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Report (2) Art S7TAU/?- 0o3 7� lG7? 3 Sc� lot MiTek` MITek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: POLYGON PATIO COVERS The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K2778518 thru K2778519 My license renewal date for the state of Oregon is December 31,2017. REFERENCE ONLY NOT APPROVED WITH THIS PERMIT PED PROFESS �c\ N(„INEF9 9 89200PE r �OREGON a ,4Q �O 9y142(/1P`E' MFRR January 23,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. • This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg-1.00 TC: 239 KDDF a 1 a BTR LOAD DURATION INCREASE = 1.15 1-2=( 01 36 2-5=(-47) 62 3-5-1-233) 167 BC: 2,49 KDCF @16BTR SPACED 24.0" O.C. 2-3=(-97) 82 WEBS: 2x9 CODE STAND 3-4-( -71 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. IL( 25.0)'ELI 7.01 ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" D.0" 0'- 0.0" -80/ 453V -32/ 96H 5.50" 0.72 IMF ( 625) LL - 25 PSF Ground Snow (Pg) 7'- 6.0 -36/ 307V 0/ OH 5.50" 0.99 RODE ( 625) .. For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND EEC 2015 NOT BEING MET. ICOND. 2: Design checked for nett-5 pa£) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR UUPSP LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, Tim L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002^ @ -1'- 0.0" Allowed - 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133" MAX TC PANEL LL DEFL - 0.195^ @ 3'- 9.5" Allowed = 0.438" 7-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.250" @ 3'- 9.7" Allowed = 0.656" 1 ,r ,r SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORI Z. LL DEFL - 0.001" @ 7'- 2.2" 4.00 MAX IIORI Z. TL DEFL = 0.001" @ 7'- 2.2" M-1.5x3 4 Design conforms to main n windforce-resisting 3 m< system and components and cladding criteria. f wind: 140 mph, 11=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, >Z 0411 Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), load duration factor=1.6, End vertically) are exposed to wind, Truss designed far wind loads in the plane of the truss only. a o rie in mi rid iii Y- ►� n. y -�2 0 M-3x4 M-1.5x3 } ; y 7-02-04 0-03-12 y y 1 1-00 7-06 C��� (C'" FFR /02 �� :9200PE 9r JOB NAME : POLYGON PATIO COVERS - P2 Scale:Scale: 0.5695 �� WARNINGS: GENERAL NOTES, unless otherwise noted'. OREGON `I. �� 1.Builder and emction contractor Would be advised of al General Males I.Thideeiyn is based only upon the parameters shown and eMl an individual N Truss: P2 andweconstructiongs beforeconstructioncommences. building component neplkebilny artesian przrMer end pops }1' 2.2a4 compression wee bracing must be retailed where shown. iincorporationpf comprenlime maporemllny or the bmairp designer. /O -�1/ 14 2- �y4 3.Additional temporary bracing to insure stabllny lucre construction 1.Design aaumasiM by end bosom chards to be latenlry braced al ^L- iMeresponeblliyaltheerector.Additional permanent tracing or 2'e c.end al ee ec.such as p5ely oo0sWets braced throughout their le l(Rngth by )1i -RR'�y TO DATE: 1/23/2017 the warm structure mu.ma bur of building dot ayimpedeadging r latene.enkg required where shown ewer drywgec). porui rye rg designer. 3 hlmuous sheathing laterespeebatonf thn,nspp Now er• a SEQ.: K2778518 4.No bed shoal be applied many component sum m.ail Miming am 4.lnwalitlon or trues k tree reeporb used of We reepeclwe contractor. 'whiners are a pkte and al warn.should any loads°eater than S.Design assumes trusses are to be used in a mnoonoare environment TRANS ID: LINK design wade Pe applied Meoycompment. and areter-dry condition'of i.e. 6.CompuTrvahes no control over and swum.no tesponsbilay Mr lrw B.G..®n cry umea fort bearing at all.onppre.hpwn 6hlm or wedge if EXPIRES: 12/31/2017 fabrication.handling.shipment and installation of Components 7.Design assumes adequate drainage is provided. January 23,20.I 1 7 e.this design is furnl.Md subset to the limitations set(cabby 6.Hates shell be located on both roes of truss.end pieced so Mee miller TPINRCA in fa'_OI,copeeor which WI be fiewheouponrequest larva mantes Wren Mint tenter lines 9.Climb indicate eat of Wm in inches MITek USA,Inc/COmpuTNn software 76.8(1L)-E no Fer ham sera:oor plate design dames see E6R-I3tt.Ens-les3IMIien) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN - 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 ROOF P168TR LOAD DURATION INCREASE = 1.15 1-2-) 0] 36 2-5=1-47) 62 3-5=(-233) 167 BC: 2x4 HOOF R168TR SPACED 24,0" O.C. 2-3=(-97) 62 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. SON. LLI 25.U1+DLI 7.01 ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. BON. DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.D" 0.0" 0'- 0.0" -80/ 453V -32/ 96N 5.50" 0.72 ROOF ( 625) LL = 25 POP Ground Snow I PO) 7'- 6.0" -36/ 303v 0/ 0H 5.50" 0.49 KDOF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uonl. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net]-5 psf) uplift at 24 'oc spacing. rr For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: I.1,=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL - -0.003^ @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.195^ @ 3'- 9.5" Allowed = 0.438" 7-02-04 0-03-12 MAX TC PANEL IL DEFL = -0.250^ @ 3'- 9.7" Allowed = 0.656" I I SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL - 0.001" @ 7'- 2.2" 4.00 • MAX HORIZ. TL DEFL = 0.001" 8 7'- 2.2" M-1.5x3 4 Design conforms to main windfor ce-resisting M-3r.5 3 a< system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCD1,=4.2,BCDL=6.0, ASCE 7-10, 171 = (All Heights), Enclosed. Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, hill End vertical(s) a exposed to wind, Truss designed for wind loads M-1.5x4III in the plane of the. truss only. �", "o Truss designed for 4x2 outlookers. 2x4 let-ins wof the s and grade a structural top M-3x5 chord. Insurer tight fit at each end of let-in. pun pokers muse be cue with Car,. and re permissible at inlet board areas only. O M-3x4 M-1.5x3 1 .1' 1 7-02-04 0-03-12 1 1 1 1-00 7-06 :9200PE 9r JOB NAME : POLYGON PATIO COVERS - P1 j• �Scale: 0.5695 04R 0 CC WARNINGS: GENERAL NOTES, unless MM1emfaenoted, 7, 41OREGON �� .1 Builder and eredlan contractor Mewl be advised of au General Notes I This design Ss based onp upon the premeten shown Wed is for anindf i0ual tx Truss: P1 and Waminga before construction commences trading eompenenl.App oaniy of design parametereend proper e� 2.h<Wmpression web bracing must be Installed where shown.. InColporaron ordmporne kma responsibility the bmldmgdmigMr. �O eQ� 14 rap 4 3.Ad...temporary bracing to insureeb.Rs,dung construct.. 2-ceegn assumes the lop and betted shame to he laterally brxMM (�� is IBS responsibility Ti the erector.Additional permanent bracing 2'o.c.anti B100c.respectively unAne braced Ilyauphor[ISee lergl1 by M ' DATE: 1/23/2017 the overall structure is the reapomiblsty of the building designer. S.aimwdsbiiging mtgere sheathing such i bracing requireed where showano+dlywalgaet "e�RR��� SEQ.: K2778519 4.No mad smote be applied toady component uMlseerall games and ♦.Bass.oe of truss is the respenellvlly of respect.contractor. fasteners are complete and Wino time shwa any gads greater man S Design guam.s wsses mete.used in s roxorrosive envllinreM, TRANS ID: LINK design lads be applied to any component end are brery condldn^owed. 5.compotes has no control over and a9.umee no responsibility for the B Design Stemma lye treed eg dell supped.shown Shiro so wedged EXPIRES: 12/31/2017 fabrication,handling, necessary ebipmeelmd Mssreffoeetoempanbye N.Fate.assumes boaed en both face isInn.provided. January 23,2017 d.IHnaesgnis 000cop wbpwhadellme(StIRrset upo s 6.welwsollbeMwoin aenialM1 faces of base.and placed so men goner TPIMTCA n BC91,copies of which will be furnished upon segues.. IOu ciniclal w iMateMiknee one 9.F b is.con size of pee Minims. val M]Tek USA,Inc lCompuTeus Software].6.8(1 L)-E 10.For beak connects,plate design verge ere EBRd311,ESR-1998(Mrtak) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION • 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MMDimensions are in ft-in-sixteenths. Iliqk Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS g g,is always required. See BCSI. • Q'}1fi r• 4 2. wide truss spacing,Truss sl be designed by an engineer.For • individual lateral braces themselves p • may require bracing,or alternative Tor I _ C bracing should be considered. r O ti d 3. Never exceed the design loading shown and never Il () stack materials on inadequately braced trusses. p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate O1-a CS.? °5-6 designer,erection supervisor,property owner and plates 0- 'hd'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 6. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9 eexpressly noted, design treatedP use with fire retardant,preservativeor green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and ` Southern Pine lumber designations are as follows: in all respects,equal to or better than that Y Indicated by symbol shown and/or SYP byrepr ints 5/ 012iNOS specified. AWCe in the values as published NDS 21 by text in the bracing section of the SP represents ALSC approved new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. • If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. �„ 15.Connections not shown are the responsibility of others. • Indicates location where bearings (supports)occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. LE ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. ` Min size shown is for crushing only. _1� 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSITTPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. a is not sufficient. BCSI: Building Component Safety Information, M iTe Ic 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.D1/29/2013 6X6 6X6 to Nti No o� oa 0 137' (2)TRIM 2 Y4 0 8 0 .4 t� m 51.2 E.A.TENO W-7 .-- AU HO 0 HOL4 HOU A A6JACEN7 WINEOWS 1)2x6,KING MAIN LEVEL SHEARWALLS Plan 3 UPPER LEVEL FLOOR FRAMING ENGLISH REVIVAL-Optional Roof at Patio PATIO WIDTH VARIES PER LOT REFERENCE ONLY • p wOT APPROVED WITH THIS PERMIT ligar W e Patio 10 18'-0 i - I 6-1" 9'_5 4. { •�-6)f + 4'-5y2" '13 7-0 5-0 %OX 8L'• ' � - 3-O y-0 SH 515-0 F 0 < 12 a n Plan 3. MAIN LEVEL PLAN 1/4"=1'-0" ENGLISH REVIVAL-Optional Roof at Patio 6x6 P7 PATIO WIDTH VARIES PER LOT ;3 - 19'-0^ POST 6x6 PT POST }'� J THICKENED f SLAB EDGE --� t w io 31/2" CONC. SLAB w T.I.S. ® 0 -0-7� or 4 HDU4 HDU4 _+_jam— ®_ Plan 3. FOUNDATION PLAN 1/4"=1'%0" ENGLISH REVIVAL-Optional Roof at Patio PROJECT NAME: River Terrace ARCH. JOB NO.:1503 BULLETIN DATE: 03-21-16 SCALE: 1/4" = 1'-0" PAGE: PREPARED BY: Alexia Fukui REF. SHEETS: AZ A5 & A6 MA-10 This bulletin is a standalone document. Referenced sheets posted at online plan center have NOT been updated typically