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<br /> GENERAL STRUCTURAL NOTES: �-
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<br /> CRITERIA: WOOD: WOOD(Continued. <c
<br /> 1.1 All Matelots,workmanship,design,and construction shall conform to the drawings,specifications,and the International Residential Code(IRC),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, 6.10 Wood Fuming Notes:The following apply unless otherwise noted on the drawings:
<br /> Engineering design is in accordance with the International Building Code(IBC),2018 Edition. Unless otherwise noted,furnish to the following minimum standards:
<br /> 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 -
<br /> 1.2 Design Loading Criteria Member Use St.. Species Grade 2304.10.1 or ICC ES ESR-1539.Coordinate the size and location of all openings with Mechanical and Architectural Drawings. -
<br /> The Design Loading of the Structure is as follows: Studs 2x,3x Hem-Fir or SPF STUD B. Well 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 /> 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 /> Live Loads(in accordance with IBC Table 160L1) Joists/Rafters 2x,3x Hem-Fir No.2 to framing or concrete below per Pi-6 of the shear wall schedule. .. m
<br /> Occupancy or Use Uniform Live Concentrated Notes C. Individual members of Built-Up stud posts shall be nailed to each other with framing nails @ 12"oc,staggered.Individual members of Built-Upjoist
<br /> Plates/Misc. 2x,3x Hem-Fir No.2 beams shall be nailed to each other with framing nails 12"oc,staggered.
<br /> Load Live Load 9supports
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<br /> Beams 4x Douglas Fir-Larch No.2 D. Solid blocking forramin columns shall be provided at through Boors to supports below.
<br /> Floor,Residential 40.psf - g E. Floor and Roof Framing:Provide solid blocking at all bearing points.Toenail Joists to supports with two framing nails.Attach timberjoists to flush
<br /> Balconies 8 Decks 60-psf - 1.5 x Occupancy Load Posts 4x Douglas Fir-Larch No.2 headers or beams with metal joist hangers in accordance with notes above. �W
<br /> 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 o J
<br /> Uninhabitable attic,with storage 20-sf - Concurrent with Snow Loads Timber,Beams 6x 8 Larger Douglas Fir-Larch No.2 of floor and roof sheathing.Provide approved panel edge clips centered between joists/trusses at unblocked roof Sheathing edges.All floor sheathing
<br /> 9 P d-groo P 9 1 9 9 ,
<br /> Unihabitable attic,without storage 10•psF - Nonconcurtent with Snow Loads Timber,Posts 6x 8 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 root diaphragms, m m
<br /> provide flat 2x blocking at all unframed panel edges and nail with edge nailing specified.
<br /> Handrails and Guards - 200-ibe Any point,any direction(ASCE 7-16,Section 4.5.1) 6.2 Glued Laminated Members shall be fabricated in conformance with ASTM and AITC Standards.Each member shall bear an AITC Identification Mark and
<br /> shall be accompanied by an AITC certificate of conformance.Furnish to the following minimum standards: QUALITY ASSURANCE:
<br /> 7.1 See Special Inspection and Testing Requirements Table for inspection and testing requirements.Special Inspection shall be in accordance with IBC Section BTL
<br /> Wind Design Data Seismic Design Data Member Use Combination Species I Fs„ F5x- Fo✓ti Fvx Ex 1704.2.Standard inspections shall be in accordance with IBC Section 110. ENGINEERING P.S.
<br /> ASCE 7-16,Chapter 28:Simplified Envelope Procedure ASCE 7.16,Section 12.8:Equivalent Lateral Force Procedure
<br /> Beams 24F-V4 DF/DF 2400-psi 1850-psi 650-psi 265-psi 1800-ksi 7.2 Structural Observation in accordance with IBC Section 1704.E is not required.Basic Design Wind Speed(3-sec gust),V 100 mph Risk Category II
<br /> Camber all gluiam beams to 3,500'radius,unless otherwise noted.Glued laminated members exposed to
<br /> Risk Category II Seismic Importance Factor,le 1.0 weather or moisture shall be treated with an approved preservative. SPECIAL INSPECTION AND TESTING REQUIREMENTS T'
<br /> Wind Exposure B Mapped Spect.Accel.,Short Period,Ss 1.392 Verification and Inspection Continuous Penotlic Comments
<br /> Mapped Spect.Accel.,1-Sec,Sr 0.495 6.3 Engineered Wood shown on the drawings are based on product manufacturetl by Weyerhaeuser in accomance with ICC Report No.ES ESR-1387. _
<br /> Internal Pressure Coefficient N/A Alternate manufacturer may be used subject to review and approval by the Architect and Structural Engineer.All hangers antl other hardware not shown Wood Shear Walls:Nailing(panel Not Req'd for Pl-6 _
<br /> Site Class D 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, d and holdowns _ X
<br /> Exterior Components and Cladding T5-psf the grade,the ICC report number,and the quality control agency.Furnish to the following edges ) .-
<br /> Spectral Response Coeff.,Short Period,SOB 0.928 g p q lYg minimum standards: Soils _ _ Referto Geotechnical Report Requirements
<br /> Topographical Factor,Ka 1.00 Spectral Response Coeff.,1-Sec,Sol 0.595 Member Use Product Fe Fµ Fv E P q
<br /> Seismic Design Catagory D
<br /> Snow Loads Beams 1.55E Laminated Strand Lumber(LSL) 2325-psi 800.psi 310-psi 1550-ksi
<br /> (ASCE 7.16,Chapter 7) Basic Seismic-Force-Resistance System Ply.Shear Walls Beams 2.0E Laminated Veneer Lumber(LVL) 2600-psi 750-psi 285-psi 2000-ksi
<br /> Ground Snow Load,Ps 25-psf Response Modification Factor,R 6.5 Beams 2.0E Parallel Strand Lumber(PSL) 2900-psi 750-psi 290-psi 2000-ksi
<br /> Flat Roof Snow Load,Pr=0.7 Ce Cr le Ps 25-psf Seismic Response Coefficient,Cs 0.15 Rim Boards Laminated Strand Lumber(LSL) 1700-psi 680.si 400.si 1300-ksi
<br /> •Snow Exposure Factor,C. 1.0 P P
<br /> •Snow Load Importance Factor,I, 1.0 Design Base Shear,V 0.15 x Weight
<br /> Thermal Factor,Cr 1.2 6.4 Engineered Wood I shown on the drawings are based joists manufactured Weyerhaeuser in accordance with ICC Report ES ESR•1153.
<br /> Alternate Engineered Wood Woists manufacturers may be used subject to review andd approval by the Architect and Structural Engineer
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<br /> Se not adjust for slope io drift unless noted on the Drawings. 6.5 Prefabricated Connector Plate Wood Trusses shall be designed b the manufacturer in accordance with TPI 1-2014 for the spans and conditions shown on
<br /> See Drawings tote Additional Loading Criteria. tone y p
<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 Unless otherwise noted,loading shall be as follows: J Q
<br /> conditions for compatibility and shall notify architect of all discrepandes prior to construction.
<br /> 1.4 Contractor s Roof Truss Design Loading Floor Truss Design Loading U)
<br /> hall provide Temporary Bracing for structure and structural components until all final connections have been completed in accordance with C w
<br /> the drawings. Member Uniform Load Member Uniform Load
<br /> Top Chord Snow Load 25-psf Top Chord Live Load 40-psf Hanger Conversion Table w
<br /> 1.5 Contractor shall be responsible for all safety precautions and the Methods,techniques,sequences or procedures required to perform the work. z 0 O
<br /> Top Chord Wind Load(Uplift) 15-psf Top Chord Dead Load 10.psf SIMPSON STRONG-TIE USP CONNECTORS 1 1 I
<br /> 1.6 Contractor-initiated changes shall be submitted in writing to the Architectand Structural Engineer for approval prior to fabrication or construction.Changes TYPE PRODUCT# PRODUCT# W
<br /> shown on shop drawings only will not satisfy this requirement. Top Chord Dead Load 7-psf Bottom Chord Dead Load 5-psf /rt
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<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 HDUxSDS2.5 PHOi
<br /> similar details of construction shall be used,subject to review and approval by the Architect and the Structure[Engineer. Bottom Chord Dead Load 5-psf HOLDONMS STHD141STHD14RJ STAD14/STADl4w
<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 Submit shop drawings and design ca DTT1Z PLATE lculations prior to fabrication.Submitted documents shall bear the stamp and signature of a registered Professional LT PLATE w/WAS Sx1'x)1°
<br /> erection in accordance with instructions prepared by the Supplier. Engineer,State of Washington.Truss design tlrewings shall include,at a minimum,the following: rswwres-HERucewew,
<br /> GEOTECHNICAL: A. Slope or Depth,Span and Spacing MST48 KST248
<br /> 2.1 Allowable Soil Pressure,Lateral Earth Pressure,and Soil Profile Type are based on the provided Geotechnical Report.Footings shall bear an firm, B. Location of all Joints and Support Locations ST2215 K57216
<br /> undisturbed earth at least 18"below adjacent finished grade.Unless otherwise noted,footings shall be centered below columns or walls above.Backfill C. Number of Plies if greater than one cn
<br /> behind all retaining walls with free draining,granular fill and provide for subsurface drainage. D. Required Bearing Widths ST6224 KST224
<br /> Geotechnical Properties E. Design Loads and Locations:Include Top and Bottom Chord Live and Dead Loads,Girder Loads,and Environmental Loads(Seismic,Wind,Snow,sta) STRAPS a)
<br /> F. Other Lateral Loads,including Drag Strut Loads case RS150
<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) MASA/MASAP FA4 O
<br /> Allowable Soil Bearing Pressure 2500-psf I. Metal-Connector-Plate Ty
<br /> pe,Size,Thickness,and Location CMSTCI6 CMSTCle
<br /> J. Size Spades and Grade for each Member
<br /> Geotechnical Report Reference:Benton Square by Earth Solutions NW dated March 15,2022,Project No:ES-7852.01. K. Truss-to-Truss Connections and Truss Field Assembly Requirements LGT2 LUGT2 J
<br /> L. Calculated Span-to-Deffeciton Ratio and maximum Vertical and Horizontal Deflection for Live and Total Loads I
<br /> CONCRETE: M. Maximum Axial Tension and Compression Forces in each Truss Member LTPI MP4F C
<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 Q =
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<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. O. Placement Layout including Bearing Points,Intersections,Hips,Valleys,etc. LTPS MP61F 1 w
<br /> Concrete Strength,based on IBC Section 1904.1,shall be as follows: P. Truss-to-Truse and Truss-to-Beam Connection Details and Hardware r O
<br /> AM MP34 L
<br /> Type or Location of Concrete Construction Min.28-Day Compressive Strength,Pe 6.6 Roof,Floor 8 Wall Sheathinghall be APA Rated,Exterior or Exposure 1 PI ANGLESTTIES in W
<br /> (Moderate Exposure) s p dsaad or OSB manufactured Use Pane provisions of Voluntary Product A35 MPAi W N a
<br /> Standards DOC PS-1 or DOC PS-2,or APA PRP-108 Performance Standards and Policies for Structural Use Panels.See Drawings for thickness,span L � �
<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 H1 RT15
<br /> supporting members with adhesive conforming to APA Specification AFG-01.
<br /> Footings,Basement Walls,Foundation/Stem Walls 3000-psis H2.5 Rn s� N U
<br /> 'Specified compressive strength(fr)specifications address serviceability requirements.Design 6.7 Wood members shall be protected against decay and lernites in accordance with IBC Section 2304.12.Where required,member shall be naturally durable C W tL
<br /> species or shall be treated with waterbome preservatives wood in accordance with American Wood Protection Association specification AVVPA Ui.Members H2.5A RT7A //�
<br /> strength rt concrete is 2500-psi,therefore,strength tests are not required.Provided concrete mix shall be clearly labeled.Modified treated members(ripped or end cut)shall be field treated in accordance with specification AWPA M4. V)
<br /> tickets verilying strength specifications. LPCxZ Pay.6Tz d
<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 LCE4 PaE574
<br /> 3.2 Reinforcing Steel shall conform to ASTM A615/A615M-1 Bel and the following: fasteners as specified by manufacturer.Connectors shall be installed in accordance with the manufacturer's instructions.Where connector straps connect
<br /> Bar Size $teel Grade two mbem,center strap on joint and provide number and size of fasteners as specified by manufacturer,with equal number and size of fasteners in each EPC. EPCM1x O
<br /> #5 bar and larger Grade 60, =60,000-si member, POST CAPS
<br /> fY P CCOnsD55.5 KccOxx
<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 member.See Hanger Converaion Table for pre-approved substitutions. ECCO.SOS5.5 KECCOxx ca
<br /> Welded Wire Fabric shall conform to ASTM At 064/A1064M-1 Be Timber Connectors and their fasteners shall be protected from comosion in accordance with manufacturers recommendations or ASTM A 653,Type G185. ACx PBS.
<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/AVVC NDS-2018. I B.
<br /> minimum.Laps of larger bars(AS and#7)shall be S-O",min.Provide corner bars at all wall and footing intersections and lap 2'-O"minimum.Lap adjacent POST BASES ABuxx PAUxx
<br /> mats of welded wire fabric a minimum of 8"at sides and ends. Dowel Type Fastener Grade Requirements at Exterior Use or Installation L-- -
<br /> No bans partially embedded in hardened concrete shall be field bent unless otherwise noted an the drawings or approved b the structural en when In Contact w/Treated Lumber ABAra PAxxE
<br /> Pa y g pp y engineer.
<br /> Bolts ASTM A307 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 HTSO6C HTW30C ayi
<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 /> Washer Q Bolt Head and @ Nut CRAG STRUTS T- HTMO ten
<br /> Condition Clear Cover O
<br /> Footings and Unformed Surfaces Cast against and permanently exposed to Earth 3" All-Thread/Threaded Rod ASTM F1554 ASTM B 695,Class 55 Galvanized ANSIIAWC NDS-2018 Section 12.1.3 t� ---C Osoe _
<br /> or Stainless Steel Hole=Rod 0+(1/32"to 1/16")
<br /> Formed Surfaces exposed to Earth or Weather(#6 bars or larger) 2" Washer®Each Nut Lusxx Jusxx U
<br /> Formed Surfaces exposed to Earth or Weather(#5 bars or smaller) in. Lag Screws ASTM A307 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.4 lusv THFxx d
<br /> Slabs and Walls,interior face(#1 i bars and smaller) or Stainless Steel Lead Hole=0.5 x Shank 0;Shank Hole=Shank 0 ITT. THO.
<br /> Washer®Lag Head HANGERS
<br /> Column Ties or Spirals and Beam Stirrups 1Y" Wood Screws ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.5 HUxx/HUC. NO./HDxxIF
<br /> or Stainless Steel Pilot Hole=0.75 x Root 0(Unless Self-Boring) Mlura THFxx JOB NO.:
<br /> Nails ASTM F1667 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.E Hus>« HUSra 23-239-06
<br /> or Stainless Steel Avoid Overdriving or Underdriving;Avoid Wood Splitting
<br /> Toenails 306,1/3 Nail Length from Joint PLOT DATE
<br /> Nails specified on the drawings shall be as follows:
<br /> O6108M2023
<br /> Nail Use Penny Grade
<br /> Weight DATE: 06/08/2023
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<br /> Framing Nails 12d Box 0.131"0 x 3Y" SCALE: Y4..
<br /> DRAWN: BIDS
<br /> Sheathing Nails 8d Common 0.131"0 x 2:" CHCKD: RMH
<br /> All nt Metal Fasteners exposed to weather or in coact with treated wood shall be protected from corrosion according to table above.Nuts and balls exposed
<br /> to weather or in contact with treated wood shall be galvanized in accordance with ASTM A153/AI5310-16a or Stainless Steel.See above for Proprietary BLDG: SHEET NO.:
<br /> Fastener requirements.Do not substitute standard Dowel-Type Fasteners for Proprietary Fasteners unless specifically allowed.
<br /> A S01
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