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HomeMy WebLinkAbout73922 _— . . . ,. Fa, c MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: 10701 Fax 916/676-1909 The truss drawing(s)-referericed-below hb.ve he-en prepared by MiTek Indust ' ,I . un er my di ct supervision based on the parameters provided by Truss Fab, LLC. Pages or sheets covered by this seal:R35628877 thru R35628877 uv ---:r My license renewal date is June 30,2015. gip: ?� ..,-- ;r= yi c. Arizona COA: 11906-0 `, ti; .} 1▪ 1- c- T Lumber design values are in accordance with ANSI/TPI 1 section 6. " `-.yam. `-- A These truss designs rely on lumber values established by others. ;:? f) • --= i_:._ Y„ i \ 7,,,,,,::-, :...i ___, L....--:: ra- ---r - p'Fy...v � \ ti;:l i,3, ,._._ .0) lad yam_ �akessione/�a ecea�,�\FICAT.6- 0 c.- _ ----— .h �-- 44591 O n on v Q PALME7-S. < iINff. "Y 0 �yP I!t" /2i 'A r S zr Expires:6- 0 December 18,2.012 Tingey,Palmer 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. • Job Truss Truss Type Qty Ply R35628877 10701 A-1 FINK 16 1 Job Reference(optional) Truss Fab,LLC,Glendale,AZ 65301 '7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Dec 17 14:54:17 2012 Page 1 ID:672cAcVSL0xF5Y7LfAmo6zzS7u8-Rpjbst5K4z506BCASQ6zoPBS1u0eg65EWoyelCy8?Na I -2-2-0 I 10-1-2 I 17-6-0 I 24-10-14 I 35-0-0 I 37-2-0 1 2-2-0 10-1-2 7-4-14 7-4-14 10-1-2 2-2-0 Scale 51:64.8 1.95 riT 1 SS= l 4 . 7x9= 756= 3 5 ci A 504= 5814= 2 6 it 7 6 9 a 7x10= 7510= a 12-6-12 __1 zz•s ,5 - -- --- - ---_-.12-5-'12.---_"_" - P-10-A 12-6-17 Plate Offsets(X,YI: [2:0-3-6.0-0-2].[3:0-3-0.0-4-8].[5:0-3-0.0-4-81,[6:0-3-6.0-0-4[8:0-5-0 0- 8.],[9:0-5-0.0-4-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 'Vert(LL) -0.61 8-9 >688 360 MT20 185/144 TCDL 8.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -1.40 8-9 >298 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.21 n/a-..-- -----1 ---[ BCDL 10.0 Code IRC2006/TP12002 (Matrix) Wind(LL) 0.87 -9 >476 240 Weight:154 1:1 FT=20% LUMBER • BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E TOP CHORD S ructural wood sheathing directly applied or 3- -7 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD R gid ceiling directly.applied,dr 5-5 10:oc'bracing WEBS 2 X 4 HF/SPF Stud/STD IliTekiiecomnends,hat Staailizer,s rid requirad cross bracing e installed dpring'truss ere>"fion,•in accordant with Stabilizer nstaliatidl gtiide. E-AJ 1-7 "_?. s. . REACTIONS (lb/size) 2=1450l0-3-8 (min.0-2-4),2-4),6=145010-3-8 (min.0-2-4) �,�_.-, ._ `;;:, (..) :-.3�;--.'•, Max Uplift2=-787(LC 3),6=-787(LC 3) :4- - - ,,,-: -,- .� t FORCES (lb)-Max-Comp./Max.Ten.-All forces 250(lb)or less except when shown. 7 2 [-•- - f TOP CHORD 2-3=-5673/2779,3-4=-5082/2332,4-5=5062/2332,5-6=-5673/2779 !r__r_;,.-:,R: _ • ..-zJ s BOT CHORD 2-9=2659/5550,8-9-1777/3933,6-8-2659/5550 _-:-,,t, �_ y WEBS 3-9=-718/626,4-9=-416/1252,4-8=-416/1252,5-8=-718/626 At..- - - -t r �4 NOTES k:1 1.1▪ , lfl t.,:n. 1)Unbalanced roof live loads have.been considered for this design. 1'fl;;-" .1,,) 0-_-,',.., 2)2)Wind:ASCE 7-05;90mph;TCDL=4.8psf;BCDL=6.0psf;h=25ft;Cat.II;Exp C;partially;C-C Exterior(2);cantilever leftand•tight " •, -- p. n t exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 1 Liy -• _y 9 , 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. P,.-,. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas with a clearance greater than 3-6-0 between >5 the bottom chord and any other members. 1 5)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R8Q2.1 Q.2 and referenced - standard ANSI/TPI 1. 6)"SSemi_rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this t uss. - __ _ _- -__ LOAD CASE(S) Standard o{e f. 7.,,, . 445 , n PA IEP, ' { G x _ 0 S4ned J -11/20NA U S Expires:6-30-2015 December 18,2012 • WARNING-Verifir design aaranuet<e and READ ROTES ONTHIS AND INCLUDED.0 ITElf REFERENCE PAGE RE1-7473 BEFORE USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown AUL is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the B - gp- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 6 V(1 t h"4. fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane•Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria:VA 22314. Citrus Heights,CA,95610 it Southern Pine(SP or SPpl lumber is specified,the design values ore tuosn_effective 06181,2012 by ALSC or propasec by SPIB. Symbols Numberl, vGeneral Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 " Center plate on joint unless x,y 6-4-8 i dimensions shown in ft-in-sixteenths p y /4 I (Drawings not to scale) Dama e or Personal In uoffsets are indicated. g Injury raillEDimensions are in ft-in-sixteenths. i liglibi Apply plates to both sides of truss 1 2 3 14 Additional stability bracing for truss system,e.g. and fully embed teeth. I, diagonal or X-bracing,is always required. See BCSI. TOP CHORDSMINEISIIMMIIIIIMEMERINNINI 2. Truss bracing must be designed by an engineer.For 0_1/6++ 1 wide truss spacing,individual lateral braces themselves 1 WEBS 4 may require bracing,or alternative Tor I p bracing should be considered. Oiiire 2 ° 3. Never exceed the design loading shown and never I U I O= stack materials on inadequately braced trusses. U O 4. Provide copies of this truss design to the building +— O designer,erection supervisor,property owner and For 4 x 2 orientation,locate Cz 8 cs z cs-e r— all other interested parties. plates 0-'nd' from outside BOTTOM CHORDS .-.---\ edge of truss. 8 7 f 6 5 5 Cut members to bear tightly against each other. . `''S 6. Place plates on each face of truss at each a v.�f �� joint and embed fully.Knots and wane at joint This symbol indicates the _ I.OINT 'E GENERALLX NUMBERED%IETTERED LOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING'A,TTFI6lOINTrfARTHEST TO connectorplates. \ THE LEFT.; '';n''i r L``-1 °\ `+r i r ,,+ \ t t; ` 5 -m 71 Design assumes trusses will be suitably protected from 4::f;.•:,'e. 11 l;y,::;, .,.; _., 4 the environment in accord with ANSI/TPI 1. CHORDS AND WEBS ARE IDE TIFIED KEND'JOINT It Plate location details available in MITek 20/20 , `''' 8: Unless otherwise noted,moisture content of lumber NUMBERS/LETTERS: ;T•„i I. :� � ;', �, software or upon request. .. 1 1':1 , `P r_-+`-`,;ti it�:.', y,?'.-, C, shall not exceed 19%at time of fabrication. {� i 4 s`` 1yh 9. Unless expressly noted,this design is not applicable for PLATE SIZE PRODUCT'CODE APPROVALS X • use with fire retardant,preservative treated,or green lumber. ICC-ES Reports -, � 10.Camber is a non-structural consideration and is the The first dimension is the plate - ' •i S 5 ` c .,,-; :_ 3+ �i responsibility of truss fabricator.General practice is to 4 4 width measured perpendicular ESR 131 l;';ESR 1362 ESR1988,';, " —_— I camber for dead load deflection. to slots.Second dimension is •' iER-3907,E;R=2361,;ESR-1-.39,7—ESR-3282 • the length parallel to slots. ,.,.,1:::,,. ` "` 1 i1.Plate type,size,orientation and location dimensions �,�— "� , indicated are minimum plating requirements. 4 LATERAL BRACING LOCATION I 1 - "- `— 12.Lumber used shall be of the species and size,and `S hern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents current/old values as published , specified. //� Indicated by symbol shown and/or I by AWC in the 2005/2012 NDS by text in the bracing section of the SPprepresents SPIB proposed values as provided 13.Top chords must be sheathed or purlins provided at p P p p I spacing indicated on design. output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15,2011 if indicated. SP represents ALSC approved/new values 14.Bottom chords require lateral bracing at 10 ft.spacing, with effective date of June 1,2012 or less,if no ceiling is installed,unless otherwise noted. ( (2x4 No 2 and lower grades and smaller sizes), ' BEARING +1 and all MSR/MEL grades 15.Connections not shown are the responsibility of others. 16.Do not cut or alter truss member or plate without prior Indicates location where bearings I approval of an engineer. (supports)occur. Icons vary but ©2012 MiTekO All Rights Reserved ■�■ 17.Install and load vertically unless indicated otherwise. reaction section indicates joint I number where bearings occur. ® 18.Use of green or treated lumber may pose unacceptable r.;� Min size shown is for crushing only. - '' environmental,health or performance risks.Consult with li project engineer before use. Industry Standards: -* 'M; 19.Review all portions of this design(front,back,words ANSI/TPI1: National Design Specification for Metal y and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. ® i is not sufficient. DSB-89: Design Standard for Bracing. , Z. • " BCSI: Building Component Safety Information, $ 20.Design assumes manufacture in accordance with - Guide to Good Practice for Handling, i I ANSI/TPI 1 Quality Criteria. - , Installing&Bracing of Metal Plate - Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.09/04/2012 I w i I'