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GENERAL STRUCTURAL NOTES:
<br /> CRITERIA: WOOD: WOOD(Continued): U
<br /> 1.1 All Materials,workmanship,design,and construction shall conform to the drawings,specifications,and the International Building Code(IBC),2018 Edition. 6.1 Framing Lumber shall be kiln dried or MC-19,and graded and marked In conformance with WCLB Standard Grading Rules for West Coast Lumber No.17. WO Wood Framing Notes:The following apply unless otherwise noted on the drawings: Q W B
<br /> Unless otherwise noted,furnish to the following minimum standards: o
<br /> 1.2 Design Loading Criteria - A. All wood framing details shall 9.Coordinate
<br /> to the minimum standards of the IBC.Nailing not specified rc the drawings shall conform to IBC Table I"I
<br /> The Design Loading of the Structure is as follows: � Member Use Size Species; Grade 2304.10.1 or]CC ES ESR-1538.Coortlinate the size and location of all openings with Mechanical and Architectural Drawings.
<br /> Studs 2x,3x Hem-Fir or SPF STUD 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 /> Live Loads(!n accordance with IBC Table 1807.1) 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 U ry S
<br /> Occupancy or Use Uniform Live Concentrated Notes Joists/Rafters 2x,3x Hem-Fir No.2 to framing or concrete below per Pi-6 of the shear wall schedule. z
<br /> Load Live Load C. Individual members of Built-Up stud posts shall be nailed to each other with framing nails @ 12"oc,staggered.Individual members of Built-Up joist
<br /> Plates/Misc. 2x,3x Hem-Fir No.2 beams shall be nailed to each other with framing nails @ 12"oc,staggered.
<br /> Floor.Residential 40-psf - Beams 4x Douglas Fir-Larch No.2 floors to Solid blocking for wood columns shall be provided through floo to supports below. Z
<br /> Balconies&Decks 60-psf - 1.5 x Occupancy Load E. Floor and Roof Framing:Provide solid blocking at all bearing points.Toenail joists to supports with two framing nails.Attach timber joists to flush
<br /> Posts 4x Douglas Fir-Larch No.2 headers or beams with metal joist hangers in accordance with notes above.
<br /> Uninhabitable attic,with storage 20-psf - Concurrent with Snow Loads Timber,Beams Bx&Larger Douglas Fir-Larch No.2 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 /> Unihebitabla attic,without storage 10-psf
<br /> of floor and roof sheathing.Provide approved panel edge clips centered between joistsitrusses at unblocked roof sheathing edges.All floor sheathing
<br /> - Non-concurrent with Snow Loads Timber,Posts 6x&Larger Douglas Fir-Larch No.2 edges shall have approved tongue-and-groove joints.Toenail blocking to supports with framing nails @ 12"oc.At blocked floor and roof diaphragms,
<br /> Handrails and Guards - - 200-lbe . Any point,any direction(ASCE 7-16,Section 4.5.1) . provide flat 2x blocking at all unframed panel edges and nail with edge nailing specified. BTL
<br /> 8.2 Glued Laminated Members shall be fabricated In contonnance with ASTM and AITC Standards.Each member shall beer an AITC Identification Mark and
<br /> Wind Design Data Seismic Design Data shall be accompanled by an AITC certificate of conformance.Furnish to the following minimum standards: QUALITY ASSURANCE:
<br /> ASCE 7.18,Chapter 28:Simplified Envelope Procadun ASCE 7-18,Section 12.8:Equivalent Lateral Force Procedure Member Use Combination Speciq Fb", Fbx- Fes„ Fv„ Ex 7.1 See Special Inspection and Testing Requirements Table for inspection and testing requirements.Special Inspection shall be in accordance with IBC Section
<br /> _ 1704.2.Standard inspections shall be in accordance with IBC Section 110. ENGINEERING P.S.
<br /> Basic Design Wind Speed(3-sec gust),V 100 mph Risk Category II Beams 24F-V4 DFIDF 2400-psi 11850-psi 650-psi 265-psi 1800-ksi 7.2 Structural Observation in accordance with IBC Section 1704.6Is not required.
<br /> 112_«
<br /> Risk Category II Seismic Importance Factor,Is 1.0 Camber all glulam beams to 3,500'redius,unless otherwise noted.Glued laminated members exposed to
<br /> Wind Exposure C Mapped Spect.Acoal.,Short Period,Ss 1.383 weather or moisture shall be treated with an approved preservative. SPECIAL INSPECTION AND TESTING REQUIREMENTS T'
<br /> Internal Pressure Coefficient NIA Mapped Spect.Accel.,1-See,S1 0.491 6.3 Engineered Wood shown on the drawings are based on product manufactured by Weyerhaeuser in accordance with ICC Report No.ES ESR-1387. Verification and Inspection Continuous Periotlie Commema _
<br /> 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 Wood Shear Wells:Nallin anel Not d for PI-6
<br /> Exterior Components and Cladding 25-psf 9(P - q'
<br /> 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, edges and haldowna) X
<br /> Spectral Response Coeff.,Short Period,So$ 0.922 the grade,the]CC report number,and the quality control agency.Furnish to the following minimum standards:Topographical Factor,fCr 1.00 Spectral Response Coeff.,1-Sec,S 0.592 g q ty 9 y g P In Solle _. _ Refer to Geotechnical Report Requirements w�+
<br /> Snow Loads Seismic Design Category D Member Use Product Fb FL Fv E
<br /> (ASCE 7-16,Chapter 7) Basic Seismic-Force-Resistance System Ply.Shear Walls Beams 1.55E Laminated Strand Lumber(L$L) 2325-psi 800-psi 310-psi 1550-ksi s oescwmioa core
<br /> Ser 090]rte32
<br /> Ground Snow Load,P 25•sf Response Modification Factor,R 6.5 Beams 2.0E Laminated Veneer Lumber LVL 2 00-si 750-si 285-ai 2000-ksi err commsma mss
<br /> s P P u ( ) $ P P P ssvl "
<br /> Flat Roof Snow Load,Pr=0.7 Ce G le Ps 25-psf Seismic Response Coefficient,Cs 0.15 Beams 2.0E Parallel Strand Lumber(PSL) 2900-psi 750-psi 290-psi 2000-ksi
<br /> Snow ExpoLoad Importance
<br /> rtanceor, a 1.0 Design Base Shear,V 0.15 x Weight Rim Boards Laminated Strand Lumber(LSL) 1700-psi 680-psi 400-psi 1300-ksi
<br /> Snow Load Importance Factor,la 1.0
<br /> °Thermal Factor,Ct 1.2 6.4 Engineered Wood I-Joists shown on the drawings are based on Joists manufactured by Weyerhaeuser In accordance with[CC Report No.ES ESR-1153.
<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.
<br /> See 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
<br /> the drawings.Wood trusses shall utilize approved connector plates(MITEK,ITW or other approved Truss Plate Manufacturer). J
<br /> 1.3 Structural Drawings shall be used in conjunction with all other project documents for bidding and construction.Contractor shall verify dimensions and
<br /> conditions for compatibility and shall notify architect of all discrepancies prior to construction. Unless otherwise noted,loading shall be as follows: J m
<br /> 1.4 Contractor shall provide Temporary Bracing for the structure and structural components until all final connections have been completed in accordance with Roof Truss Design Loading Floor Truss Design Loading w
<br /> the drawings. ErMember Uniform Lgad Member Uniform Load
<br /> 1.5 Contractor shall be responsible for all safety precautions and the methods,techniques,sequences or procedures required to perform the work. Top Chord Snow Load 25-psf Top Chord Live Load 40-psf w U W 0 1.6 Contractor-initiated changes shall be submitted in writing to the Architect and Structural Engineer for approval prior to fabrication or construction.Changes Top Chord Wind Load(Uplift) 15-psf Top Chord Dead Load 10-psf
<br /> shown on shop drawings only will not satisfy this requirement. z
<br /> Top Chord Dead Load 7-psf Bottom Chord Dead Load 5-psf /ft
<br /> 1.7 Drawings indicate general and typical details of construction.Where conditions are not specifically indicated but are of similar character to details shown, Bottom Chord Live Load 10-psf
<br /> similar details of construction shall be used,subject to review and approval by the Architect and the Structural Engineer. r n
<br /> Bottom Chord Dead Load 5-psf v J
<br /> 1.8 All structural systems composed of components to be field erected shall be supervised by the Supplier during manufacturing,delivery,handling,storage and --
<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 of a registered Professional
<br /> GEOTECHNICAL:
<br /> Engineer,State of Washington.Truss design drawings shall include,at a minimum,the following:
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<br /> 2.1 Allowable Soil Pressure,Lateral Earth Pressure,and Soil Profile Type are based on the provided Geotechnical Report.If soils are found to be other than A. Slope or Depth,Span and Spacing �\
<br /> assumed,notify the Structural Engineer for possible foundation redesign.Footings shall bear on fine,undisturbed earth at least 18"below adjacent finished B. Location of all Joints and Support Locations x
<br /> grade.Unless otherwise noted,footings shall be centered below columns or walls above.Sackfll behind all retaining walls with free draining,granular fill and C. Number of Plies if greater than one
<br /> provide for subsurface drainage. D. Required Bearing Widths
<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 /> Geotechnical PropeR/es F. Other Lateral Loads,including Drag Strut Loads t
<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)
<br /> Allowable Soil Bearing Pressure 2500•pef I. Metal-Connector-Plate Type,Size,Thickness,and Location
<br /> J. Size Species and Grade for each Member
<br /> Geotechnical Report Reference:Harbor's Edge by Earth Solutions NW LLC;Project No:ES-7666,dated December 06,2021. K. Truss-to-Truss Connections and Truss Field Assembly Requirements
<br /> L. Calculated Span-to-Deflection Ratio and maximum Vertical and Horizontal Deflection for Live and Total Loads Vr/1�
<br /> CONCRETE: M. Maximum Axial Tension and Compression Forces In each Truss Member E e N
<br /> 3.1 Concrete shall be mixed,proportioned,conveyed and placed in accordance with IBC Chapter 19 and ACI 318-14.Mix shall be proportioned to produce a N. Required Permanent Individual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used O $
<br /> slump of 5"or less.All concrete with surfaces exposed to standing water shall be air-entrained with an air-content conforming to ACI 318-14 Table 19.3.3.1. 0. Placement Layout including Bearing Points,Intersections,Hips,Valleys,etc. __ m
<br /> Concrete Strength,based on IBC Section 1904.1,shall be as follows: P. Truss-to-Truss and Truss-to-Beam Connection Details and Hardware O
<br /> Type or Location of Concrete Conatrueflon Min.28•Day Compressive Strength,fc rn Z
<br /> (Moderate Exposure) 6.6 Roof,Floor&Wall Sheathing shall be APA Rated,Exterior or Exposure 1 Plywood or OSB manufactured under the provisions of Voluntary Product td N
<br /> _ Standards DOC PS-1 or DOC PS-2,or APA PRP-108 Psrfpmence Standards and Policies for Structural Use Panels.See Drawings for thickness,span �j
<br /> Interior Slabs-on-Grade 2500-psi rating,and nailing requirements.Unless otherwise noted,wall sheathing shall be W(nominal)with Span Rating of 24/0.Glue floor sheathing to all � ,..; EE
<br /> supporting members with adhesive conforming to APA Specification AFG-01. _
<br /> Footings,Basement Walls,Foundation/Stem Walls 3000-psO - y
<br /> 1 6.7 Wood members shall be protected against tlecay and termites in accordance with IBC Section 2304.12.Where required,members shall be naturally durable p1
<br /> Specified compressive strength(fc)specifications address serviceability requirements. Design species or shall be treated with waterborne preservatives wood in accordance with American Wood Protection Association specification AWPA U1.Members LLI l0
<br /> strength of concrete is 2500-psi,therefore,strength tests are not required. Provided concrete mix shall be clearly labeled.Modifed treated members(ripped or antl cut)shall be field treated in accordance with specification AWPA M4. 70 Cl)
<br /> tickets verifying strength specifications. w
<br /> 6.8 Timber Connectors and Proprietary Fasteners Shall be"Strong-Tie"by Simpson Company,as specified in their current catalog.Provide number and size of
<br /> 3.2 Reinforcing Steel shall conform to ASTM A615/A815M-1Sol and the following: fasteners as specified by manufacturer.Connectors shall be installed in accordance with the manufacturer's instructions.Where connector straps connect Cf)
<br /> Bar Size Steel Grade two members,center strap on joint and provide number and size of fasteners as specified by manufacturer,with equal number and size of fasteners in each _
<br /> member. C)#5 bar and larger Grade 60,ty=60,000-psi
<br /> Alternate hardware manufacturer substitutions,such as USP Connectors,shall be ICC approval for equal or greater load capacities.All joist hangers and
<br /> #4 bar and smaller Grade 40,fy=40,000-psi other hardware shall be compatible in size with specified framing members.See Hanger Conversion Table for pre-approved substitutions.
<br /> Welded Wire Fabric shell conform to ASTM A1064lA1064M-18a CZ
<br /> Timber Connectors and their fasteners shall be protected from corrosion in accordance with manufacturer's recommendations or ASTM A 653,Type G185.
<br /> 3.3 Reinforcing Steel shall be detailed(including hooks and bends)In accordance with ACI 318-14.Lap all continuous reinforcement(#5 and smaller)2'-0" 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.
<br /> minimum.Laps of larger bars(#6 and#7)shall be T-T,min.Provide corner bars at all wall and footing intersections and lap 2'-0"minimum.Lap adjacent
<br /> mats of welded wire fabric a minimum of 8"at sides and ends. Dowel Type Fastener Grade Requirements at Exterior Use or Installation
<br /> AGCFiOMES
<br /> No bars partially embedded in hardened concrete shall be field bent unless otherwise noted on the drawings or approved by the structural engineer. when In Contact w/Treated Lumber
<br /> Bolts ASTM A307 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 LvS o.r
<br /> 3.4 Concrete Protection(cover)for Reinforcing Steel shall be as follows: or Stainless Steel Hole=Bolt 0+(1/32"to 1/16")
<br /> Condition Clear Cover Washer @ Bolt Head and @ Nut sage Homes Northwest
<br /> All-ThreadlThreaded Rod ASTM F1554 ASTM 8 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3
<br /> Footings and Unformed Surfaces cast against and permanently exposed to Earth 3° or Stainless Steel Hole-Rod 0+(1/32"to 1/16") 950519th Ave SE
<br /> Formed Surfaces exposed to Earth or Weather(#8 bars or larger) 2" Washer @ Each Nut Everettsuite,WA119 9820a
<br /> Formed Surfaces exposed to Earth or Weather(#5 bars or smaller) ly,, Lag Screws ASTM A307 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.4 wwwsagehomesnw.com
<br /> or Stainless Steel Lead Hole is 0.5 x Shank 0;Shank Hole=Shank 0
<br /> Slabs and Walls,interior face(#11 bars and smaller) ^ Washer @ Lag Head
<br /> Column Ties or Spirals and Beam Stirrups 1Y2" - Wood Screws ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.5 JOB NO.:
<br /> or Stainless Steel Pilot Hole-0.75 x Root 0(Unless Self-Boring)
<br /> Nails ASTM F7887 ASTM!{153 Galvanized ANSI/AWC NDS-2018 Section 12.1.8
<br /> 22-447-02
<br /> qr Stainless Steel Avoid Overdriving or Underdriving;Avoid Wood Splitting
<br /> Toenails 30°,1/3 Nail Length from Joint
<br /> PLOT DATE
<br /> Nails specified on the drawings shall be as follows:
<br /> 09/02/2022
<br /> Nail Use Penny Grade DATE: 09/02/2022
<br /> Weight
<br /> SCALE: Ya'=1'-0"
<br /> Framing Nails 12d Box 0.131"0 x 3Y4'
<br /> .. DRAWN: BOB
<br /> Sheathing Nails 8d Common 0.131110 x 2Yz' CHCKD: RMH
<br /> All Metal Fasteners exposed to weather or In 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 At 53/A153M-16a or Stainless Steel.See above for Proprietary SHEET NO.:
<br /> Fastener requirements.Do not substitute standard Rowel-Type Fasteners for Proprietary Fasteners unless specifically allowed.
<br /> Sol
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