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<br /> GENERAL STRUCTURAL NOTES: r 30
<br /> 2 1.1(ERIA: WOOD: WOOD(Continued)'. �w k Z
<br /> 1.1 All Materials,workmanship,design.and construction shall conform to the drawings Specifications,and the International euiltling c:r-,. ;IBC),2018 Edition. 6.1 Framing Lumbar shall bekiln dried or MC-19,and graded and marked in conformance withWCLB Standard Grading Rules for West Coast Lumber No.17. 6.8 Tanber Connectors and Proprietary Fasteners shall be Strong-Tie"by Simpson Company,as specified in their current catalog.Provide number and size of =
<br /> 1.2 Design Loading Criteria
<br /> Unless otherwise noted,human 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 U O w'n
<br /> The Design Loading of the Structure Is as follows: Member Use Size Species Gnde two members,center strap on joint and provide number and size of Fasteners as specified by manufacturer,with equal number and mze of fasteners in each b-I t, w 3
<br /> member. u J_j
<br /> Live Loads(!n accordance with IBC Table 1807.1) Scads 2x,3x Hem-Fir or SPF STUD Alternate hardware manufacturer substitutions,such as USP Connectors,shall be ICC approval far I or greater load capacities Q ` w
<br /> pp aqua g pacifies.All Joist hangers and d
<br /> Occupancy or Use Uniform Live Concentrated Notes Joists/Rafters 2x,3x Hero-Fir No.2 other hardware shall be compatible in size with specified framing members.See Hanger Conversion Table For pre-approved substitutions. p
<br /> Load Live Load
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<br /> ___ Plates/Misc m-2x,3z HeFir No.2 m
<br /> Timber Connectors and their fasteners shall be protected from corrosion in accordance with manufacturers recommendations or ASTM A 653,Type G185. iv
<br /> Floor,Residential 40-psf - _ Beams 4x Douglas Fir-Larch No.2
<br /> 6.9 Dowel-Type Fasteners(Bolts,Lag Screws.Wood Screws and Nails)shall conform to Sections 11 and 12 of the ANSI/AWC NDS-2018.
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<br /> Balconies&Decks Beams
<br /> - 1.5 x Occupancy Load Posts 4x Douglas Fir-Larch No.2
<br /> Uninhabitable attic,with storage 20-psf - Concurrent with Snow Loads Dowel Type Fastener Gnde Requirements at Exterior Use or Installation
<br /> Timber,Beams 6x 8 Larger Douglas Fir-Larch No.2 when in Contact w/Treated Lumber
<br /> Unihabills an attic,without storage 10-ref - Non concurrent with Snow Loads _ _ Timber,Posts 6x 8 Larger Douglas Fir-Larch No.2 Bolts ASTM A307 ASTM B 595,Class 55 Galvanized ANSI/AWC NOS-2018 Section 12.1.3 vj 5
<br /> Handrails and Guards - 200-lbe Any point,any direction(ASCE 7-16.Section 4.:;. s
<br /> or Stainless Steel Hole=Bolt 0+ to 1 p.,-
<br /> 6.2 Glued Laminated Members shall be fabricated in conformance with ASTM and AITC Standards.Each member shall bear an AITC Identification on Ma and Washer Q Bolt Head Head and @ Nut 04
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<br /> Wind Design Data Seismic Design Data shall be accompanied by an AITC cerOfiwte of conformance.Furnish to the following minimum standards: Z i i
<br /> All-ThreadlThreaded Rod ASTM F1554 ASTM B 695.Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 �.ASCE 7-16,Chapter 28:Simplified Envelope Procedure ASCE 7.16,Section 12.8:Equivalent Lateral Force Prc::dare Member use Combination Species Flo„ Fbx. Focx F,x Ex or Stainless Steel Hole=Rod 0+(1132"to 1/16") 9`r.
<br /> Basic Design Wind Speed(3-sec gust),V TOO mph Risk Category 11 Beams 24F-V4 DF/DF 2400-si 1850.si 65 Washer Q Each Nut FWL7$y
<br /> _ p p 0-psi 265-psi 1800-ksi 3rd
<br /> Risk Category - ---
<br /> II Seismic Importance Factor,k 1.0 Camber all glulam beams to 3,500'retlius,unless otherwise noted.Glued laminated members exposed to Lag Screws ASTM A307 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.4 �ye,
<br /> - or Stainless Steel Lead Hole=0.5 x Shank 0;Shank Hole=Shank 0 39$
<br /> Wind Exposure 6 Mapped Spect.Accel.,Short Period,Ss 0.500 weather or moisture shall be treated with an approved preservative. Washer @Lag Head sa
<br /> Internal Pressure Coeffcient N/A Mapped Spect.Accal.,iSec,St 0.500 Engineered Wood shown on the drawings � S c
<br /> _._._ 6.3 En gs ere 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 z x Site Class D Alternate manufacturers may be used subject lo review and approval by the Architect and Structural Engineer.All hen Exterior Components and Cladding 25-psf _ hangers and other hardware not shown or Stainless Steel Pilot Hole=0,75 x Root 0(Unless Self-Boring) �'
<br /> Spectral Response CoaR.,Short Period,Sos 1.200 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 /> Topographical Factor,Ku t.00 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.E
<br /> Spectral Response CceR.,1-Sec.Sp, 0.600 or Stainless Steel Avold Overdriving or Underdriving;Avoid Wood Splitting
<br /> Seismic Design Category D Member Use Product Fa F F, E Toenails 30",113 Nail Length from Joint 6mOW Loads �
<br /> (ASCE 7-16,Chapter 7) Basic Seismic-Force-Resistance System T.
<br /> 9y.Shear Walls Beams 1.55E Laminated Strand Lumber(LSL) 2325-psi B00-psi 310-psi 1550-ksi Nails specified on the drawings shall be as follows: _-
<br /> Ground Snow Load,Pa 25-psf Response Modification Factor,R 6.5 Beams 2.OE Laminated Veneer Lumber(LVL) 2600.psi 150-psi 285-psi 2000-ksi Nail Use Penny Grade
<br /> Weight
<br /> Flat Roof Snow Load,Pr=0.7 C.C,h Pr 25-psf Seismic Response CoeKicient Cs �_ 0.18 Beams 2.0E Parellel Strand Lumber(PSL) 2900-psi 750-psi 290-psi 2000-ksi ssss Snow Exposure Factor,C, 1.0 - Framing Nails 12d Box 0.131"0 x 3y"
<br /> Snow Load Importance Factor,Ir 1.0 Design Base Shear,V 0.18 x Weight Rim Boards Laminated Strand Lumber(LSL) 1700-psi 680-psi 400-psi 1300-ksi .
<br /> 'Thermal Factor,C� 1.2 - Sheathing Nails 8d Common 0.131"0 x 2Y2" �Tgyr41-Y1q''
<br /> 1 6.4 Engineered Wood I-Joists shown on the drawings are based on joists manufactured by Weyerhaeuser in accordance witti ICC Report No.ES ESR-1153,
<br /> Do not adjust for slope or drift unless noted on the Drawings. Aaemate Engineered Wood I-Joists manufacturers may be used subject to review and approval by the Architect and Structural Engineer. All Metal Fasteners exposed to weather or in contact with treated wood shall be protected from corosion according to table above.Nuts and bolts exposed
<br /> See Drawings for Additional Loading Criteria. to weather or in contact with treated woad shall be galvanized In accordance with ASTM At 53/A153M-16a or Stainless 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. �/y'1�
<br /> the drawings.Wood trusses shall utilize approved connector pietas(MITEK,ITW or other approved Truss Plate Manufacturer). 1.
<br /> 1.3 Structural Drawings shall y a used in conjunction with all other protect documents for bidding and construction.Contractor shall veru mansions and 6.iD Wood Framing Notes:The following apply unless otherwise noted on the drawings:conditions for compatibility and shell notify architect of all discrepancies prior to construction. Unless otherwise noted,loading shall be as follows: 1 '
<br /> 1A Contractor shall Temporary g p A. All wood framing details shall be constructed to the minimum standards of the IBC.Nailing not specified on the drawings shall conform to IBC Table Li- Z
<br /> provide Tern ore Bracing for the structure and structural corn orients until all Mal connections have been comfi,.� in accordance with Roof Truss Design Loading Floor Truss Design Loading 2304.10.1 or ICC ES ESR-1539.Coordinate me size and location of all openings with Mechanical and Architectural Drawings. O
<br /> the drawings. Member B. Wall Framing:Stud wall size and spacing shall be in accordance vim the plan notes.Two studs minimum shall be provided at the ends of all walls,at UMtomt Load Member Uniform Load
<br /> 1.5 Contractor shall be responsible for all safety precautions and the methods.techniques,sequences or procedures required to perfon� each side of all openings.a work. cr and at the ends of all beams and headers.All stud bearing walls on wood framing shall have their lower wood plates attached
<br /> Top Chord Snow Load 25-psf Top Chord Live Load 40-psf to framing or concre below below par Pi-6 of the shear wall schedule. T
<br /> C. Individual members of Built-Up stud posts shall be nailed to each other with naming nails @ 12"oc.staggered.Individual members of Built-Up joist 1
<br /> 1.6 Contractor-initiated changes snail be submlttetl In wrung to the Architect and Structural Engineer for approval prior b fabrcalon o. stmceon.Changes Tap 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. `�shown on shop drawings only will not satisfy this requiremen±.
<br /> Top Chord Dead Load 7-psf Bottom Chord Dead Load 5-psf D. Solid blocking for wood columns shall be provided through floors to supports below.
<br /> E. Floor and Root Framing:Provide solid blocking at all bearing points.Toenail joists to supports with two framing nails.Attach timber joists to mush
<br /> 1,7 Drawings ails of construction
<br /> and typical details at construction,to neon.Where approval
<br /> t are not specifically indicated but are of similar ch.,i to details shown, 7
<br /> similar details of constuction shall be used,subject to review and approval by the Architect and the Structural Engineer. Bottom Chord Live Load 10.psf headers or beams with metal joist hangers in accordance with notes above.
<br /> Bottom Chord Dead Load 5-ps1 R 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 1
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<br /> 1.8 All slmctural systems composed of components to be Field...red shall be supervised by the Supplier during inanufaidu,9.delivc. tendling,storage and of floor and roof sheathing.Provide approved panel edge Gips centered between joists/trusses at unblocked roof sheathing edges.All floor sheathing J
<br /> edges shall have approved tongue-andlmove joints.Toenail blocking to supports with framing nails @ 12"oc.At blocked floor and roof diaphragms,erection In accordance with instructions prepared by the Supplier. Submit shop drawings and design calculations prior to fabrication.Submitted documents shallO LU
<br /> GEOI'ECMNICAL: bear the stamp and signature of a registered Professional provide flat 2x blocking at all unframed panel edges and nail with edge nailing specified. �/)
<br /> Engineer,State of Washington.Truss design drawings shall include,at a minimum,the following: v
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<br /> 2.1 Allowable Soll Pressure,Lateral Earth Pressure,and Soil Profile Type are assumed and therefore must be vented.If sods are fou be other than A. Slope or Depth,Span and Spacing QUALITY ASSURANCE:
<br /> assumed,nofify the Structural Engineer for possible foundation redesign.Footings shall bear on firm,undisturbed earth at least 1 n":. w adjacent finished B. Location of all Joints 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 grade.Unless otherwise noted,footings shall be centered below columns or walls above.Backfill bel all retaining walls with fly. wining,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 1704.6 is not required.
<br /> E. Design Loads and Locations:Include Top and Bottom Chord Live and Dead Loads,Girder Loads,and Environmental Loads(Seismic,Wind,Snow,etc.)
<br /> Geotechnica/Properties ___ F. Other Lateral Loads,including Drag Strut Loads
<br /> Soil Site Class D G. Adjustments to Wood and Metal Connector Plate Design Value for Conditions of Use
<br /> H. Maximum Reaction Force and Direction(including Maximum Uplift) LR
<br /> L INSPECTIONS REQUIRED:Allowable Soil Bearing Pressure 2000-psf L Metal-Connector-Plate Type.Size,Thickness,and Location
<br /> Active Lateral Earth Pressure(Unrestrained) 35-pcf J. Sae Spades and Grade for each Member C 1705.12.2.
<br /> K. Tmss-do-Truss Connections and Truss field Assembly Requirements
<br /> Seismic Lateral Earth Pressure 6H-psf L. Calculated Span-to-Defleetion Ratio and maximum Vertical and Horizontal Deflector,for Live and Total Loads IC SPECIAL INSPECTION SHALL BE
<br /> Passive Lateral Earth Pressure 300-cf N. RM. equired
<br /> Axial Tension and Compression Forces in each Truss Member ED FOR NAILING,ANCHORING,AND OTHER W
<br /> p squired Permanent Individual Truss Member Restraint Location and the Method all Details of Restrain[Seeing to be used ING OF ELEMENTS OF THE SEISMIC FORCE- H LLl
<br /> -- p. Placement Layout including Bearing Points,Intersections an Nips,valleys,etc. NG SYSTEM, INCLUDING WOOD SHEARBase Friction Ccefficienl 0.35 P. Truss-ta-Truss and Truss-to-Beam Connection Details and HardwareCONCRETE: 6.6 Roof,Floor&Wall Sheathing shall be APA Rated,Exterior or Ex osure 1 PI WOOD DIAPHRAGMS, DRAG STRUTS, O LU
<br /> p ywood or OSB manufactured under the provisions of Voluntary Product ,SHEAR PANELS AND HOLD-DOWNS.
<br /> 3.1 Concrete shall be mixed,proportioned conveyed and placed in accordance with IBC Chapter 19 and ACI 318-14.Mu Shall be prr.r, oned to produce a Standards DOG PS-1 or DOC PS-2,or APA PRP-108 Performance Standards and Policies for Structural Use Panels.See Drawings for thickness,span 7 >
<br /> slump of5"or less.All concrete with surfaces exposed to standing water shall be airentrained with an aircontent conforming I, 18-14 Table 19.3.3.1. rating,and mailing requirements.Unless otherwise noted,wall sheathing shall be W(nominal)with Span Rating of2410,Glue floor sheathing to allLU
<br /> Concrete Strength,based on IBC Section 1904.1,shau be as follows: suppoNng members with adhesive conforming to APA Specificaton AFG-01. INSPECTIONS ARE NOT REQUIRED WHEN LL_
<br /> Type or Location of Concrete Construction Min.28-Day Compressive Strength,Pc 6.7 Wood members shall De STENER SPACING IS MORE THAN 4 INCHES. J O
<br /> (Moderate Exposure) protected against dewy and termites in accordance with IBC Section 2304.12.Where required,members shall be naturally durable
<br /> species or shall be treated with waterborne preservatives wood in accordance with American Wood Protection Association specification AWPA U1.Members rr'
<br /> Interior Slabs-on-Grade 2500•p.i shall be Geary labeled.Modifed treated members(ripped or end cut)shall be field treated in accordance with specification AWPA Ml W
<br /> Footings,Basement Walls,Foundation/Stem Walls 3000-psi' ' O
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<br /> 'Specified compressive strength(P,)specifications address serviceability requirements.Design
<br /> strength of concrete is 2500-psi,therefore.strength tests are not required.Provided concrete mix V
<br /> tickets verifying strength specifications. U U
<br /> 3.2 Reinforcing Steel shall cenfoml to ASTM A615/A615M-18el and the following: 0
<br /> Bar Size Steel Grade U)
<br /> #5 bar and larger Grade 60,fy=60,000-psi
<br /> #4 bar and smaller Grade 40,ty=40,000-psi rlr�,
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<br /> Welded Wire Fabric shall conform to ASTM A1064/A1064M-lea v
<br /> 3.3 Reinforcing Steel shall be detailed(including hacks and bends)in accordance with ACI 318-14.Lap all continuous reinforcement I.' -.rid smaller)T-0"
<br /> minimum.Laps of largerb.m(#6 and#7)shall be 3'-O min.Provide corner bars at all wall and footng Intersections and lap 2'-0"„n,mudi Lap adjacent
<br /> mats of welled wire fabric a minimum of 8"al sides and.rids. f-
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<br /> No bars partially embedded in hardened concrete shall be field bent unless otherwise noted on the drawings or approved ny the Sir,1,ral engineer.
<br /> 3.4 Concrete Protection(cover)for Reinforcing Seel shall be as follows: m
<br /> Condition Clear Cover
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<br /> Footings and Unformed Surfaces cast against and permanently exposed to Earth 3"
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<br /> Formed Surfaces exposed to Earth or Weather(#&bars or larger) 2" a
<br /> Formed Surfaces exposed to Earth or Weather(#5 bars or smaller) lyz•
<br /> Slabs and Walls,interior face(#i t bars and smaller) �• - �rl
<br /> Column Ties or Spirals and Beam Stirrups ,y tip c
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