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GENERAL STRUCTURAL NO-i ES:
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<br /> CRITERIA: WOOD' WOOD(Continuedl: W k
<br /> 11 AN Materials,wo,hmanshi design,andc rructiv ro."i,thedrawngs.speufu.t1 .a,i ,±.."_I„...,.. :.us OBC),2018 Edition, 6.1 Framing Lumber shaft be kiln dried or MC-19,and graded and marked in conformance with WCLB Standard Grading Rules for West Coast Lumber No IT 6.8 Timber Contractors and Proprietary Fasteners shall be Strong Tie-by Simpson Company,as spedtl in their current catalog Provde number and size of
<br /> p: g . Unless otherwise noted,furnish to the following minimum standards: fasteners as spec fled by manufacturer.Connectors shall be Installed in accordance with the manufacturers insW ca ct ons.Where connector straps nned _ = w,{
<br /> 1.2 Design Loafing Criteria two members,center strap on jo nt and prow de number and size of fasteners as specified by manufacturer with equal number and size of fasteners in each _ r
<br /> The Design Losing of the Structure is f II �� Member U50 size Species Grade m-be,. 0
<br /> -_-- Studs 2x,3x Hem-Fr or SPF STUD J
<br /> Live Loads{tin accordance with IBC T b1 1607 Alternate hardware manufacturer substitutions such as USP Connectors shall be ICC approval for equal or greater load capacities All joist hangers and
<br /> - -- --- - Joists/Rafters 2x,3x Hem-Fir No.2 other hardware shall be compahbie G,sae with specified framing members.See Hanger Convers on Table for pre-approved substitutions. F'H
<br /> Occupancy or Use Uniform Live Co entrated Notes s/Mtheir
<br /> m a)L ad Lie Load Plates/Misc. 2x,3x Hem-Fir No.2 Timber Connectors and the r fasteners shall be protected from corrosion in accordance with manufacturers recommendations or ASTM A 653.Type G185. ry
<br /> Floor,Residential 40-psi Beams 4x Douglas Fir-Larch No.2 6.9 Dowel-Type Fasteners(Bolts,Lag Screws,Wood Screws and Nails)shall conform to Sections 11 and 12 ofthe ANSUAWC NDS-2018
<br /> Balconies 8 Decks 60-psf - 1.5 x Occ pa 1 y Load Posts 4x Douglas Fir-Larch No.2
<br /> Dowel Type Fastener Grade Requirements at Exterior Use or Installation
<br /> Uninhabitable attic with storage 20-psi Concurrent with Snow LGaus Timber,Beams 6x 8 Larger Douglas Fir-Larch No.2 when in Contact cat Treated Lumber
<br /> Umhabdable attic without storage 1 u pst Non-tort r ent wiflit r- s _ Timher,Posts 6x 8 Larger Douglas Fir-Larch No.2 Bob ASTM A307 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3
<br /> Hands Is and Guards 004f s Any point,a y d1 ea a: :.. 5.1) or Stainless Steel Hole=Soh 0+Head to @ N R+N 5
<br /> -- _--- 6.2 Glued Laminated Members shall be fabricated In conformance with ASTM and A[TO Standards.Each member shall bear an AITC Identification Math and Washer @Bolt Head and Nut t3
<br /> Wind Design Data I Seismic Design[)Me shah be accompanied by an A]TC ceNficate of conformance.Furnish to the following minimum standards: All-Thread/Threaded Rod ASTM F15'4 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 LL
<br /> ASCE 7-16,Chapter 28:Simplified E vel.pe f re)I ASCE 7-16,Section 1." Li.. -.._.. 4ocedun Member Use Combination Species Fa„ Fs Fvx. F_ E. u or Stainless Steel Hole=Rod 0+(1/32"to 1116") b
<br /> _.._ Washer Q Each Nut
<br /> Basic Design Wind Speed(3-sec gust)V OD ph Risk Category II Beams 24F-V4 Df/DF 2400-psi 1850-psi 650-psi I 265-psi 1800-ksi EM4
<br /> Risk Category11 ;e,s nic Im orta F 1.0 Camber all glulam beams to 3,500'radius,unless otherwise noted.Glued laminated members exposed to Lag Screws ASTM A307 ASTM A 153 Galvanized ANSI WC NDSx Shank
<br /> $eC110m ilk H (ZL &7
<br /> p or Stainless Steel Lead Hole=0.5 x Shank 0;Shank Hole Shank 0 H a a°
<br /> Wind Exposure B Mapped Sped.A I - 1 500 weather or moisture shall be treated with an approved preservative Was
<br /> @ Lag Head z _
<br /> Mapped Spect.Accel 1 S..c S 0.500 Engineered g pro y y ,
<br /> Intemal Pressure Coemcient /r+. _ 6.3 En d Wood shown on the drawings are based on duct manufactured b Weyerhaeuser n accordance w th ICC Report No.ES ESR 138T Wood Screws ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.5 L17
<br /> Ste Class D Alternate manufacturers may be used subject to renew and approval by the Architect and Structuaal Engineer.All hangers and other hardware not shown - ( g)
<br /> or Stainless Steel Pilot Hole-0 75 x Root 0 Unless Self-Bonin
<br /> Exterior Components and Cladding p sf shall be designed and suppled by the Joist Manufacturer.Each piece shall bear a stamp or stamps noting the name and plant number of the manufacturer,
<br /> Spectral Respon C ,., - 1.200 the grade,the ICC report number,and the quality control agency.Furnish to the following min mum standards: Nails ASTM F7667 ASTM A 153 Galvanized ANSUAWC NDS-2018 Section 12.1.6
<br /> Topographical Factor Krt 1 00
<br /> L_ I Spectral ResponseC t _.. 0.600 of Stainless Steel Avoid Overdriving or Untlerdriving Avoid Wood Splitting �T.
<br /> -- I S.Ismic Design Catag D Member Use Product Ft, F,,_ I Fv E Toenails 30',113 Nall Length from Joint
<br /> Snow Loads ¢q
<br /> (ASCE 7.16,Chapter 7) BaS Seismic-Fam�R, .,. Ply.Shear Walls Beams 1.55E Laminated Strand Lumber(LSL) 2325-psi 800-psi 310-psi 1550-kill Nails specified on the drawings shall be as follows: eqr
<br /> Ground Snow Load,P. 5 p r Re ponse Modih i u 6.5 Beams 2.0E Laminated Veneer Lumber(LVL) 2600.psi 750-psi 285-psi 2000-ksi Nail Use Penny Grade z t
<br /> i i - Weight
<br /> Fiat Roof Snow Load P=0.7 Cs C 1 P 5 p Se tic Reapwtse L rl e 0.18 Beams 2.0E Parallel Strand Lumber(PSL) 2900.psi 75D-psi 290psi 2000-kill
<br /> 'Snow Exposure Factor,Cr t0 - '- - Framing Nails 12d Box 0.131"0 x 3Y," A
<br /> Snow Load Importance Facfar,I, t D Design Base Sh V 0.18 x Weight Rim Boards Laminated Strand Lumber(LSL) 1700.psi 680-psi 400-psi 1300.ksi Sheathing Nails 8d Common ILpA1,y..
<br /> _ 9 0.131"0 x212"
<br /> Thermal Faclor,Ci I 6.4 Engineered Wood IJoists shown on the draw ngs 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 toted o"the C,a.•,nys. Alternate Engineered Wood I-,joists manufacturers may be used subject to review and approval by the Architect and Structural Engineer. AN Metal Fasteners exposed to weather wood
<br /> or in 11 b ad with heated wood shall with
<br /> chatted d from-rtoston according to table above.Nuts and bolo exposed
<br /> to weather or in contact with treated wood shall be galvanised in a«nrdance with ASTM A153/A153M-t6a or Stainless Steel See above for Proprietary
<br /> See Drawings for Additional Wading Criteria. 6.5 Prefabricated Connector Plate Wood Trusses shall be designed by the manufacturerin accordance with TPI 1-2014 for the spans and candglons shown on Fastener requirements.Do not substitute standard Dowel-Type Fasteners for Proprat rry Fasteners unless specifically allowed.
<br /> the drawings.Wood trusses shall utilize approved connector plates(MITEK,ITW or other approved Taus Plate Manufacturer).
<br /> 1.3 Structural Draw ngs shall be used m cu 1 ,.Iliul 1=0t Ar:r p,ttz;t t-- cols for bidU,ty unify tlimenslon5 and 6.10 Wood Framing Notes:The following apply unless otherwise noted on the drawings:
<br /> conditions for,bmpa[bilgy and shall Io ry' [au a all'- pencia.pror N constmcUr.n. Unless otherwise noted,loading shall be as follows: A wo L 7
<br /> All mod framing details shall be co toStandardspec nstructed the imu standas of the IBC.Nailing not slned on the drawings shall conform to IBC Table
<br /> 1.4 Contractor shall provide Temporary B,ar g ur h�_u'uur. .a d,t'u.l,:-al c;r pon.h .t f.It n..:..: ......... xeted in accordance with Roof Truss Design Loading Floor Truss Design Loading 230410.1 or ICC ES ESR-1539.Coordinate the size and location of all openings with Mechanical and Architectural Drawings. O
<br /> the drawings. B. Wall Fram ng Stud wall size and spacing shall ben accordance with the plan notes.Two studs minimum shall be provided at the ends of all walls,at i
<br /> Member Uniform Load Member Uniform Load each s de of all openings and at the ends of all beams and headers AR stud bashing walls on wood framing shall have their lower wood plates attached u.f� -LL
<br /> 1.5 Contractor snail be responsible for it safely pre- o", 1-:i ud-tech t quail:.equ -. crm the work. Top Chord Snow Load 25-psf Top Chord Live Load 40-psf to framing or-ncrete below per Pi-6 of me shear wall schedule r
<br /> 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 /> t5 Conractor mitialad changes shall de 5❑ u' te.,:.J Structural'-y � .::'t or curatruction.Changes Top Chord Wind Load(Uplift) 15-psf Top Chord Dead Load 10-psf beams shall be nailed to each other with framing nails Qa 12 oc staggered. �..� /
<br /> .howl"on shop drawings only will not s G ly this t 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 pads Attach t mberlotsts to Flush
<br /> - I./ Drawmys nd'cale general and typ cal d - NI- .d t a e of -. a,aprar to details shown, Bottom Chord Live Load 10-psf headers or beams with metal joist hangers in accordance with notes above
<br /> sunlar details of construction Shall be a cd.x b rt t;,e „a,c appmval by the Arch lav,a 1<..,11 F. Roof and floor sheathing shall be lad up with grain perpendicular to supports and nailed per plan notes.Allow 1/8'spat rig at all panel edges and ends J
<br /> Bottom Chord Dead Load 5-psf of floor and roof sheathing Provide approved panel edge clips centered between joists/trusses at unblocked roof sheathing edges.All floor sheathing
<br /> 1.8 All structural systems composed oI con p i_:o u,f J>all oe supervised , n ,pi .. very,handling,storage and edges shall have approved tongue and-groove jointsToenail blocking to supports with framing nails @ 12'oc At blocked floor and of diaphragms, O
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<br /> emi in arc J.-with instructions props 1 oy ins a,ppl.a,. Submit shop drawings and design calculations prior to fabrication.Submitted documents shall bear the stamp and signature of a registered Professional provide gat 2x blocking at all unframed panel edges and nail with edge nailing specified. J
<br /> Engneer,State of Washington Truss design drawings shall include,are minimum,the following:HNI
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<br /> 2.1 Allowable So Spacing m
<br /> Fre55ure Lateral Earth P 'd- F - -r - ell Y I and to be other than A. Slope or Depth Span and QUALITY ASSURANCE:
<br /> assumed notify the Structural Engineer i p LI ou d 1es,g f ti g h t u 18'below adjacent finished B Location of SO 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.
<br /> grade.Unless otherwise noted foot"g5 shall W esnleted pillow cOlum t.or wags abb>ve Ba&TIll h.n nit ill r lee draining granular fill and C. Number of PUSS it greater than one
<br /> provide for subsurface drainage D. Required Bearing Wdths 7.2 Structural Observation in accordance with IBC Section 1704.6 Is not required
<br /> E. Design Loads and Locations:Include Tap and Bottom Chord Live and Dead Loads,Girder Loads,and Environmental Loads(Seismic,Wind,Snow,etc.)
<br /> Geotechnicat 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 ---- -- - - -H. Maximum Reaction Force and Direction(including Maximum Uplift) SPECIAL INSPECTIONS REQUIRED:
<br /> Allowable Soil Bearing Pressure - 2000 psf I. Metal-Connector-Plate Type,Size Thickness and Location PER IBC 1705.12.2.
<br /> J. Size Specie.and Grade for each Member r^
<br /> Active Lateral Earth Pressure(Untie t ed) 35p f K Thus.-I Truss,Connections and Truss Field Assembly Requirements v)
<br /> Seismic Lateral Earth Pressure 6H-p f L. Calculated Span-to-Degaction Ratio and maximum Vemcal and Horzontal Detection for Live and Total Loads PERIODIC SPECIAL INSPECTION SHALL BE
<br /> _ _ .-.,-._ M. Maximum Anal Tension and Compression Forces m each Truss Member REQUIRED FOR NAILING,ANCHORING,AND OTHER
<br /> Passive Lateral Earth Pressure 300pcf N. Required Permanent Individual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used FASTENING OF ELEMENTS OF THE SEISMIC FORCE-
<br /> 0. Placement Layout including Bearing Points,Intersections,Hips,Valleys,etc. RESISTING SYSTEM, INCLUDING WOOD SHEAR
<br /> Base Friction Coefficient 0.35 P. Trues-to-Truss and Truss-Io-Beam Connection Details and Hardware O uj
<br /> - - WALLS, WOOD DIAPHRAGMS, DRAG STRUTS, >
<br /> CONCRETE: 6.6 Roof,Floor 8 Wall Sheathing shall be APA Rated Exterior or Exposure i Plywood or OSB manufactured under the provisions of Voluntary Product BRACES,SHEAR PANELS AND HOLD-DOWNS. LI.)
<br /> 3.1 Concrete shall be mixed.proportioned ✓d --I pl I- - d i IBC Ct i i - ... ,.,. ropoitioned to produce a 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
<br /> slump of 5 or less.Ali concrete with_fat- I ,zit t t y t- halt bear-e ra .v r,a�i., „[r, .i: ACI 318-14 Table 19,3.3.1. rating and nailing requirements,Unless otherwise noted wall sheathing shall be I (nom nap with Span Rating of 24/0.Glue floor sheathing to all LL
<br /> Concrete Strength based on IBC Sect 1W41, hit Il w. supporting hers with adhesive confonein to APAS Specification AFG-01. SPECIAL INSPECTIONS ARE NOT REQUIRED WHEN
<br /> s' ppo g them g pet, J
<br /> _ R THAN 4INCHES.
<br /> or Location of Concrete Co"sbuctio„ M 28 Da Com resswe St,eu d�.r THE FASTFIJL3I SPACING IS MORE N
<br /> TYPa in- Y p - 9 6.7 Wood members shall be protected against decay sod families accordance cam IBC Section 2304.12 Where requited members shall be naturally durable LV Q >- �
<br /> (Moderate Exposure) spec es or shall be treated with waterborne preservatives wood in accordance with American Wood Protection Association specification AWPA U1.Members 1 I 1
<br /> --'--" --`--' -- ---- -- shall be clearty labeled.Modified treated members(ripped or end cut)shall be field heated in accordance with specification AWPA M4. U LLI
<br /> Interior Slabs-on-Grade 2500.p 1
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<br /> Footings Basement Walls,Fou"d u r t 1'ti II Z 3c0o-p ,i
<br /> 'Specified compressivestrength(f)sp h r on .Jo serviceability i requi a Daai3t O'�•�-�J
<br /> strength of-morales 2500-psi.th ..fore.a,,angu tests are not required.Provided ccncrei'rim.. CD
<br /> tickets verifying strength specifications V _
<br /> 3.2 Reinforcing Steel shall conform to ASTM h615;A5 SFlntc='..r:a;ha rpllpwiny:
<br /> Bar St.. Sias I G d
<br /> #5 bar and larger Grade 60 Iv 60 U00.psi�
<br /> - #4 bar and smaller d'46 i 4t1 U00-psi
<br /> Welded Wre Fabric shall conform to ASTM A1064,'..1064ill-18a
<br /> 13 1`izinfoming Steel shall be detailtd(incl u.g c a�a t:id o cnida,±w with A[,. iL-IV.I.:,1:.;. _ _ ,.- t(#5 and smaller)2'-0"
<br /> minimum_Laps of larger bars(#e and#?shall hie (' ioncle Inrnar bets at all+all d d to.. �,1 - - 0"minimum.Wp adjacent
<br /> ts ma of welded wire fabric a num...of 8 m sid d
<br /> No bars partially embedded in hard-0 cu._s,z k jk,I nnervuise .lo slruclural engineer.
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<br /> 3.4 Concrete Protection±(-vein)for RenNoiaug Steel sl,a;l Lz.rs ill-rvra y
<br /> Condition c,za C.,.:;r '
<br /> Footings and Unformed Surfaces cast against an j p - 6y- posed to Es h
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<br /> Formed Surfaces exposed to Earth or Weather(#S I;ar;ur'iarger!
<br /> Formed Surfaces exposed to Earths ✓-other!b r -.tailei? w o
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<br /> Slabs and Walls,interior face(#I I bats slid smaliu,
<br /> Column Ties or Spirals and Beam Stirrups co
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