertormance Standards and Pohdes for Structural Use Panels See Drawings forth ekness,span J z W
<br /> slump of 5 er less All concrete with surndAs exposed to standing water Mail be air-ant d th an a ..0 �, n, ACI 318-14 Table 19.3.3.1. rating,and nailing requirements Unless otherwise noted,wall sheathing shall be h'(nominal)with Span Rating of 24/0.Glue floor sheathing to all THE FASTENER SPACING IS MORE THAN 4 INCHES.
<br /> Concrete Strength based on IBC Section 190-1.shall be as follows, supporting members with adhesive conforming to APA Specification AFG-01. Q O
<br /> Type or Location of Concrete Construction Min.28-Day Compressive Strength,fc 6.7 Wood members shall be protected against decay and termites in accordance with IBC Section 2304A2.Where required,members shall be naturaUy durable i( }
<br /> (Moderate Exposure) spaces arshall be treated with waterborne preservatives wood'm accordance with American Wood Protection Association specification AWPA U1.Members \L, )-
<br /> Interior Slabs-on-Grade 2500-p shall be clearly labeled.Modifed treated members(upped ar end cut)shall be field treated in accordance with specfication AWPA M4. _✓ I„L,J
<br /> Footings,Basement Walls,Foundalio/St Walls 3000-p �- Z � ZO'
<br /> 'Specified compressive strength(h.)sp ciica,ions dd'ess serviceability requirem D:siyi W
<br /> strength of concrete is 2500-psi,therefcia.strength tests are not required.Provided
<br /> tickets verifying strength specifications.
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<br /> 3.2 Reinforcing Sieal shall conform to ASTM A615Ac15M-lee 1 a:ia the lollaeing. �1 Q
<br /> Bar Size Steel Grade -J _
<br /> #5 bar and larger Grade 6U.fy=50,000
<br /> #4 bar and amain Grade 40,fy=40,000-psi -.)
<br /> Welded Wre Fabric shall conform to ASTM A10b4/Al0u4iN-18a
<br /> 33 Reinforcing Stemarscilbedeteced"ncluiirg Toks and c'-cis ---c-ce.di-ACT 116 1l ., (#5 and mailer)2'-0"
<br /> ,minimum.Laps of largo bars(#6 and#j shal be -0 F v,da corner bars at all wail :1,T,11 ig nie, i"minimum.Lap adjacem
<br /> orals of welded wire fabric a minimum of 8"st sides and aria
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<br /> No bars partially embedded in hardened ere sdtall be -I u o:n unless otherwise cot -a.11 n.vn tructural ergirrear.
<br /> 3.4 Concrete Protection(cover)for Reinforcina Si l shill L
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<br /> Condition Civar I-
<br /> Footings and Unformed Surfaces cast age st and p n enty exposed to Earth w
<br /> Formed Surfaces exposed to Earth ur Weather(#6 Gas or larger) -
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<br /> Formed Surfaces exposed to Earth u l I.;r 1#5 L - allerj II r-' w
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<br /> Slabs and Walls,interior face(#i t bads arc sr::j ar;
<br /> Column Ties or Spirals and Beam St
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