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Plans (22) frtS 1:401 I-1 l C Sw SA 6 r<k , MiTeke MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: NRT LOT 18 PATIO COVER 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: K1815490 thru K1815491 My license renewal date for the state of Oregon is December 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 44, 89200PE 9� ,OREGON D, , ,40 <O :l' 142°\ P'V' MFRR10- EXPIR March 16,2016 Baxter, David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-5=(-36) 98 3-5=(-267) 198 BC: 2x4 KDDF #1&BTR SPACED 29.0" C.C. 2-3=(-84) 65 WEBS: 204 KDDF STAND 3-4=( -9) 2 LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)ODL( 10.0) ON TOP CHORD = 35.0 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 = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 1.5" 0'- 0.0" -82/ 496V -25/ 77H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) ''- 10.0" -91/ 395V 0/ OH 5.50" 0.55 KDDF ( 625) For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000^ @ 0'- 0.0" Allowed = 0.012" MAX TL CREEP DEFL = 0.000^ @ 0'- 0.0" Allowed = 0.017" MAX TC PANEL LL DEFL = -0.229^ @ 3'- 11.7" Allowed = 0.932" MAX TC PANEL TL DEFL = -0.353^ @ 3'- 11.7" Allowed = 0.648" 7-10 MAX HORIZ. LL DEFL = 0.000" @ 7'- 6.2" 3' 3' MAX HORIZ. TL DEFL = 0.000" @ 7'- 6.2" 12 3.00 v Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.2ft, TCDL=E.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=l.E, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. 0 o ci 2 1 _� of .. 5 14-3x4 M-1.5x3 l l bl 1-00 7-10 0-01-06 R Opp ���- G P- IN `S/O 89200PE JOB NAME : NRT LOT 18 PATIO COVER - P2 Scale: 0.56E1 -ii / -1--��. I WARNINGS: GENERAL NOTES, unless Whom.cold. /:l I.Budder and erection contractor Mould be advised of NI General Not.s I.This design is Weed only upon as parameters shown and is for an Individual A_OREGON a� t44/ Truss: P2 amd Warnings WAN construction mnen.neat. W NMp eompenaN.Aa n.blly of de.gn parameters and proper L "1 1N 2.BM compression web bracing mud W Installed wore shown v. incorporation of component is the responsibility N are bolding Weimar. /O 1 4 2O + 3.Anbonal Imponuy bracing b Mee afabfly during construction 2.DaNpn cascaras IM top and bottom chords b W Wen1y bawd at A is 6n na0a"abBM.11M eyed«.Additional permanent bracing or 7 n,c.and N IO o,c.respectively unless braced throughout their length by �`_ DATE: 3/16/2016 me o..r.1 mudrre Is the reaponblly of as adding designer. Zecontinuoustorpbudging or.uah as plywood to eyed M(T s om'«dywwec). MFR R L` 3.2v knead budging or paled bracing towered where Mown.• SEQ.: K1 8 1 5 4 9 0 d.No bed should W.ppNd to any component Intl Nle,a1 Riming sed 4.bwtalnon of Mas is the responsibly of the respective contr.d«. /Wows are complete and.1 no thio shoo soy bads greater IM 5.Design.pumas trusses are to be used In.nonconoW.environment, TRANS I D• LINK design load.W applied to any component and are for"dry condition"of ase. 5.ConpuTnn Ms no control owe and amen..no responsibility for M. 6.Design axuma M bowing Nal supaM shown.Salm or wedge l EXPIRES: 12/31/2017 mammy. �+ fabrication,ondlng,shipment and bsttempt/witssmarmsn of temps. 7.Cosign smarms adequate drainage is provided. March .1 16,20.l 16 6.This design is funDshed subject to the MNloK set bed by it.Mans shall be located on both Ices of truss,and placed so Moir center TPb WICA in SCSI,copies al which wed be ferreted upon requep. alas coincide with 101,1 cent.,ines. 9.Digis indicate We of piste In Moo.. MIT4 'Wok USA,IncJCompuTrus Soltware 7.6.7(11)-E 10.F« mM basic coor WIN design values ass ESR•1311.ESR•1966(MRek) • i This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 29 2-5=(-36) 48 3-5=(-267) 198 BC: 2x9 KDDF #1&BTR SPACED 29.0" S.C. 2-3=(-84) 65 WEBS: 2x4 KDDF STAND 3-4=( -9) 2 LOADING TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)*DL( 10.0) ON TOP CHORD = 35.0 P384 • BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 1.5" 0'- 0.0" -82/ 996V -25/ 77H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 10.0" -91/ 345V 0/ OH 5.50" 0.55 KDDF ( 625) M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" 0 0'- 0.0" Allowed = 0.013" MAX TL CREEP DEFL = 0.000" 0 0'- 0.0" Allowed = 0.017" MAX TC PANEL LL DEFL = -0.229" @ 3'- 11.7" Allowed = 0.432" 7-10 MAX TC PANEL TL DEFL = -0.353" @ 3'- 11.7" Allowed = 0.648" T T 12 MAX HORIZ. LL DEFL = 0.000" @ 7'- 6.2" 3.00 r7 MAX HORIZ. TL DEFL = 0.000" @ 7'- 6.2" M-1.5x3 Design conforms to main windforce-resisting system and components and cladding criteria. M-3x5 3 4 -7 Wind: 140 mph, h=20.2ft, TCDL=E.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.1100 I load duration factor=1.6, End verticalis) are exposed to wind, M-1.5x9 Truss designed for wind loads up in the plane of the truss only. 0 i.. M M-3x5 y of Truss designed for 4x2 outlookers. 2x4 let-ins C".1 ::I:::5:::: ::Z:r1::: grade ::esatsr:::::'1 toportgfit at ch elet-in. ,Tz tkmtbut withasae re board o 7 .. o M-3x4 M-1.5x3 ), 1 7-06-09 0-03-12 1 1 11 1-00 7-10 0-01-08 -<(51/4 -t) PRoF 5,, �,S.1c. �NGIN49 igo, =9200PE r JOB NAME: NRT LOT 18 PATIO COVER - P1 � Scale: 0.5661 E • - WARIRNos: GENERAL NOTES. alae othembe noted: Ill Q 1.Builder and erection contractor should be wigged of el General Nobs I.TNe 8.190 le.teed only Wan the perimeters shown and is br an Individual 7 OREGON lV Truss: PI and W rang.before osn.tucten commences.enc•.. buldng component.AtakabEly of design denominate and prop., 24 R a noa• component2.bmpr• n web bracing must be .lad Mere.om.. ehcorperaben of component is to r..pen.(t.,of the balding designer. Gi0 9 14 2°1 4 3.A.tion. db temporary brag base.Holly during combustion 2.a.qn a.unes the bap dna totem der.to be Merely dace at c!)‘>- ... r•.ponabiy cite•recta.Addimn.pennant bracing of Z wc.and.10 o.c.r•epedIvely vile.traced throughout thee length by p DATE: 3/16/2016 me overall structure h the r fm. designer. continuous t sheathing are lb gyngoewired cit lrc)endo.dywd(BE). F/l R l L�" •apeneb•ly a n*+dM 3.sax Impact bridging or tenor bracing repel.wben•mown.. SEQ. : Ki815 4 91 4.No bad aherld be spelled to any component sit/OM al bracing and 4.Installation of truss le to responsibility of the respective contractor. h.e.n ere complete and el no time should any bads greeter than 5.Design names true..are to be used Ina non-corrosive environment, ba.bed b. nt. and are for'dry condition'of use. TRANS ID: LINK "g" tippled .r.8.a' 6.Desgnass es flbearingaalsppo..Mwn.Slamorwedget EXPIRES: 12/31/2017 5.corpurnw h.no comes over and a.umes no r•.po.bwy brdM e.wrv. fabrication,twitting.shipment and k.Hlemn of components. r.Design assures a.clwte id,i. le provided. Marc 1 B,2�16 8.TN. M ssign le ntsh•d sullied to to beImitationsset Mrd by 8.Plates shell be Muted on baoth leus of Mu,and pieced. r ce tenter TPVVJTCA in NESS,rept..of which wig be Annealed upon request. I..coincide n/h joint cantor las. 0.Dg.indicate sae of plate b inches.h Tek USA.InciCompulms Software 7.6.7111..)-E 10.For bask connector pleb..gm values see E3R4311.ESR-1568(MIT•kt Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION )11011. 1 /4 s " Center plate on joint unless x,y 6-4-8 Failure to Follow Could Cause Property offsets are indicated. I I dimensions shown in ft-in-sixteenths (Drawings not to scale) Damage or Personal Injury MEIDimensions are in ft-in-sixteenths. �� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 „ 2. Truss bracing must be designed by an engineer.For 0'/16 L\411 II 11>a Ir2411 wide truss spacing,individual lateral braces themselves mayrequirebracing,oralternativeTorI o ., p bracingshouldbeconsidered.■_ p O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 "u' 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 1.111 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. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. 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 / Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 200prNDS 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 /� 16.Do not cut or alter truss member or plate without prior \ (supports) occur, Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. vl reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® 1 Min size shown is for crushing only. __MI* 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: National Design Specification for Metal 19. w prtnf eIow Plate Connected Wood Truss Construction. DSB-89: Design andReviepicturesallo )beforesouse.this dReviewsignifrng nt,picturesback,alone ords Standard for Bracinis not sufficient.io 9• SCSI: Building Component Safety Information, ' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/IP'1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 C T ENGINEERING • INC �� 180 Nickerson St. OFFAL-, - 1 Suite 302 Seattle,WA 98109 (206)285-4512(V) (206)285-0618(F) asolomon@ctengineering.com BULLETIN Date: April 6,2016 Number:CT-02 Project#: 15238 Project Name: River Terrace SF Attached: None Subject: Lots 18 &23—Patio Roof Truss Connection Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the 'River Terrace Sinqle-Familv' project located in Tigard, Oregon. The patio roof trusses shall be attached to the home using a 2x6 ledger with (3) 0.131"x3" nails to each wall stud. This application applies to all of the plan types in the River Terrace single-family development. PR CC-C)G I NF 1, 0, ��REG0�N� V ' E �, T.��� 22 , GR�F 04/06/2016 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon Date: April 6, 2016 Distribution: Contact Information: Chris Walther Polygon Northwest Company Maggie Gordon Polygon Northwest Company Rick Tolleshauq Milbrandt Architects Alexia Fukui Milbrandt Architects R:\15238 River Terrace\Bulletins\15238_2016.04.06_CT02_Lots 18&23(Patio Roof Truss Connection).doc Structural Engineers