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<br /> GENERAL STRUCTURAL NOTES: �
<br /> CRITERIA: in V F
<br /> wooD WOOD i tier Corm:
<br /> 1.1 AN Materials,workmanship,design,and ,hall confnrrn io the drawn pet ta,,i-,. .. � ( ) g shall be kiln dried or MC-19,and tied and masked in conformance with WCLB standard Grading Rules for West Coast Lumber No alai Provide number and size of �"i _
<br /> gs,s ficaf vns anJ it .aria IBC,2018 Edition. 6.1 Framin Lumber graded 9 -17. 68 Timber Connectors and Proprietary Fasteners shall be"Strong Tie'by Simpson Company,as specified in their current c o9
<br /> UNess otherwise noted,furnish to the following minimum standards: fasteners as specified by manufacturer.Connectors snail be installed in accordance with the manufacturers Instructions.Where connector straps connect U 0 L w
<br /> 12 Design Loading Criteria 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 W 3
<br /> The Design Loading of the Structure is as follows. Member Use Size Species Grade member. Q J
<br /> Live Loads(fn 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 or ter load ties.All t hangars and a uJ w pp eq greater capaci joss 9e
<br /> - one --- -- other hardware shall be con
<br /> Occupancy or Use Uniform Li Concentrated Notes Joists/Rafters 2x,3x Hem-Fir Na.2 patiWe in size with specified framing members.See Hanger Conversion Table for pre-approved substitutions. �
<br /> r Live
<br /> L ad Live Load Plates/Misc. 2x,3x Hem-Fir No.2 Timber Connectors and their fasteners shall be protected han corrosion in accordance with manufacturers recommendafiors or ASTM A 653,Type Gibs,
<br /> Floor,Residential 4O-psf - Beams 4x Douglas Fir-Larch No.2 c
<br /> __ 6.9 Dowel-Type ( 9 )s
<br /> Balconies&Decks 60-psi - 1.5 X Occupancy LJat! ype Fasteners Bolts,La Screws,Woad Screws and Nails hall conform to Sections 11 and 12 of the ANSIIAWC NDS-2018.
<br /> Posts 4x Douglas Fir-Larch No.2 Dowel Type Fastener Graff Requirements at Exterior Use or Installation
<br /> Uninhabitable attic,with storage 3U-psf - Concurrent with Snow Loads Timber,Beams fix&Larger Douglas Fir-Larch No.2 when in Contact w/Treated Lumber 9 9
<br /> Unihabitable attic,without storage I(-psf - I No�point a nl as Sri(ti Lit, 6 5'I) Timber,Posts 6x&Larger Douglas Fir-Larch No-2 Bolts ASTM A307 oSStai^l 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3 V]
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<br /> Handrails and Guards -. 200-Ibs An .:. Steel Hole=Bolt 0+(1/32"to i/16")
<br /> _ -- - 6.2 Glued Laminated Members shall be fabricated in conformance with ASTM and AITC Standards.Each member shall bear an AITC Identification Mark and @ got Head and @ Nut L Washer U' a
<br /> Wind Design Data Shall be aLtAmPanied by an AITC cartificafe of conformance Fumish to the following minimum standards: o-c[ion 12.1.3
<br /> 9 Seismic Design Data All-Threads fhreaded Rod ASTM F1554 ASTM B 696 Class 55 Galvanized ANSI/AWC NDS 2018_e -
<br /> ASCE 7-16,Chapter 28:Simphf and E, •lope Pr ,-c ASCE 7-i6,SecU 1 b L, ,.I_ :__._._. 'rocedure Member Use Combinatton Species Ft_ Fbx- Fix Fv: E, or Stainless Steel Hole=Rod 0+(1/32'1,1/16")
<br /> Basic Design Wind Speed(3 sec gust) G ph Risk Category II Beams 24F-V4 I DF/DF 2401 18501 65"iri 1 265-psi I 1800-ksi Washer @ Each Nut W
<br /> "- La Screws ASTM A307 ASTM A 153 Galvanized ANSUAWC NDS-2018 Section 12.1.4 `
<br /> Risk Catayory it Seismic Import an F 1.0 Camber a0 yWlam j)68m5 f0 d Sold,'faQIQS,URIe$$Plh&fWl$e rl4tBd.GIQetl Iamjn6tGG members exposed to g Z =
<br /> weather or moisture shall be treated with an approved or Stainless Steel Lead Hole=0.5 x Shank®;Shank Hanle=Shank 0
<br /> Wind E p re Ivlappatl Spect Accal r t Nei ucl a. 1.500 Pero preservative Washer @ Lag Head (�
<br /> Internal P es Mapped Specl.Accel 5� - 0.500 g product manufactured by Weyerhaeuser in accordance with ICC Report No.ES ESR 1387. Wood Screws ASTM A 153 Galvanized ANSI/AWC NDS-2D18 Section 72.1.5
<br /> re Coefficient I /5 6.3 Engineered Wood shown on the drawings are based on -
<br /> Ezlerior Components and Cladding Site Class D Alternate manufacturers maybe used subject to review and approval by the Architect and Structural Engineer.A8 hangers and other hardware not shown or Stainless Steel Pilot Hole=0.75 x Root 0(Unfess Se16Bortng)
<br /> 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 /> 3 ectral ResponseC iL 1.200 quality control agency.Furnish to the following minimum standards: Nails ASTM F1667 ASTM A III Galvanized ANSI/AWC NDS-2018 Section 12.1.6
<br /> Topographical Factor,Kit JU .jp ec S 0.600 the grade,the ICC report number,and cite wall
<br /> =pest al Response C art or Stainless Steel Avoid Overdriving or Untlertlnving;Avoid Wood SgiNng
<br /> SeismicDesign Cataye y D Member Use Product Fb F,i F, E Toenails 30",113 Nail Length from Joint Ase�
<br /> Snow Loads _ �oF i
<br /> (ASCE 7-16,Chapter 7) 16a iO Seism c-Porte Resistor c,.Sex-m Pty.Shear Walls Beams 1.55E Laminated Strand Lumber(LSL) 2325-psi 800-psi 310.psi 1550.ksi Nails specified on the drawings shall be as follows:
<br /> Ground Snow Load,Py stamim Modific ll o Factor.k 6.5 Beams 2.0E Laminated Veneer Lumber(LVL) 2600-psi 7501 285-psi 2000-ksi Nail Use Penny Grade -
<br /> Weight
<br /> Flat Roof Snow Load P 0.7 CE C,I,r Z� c Response C ff ,C 0.18 Beams 2.OE Parallel Strand Lumber(PSL) 2900-psi 750-psi 290-psi 2000 . i "= sees 11 `S
<br /> `Snow Exposure Factor C, .u `- ---' - - Framing Nails 12d Box 0.131"0 x 3y", ! rwl'0 QY
<br /> "Snow Load Importance Factor.k Design Base Shea t. _ _ _ 0.18 x Weight Rim Boards Laminated Strand Lumber(LSL) 1700-psi 680-psi 400-psi 1300-kel Sheathing Nails bd Common 0.131"0 x 2 z" �7C-1`Y1L
<br /> The Factor,Ci
<br /> 6.4 Engineered Wood I+oiSts shown on the drawings are based on joists manufactured by Weyerhaeuser In accordance with ICC Report No.ES ESR-1153.
<br /> Da not adjust for slope or drill unless3;ifl(I1L't):.Y'JIi;yS Alternate Engineered Wood l-Joists manufacturers may used Subject to review and approval by the Architect and Structural Engineer. fill Metal fasteners exposed to weather or In contact With treated wood Shall lie projected from Corrosion according to(able above.Nuts and bolts exposed
<br /> See Drawings for Additional Loading Ci rt_,;a to weather or in whist twith treated wood shall be galvanized in accordance with ASTM A153/A153M-16a or Stainless eteel.See above for Proprietary
<br /> 6.5 Prefabricated'-ondkki Plate Wood Trusses shall be designed by the manufacturer in accordance will TPI 1-2014 for the spans and conditions shown or Fastener requirements,Do not substitute standard Dowel-Type Fasteners for Proprietary Fasteners unless specifically 0-ed.
<br /> _ the drawings.Wood trusses shall unf a approved connector plates(MITEK,ITW or other approved Truss Plate Manufacturer).
<br /> 1.3 Sb contllions Nrai Draw ngs shall be d for compat bitty d I a II t _I - p E Is fo b'- ,. ;city dimensions and t sl Unless otherwise noted loading shall be as follows: 6.70 Wood Framing Notes:The allow rig apply unless otherwise noted on the drawings:
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<br /> A. AII wood framing details shall 9,Coordinate
<br /> to size
<br /> minimum standards of the IBC Nailing not cal add on the turawincs shall conform to IBC Table
<br /> 1,1 Contractor sl'all provide Temporary B ac ,� �.,i" _.,str uu:al,,omponents r nC 1 a i a,,,. ...,. Neletl m accordance with Roo/Truss Design Loading Floor Truss Design Loading 230410.1 or ICC ES ESR-1539.Cooid hate thesis and location of all openings with Mechanical and Architectural D w ngs. O
<br /> ir we dra 1gs Member Uniform Load Member Uniform Load B. Wall Framing Stud wall size and spacing shall be in accordance with the plan notes.Two studs minimum shall be p 'ued at the ends of all walls.,at
<br /> each side of all openings,and at the ends of all beams and heatlers All stud bear ng walls on wood framing shall have their lower wood plates attached
<br /> 1,5 Contractor shall be rosin -k:f ify h I h y q .,_. ..... it n the work. Top Chord Snow Ld 25 Load Top Chord Live Load 40-psf to framing or concrete below per PI-6 of the shear wall schedule
<br /> C. Individual members of Built Up stud posts shall be haled to each other with framing nails @ 12"tee,staggered.Indt,'dual nrembers of Built-Up joist ,(
<br /> 1.6 Colwact-Inn at=d changes shall be sub t ;I t. ',.li ic-c.1 and Structural Er g r_-. ,r construction.Changes To Chard Ynd Load(Uplift) 15-psf Top Chord Dead Load 10-psf `� <
<br /> shown o shop d a,v ngs only will nut sa y re g p beams shall be nailed to each other with framing nails @ 12 oc staggered.
<br /> t lead Load 7-sf Bottom Chord Dead Load 5-sf D Solid block ng for wood columns shall be provided through floors to supports below.
<br /> Top Chord P p E. Floor and Roof Framing:Provide solid blocking at all bearing points,Toanailjo sts to supports with two fram ng nails.Ahem timbarjoista to flush W
<br /> 1 7 D,awing5 indicate general and typical de ct i-. - i re not sl 11 .... trader to details shown, Chord Litre Load 10- f heatlers or beams with metal joist hangers n accordance with notes above
<br /> sinfldftl9falls of GonstWofl Shall he Usadj L tl d alb the Archite it w ti i Bosom Cho Ps 9
<br /> PP Y F. Roof and floor sheathing shall be laid up with e grain l perpendicular c color to supports and jo led per plan notes.Allow 1/b'he agog at all panel floors and rng5
<br /> Bottom Chord Dead Load 5-psf of floor and roof sheathing.Provide approved panel edge Gips centered between jo ststtrusses at unblocked roof Shealli rig edges All floor sheathing O W
<br /> 1.8 All structural systems composed of co,npO,. i i, i�I d shall as Supervised c ,. i. eery,handling storage and edges shall have approved tongue-andyroove joints.Toenail blocking to supports w m framing nails @ 12'Oc.At blacked floor and roof diaphragms,
<br /> erection in accordance with instructions pep,-ty'.nu h p char. Submit shop drawings and design calculations,prior to fabrication Subm fled documents shall bear the stamp and signature of a registered Professional provide flat 2x blocking at ail unframed panel edges antl nail with edge nailing specified.
<br /> GEOTECHNICAI..- Engineer,State of Washington Truss design drawings shall include at a minimum the following: z
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<br /> 21 Allowable So Pressure Lateral E d-l' r - umed and -..I _ .ino to be other than A. Slope or Depth,Span and Spacing IVALj1V A$$QRANCE: z `
<br /> mad noaty the Structural Engine iel'
<br /> t b l'1 d I 7 -g a uht ngs-shall L _ _ 8 below adjacent finished B. Location-�f all Joints and Support Locations 7.1 Special Inspection shall be In accomance win IBC Sanction 1704.2,Standard'nspeaions shall them accordance with IS, Section 110. Q
<br /> grade Unless otherwise noted foot 1gs dh !e.enir 7 r�, m 1s or walls above Bay nit dw id II-ra res draining granular NI and C. Number_f Plies f greater than one I 1 1
<br /> provide for subsurface d ai age. 1) Required dearing Widths 7.2 Structural Obsery In accordance wr - air UJ
<br /> -- ---"-""'- --' - ------ E. Design Lr'ads and Locations:Include Tap and Bottom Chord Live and Dead Loads,Girder Loads,and Environmental Loads(Seismic,Wind,Snot,etc)
<br /> Geotechmcal Properties SPECIAL INSPECTIONS REQUIRED:
<br /> F. Other Lateral Loads including Dreg Strut Loads
<br /> G. Adjustments to Wood and Metal Connector Plate Desi n Value for Conditions of Use
<br /> Soil Site class _ _ _ D _ PER IBC 1705.12.2.
<br /> H. Maximum Reaction Force and Direction(including Maxmum Uplift)
<br /> Allowable Soil Bearing Pressure 20UG-psf L Metal-Cone tior-plate Type,Sum,Thickness,and Location PERIODIC SPECIAL INSPECTION SHALL BE
<br /> J. Size Species and Grade or each Member
<br /> Active Lateral Earth Pressure(Unrestrained) 35-pcf K. Tmse-to-Truss Connections and Truss Field Assembly Requirements REQUIRED FOR NAILING ANCHORING AND OTHER
<br /> Seismic Lateral Earth Pressure 6H-psf L. Calculated Span-to-Deflecdon Ratio and maximum Vertical and Horizontal Deflection for Live and Total Loads FASTENING OF ELEMENTS OF THE SEISMIC FORCE-
<br /> _ M. Maximum Axial Tension and Compression Forces in each Truss Member RESISTING SYSTEM INCLUDING WOOD SHEAR
<br /> Passive Lateral Earth Pressure 300.pcf N. Required Permanent Individual Truss Member Restraint Location and me Method and Details of Restraint Bracing I.be used WALLS WOOD DIAPHRAGMS, DRAG STRUTS, lLl
<br /> Base Friction Coefficient 0.35 O. Placement Layout including Bearing Points,Intersections,Hips,Valleys,etc. r
<br /> P. Truss lo-rruss and Truss-to-Beam Connection Details and Hardware BRACES,SHEAR PANELS AND HOLD-DOWNS. W
<br /> CONCRETE 6.6 Roof Floor b Wall Sheathing shall be APA Rated,Exterior or Exposure 1 Plywood or OSB manufactured under the provisions of Voluntary Product SPECIAL INSPECTIONS ARE NOT REQUIRED WHEN O
<br /> 3.1 Concete shall be m'xetl p p rt o led,c d V I J':re.win IBC Cr [ 'J:'t' oportioned to produce a Standards DOC PS-1 or DOC PS 2 or APA PRP-108 Performance Standards antl Policies for SWctural Use Panels See Drawings or lh ckness,span J Z w
<br /> slump of 5 or less All concrete with surfaces P -d t t g I shall bear-ent ❑ d s i.. ,.. 4CI 318-14 Table 19.3.3.1. rating and nailing requirements.Unless otherwse noted wall sheathing shall be%"(nominal)with Span Rating of 2410.Glue floor sheathing to all THE FASTENER SPACING IS MORE THAN 4 INCHES.
<br /> Concrete Strength based on lSC Sectic 13U'.t. t Ill, Ilov - supporting members with adhesive conforming to APA Specification AFG-01. f LL
<br /> Type or Location of Concrete Construction Min.28-Day Canlpressrve Stier yrh, 6.7 Wood members shall be protected against dewy and termites in accomance with BIG Section 2304,12.Where required,members shall be naturally durable J/r
<br /> (Moderate Exposure) species of Shall be treated with walerbome preservatives wood m accordance with American Wood Protection Association specification AWPA U1.Mwnbill \♦`
<br /> Interior Slabs-on-Grade 2500-p shAl be Cleatk labeled-Modified Vested members(ripped or eM cut)shall be field treated in accordance with specification AWPA M4. ^\ W
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<br /> Footings,easement Walls Fcunaat aril vv 3000-P Z
<br /> 'Specified compressive strength(f")sr r o 15 addlaas--ability,mq.im D g W Q
<br /> strength of concrete is 2500 psi,therefi a at ength tests are not required.Provided m 1crefe,,
<br /> tickets verifying strength specifications.
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<br /> 3.2 Reinforcing Steel shall conform W ASTM A61.'i'A6151,1-IGc t and 01a following' Q
<br /> Bar Size steel GraJe U)
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<br /> #5 bar and larger (Y
<br /> D ha ry Du hull psf
<br /> #4 bar and smaller _ d 40 fy -ill uU0 psi '^
<br /> .,Welded Wire Fabric shall conform m A f ,054l.A Go41Ji-Iba v,
<br /> 3.3 Re!nfwcing Steel shall be datailad'r,W g ,th ACI JIn i, ni and smaller)2'-D'
<br /> M.Laps of larger bars(ii6 and k r:.--lr 1'minimum.Lap adjacent
<br /> mats of welded wire fabric a minimum of 6"
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<br /> No oars partially embedded in hardened [�,:-,�:I L I I• i:r:,le='otherwise n��.. :.-.., -..� - Vuclurel engineer. k
<br /> 3.4 GOnaete Protector(cover)for Renitoror_y::.__I ll L..a�,olUvs m
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<br /> Condition
<br /> Footings and Unfgrmad$ORdGes 6rd>t ! 1v-1-ea to Eanui of
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<br /> Formed Surfaces exposed to Earth or'rsaamer W6 n^,e=r la,gzi9 _
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<br /> Formed Surfaces exposed to Earth o .. cI t i.
<br /> SOD6 and Walls,interior face ill 11 Darr-,-:a s-..:ila,-, '. �� �
<br /> Column Ties or Spirals and Beam SorruiI
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