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Home My WebLink AboutTRUSS PAPERWORKCHAMBERS TRUSS INC Fort Oleander Avenue, Fort Pierce, Florida -286-3 0 23 Fort Pierce 772-465-2012 Stuart 772-286-3302 Vero Beach 772-569-2012 FAX 772-465-8711 www.chamberstruss.com / mail@chamberstruss.com 1978-2013 35 Years of Service 772-465-2012 Anywhere For 61G15-31.003 section 5 where a Truss Design Engineer seals the _Truss —Design Drawings._ -- JOB NUMBER 71322 MWED PROJECT/ADDRESS (16) 17-4- TRUSSES BY COUNTY ST LUCIEt 9 TRUSS COMPANY CHAMBERS TRUSS INC. BUILDING CODE FLORIDA BUILDING CODE 2010 L E OCCUPANCY II:NON RESTRICTIVE P Y BUILDING DEPARTMENT ST LUCIE COUNTY COMPUTER PROGRAM USED 7.34 Feb 24 2012 MiTek TIC L/L TIC D/L B/C L/L B/C D/L TOTAL DURATION ROOF LOAD 20 7 0 10 37 1.25 WIND SPEED: 170 WIND DESIGN: ASCE 7-10 This package includes this truss index sheet and 2 truss drawings. BCSI 1-03 replaces HIB-91 in truss drawing references as of 1/1104. As witness my seal,l hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, of the Florida Board of Professional Engineers, where a Truss Design Engineer seals truss engineering drawings. The seal on these drawings indicate acceptance of professional engineering responsibility solely of the truss components shown. Sealing engineer is the Truss Design Engineer as defined by 61 G15-31.003. The suitability and use of this component for any particular building Is the responsibility of the building designer, per ANSIrrPI 1-1995 Section 2. NO TRUSS ID DATE NO TRUSS ID DATE NO TRUSS ID DATE NO TRUSS ID DATE 1 A 08/02/13 1 2 GEA 08/02/13 IMPORTANT NOTE: Contractor/Truss Installer is to install bracing to prevent collapse of trusses. Refer to TPI/WTCA "Building Component Safety Information" for handling and bracing of trusses. Apply plywood sheathing as trusses are installed to brace the top chords. Do not stand on trusses until trusses are braced per BCSI & properly nailed to straps & hangers. V lot Joe I I was I was I ype uty ply 174 Tmsses 71�22 A WNGPO6T 14 1 Job Reference o 5onal 2 3x5 = Scale=1:31.2 Camber= 1/8 In ��F L� 1 FY I r I 7 6 3,6 = 2x3 II 4 3x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010rrP12007 CSI TC 0.34 BC 0.35 WS 0.13 (Matrix-M) DEFL in Vert(LL) 0.08 Vert(TL) -0.18 Hom(TL) 0.02 (loc) I/dell L/d 6-13 >999 360 6-13 >999 240 4 n/a n/a PLATES GRIP MT20 2441190 Weight: 60 lb FT = 0 LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structure[ wood sheathing directly applied or 5-9-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=601l0-3-8 (min. 0-1-8), 4=601/0-3-6 (min. 0-1-8) Max Hom 2=64(LC 7) Max Uplift2=-488(LC 8), 4=-488(LC 8) Max Grav2=698(LC 2), 4=698(LC 2) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1509/962, 34=-1509/962 BOT CHORD 2-7=1082/1685, 6-7=-420/905, 4-6=-1082/1685 WEBS 3-6=0/342 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=32ft; L=18ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 488 lb uplift atjoint 2 and 48811b uplift at joint 4. 6)'Semi-dgid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. / � LOAD CASE(S) Standard � � A� �Gl Y N JOD Truss Truss I ype y 174 Trusses 71;22 GFA GABLE 2 1 Job Reference (optional) Scale = 1:31.2 ''Y 4.00 12 3 — —5 —7-F - L 10' 0 1 1 8 9 N 2 0„ to 3x4 = 19 18 17 16 15 14 13 12 3x4 = 3x6 = 17-0-0 174-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) VdeO L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.04 Vert(LL) -0.00 10 n/r 120 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 SC 0.03 Vert(TL) 0.00 10 rdr 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Hom(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 72 lb 'FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 17-4-0. (lb) - Max Horz 2=66(LC 7) Max Uplift All uplift 100lb or less at joint(s) 15 except 2=-159(LC 8), 10=-159(LC 8), 17=-111(LC 8), 18=-003(LC 8). 19=114(LC 8), 14=-111(LC 8). 13=-103(LC 8). 12=-114(LC 8) Max Grav All reactions 2501b or less atjoint(s) 2, 10, 15, 17, 18, 19, 14, 13, 12 FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=32ft; L=18ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15 except (jt=11b) 2=159, 10=159, 17=111, 18=103, 19=114, 14=111, 13=103, 12=114. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard