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:k•' GENERAL STRUCTURAL NOTES:
<br /> CRITERIA:
<br /> WOOD: WOOD Wood
<br /> Framing
<br /> <c
<br /> 1.1 All Materials,workmanship,design,and construction shall conform ro the drawings,specifications,and the Intemationai Residential Cade(I RC),2018 Edition. 6.1 Framing Lumber shall be kiln dried or Pfollmi and mgradedinimum
<br /> and marked in conformance with WCLB Standard Grading Rules for West Coast Lumber No.77. 6.10 Woad Framing Notes:The following apply unless otherwise noted on the drawings: Q
<br /> Engineering design is in accordance with Me 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 a!- Species Grade 2304.10.1 or ICC ES ESR-1539.Coordinate the sae and location of all openings with Mechanical and Architecture[Drawings.
<br /> The Design Loading of the Structure is as follows: 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 /> 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 Live Loads(!n accordance with/BC Table 1807.1) Joists/Rafters 2x,3x Hem-Fir No.2 to framingor concrete below m
<br /> per stud
<br /> post shall be wall to
<br /> each
<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 Bui&Up joist
<br /> Load Live Load Plates/Mist. 2x,3x Hem-Fir No.2 beams shall be nailed to each other with framing nails @ 12"oe,staggered.
<br /> Floor,Residential 40.psf - Beams 4x Douglas Fir-Larch No.2 D. Solid blocking for wood columns shall be provided through floors to supports below. 3
<br /> 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 _00
<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.
<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
<br /> Uninhabitable attic,with storage 20-sf - Concurrent with Snow Loads Timber,Beams 6x&Larger Douglas Fir-Larch No.2 0
<br /> p of floor and roof sheathing.Provide approved panel edge clips centered between joiststtrusses at unblocked roof sheathing edges.All floor sheathing
<br /> Unihabitable attic,without storage 10.psf - Non-concurrent 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 Vaming nails @ 12"oe.At blacked floor and mof diaphragms, r"m
<br /> Provide flat 2x blocking at all unframed panel edges and nail with edge nailing specified.
<br /> Handrails and Guards - 200-lbs 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 F. Ex BTL
<br /> shall be accompanied by an AITC certificate of conformance.Furnish to the following minimum standards: QUALITY ASSURANCE:
<br /> Wind Design Data Seismic Design Data Member Use Combination Species F Fes- Foy 7.1 See Special Inspection and Testing Requirements Table for inspection and testing requirements.Special Inspection shall be in accordance with IBC Section
<br /> ENGIISEEAING P.S.ASCE 7-16,Chapter 28:Simplified Envelope Procedure ASCE 7-16,Section 12.8:Equivalent Lateral Force Procedure 1704.2.Standard inspections shall be in accordance with IBC Section 110.
<br /> Beams 24F-V4 DF/DF I 2400-psi 1850.psi I 650.psi I 265-psi 1800-ksi 7.2 Structural Observation in accordance with IBC Section 1704.6 is not
<br /> Basic Design Wind Speed(3-sec gust),V 100 mph Risk Category II required. -
<br /> Risk Category II Seismic Importance Factor,I, 1 0 Camber all glulam beams to 3,500'radius,unless othenvise noted.Glued laminated members exposed to
<br /> weather or moisture shall be treated with an approved preservative. SPECIAL INSPECTION AND TESTING REQUIREMENTS 1y T'
<br /> Wind Exposure B Mapped Spect.Accel.,Short Period,Ss 1.392
<br /> Mapped Spect.Accel.,1-Sec,SI g 495 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 Periodic Comments
<br /> Internal Pressure Coefficient N/A Attemate manufacturers may be used subject to review and approval by the Architect and SWctural Engineer.All hangers and other hardware not shown Wood Shear Walls:Nailing(panel Not Req'd for P1-6 +z
<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, - X L1
<br /> Exterior Components and Cladding 25-oaf D 9 p edges and holdowns) ovP
<br /> Spectral Response Coeft.,Short Period,Sos 0 928 the grade,the ICC report number,and the quality control agency.Furnish to the following minimum standards:
<br /> Topographical Factor,Kn 1.00 Soils _ _ Refer to Geotechnical Report Requirements - _z
<br /> Spectral Response Coeff.,1-Sec,Sol 0.595 Member Use Product F6 FoL Fx E
<br /> Snow Loads Seismic Design Category D Beams 1.55E Laminated Strand Lumber(LSL) 2325-psi 800.psi 310-psi 1550-11si
<br /> (ASCE 7-16,Chapter 7) Basic Seismio-Force-Resistance System Ply.Shear Walls Beams 2.0E Laminated Veneer Lumber(LVL) 2600-psi 750-psi 285-psi 2000-ksi
<br /> G _N
<br /> round 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-mi
<br /> Flat Roof Snow Load,Pr=0.7 Co CI I,Patl
<br /> 25-psf Seismic Response Coefficient,Cs 0.15 Rim Boards Laminated Strand Lumber LSL 1700-si 680.si 400.sI 1300-ksi
<br /> `Snow Exposure Factor,C. .0 ( ) P P p
<br /> 'Snow Load Importance Factor,I, .0 Design Base Shear,V 0.15 x Weigh[
<br /> 6.4 Engineered Woad(Joists shown an the drawings are based on joists manufactured by Weyerhaeuser in accordance with ICC Report No.ES ESR-1153.
<br /> 'Thermal Factor,G .2 Altemate Engineered Wood I-Joists manufacturers may be used subject to review and approval b the Architect and Structural En Y 1 Y gineer.
<br /> Do not adjust for slope or drift unless noted on the Drawings.
<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 CondNons 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 Unless otherwise noted,loading shall be as follows: J Q
<br /> Conditions for compatibility and shall notify architect of all discrepancies prior to Construction. ry
<br /> Roof Truss Design Loading Floor Truss Design Loading Q
<br /> 1.4 Contractor shall provide Temporary Bracing far the structure and structural components until all final connections have been completed in accordance with
<br /> the drawings. Member Uniform Load Member Uniform Load CC � w
<br /> Top Chard Snow Load 25-psf Top Chord Live Load 40-psf U
<br /> 1.5 Contractor shall be responsible for all safety precautions and the methods,techniques,sequences or procedures required to perform the work. Hanger Conversion Table W
<br /> Z 0 Top Chord Wind Load(Uplift) 15-paf 'Top Chord Dead Load 10-Psf TYPE SIMPSON STRONG-TIE USP CONNECTORS W
<br /> 1.6 Contractor-initiated changes shall be submitted in writing to the Architect and Structural Engineer for approval prior to fabrication or cnstmcion.Changes PRODUCT# PRODUCT# rY
<br /> shown on shop drawings only will not satisfy this requirement. Top Chord Dead Load 7-psf Bottom Chord Dead Load 5-Psf L.L
<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-paf HDuxSOSz.S PHDx
<br /> similar details of Construction shall be used,subject to review and approval by the Architect and the Structural Engineer. Bottom Chord Dead Load 5-psf HOLDOWNS Sr1DIQSTHDI411J STADIVSTADI4RJ
<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 Calculations prior to fabrication.Submitted documents shall bear the stamp and signature of a registered Professional LTS13Tz wi 1^x1'x15^
<br /> OTTi2 erection in accordance with instructions prepared by the Supplier. Engineer,State of Washington.Truss design tlrewings shall include,at a minimum,the following: noxmPLATEWASHERw,wC.rexu„m,w,
<br /> GEOTECHNICAL: A. Slope or Depth,Span and Spacing MST48 KM48
<br /> 2.1 Allowable Soil Pressure,Lateral Earth Pressure,and Soil Profile Type are based on the provided Geotechnical Report.Footings shall bear on firm, B. Location of all Joints and Support Locetions
<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 ST2215 KST216
<br /> behind all retaining walls with free draining,granular fill and provide for subsurface drainage. D. Required Bearing Widths
<br /> Geotechnfcal Properties E. Design Loads and Locations:Include Top and Bottom Chord Live and Dead Loads,Girder Loads,and Environmental Loads(Seismic,Wind,Snow,etc.) STRAPS ST6224 KST224 rt'
<br /> F. Other Lateral Loads,including Drag Strut Loads CS16 RS160
<br /> Soil Site Class GAdjustments to Wood and Metal Connector Plate Design Value for Conditions of UseAllowable Soil Bearing Pressure 2�DEJ
<br /> -psf H. Maximum Reaction Force and Direction(including Maximum Uplift) MASA/MASAP FA4
<br /> I. Metal-Connedor-Plate Type,Sae,Thickness,and Location 0
<br /> J. Size Species and Grade for each Member CMSTCI6 CMSTCI6
<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 Lucrz J L. Calculated Span-to-Deflection Ratio and maximum Vertical and Horizontal Deflection for Live and Total Loads J
<br /> CONCRETE: M. Maximum Axial Tension and Compression Forces in each Truss Member
<br /> LTP4 MP4F O O =3.1 Concrete shall be mixed,proportioned,conveyed and placed in accordance with 18C Chapter 19 and ACI 318-14.Mix shall be proportioned to produce a N. Required Permanent Individual Truss Member Restraint Locaton and the Method and Details of Restraint Bracing to be used
<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 MP6F C CC
<br /> Concrete Strength,based on IBC Section 1904.1,shall be as follows: P. Truss to-Truse and Truss-te-Beam Connection Details and Hardware
<br /> Type or Location of Concrete Construction Min.28-Day Compressive Strength,Pc ANOLFsmEs nqa MPx u) r
<br /> (Moderate Exposure) 6.6 Roof,Floor 8 Wall Sheathing shall be APA Rated,Exterior or Exposure 1 Plywood or OSB manufactured under the provisions of Voluntary Product rd
<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 A35 MPA1 L..Interior Slabs-on-Grade 2500-psi rating,and nailing requirements.Unless otherwise noted,wall sheathing shall be M."(nominal)with Span Rating of 24/0.Glue floor sheathing to all rL�
<br /> supporting members with adhesive Conforming to APA Specification AFG-01. Hi RT15 r^P!
<br /> Footings,Basement Walls,FoundatioNStem Walls 3000-psi[
<br /> 1 Specified compressive strength(Po)specifications address serviceability requirements.Design 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 H2.5 Rf7 W 0
<br /> strength of concrete is 25 strength
<br /> therefore,strength tests are not required.Provided concrete mix species or shall be treated with waterborne preservatives wood in accordance with American Wood Protection Association specification AWPA U1.Members Hz.SA R'17q /� E
<br /> tickets verifying strength specifications. shall be deady labeled.Modifed treated members(ripped or end cud,shall be field treated in accordance with specification AWPA M4. y J Q
<br /> "C_ PBxx43TZ a
<br /> 6.8 Timber Connectors and Proprietary Fasteners shall be"Strong-Tie"by Simpson Company,as specified in their current Catalog.Provide number and sae of
<br /> 3.2 Reinforcing Steel shall conform to ASTM A615/A615M-18el and the fallowing: fasteners as specified by manufacturer.Connectors Shall be installed in accordance with the manufacturers instructions.Where connector straps Connect LCE4 PSES74 O
<br /> Bar Size Steel Grade two members,Center strap on joint and provide number and sae of fasteners as specified by manufacturer,with equal number and sae of fasteners in each
<br /> �r
<br /> member. POST CAPS EPCxx EPCIi
<br /> #5 bar and larger Gratle 60,fy=60,000-psi CCOxxSDS5.s KCCQxx
<br /> Alternate hardware manufacturer substitutions,such as USP Connectors,shall be ICC approval for equal or greater load Capacities.All joist hangers and
<br /> ff4 bar and smaller Grade 40,fy=40,000.psi other hardware shall be Compatible in sae with specified framing members.Sea Hanger Conversion Table for pre-approved substitutions. E000 SDS5.5 KECCQxx
<br /> Welded Wire Fabric shall conform to ASTM Al064/A1064M-1 Be co
<br /> Timber Connectors and their fasteners shall be protected from corrosion in accordance with manufacturers recommendations or ASTM A 653,Type Gl85. ACx PBSxx
<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-201B. PBm' vv n
<br /> minimum.Laps of larger bars(#6 and#7)shall be T-O",min.Provide comer 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. Dowal Type Fastener Grade Requirements at Exterior Use or Installation Posr BASES Aeuxx pquxx
<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 ABAxx PA E
<br /> Bolts ASTM A307 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 Hrs66c HTMOC
<br /> 3.4 Concrete Protection(Cover)for Reinforcing Steel shall be as follows: or Stainless Steel Hole=Boll O+(1132"to 1116")
<br /> Washer @ Boll Head and @ Nut DRAG STRu'S HT506 HPAGO (n
<br /> Condition Clear Cover m
<br /> Footings and Unformed Surfaces cast against and permanently exposed to Earth 3' AR-Thread/Threaded Rod ASTM F1554 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 Dscs DSC4 '� N -o°i
<br /> or Stainless Steel Hole=Rod 0+(1132"to 1/16") it
<br /> Formed Surfaces exposed to Earth or Weather#6 bars or larger) 2" Lu6xx JUsxx .�
<br /> xP ( 9 ) Washer Each Nut
<br /> Formed Surfaces exposed to Earth or Weather(#5 bars or smaller) 1Yz" Lag Screws ASTM A307 ASTM A 153 Galvanized ANSI/AA NDS-2018 Section 12.1.4 ]us. THFxx a
<br /> Slabs and Walls,interior face(911 bars and smaller) s�. or Stainless Steel Lead Hole=0.5 x Shank 0;Shank Hole=Shank 0 Mr. rHo„x Q
<br /> ° Washer @ Lag Head HANGERS
<br /> Column Ties or Spirals and Beam Stirrups 1 Huxx/HUCxx HOxk/HOxxIF
<br /> Wood Screws ASTM A 153 Galvanizetl ANSI/AWC NDS-2018 Section 12.1.5
<br /> or Stainless Steel Pilot Hole=0.75 x Root 0(Unless Self-Boring) MIU. T-IF. JOB NO.:
<br /> Nails ASTM F1667 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section23-239-06
<br /> 12.1.E Huse Husxx
<br /> or Stainless Steel Avoid Overdriving or Underdriving;Avoid Wood Splitting
<br /> Toenails 30o,1/3 Nail Length from Joint PLOT DATE
<br /> Nails specified on the drawings shall be as follows: 06/082023
<br /> Nall Use Penny Grade
<br /> Weight DATE: 06/082023
<br /> _ Framing Nails 12d Box 0.131"0 x 3y"
<br /> SCALE: Y4"=1"0"
<br /> Sheathing Nails 8d Common 0.1311-0 x 2 z" DRAWN: BIDS
<br /> 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 woad shall be galvanized in accordance with ASTM A153/A153M-16a or Stainless Steel.See above for Proprietary BLDG: SHEET NO.:
<br /> Fastener requirements.Do not substitute standard Dowel-Type Fasteners for Proprietary Fawners unless specifically allowed.
<br /> B S01
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