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<br /> GENERAL STRUCTURAL NOTES: 50
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<br /> CRITERIA: WOOD: 6.8 i Timber
<br /> Connectors
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<br /> 1.1 AN Materials,workmanship,design,and cosru:,, ill,:; tarn[o tretlrawings,sper:l-a1a,,ard.,lnlue r..,,.. -:. ;title(IBC),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. fi.8 Timber Connectors and Proprietary Fasteners shall be"Strong-Tie" Simpson Company,as specified in their current catalog Provide da number size of U �N
<br /> Unless otherwise noted,furnish to the following minimum standards: fasteners as specified by manufacturer.Connectors shall be Installed in accordance with the manufacturers insWctions.Where connector straps connect C - w
<br /> 1.2 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 ET as
<br /> The Design Leading of the Structure Is as follow, Member Use Size Species Grad. member. U J J
<br /> Studs 2x,3x Her it or SPF STUD Alternate hardware manufacturer substitutions such as USP Connectors,shall be ICC approval for equal or greater load capacities All t hangers and IL 2 w
<br /> Live Loads(in accordance with IBC Table 7tiU7.Il p q g join g W
<br /> - Joists/Rafters 2x,3x Hem-Fir No.2 other hardware shall be compatible in size with specified framing members.See Hanger Conversion Table for pre-approved subst tutions. O i-
<br /> Occupancy or Use Uniform Live Concentrated Notes a,coLoad Live Load Plates/Misc. 2x,3x Hem-Fir No.2 Timber Connedors and their fasteners shall be protected from corrosion in accordance with manufacturers recommendations or ASTM A 653,Type G185, 1
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<br /> F oar,Residenfial 40 psf - Beams 4x Douglas Fir-Larch No.2 6.9 DcempTyps Fasteners(Bolts,Lag Screws,Wood Screws and Nails)shall conform to Settlers 11 and 12 of the ANSUAWC NDS-2018,
<br /> Balconies 8 Decks 61 psf - 1.5 x Occ pa Ly Loa:i Posts 4. Douglas Fir-Larch No.2
<br /> - - --- --- -- Dowel Type Fastener Grad. Requirements at Exterior Use or Installation
<br /> Uninhabitable attic,with storage G pat - Concurrent w in Snow I Timber,Beams 6x&Larger Douglas Fir-Larch No.2 when in Contact w/Treated Lumber
<br /> Unihabitabie attic,without storage U cast - Non-conk rr it Itt 10 Timber,Posts 6x 8 Larger Douglas Fir-larch No.2 Bolls ASTM A307 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3
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<br /> Handrails and Guards - '00-lbs Any point any direction,.SCE 5.1) or Stainless Steel Hole=Bolt 0+Head to @ N C-i k .+
<br /> _--- - --_ - - - 6.2 Glued Laminated Members shall be fabricated in conformance wro1 ASTM and AITC Standards.Each member shall bear an AITC Identification Mark and
<br /> Washer Bolt Head and Nut C7
<br /> `-- - shall be accompanied by an AITC certificate of conformance.Famish to the following minimum standards: All-ThmadlThmaded Rod ASTM F1554 ASTM B 695,Class 55 Galvanized ANSI/AWC NDS-2018 Section 12.1.3
<br /> Wind Design Data Seismic Design Data ti
<br /> ASCE 7-16,Chapter 28:Simplified E I pe Pr e ASCE 7-16,Sect o 12 d:E4ui i :u;:,i r,.:... �rocetlure Member Use Combination Species Fa„ Fa„- Fsix Fvx Ex or Stainless Steel Hole=Rod 0+(1/32'to 1116") d t b
<br /> -- - - ---. Washer Q Each Nut LL1 {
<br /> Basic Design Wind Speed(3 sec gu t)V r 1 L cal Risk Category II Beams 24F-V4 OF/DF 2400-psi 1850-psi 650 cast 265-psi 1800.ksi
<br /> ----- -- Lag Screws ASTM A307 ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.4
<br /> Risk Category II Seis n c Importance 1, car 1, 1.0 Camber all glulam beams to 3 500'radius,unless otherwise noted.Glued laminated members exposed to or Stainless Steel Lead Hole=0.5 x Shank 0;Shank Hole=Shank 0 ti '
<br /> --- -- - weather or moisture shall be treated with an approved preservative.
<br /> Wind Exposure 0 Mapped Sped.P.c 1 Shod Pei L:o.:a 1.500 PP p Washer�Lag Head
<br /> Mapped Sped.Accel I Sec,S, 0.500 Wi'_�Mifl�l 41
<br /> Internal Pressure Coefficient "/A _._-. 6.3 Engineered Wood shown on the drawings are to review
<br /> w and approval
<br /> manufactured by Weyemaeruct in accordance with ICC rs and other
<br /> ES ESRre not Wood Screws ASTM A 153 Galvanized ANSI/AWC NDS-2018 Section 12.1.5
<br /> Site Class D Alternate manufacturers may be used subject to review and approval by the Architect and Structural Engineer.All hangers and other hardware not shown or Stainless Steel Pilot Hole=0.75 x Root 0(Unless Sett-Boring)
<br /> Exterior Components and Cladding .,_psf _ _- 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 Responseeft �hu,1 1.200 the grace,the ICC report number,and the quality control agency.Famish to the following minimum standards: Nails ASTM F1667 ASTM A 153 Galvanized ANSIIAWC NDS-2018 Section 12.1.6
<br /> Topographical Factor,K. _ t.UO Spectral Response Caefl 1-Sec 0,800 or Stainless Steel Avoid Overdriving of Underdrivmg'.Avoid Wood Splitting 1.
<br /> Toenails 3(1 113 Nail Length from Joint
<br /> Snow Loads Seismic Design Category D Member Use Product Fa 1750-psi
<br /> k290-pM
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<br /> (ASCE 7-16,Chapter 7) Basic Seismic-Force Rasists,co Ply.Shear Walls Beams 1.55E Laminated Strand Lumber ILK) 2325-psi 1550-ksi Nails specified on the drawings shall be as follows:
<br /> r- _ p Nall Use Penny Grade o
<br /> Ground Snow Load,Pa a psf Response Modification Facto r. 6.5 Beams 2.0E Laminated Veneer Lumber(LVL) 2600-psi 2000-ksi Weight
<br /> Flat Roof Snow Load,P=0.7 Ce C I.P� 25 sf I. Sseat
<br /> eismic Response Co ff ii,C, 0.18 Beams 2.0E Parallel Strand lumber(PSL) 2800-psi 2l ke, Framin Nails 12d Box - GoreSnow Load Ira orta for Fai.ta.Is g 0.131"0 x 3y" `Snow Exposure Factor Ce L0 ! Oesi Base Shear V 0.18 x Wei tit Rim Boards Laminated Strand Lumber(LSL) 1700-psi 1300-ksi T(xytL y�'"
<br /> p - 9^ 9 Sheathing Nails 8d Common 0.131"0 x 2 z"
<br /> Thermal Factor,Ci L. 1.2 5.4 Engineered Wood Waists 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 n.led on the Dra,urgs. Alternate Engineered Wood Waists manufacturers may be used subject to review and approval by the Architect and Structural Engineer. All
<br /> 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 wood shall be galvanized in accordance with ASTM A753/A153M-16a or Stainless Steel.See above for Proprietary
<br /> See Drawings for Additional Loading Criteria, 6.5 Prefabricated Conned.,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 subsbu le standard Dowel-Type Fasteners for 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 Sirudurat Drawings shall be used in unjumnu'.,rill all ci` pcjaot uowmants for bid,bny ,ray dimensions end 6.10 Wood Framing Notes:The following apply unless otherwise noted on the drawings:
<br /> cand,iinns for compatibility and shall not ry ahUwva,,of.,I li. p' aes car w to construction. Unless otherwise noted.loading shall be as follows: A H Z
<br /> All wood h to framing details shall be constructed the minimum standards of the IBC Nailing not specified on the drawings shall conform to IBC Table
<br /> 1.4 Contractor shall provide Temporary 8,,,lg,,,nit:i i'.;.a. d stucti.rai components,,l l an Meted in accordance with Rod{Truss Design Loading Floor Truss Design Loading 2304 10.1 dr ICC ES ESR-1539.Coordinate the size and location of all openings with Mechanical and Architectural Dravirg.. O
<br /> the drawings. 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 T
<br /> Member Uniform Load Member Uniform Load each side of all openings and atthe ends of all beams and headers All stud bearing walls on wood framing shall have their lower wood plates attached y
<br /> 1.5 Contractor shall be responsible for all saleay tech riquas, the work. Top Chord Snow Load 25-psf Top Chord Live Load 40-psf to framing
<br /> or concrete below per P1-6 of the shearwall schedule
<br /> C. Individual members of Built-Up stud posts shall be na led to each other with framing nails Q 12'oc,staggered.Intl Ntdual members of Built-Up joist
<br /> 16 Contractor-nit sled changes shall be s,.0 i J i -h. tu:i and Structural L U a,,1. sir caristruction.Changes Top Chord Wind Load(Uplift) 15-psf Top Chord Dead Load 10-psf beams shall be nailed to each other with framing nails Q 12 oc,staggered `/
<br /> shows on shop drawings any will or 5ai fy d -{ D. Solid blocking for wood columns shall be provided lhiough Room to supports below.
<br /> Top Chord Dead Load Tpsf Bottom Chord Dead Load 5-psf E. Floor and Roof Framing:Provide sold blocking at all bearing points,Toenail joists to supports with two Iraming nails Attach timber joists to flush
<br /> 1.7 Drava ngs indicate general
<br /> and ypial dal all, isuuc' vi" di ons are not>p lit.-fly ., --to details shown, Bottom Chord Live Load 10-psf headers or beams with metal joist hangers n accordance with notes above
<br /> simlar debuts of construction shall be us d. [1 t to eve aria approval by the Architect.1111 Ilia 5;ucu cal F. Roof and floor sheathing shall be laid up with grain perpendicular to supports and nailed per plan notes.Allow 1/8"specir g at all panel edges and ends J
<br /> Bottom Chord Dead Load 5-psf of no
<br /> and roof sheathing Provide approved panel edge clips centered between joists/trusses at unblocked roof sheathing edges All floor sheathing O
<br /> 1.8 All structural system$composed or comp :h,w be held-acted shall be supervised b7 Il:.:,p1;1>�di _ ,.,.. very,handling,storage and edges shall have approved tongue-and.groove jo his.Toenail blocking to supports with framing nails Q 12"oc.At blocked floor and roof diaphragms,
<br /> erection in accordance with instructions pap.,red by the S,,PpIlar. Submit shop drawings and design calculations prior to fabrication.Submitted documents shall bear the stamp and signature of a registered Professional provide flat 2x blocking at all unframed panel edges and nail with edge be specified. J M
<br /> Engineer,State of Washington.Truss design drawings shall include,at a minimum,the following: W
<br /> GEOTECHNICAL w
<br /> 2A Agowable Soil Pressure Lateral Earth P d S 1 F I T I- umetl and it 1 t uiid to be other than A Slope or Depth E:
<br /> Span and Spacing QUALITY ASSURANCE
<br /> assumed not y me Structural Engineer for puss ok fie d-t u g Footings shah be 11 . i 1 18"below adjacent fin had B. Location of NI Joints and Support Locations 7.1 Special Inspection shall be-n accordance with IBC Section 1704.2.Standard inspections shall be in a-dance with IBC Becton 110.
<br /> grade.Unless otherwise noted footings shall be center 1 1 plum r:or walls above B-1,141 behind col r is i Ah, See draining granular fill and C. Number of Plies f greater than one
<br /> provide for subsurface dra nags D. Required Searing Widths 7.2 Structural Observation in accordance with IBC Section 1704.6 is not required.
<br /> ,..__ ....-.-.- E. Design Loads and Locations:Include Top and Bottom Chord Live and Dead Loads,Girder Loads,and Environments]Loads(Seismic,Wind,Snow,etc.)
<br /> Geotechnica/Properties F. Other Lateral Loads,including Drag Strut Loads
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<br /> Soil Site Class D G. Adjustments to Wootl and Metal Connector Plate Design Value for Conditions of Use FEG
<br /> -__ MaximumReaction Force and Direction(including Maximum Uplift) AL INSPECTIONS REQUIRED:
<br /> Allowable Soil Bearing Pressure ! 2000-psf I. Metal-Connector-Plate Type,Size,Thickness,and Location C 1705.12.2.JSize Species and Grade for each Member
<br /> Active Lateral Earth Pressure(Un t a :u/ 35-Pcl K. Truss-to-Truss Connectons antl Truss Field Assembly RequirementsSeismic Lateral Eadh Pressure 6H-psf L. Calculated Span-to-Deflection Ratio and maximum Vertices and Horizontal Deftecton for Live and Total Loads IC SPECIAL INSPECTION SHALL BEM. Maximum Azial Tension and Compression Forces in each Truss Member ED FOR NAILING,ANCHORING,AND OTHERPassive Lateral Earth Pressure 300-pcf N. Required Permanent individual Truss Member Restraint Location and the Method and Details of Restraint Bracing to be used ING OF ELEMENTS OF THE SEISMIC FORCE- W
<br /> .- O. Placement Layout including Bearing Points,Intersections,Hips,Valleys,etc.Base Friction Coefficient 0.35 P. Truss-to-Truss and Truss-to-Beam Connection Details and Hardware ING SYSTEM, INCLUDING WOOD SHEAROW, WOOD DIAPHRAGMS, DRAG STRUTS, WCONl!RFTE 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 ,SHEAR PANELS AND HOLD-DOWNS. ' W
<br /> 3 1 Concrete shall be mixed,proportioned corveyu and placed,accordance with IBC Chapter H�1. mpomoned to produce a Standards DOC PS-1or DOC PS-2,or APA PRP-108 Performance Standards and Policies for Structural Use Panels See Draw ngs for thickness,spanskimpof5'orlegs Allconcretewith sk f Pa etl t t' 1 y water shall ba eu-. I' n:, a ACI 31&14 Table 19.3.3.1. rat rig and nailing requirements Unless otherwise noted wall sheath ng shall be'b(nominal)with Span Rating of 2410.Glue floor sheathing to all LL
<br /> Concrete Strength based on IBC Sectio 1904.1 hall a r l ti. suppomng members with adhesive conforming to APA Spec fication AFG-ot L INSPECTIONS ARE NOT REQUIRED WHENO
<br /> STENER SPACING IS MORE THAN 4 INCHES.
<br /> Type or Location of Concrete Conshuct on Min.28-Day Compressive Strei gui,r c 6.7 Wootl members shall be protected against decay and termites in accordance with IBC Section 2304,12.Where required,members shall be naturally durable }(Moderate Exposure) species or shall be treated with waterborne preservatives wood In accordance with American Wood Protection Association specification AWPA U1.Members ',19 Interior Slabs-on-Grade 250U-psi shall be clearly labeled.Madded treated members(ripped or end cart)shall be field treated In accordance with specification AWPA M4. ■r rUFootings.Basement Walls Fouudat ISf m Wal:•, 3000-psi =iSpecified compressi a tr ngth(f,)specif aeon, Jo se vi ability _`` /
<br /> strength of concrete is 2500-psi,iliaelore strength i-t -e noY required.Pro ided tin ate nit.. r�'►
<br /> tickets verifying strength specifications `J U 5
<br /> 12 Reinforcing Steel shall conform to ASTM 61a.A-'!'ilel+n 'tit:,,liowurg'. 0
<br /> Bar Size Steel Grate
<br /> #5 bar and largerGrzibc o0. u-psi---
<br /> #4 bar and sma8er .6. 0]uu-psi �y�/��
<br /> Welded Wire Fabric shall conform to ASTWI A.Iuba1-.IU64fd-I'o0
<br /> 13 Reinforcing Steel shall be detailed(includ y •d c;;ide ice wish ACl.,if-1-i :. t(#5 and smaller)2'-0"
<br /> minimum.Laps of larger bars(#6 and#7j t II t �J" r �,...airier bars at all II -.�. : 0'minimum.Lap adjacent
<br /> mats of welded wire fabric a minimum of 6"at=ides-,-uos.
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<br /> No bars partially embedded in hardened<p .'_,_s.ni L..'.'l:i I:.e;a Ill-Ss oil arwais wain, r• .. ,....... sauctural engineer.
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<br /> 14 Concrete Protection(cover)For Reinforcmy Steel shall Ix..i,Y�liuns
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<br /> Condition
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<br /> Footings and Unformed Surfaces cat-against and -nfy exposed to E.rf w
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<br /> Formed Surfaces exposed to Earth or Weather(#5 oars ji lager) _
<br /> Formed Surfaces exposed to Earth o,VV�cd-",#6 'raise 7
<br /> Slabs and Walls,interior face(#11 hai s c id small r
<br /> Column Ties or Spirals and Beam Stirrups
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