|
W
<br /> F 1
<br /> GENERAL STRUCTURAL NOTES: w
<br /> CRITERIA: U
<br /> 1.1 All Materials,workmanship des , u xp of s a WOOD. 6.8 (Continued):beenfi �
<br /> tin.an, ,, )shoo rttroala drawings,specifi i ,,and Inie1.[�..I�uiio:i.: itle(IBC),2018 Edition. 6.7 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.,., 6.8 Timber Connecors and Proprietary Fasteners shall be"Shot Tie'b Sim Company,as talc Provide number and size of W
<br /> Unless otherwi= g D iY In y com p y, pacified in their current ca 9 ¢2
<br /> e noted,tarnish to the following minimum standards: fasteners as specified by manufacturer.Connectors shall be inslailed in accordance with the manufacturers instructions.Where connector straps connect LL C, du 4
<br /> 1.2 Design Loading Criteria ll� V W Q
<br /> The Design Loading of the Structure h r36 talk:„,: two members,center strap on joint and provide number antl size of fasteners as specified by manufecurer,with equal number and size of fasteners In each
<br /> Member Usa SIiO Species Grade member. - � 3
<br /> Live Loads(in accordance with IBC Table 1607.1) Studs 2x,3x Hem-Fir or SPF STUD Alternate hardware manufacturer substitutions,such as USP Connectors,shall be ICC approval for equal orgreater load capauties.All)Dist hangers and d =W
<br /> other hartlware shall be compatible in size with specifier)framing members.See Hanger Conversion Table for pre-approved subsiblutions.
<br /> Occupancy or Use Uniform IUve Concentra[etl Notes Joisls/Rafters 2x,3x He No.2 y g
<br /> Load Live Load
<br /> Pl
<br /> Timber Connectors and their fasteners shall be protected from corosion in accordance with manufacturer's recommendations or ASTM A 663.Type G185, m to
<br /> _ ates/Mist. 2x,3x Hem-Fir No,2
<br /> Floor,Residential 40-psf -
<br /> Beams 4x Douglas Fir-Larch No.2 ci
<br /> Balconies 8 Decks 6'0-psf - 1.5 x Occupancy Loatl 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. t�
<br /> _ Posts 4x Douglas Fir-Larch No.2
<br /> Uninhabitable attic with storeys 0 psf - Concurrent with Snow)Deus Dowel Type Fastener Grade Requirements at Exterior Use or Installation
<br /> Timber,Beams fix 8 Larger Douglas Fir-Larch No.2 when in Contact w/Treated Lumber
<br /> Ummabitable attic,without storage I u psf .� - Non-concurrent with Snow Loads
<br /> _..... __ _ _ Timber,Posts 6x&Larger Douglas Fir-larch No.2 Bolts ASTM A307 ASTM B 695,Class 55 Galvanized ANSIIAWC NDS-2018 Section 12.1.3 Vn
<br /> 20U Ibs Any point,Hantlrags and Guams any c r ct on(ASCE 7 it, ... .I) or Stainless Steel Hole=Bolt 0+(1/32"to 1/16") L`,t.
<br /> &I Glued Laminated Members shall be fabricated in conl..israce with ASTM and AITC Standards Each member shall bear an AITC Identification Mark and Washer®Bolt Head and Q Nut
<br /> Wind Design Data Seismic Design Data shall be accompanied by an AITC certificate of cenlortnance.Furnish to the follow m rig minimum standards. AIFThread/Threaded Rod ASTM F1554 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 )r 2 3
<br /> ASCE 7.16, Data
<br /> 28:Simplified EnvelopeProcedure ASCE 7-16,Section 12 s E l ii.,, _ ocedum Member Use Combination Species Fa,,, Fes- F. Fvx Ex or Stainless Steel Hole=Rod 0+(1/32"to 1/16")
<br /> [WLa
<br /> Basic Design Wind Speed(3-sec gust)1 100 nph Risk Category II Beams 24F-V4 DF/DF I 2400-psi 1850-psi Washer®Each Nut 650-psi 265-psi 1800-ksi `
<br /> Lag Screws ASTM A3O7 ASTM A 153 Galvanized ANSI/AWC NDS-2016 Section 12.1.4 77
<br /> Risk Category It Seismic Important I 1 1.0 Camber alt glulam beams to 3,500'ratlius,unless otherwise noted.Glued laminated members exposed to or Stainless Steel Lead Hole=0.5 x Shank 0;Shank Hole Shank 0
<br /> Wind Exposure B !Mapped Spect.Ac el Short t Nano- - 1 500 weather or moisture shall be treated with an approved preservative. I :d
<br /> `' We Q Lag Head C.7 Mapped Spect.Accel " 0.500 w
<br /> Internal Pressure Coeffcienl N/' _- 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
<br /> -' Site Class Exterior Components and Cladding 5 pf D Alternate manufacturers may be used subject to review and approval by the Architect and Structural Engineer.All han ems and other hardware not shown W
<br /> s _.
<br /> shah be designed and supplied by the Joist Manufacturer.Each pieta shall bear a stamp or stamps oolong the name and plant number of the manufacturer, or Stainless Steel Pilot Hole=0.75 x Root 0(Unless Self-Boring)
<br /> -�--- ----' spectral Res Dose Co_
<br /> Topographical Factor, g 9 y ,,`` `I'' 0.600 P quality control agency.Furnish ro the following minimum standards. or Stainless Steel Avoid Overt r 1/3 Nail rULen nt from 1 6
<br /> -- fta - _ Lu grade,the ICC report number,and the uali Nails specified an the drawings mail 7s foAowM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.Avoid Wood Splitting
<br /> the
<br /> _.._. Spectral Response h I 0.600
<br /> --- Seismic Design Cata o D Member Use Product F F Fv Eg Joint -p+ Tss Snow Loads '7V oe roft
<br /> (ASCE 7-16,Chapter 7) Basic Seismic-Force-Res sta u:c,:;sic.. Ply.Shear Walls Beams 1.55E Laminated Strand Lumber(LSL) 2325-psi 800-psi 310-psi 1550-ksi p 9 a i ' . '',ra..
<br /> Ground Snow Load Pa 25 p-f Response Modificat faU I� 6.5 Beams 2.0E Laminated Veneer Lumber(LVL) 2600-psi 750-psi 285-psi 2000-ksi Nail Use Penny Grade x
<br /> Weight
<br /> Flat Roof Snow Load.P,=0.7 CE C,I P 125 p f Seismic Response C ff c e l C 0.18 Beams 2.0E Parallel Strand Lumber(PSL) 2900-psi 750-psi 290-psi 2000-ksi sass E' y.
<br /> 'Snow Exposure Factor Cv :9 - Framing Nails 12d Box
<br /> Snow Load Importance 0.131"0 z 3Y"
<br /> ' ortance Facto I, p Des yn Base Sheol V 0.18 z Weght Rim Boards Laminated Strand Lumber(LSL) 1700-psi 680psi 400.psi 1300-ksi
<br /> p ' - Sheathing Nails 8d Common 0.131"0 x 21's" CfW1L 1T1'
<br /> Thermal Factor,C, _ I I 6.4 Engineered Wood I-Joists shown on the drawings are based on joists manufactured by Weyerhaeuser in accordance with ICC Report No.ES ESR-1153.
<br /> Do not adjust for slope or drift unless noted on the Drawings. Alternate Engineered Wood I-Joists manufacturers maybe 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 corrosion according to table above.Nuts and bolts exposed
<br /> See Drawings for Additional Loading Criteria. to weather or in contact with treated wood shall be galvanized in accordance with ASTM A153/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 far Proprietary Fasteners unless specifically allowed.
<br /> the drawings,Wood trusses shall utilize approved connector plates(MITEK,ITW or other approved Truss Plate Manufacturer).
<br /> 1.3 Slucfural Drawings shall be usedscnju- 11 'll qtl y'I.t --u - 1lrbdarJ d--isms..iui,.i;., fy dimensions and 6.10 Wood Framing Notes:The following apply unless otherwise noted on the drawings: co
<br /> co tritons for compatibility and shall notify,-Niuct of'II d-repancias prior' to constructor, Unless otherwise noted,loading shall be as follows: 7
<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 Z
<br /> 1.4 Comrawin shall prtrvide Temporery Bract iy W s struc.0 a and a.-aura-al mponents a 11,.0 1 ,.t,, zled in accordance with Root Truss Design Loading Floor Truss Design Loading 2304.10.1 or ICC ES ESR-1539.Coordinate the size and location of all openings with Mechanical and Architectural Drawings. O
<br /> the tlrawings. 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 /> Member Uniform Load Member Uniform Load antl at the ends of all beams and headers All stud bearing walls on wood framing shall have me r)owe wood plates attached
<br /> 1.5 Contractor shell be responsible for all safe y I -u� - i n 'I s tact each side of all openings,piques say i. � r the work. lop Chord Snow Load 25-psf Top Chord Live Load 40-psf C to hmi ong or concrete below per P1-6 of the shear wall schedule.
<br /> 1.6 Individual members of Built-Up stud posts shall be nailed to each other with framing nails Q 1Yoc staggered.Individual members of Built-Up joist Q
<br /> Contractor-n5ata changes shall be salon tt 1 n F iu.t a td 5lrucwral E construction.Changes Top Chord ri;.,,,„ ,. Wmtl Load(Uplift) 15-psf Top Chord Dead load 1 0.psf beams shall be nailed to each other with ham tg nails @ 12 oc staggered
<br /> shown on shop drawings Doty will not satisfy this 'i 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 Framing Provide sold blocking at all bearing points.Toenail joists to supports with two framing nails.Attach limber joists to flush W
<br /> 1.7 Drawings indwle general and rypcal Bete I' t .1 W f;aria are not ep II " , v aster to details shown, Bottom Chord Live Load 10-psf headers or beams with metal joist hangers n accordance with notes above.
<br /> similar details of construction shall be used dl' r v U pp by In A ntecl d S' ch ul k .. F. Roof and floor sheathing shall be lad up wlm gran perpendicular to supports and nailed per plan notes Allow 118 spacing at all panel edges and ends J Bottom Chord Dead Load 5-psf of floor and roof sheathing Provide approvetl panel edge clips ps centered between jo stsltrusses at unblocked roof sheathing edges All floor sheathing O
<br /> 18 All structural Sys tams composed of curnp' ,1 i 1, l.0 stall us supery sea bl the�.INI=r- :ry�handling,storage and edges shag have approvetl longue-antlgroovejo nis Toenail blocking to supports with framing nails @ 12 mc.At blocked floor and roof diaphragms. W
<br /> recton naccordanca with instructions p p J yinaS pl Submit shop drawings antl design calculations prior to fabrication.Submtted documents shall bear the stamp and signature of a registered Professional provide flat 2x blocking at all unframed panel edges and tall with edge nailing specified. r/'1 _
<br /> Engineer,State of Wash ngton Truss design drawings shall include,ate minimum the following. `/J
<br /> 21 Allowable
<br /> Sod
<br /> Q Q
<br /> 2 1 Allowable So I Press-,Lateral Earth Prcs d Sill I asses fed and o to be other than A Slope or Depth,Span and Spacing QUALITY ASSURANCE �
<br /> asst mad,not ry the Structural Engineer fop bl f d. J Fool ngs shall b 'below adjacent fin 'n shed B. Location of all Jo a 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. U grade otherwise Unless noted foot ngs shall to centered is c, ;.olt Ins ur walls above.bad)i it loft�iu a draining,granular fill and C. Number of Plies if greater than one _
<br /> prov de for subsurface drainage. D. Required Bearing Widths 7.2 Structural Observation in accordance with IBC Section 1704.6 is not required
<br /> ---- E. Desgn Loads and Locations Include Top and Bottom Chord Live and Dead Loads,Girder Loads,and Environmental Loads(Seismic,Wind,Snow,etc.)
<br /> Georechnical Properties F. Omer Lateral Loads.including Drag Strut Loads
<br /> - ._ -- - G. Adjustments
<br /> to Wood and Metal Connector Plate Design Value for Conditions of Use
<br /> Soil Site Class D H. Maximum Reaction Force and Direction(including Maximum Uplift)
<br /> Allowable Soil Bearing Pressure ! 2000-psf I. Metal-Connector-Plate Type,Size,Thickness,and Location
<br /> -j- - J. Size Specs s and Grade for each Member
<br /> Active Lateral Earth Pressure(Unrestrained)y u5-pcf _ K. Truss-to-Truss Connections and Truss Field Assembly Requirements �A
<br /> - L. Calculated S an-to-Deftection Ratio and maximum Vertical and Horizontal Deflection for Live and Total Loads V J
<br /> Seismic Lateral Earth Pressure - 6H-psf D L_
<br /> M. Maximum Axial Tension and Compression Forces In each Truss Member fr
<br /> Passive Lateral Earth Pressure W
<br /> 300-pcf N. Required Permanent Individual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used W-- -- ------------- O. Placement Layout including Bearing Points Intersections Hips,Valleys etc.
<br /> Be..Friction Coefficient 0 35 P. Truss-to-Truss and Truss-to-Beam Connection Details and Hardware of
<br /> UJ
<br /> CONCRETE. 6.5 Roof Floor&Wall Sheathing shall be APA Rated,Exterior or Exposure 1 Plywood or OSB manufactured under the provisions of Voluntary Product 0 >
<br /> 3.1 Concrete shall be mixed proportionedn,aymJ id F In,. I-a w lh IBC Chn.,1 J d A,,, cnrtioned to produce a Standards DOC PS-1 or DOC PS-2 or APA PRP-108 Performance Standards and Polices for Structural Use Panels See Drawings for thickness span 1 7 (,J-J
<br /> Slump of S or less AM concrete withsurf- s p xd to U water Shall t e air-antra cJ i 1 :I 316-14 Table 19.3.3.1. rating,and nailing requirements Unless otherwise noted wag sheathing shall be A"(nominal)with Span Rating of 24ro Glue floor sheathing to all •�1 ` �
<br /> Concrete Strength based on IBC Sacfo)1904.t II b,, s f fi supporting members with adhesive conforming to APA Specification AFG-01. Q
<br /> Type or Location of Concrete Construction ! Mir 28-DayCompresswe$ne ,... 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
<br /> (Moderate Exposure) species or shall be treated with waterborne preservatives wood in accordance with American Wood Protection Association specification AWPA Ut.Members
<br /> Interior Slabs-on-Grade 2500-ps. shall be clearly labeled.Modifed treated members(ripped or end cut)shall be field treated in accordance with specification AWPA M4. LLJ
<br /> Footings,Basement Walls,Foundation/ [ Walls.I 3000-pa'
<br /> W O
<br /> i Specified compressive strength(fe)sp cii cat ons addr s rvicaab fty equiren
<br /> strength of concrete is 2500-psi,the efo tr iglh test a e of rey d d.Provid .a �,�,..
<br /> tickets verifying strength specifications.
<br /> 3.2 Reinforcing Smal shall conform to ASTM A615i,615M-1'6,1 follow,..g.
<br /> Bar Size Steel Grade
<br /> #5 bar and larger Grade 60,fy=60,000-Psi
<br /> f.L
<br /> 44 bar and smaller EtGrade 40,fy=40.0U0-ps-i
<br /> Welded Wire Fabric shall conform to ASTM A1064/A1064M-18a
<br /> 33 Reinforcing Steel Shall be dettI nutidrnrg horns end be )ii, ccordance with ACI 3 Kr. i..:. - 16 and smaller)2'-0"
<br /> minimum.Laps of larger bars(#8 and#7)51 II be0 n Provide corner bars al all well minimum.Lap adjacent
<br /> mats of welded wire fabric a iminimum ul 6"al s:3ns Gnl a.itls_
<br /> No bars partially embedded in harde'ed s t unless ofharwise note i„ I iro, ucturel engineer.
<br /> 3.4 Concrete Protection(cover)for Reinforcing S 1 be to iullcevs
<br /> m
<br /> Condition
<br /> in
<br /> Footings and Unformed Surfaces cast sad p= attly exposed to Earth
<br /> Formed Surfaces exposed to Earth or Vr,Jha,Wo pars ryer) ... du
<br /> Formed Surfaces exposed to Earth n Wean ei(95 bias o'smallar)
<br /> rn
<br /> Slabs and Walls,interior face(#11 bar s Jar laver, Q
<br /> 0
<br /> Column Ties or Spirals and Beam Stirrups !
<br /> 0
<br /> S01
<br /> !
<br />
|