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Home My WebLink AboutTRUSS PAPERWORKPermit Number. Miscellaneous: neerina Index Sheet Lot Number #: Address: The Information in this box is for administrative purposes only and is not pan of the engineering review. Ross 7606 Ft. Walton Rd Ft. Pierce/St. Lucie, FL Truss Fabricator: East Coast Truss Client : Emporium Job NameRoss Page 1 of 1 Job Number: 24892 Date: 04/10/13 Specification Quantity: 24 1 Note: A Professional Engineers Seal affixed to this Index Sheet indicates the acceptance of professional Engineering responsibilities for individual truss components fabricated in accordance with the listed and attached Truss Specification Sheets. Determination as to the suitability of these individual truss components for any structure is the responsibility of the Building Designer, as defined in ' ANSI/'IPI 1-95, Section 2.2. Permanent files of the original Truss Specification Sheet are maintained by East Coast Truss. Questions regarding this Index Sheet and/or the attached Specification Sheets may be directed to East Coast Truss Q 772466.2480. Standard Roof Loading: T.C. Live: 20.00 psf T.C. Dead: 15.00 psf 170.000 MPH B.C. Live: 0.00 psf Exp Cat: B B.C. Dead: 10.00 psf Enclosed Bldg Total Load: 45.00 psf Notes: Refer to individual truss design drawings far special loading conditions. Building Code FBC2010/TP1200' PAUL A BEATfY, P.E. / LICENSE # 47449 P.C. Box 812.f WU fit 33928 Qr'FtTIFIC• No. 47449 STATE OF c ORIOR•-* N��`• With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. Page 1 of 1 e .- . 1 Job Truss Truss Type Oty Ply 24892 A1H HIP TRUSS 1 1 ::1 Job Reference (optional) East Coast Truss, Fort Pieme, FL. 34946 Run: 7.35D s Jun 222012 YnnC f.35U s Jun zz 2012 MI I eK Inousmes, Inc. I ue Apr ua ua:uJ:zo bu is raga i IDxDhnOn9Y2cMz2ntDgRHZaGzSMF-MNFyryvhBna2vBsNfJnCgEIKyPdgIWCJEk4PW7.SW 7 V -1410 3.10.14 7-0-0 11d9 ifi9-7 2039 23-0-2 27So 2aJ'Q F1-0-0! 3-10.14 I &1-2 I 4{r9 I 43.13 I 44ie 31-2 ~ 8-10.1- Sole: IW=1' Dead Load Defl. = 314 in I> 28 29" 13 30 31 ..32 33 402= 5x5= 4x10 M1aSHS= We= Sx5- 4x12=. 4x4 = 2915#1--762# 7-04 11-59 15.0.7 W 27.3-0 r 7. I bd-9 I 43.13 {- 4S9 1 7-0-0 291518.762# �N Plate Offsets MY): 12:0-0-3 Edgel 14.0-5-12 0-2-121 17'0.5-12 0-2-121 f9.0-0J Edcel 111:0-2-8 0-3-01 f15.0-2-8 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.49 12-14 >665 240 MT20 244 190 TCDL 15.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -1.2112-14 >271 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Horz(TL) 0.28 9 n/a n/a BCDL 10.0 Code FBC201 OfrP12007 (Matrix-M) Weight: 128 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SYP M 31 TOP CHORD BOT CHORD 2x4 SYP M 31 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 2=256410-8-0 (min. 0.2-7), 9=2564/0.8-0 (min. 0-2-7) Max Horz2=38(LC 7) Max Uplifl2=762(LC 8), 9=762(LC 8) Max Grav2=2915(LC 2), 9=2915(LC 2) FORCES (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=7324/1911, 3-4=7464/1959, 4-5=8634/2212, 5-6=8631/2210, 6-7=8631/2210, 7-8=7464/1959, 8-9=7324/1911 BOT CHORD 2-15=1728/6833, 14-15=1779f7139, 12-14=2094/8634, 11-12=1780f7139, 9-11=1728/6832 WEBS 3-15=2891449, 4-15=269/1030, 4-14=356/1769, 5-14=621/216, 6-12=587/216, 7-12=354/1765, 7-11=270/1031, 8-11=291/450 Structural wood sheathing directly applied or 2-0-13 oc pudins. Rigid ceiling directly applied or 5-53 oc bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCOL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp B; Encl., GCpt=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 pelf bottom chord live load noncencurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-&0 tall by 2-M wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 762 lb uplift atjoint 2 and 762 lb uplift at joint 9. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Job Truss Type City Ply 24892 TM HIP TRUSS 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 a Jun 22 2012 MTek Industries, Inc. Tue Apr 09 09:03:26 2013 Page 2 IDxDhnOn9V2cMz2ntOgRHZaGzSIaF-MNFyzywhena2vBSNfJnCgEIKyPdgr W CJEk4PWzSW I V NOTES 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 lb down and 100 lb up at 7-0-0. 112 lb down and 100 lb up at 9-0-12, 112 lb down and 100 lb up at 11-0-12, 112 lb down and 100 lb up at 13-0-12. 112 lb down and 100 lb up at 14-2-4. 112 lb down and 100 lb up at 16-2-4, and 112 lb down and 100 lb up at 18-2-4. and 112 lb down and 100 lb up at 20.3-0 on top chord, and 1040 lb down and 368 lb up at 7-0-0. 66 lb down and 2 lb up at 9-0-12. 66 lb down and 2lb up at 11-0-12, 66 lb down and 2 lb up at 13-0-12, 66 lb down and 2lb up at 14-2-4, 66 lb down and 2 lb up at 16-2-4, and 66 lb down and 2 lb up at 18-2-4, and 1040 lb down and 368lb up at 20.2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular. Lumber Increase=11.25, Plate Increase=1.25 _ Uniform Loads (plf) - - Vert: 1-4=-60, 4-7=-60, 7-10=-60, 16-19=20 Concentrated Loads (lb) Vert: 4=96(F) 7=96(F) 15=902(F) 11=-902(F) 22=96(F) 23=96(F) 24=96(F) 25=96(F) 26=96(F) 27=96(F) 28=-41(F) 29=41(F) 30=-01(F) 31=-41(F) 32=-41(F) 33= 41(F) Job Truss Truss Type Qly Ply 24892 A2 Hip Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34W Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MTek Industries, Inc. Tue Apr 09 09:03:27 2013 4X4 = 3X4 = 4X4 = Scale: 114"' Dead load Defl. =7/16 in 3X8= 3X8— 4X4= W 3X8= 129W-278# 129W-Z78# 9-0-0 1830 I _ 2730 9-0-0 93-0 9-0-0 LOADING (psl) SPACING 2-0-0 CSI DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.19 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 125 BC 0.96 Vert(TL) -0.64 10-12 >512 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) 0.14 8 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 123 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS Qb/size) 2=1153/0-8-0 (min. 0-1-9). 8=1 16NO-8-0 (min. 0-1-9) Max Hoa2=50(LC 6) Max Uplift2=278(LC 8), 8=278(LC 8) Max Grav2=1299(LC 2), 8=1299(LC 2) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=28931600, 3-0=2501/500, 4-5=2361/495, 5-6=2361/495, 6-7=2501I500, 7-8=2893/600 BOT CHORD 2-12=-49612694, 10-12=-434/2617, 8-10=-49612694 WEBS 3-12=-389/158, 4-12=-56/479, 5-12=420/102, 5-10=-420/102, 6-10=-56/479, 7-10=389/158 Structural wood sheathing directly applied or 3-1.4 oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=15ft; 13=451t; L=24ft; eave=oft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 lb uplift atjoint 2 and 278 lb uplift at joint 8. 8) "Semi -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 24892 A3 Hip Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MiTek Industries, Inc. Tue Apr 09 09:03:27 2013 Page 1 lDmDhnOn9Y2cMr2ntOQRHZaGzSIBF-gZoKAl%Jt5i tWLRuxNg011myMINPKYWu2Tgdaxm.nSW 1U _7-0-01 7-0-0 11fi0 W_ W 1 2730 I� 7-0-0 7-0-0 4-0-0 530 441-0 74/0 Scale: 1/4=1' Dead Load De9.=7/161n 5X5= 5x5= 3%4= 4%4= 3%4= 4x4= 4%4 = 1299JN-278# 1299#1-ZTB# LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010rrP12007 CSI TC 0.60 BC 0.95 WB 0.22 (Matrix-M) DEFL in Vert(LL) -0.35 Vert(TQ -0.64 Horz(TL) 0.13 (Joe) Udefi L/d 9-14 >934 240 9-11 >512 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight 107 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc BOT CHORD 2x4 SP No.2 pur ins. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS (Ib/size) 7=1153/0-8-0 (min. 0-1-9), 2=1153/D.8-0 (min. 0-1-9) Max Horc2=62(LC 6) Max Uplift7=278(LC 8), 2=278(LC 8) Max Grav7=1299(LC 2), 2=1299(LC 2) FORCES (Ib) -Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2752/544, 3-4=2468/507, 4-5=2048/465, 5-6=2468/507, 6-7=2752/544 BOT CHORD 2-11=-42412542, 9-11=-292/2048, 7-9=-424/2542 WEBS 3-11=-015/150, 4-11=-65/543, 5-9=-65/543, 6-9==115/150 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; End., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-5-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 lb uplift at joint 7 and 278 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 24892 Hip Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print 7.350 s Jun 22 2012 MiTek Industries, Inc. Tue Apr 09 09:o3:Za Zulu Scale:114 =1' Dead Load Defl. =7116 in 5z5= W= 3z4 = 3x4 = 3x4 = AIM = 414 = 1299#1-278# 1299IN-27M LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 • BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010rFP12007 CSI TC 0.76 BC 0.95 WB 0.30 (Matrix-M) DEFL In Vert(LL) -0.19 Vert(rL) -0.65 Horz(TL) 0.12 (Ioc) Udefl L/d 9-11 >999 240 9-11 >505 180 7 n/a n/a PLATES GRIP MT20 2441190 Weight:112lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc BOT CHORD 2x4 SP No.2 pudins. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 7=115310-8-0 (min. 0.1-9), 2=1153/0-8-0 (min. 0-1-9) Max Horz2=74(LC 7) Max Uplift7=278(LC 8), 2=278(LC 8) Max Grav7=1299(LC 2), 2=1299(LC 2) FORCES (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2799/562, 3-4=2476/522, 4-5=1799/441, "b 2476/522, 6-7=2799/562 BOT CHORD 2-11=-04312592, 9-11=242/1799, 7-9=-04312592 WEBS 3.11=500/186,4-11=113U34, 5-9=11V734,6-9=500/186 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; End., GCpt=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plate(s) at joint(s) 4, 7, 11, 3, 9, 5, 6 and 2 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 10 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 7) • 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 lb uplift at joint 7 and 278 lb uplift at joint 2. 9) "Semi -rigid pilchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 24892 A5 Common Truss 7 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MiTek Industries, Inc. Tue Apr 09 09:03:23 2013 Page 1 IDaDhnOn9Y2cMQntOgRH7aGzSIBF-IIMNey ePgmBV74U4LFHFJ48m5b8mGVmYDATPZSW7T -1-0-0 741-0 167-8 20-30 2730 14101 730 6741 I 673 7-" Scala =1:47a Dead Load Deft. =12 in 44 = d]i Z 7 cc 10 9 e d 3x4= U4= 3x4= 4x4= 4xd = 129W-Z78p 1299k/-278p 9-0-0 1830 2730 r 9d111 I 930 9.0 0 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) -0.19 8-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.66 8-10 >498 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.12 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 114 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS (lb/size) 6=1153/0-8-0 (min. 0-1-9), 2=115310.8.0 (min. 0-1-9) Max Horz2=78(LC 7) Max Uplif:6=278(LC 8), 2=278(LC 8) Max Grav6=1299(LC 2), 2=1299(LC 2) FORCES (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2813/568, 3d=24821528, 4-5=24821528, 5-6=2813/568 BOT CHORD 2-10=44912607, 8-10=229/1737, 6-8=-049/2607 WEBS 4-8=1261785, 5-8=504/194, 4-10=126f785, 3-10=504f194 Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plate(s) at joint(s) 9 checked for a plus or minus 5 degree rotation about its center. 4) Plate(s) at joint(s) 6, 8, 4, 5, 10. 3 and 2 checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 lb uplift at joint 6 and 278 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply 24892 A6 COMMON TRUSS 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MTek Industries, Inc. Tue Apr 09 U9:03:29 2u13 Page 1 ID:xDhnOn9Y2cYa2ntOgRH7nGzS18F-mtw4b r7PrydmeaH2nsUgSsFt4RItCT??CyKtrzSW1S 7-0-0 13.7.8 2030 2730 283Q 6-7-81 6-7-8 7-0-0 Scale =1.45.6 Dead lead Deft. =7116 in 4x4 = 4x4= 3x4= 3x4= 3x4= 44= 12251#-231# 1300#/-2780 9-0-0 1830 27-3.0 90-0 I 930 I 90-0 1 LOADING (psi) SPACING 24)-0 CSI DEFL In (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) -0.19 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.65 7-9 >499 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.12 5 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight:113lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1089/0-8-0 (min. 0-1-8), 5=1153/0-8-0 (min. 0-1-9) Max Herz 1=89(LC 6) Max Uplift1=231(LC 8), 5=278(LC 8) Max Gravl=1225(LC 2), 5=1300(LC 2) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2820/571, 23=2488/530, 3-4=2484/529, 4-5=2815/569 BOT CHORD 1-9=-452/2615, 7-9=-230/1740, 5-7=450/2609 WEBS 3-7=126/784, 4-7=504/194, 3-9=129/790, 2-9=507/195 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plate(s) at joint(s) 1, 5, 7, 3, 4, 9 and 2 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 8 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 231 lb uplift at joint 1 and 2781b uplift at joint 5. 8) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 24892 77 HIP TRUSS 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 222012 Print: 7.350 s Jun 22 Zu12 Ml I ex In0u6me6, Inc. I ue Apr u9 u9:uJ:z9 zu'i s rage 1 Scale=1:46A Dead load DeS.=7116In SX5 = 5X5 = 3x4 = 3X4 = 3n4 = 414 = 4z4 = 122SN-211# 1300/N-276# LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010lrP12007 CS' TC 0.76 Be 0.96 WB 0.30 (Matrix-M) DEFL in Vert(LL) -0.18 Vert(TL) -0.65 Horz(TL) 0.12 (loc) 9defi L/d B-10 >999 240 B-10 >506 180 6 nla n/a PLATES GRIP MT20 244/190 Weight:111lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc BOT CHORD 2x4 SP No.2 purlins. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aulde. REACTIONS (Ib/size) 1=10891043.0 (min. 0-1-8), 6=115310-8-0 (min. 0-1-9) Max Harz 1=86(LC 6) Max Upliftl=231(LC 8), 6=278(LC 8) Max Grav1=1225(LC 2), 6=1300(LC 2) FORCES (Ib) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2807/565, 2-3=24821525, 3-4=18011443, 4-5=24781523, 5-0=2801/563 BOT CHORD 1-10=-046/2600, 8-10=243/1801, 6-8=-44412594 WEBS 2-10=502/187, 3.10=-115/739, 4-8=113f733, 5-8=-499I186 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 1, 3, 6, 10, 2, 8, 4 and 5 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 9 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' 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 240-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 231 lb uplift at joint 1 and 278 lb uplift at joint 6. 9)'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASES) Standard Job Truss Truss Type Qty Ply 24892 A8 HIP TRUSS 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MTek Industries, Inc. Tue Apr 09 09:03:zu 2u13 rage i IDxDhnOn9Y2cMz2ntDgRH7aGzSI6F-myw4b_zZPiydm H2nsUgSsKHARntEOf?Cypk�7.¢aSW1S 7-0O 11-0-0 163-0 203O 2730 ' 7Z 440 53-0 4-0-0 T_ 1.00 N1 b 4x4 = 1225M.231# Scale =1:46A Dead Load Dell. = 7/16 in 5x5 = 5x5 = 3x4 = 4x4 = 3x4 = 4x4 = 13DD#/.278# LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress [nor YES Code FBC2010/TPI2007 CSI TC 0.61 BC 0.95 WB 0.22 (Matdx-M) DEFL in (loc) Vdefl L/d Vert(LL) -0.35 10-13 >926 240 Vert(TL) -0.64 8-10 >511 180 Horz(TL) 0.13 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 105 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc BOT CHORD 2x4 SP No.2 puriins. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 1=1089/0-8-0 (min. 0-1-8), 6=1153/0-8-0 (min. 0-1-9) Max Herz 1=74(LC 6) Max Uplift1=231(LC 8), 6=278(LC 8) Max Grav1=1226(LC 2), 6=1300(LC 2) FORCES (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2760/547, 2-3=2474/510, 3-0=2051/466, 4-5=2471/509, 5-6=2755/545 BOT CHORD 1-10=427/2550, 8-10=294/2051, 6-8=-425/2545 WEBS 2-10=-419/151, 3-10=-67/546, 4-8=-65/542, 5-8=-415/149 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.OpsP,, BCDL=3.OpsF, h=15ft; B=45ft; L=24ft; eave=4111; Cat 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 231 lb uplift at joint 1 and 278 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASES) Standard Job Truss Truss Type Oty Ply 24892 A9 HIP TRUSS 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MTek Industries, Inc. Tue Apr 09 09:03:30 2013 Page 1 IDxDhnOn9Y2cMz2MOgRHZaGzSl8F-E8UToK BA04UNo9TcVNjMgOX97JscgWOEsiHYHZSW7R 9W-8 242 2730.4.14 7.8 347-2 0.-0 I 263g 4x4 = d 00F1_2 3z4 = 4x4 = Scale =1.46.4 Dead Lead Deg. =7116 in 10 3x6 = 318 = 4x4 = 3x8- 3u6 = 122SN-237# 1300#1279# -0 i y 9 00 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udall L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.18 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.64 9-11 >513 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 HOrz(TL) 0.14 7 n/a We BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 121 lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 1=108910-8-0 (min. 0-1-8), 7=115410-8-0 (min. 0-1-9) Max Horz 1=-62(LC 6) Max Uplift1=231(LC 8), 7=279(LC 8) Max Grav1=1225(LC 2), 7=1300(LC 2) FORCES (lb) - Max. Comp7Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2906/605, 2-3=2517/503, 3-4=2366/497, 4-5=2363/496, 5-6=2503/501, 6-7=2896/601 BOT CHORD 1-1 1=-501/2707,9-11=-436/2621, 7-9=-497/2696 WEBS 2-11=-397/161, 3-11=571481, 4-11=419/101, 4-9=422/103, 5-9=56/480, 6-9=389/158 Structural wood sheathing directly applied or 3-1-4 oc puriins. Rigid ceiling directly applied or 2-2-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 13=45ft; L=24ft; eave=lft; Cat. 11; Exp B; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 231 lb uplift at joint 1 and 279 lb uplift at joint 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply ——= 24892 A10G Hip Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 -%A = Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MTek Industries, Inc. Tue Apr 09 09:03:30 2013 Page 1 '" „' 29 30 " 31 13 32 4x12 = 5x5 _ 6x6 _ 4x10 MiaSHS= 3x6 = 266.5N-611# 6x6 = 5x5 = 7-0-0 9412 I 1171 I 18-2-4 I 2030 2730 7A0 MIN 4b12 4b-12 M 7-0 Scale =1:46.4 Dead toad Dell. = 314 in H ti ' � N d 4x12 = 29M-753# Plate Offsets MY): 11:0-0-3,Edoel, 13:0-5-12 0-2-121 17:0-5-12,0-2-121, (9:0-0-3,Edge1 f11:0-2-8,0-3-01 [16:0-2-8,0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.48 14 >683 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -1.20 14 >272 180 M18SHS 244/190 BCLL 0.0 ` Rep Stress Incr NO WB 0.63 Horz(TL) 0.28 9 n/a n/a BCDL 10.0 Code FBC2010/iP12007 (Matrix-M) Weight 135 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SYP M 31 TOP CHORD BOT CHORD 2x4 SYP M 31 WEBS 2x4 SP No.3 `Except` BOT CHORD W3: 2x4 SP No.2, W4: 2x6 SYP No.2 REACTIONS (lb/size) 1=2351/0-8-0 (min. 0-2-3), 9=2600/0-8-0 (min. 0-2-7) Max Horz 1=50(LC 6) Max Uplift1=611(LC 8), 9=753(LC 8) Max Grav 1 =2665(LC 2), 9=2955(LC 2) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6860/1635, 2-3=-6921/1652, 3-4=8284/2015, 4-5=904W2198, 5-6=9048/2198, 6-7=8149/2053, 7-8=7531/1924, 8-9=7425/1889 BOT CHORD 1-16=-1471/6402, 15-16=1466/6557, 14-15=1897/8284, 12-14=1935/8149, 11-12= 174477195, 9-11=1709/6930 WEBS 2-16=269/360, 3-15=-657/2687, 4-15=722/198, 4-14=229/933, 5-14=664/244, 6-14=165/1085, 6-12=916/226, 7-12=-291/1507, 7-11=268/918, 8.11=-281/408 Structural wood sheathing directly applied or 2-0-0 oc pudins. Rigid ceiling directly applied or 5-7-11 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas when: a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 611 lb uplift at joint 1 and 753 lb uplift at joint 9. (9A5%TM 'ig)dpatltzreaks including heels" Member end fixity model was used in the analysis and design of this truss. Job Truss Truss Type Qty Ply 24892 A10G Hip Truss 1 1 Job Reference (ootiona0 —: East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MTek Industries, Inc. Tue Apr 09 09:03:30 2013 Page 2 ID' DhnOn9Y2cttr2ntOgRH7aGzSIBF-E8UToK_BA04UNo9TcVNIMgOS9ZmncbuoFsiHYHzSWiR NOTES 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 lb down and 100 lb up at 11-0-12, 112lb down and 1001b up at 13-0-12, 1121b down and 100 Ib up at 14-2-4, 112 Ib down and 1001b up at 16-2-4, and 112lb down and 1001b up at 18-2-4, and 112 Ib down and 100 Ib up at 20-3-0 on top chord, and 1169 lb down and 319 lb up at 9-0-12, 66 Ib down and 2 Ib up at 11-0-12, 66 lb down and 21b up at 13-0-12, 66 Ib down and 2lb up at 14-2-4, 66 Ib down and 2 Ib up at 16-2-4, and 66 lb down and 2 Ib up at 18-2-4, and 1040 lb down and 368 lb up at 20-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Regular. Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) - - -Vert:1-3=-60,3-7=-60,7-10=-60,17-20=20- - -- - - - - ----- - - - - - -- - -- Concentrated Loads (lb) Vert: 7=96(B) 15=-1022(B) 6=96(13) 12=-41(13) 11=902(B) 24=-96(B) 25=96(B) 26=96(B) 28=96(B) 29=-41(B) 30=-41(B) 31=-41(B) 32=-41(B) Job Truss Truss Type Oty Ply 24892 B1H Hip Truss 1 1 Job Reference (optiona0 East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MTek Industries, Inc. Tue Apr 09 09:03:31 2013 Page 1 m..nl..dw.ovo.a.wo"wt„ouver.ciouvvn...-.Mrl m, AP „"n.n577hl dMAWRrdbSWlr Sale-1:72.9 Dead road Dell. =1/4 in 3x8 — 6x8 = 3x8 M18SHS= 3x8 = Sx5 = 2112N/-837# 2112N/S37N 7-0-0 Tau Plate Offsets (X,Y): [5:0-5-12,0-2-121,[9:0-2-8,0-3-01 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) 0.23 9-11 >948 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.47 9-11 >458 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.47 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 80 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SYP No.1 TOP CHORD BOT CHORD 2x4 SYP No.1 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 2=184910<8 (min. 0-2-8), 7=1850/0-0-8 (min. 0-2-8) Max Horz2=38(LC 6) Max Uplift2=837(LC 8), 7=837(LC 8) Max Grav2--2112(LC 2), 7=2112(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 2-3=5217/1904, 3-4=5145/1888, 4-5=4940/1836, 5-6=5140/1887, 6-7=5215/1903 BOT CHORD 2-11=1734/4872, 9-11=-1717/4936, 7-9=1734/4870 WEBS 3-11=323/194, 4-11=-427/1142, 5-9=427/1145, 6-9=324/191 Structural wood sheathing directly applied or 2-5-3 oc puriins. Rigid ceiling directly applied or 4-11-1 oc bracing. M7ek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCOL=9.Opsf; BCDL=3.Opsf,, h=15ft; B=45ft; L=2411; eave=oft; Cat 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) "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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 837 lb uplift at joint 2 and 837 lb uplift at joint 7. 9) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Job Truss Truss Type qty Ply 24892 B1H Hip Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 Mi fek Industries, Inc. Tue Apr 09 09:03:31 2013 Page 2 I D aDhnOn9Y2cAb2MOgRHZaGzSl8FdK2Ag jwKCL7ykfACuyvb(gSz7bL46KS W Rr4kzS W 1 Q NOTES 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 lb down and 100 lb up at 7-0-0, and 112 Ito down and 100 lb up at 9-0-0. and 112 Ib down and 100 lb up at 11-0-0 on top chord, and 1040lb down and 338 lb up at 7-0-0, and 66 lb down and 2 Ib up at 9-0-0, and 1040lb down and 338 lb up at 10-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 5-8=60, 12-15=20 Concentrated Loads (lb) - - Vert:4=96(B) 5=96(B) 11=902(B) 9=-902(B) 18=96(8) 19=41(121) Job Truss Truss Type Oty Ply 24892 132 Common Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MiTek Industries, Inc. Tue Apr 09 09:03:31 2013 Page 1 IDxDhnOn9Y2cLtr2ntOgRHZaGZSl8F-0(2NgywKCL?yldACuyvbdOz9hL8=SW Rr4kzSW 70 -147-0 470.74 94}e 73-1-2 18" 79-0-0 �4}0 4-10.114 I 4-7-2 I 4-1-2 I 4-10-14 Scale =l]2A Dead Load Dell. - 31161n 4x4 = N a °"� = 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefi L/d TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.17 9-12 >999 240 TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(rL) -0.26 9.12 >827 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS (lb/size) 6=78310-4-8 (min. 0-1-8), 2=78310-4-8 (min. G-1-8) Max Horz2=50(LC 7) Max Uplift6=-065(LC 8), 2=-465(LC 8) Max Grav6=883(LC 2), 2=883(LC 2) t7 M-465# PLATES GRIP MT20 244/190 Weight 75 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-6 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-9-8 oc bracing. Mi fek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1697/811, 3-0=1267/686, 4-5=12671686, 5-6=1697/811 BOT CHORD 2-9=759/1570, 6-9=759/1570 WEBS 4-9=332/489, 5-9=-467/191, 3-9=-467/1911 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-O tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 465 lb uplift at joint 6 and 465 lb uplift at joint 2. 7)'Semi-rigid pitchbreaks including heels' Member end fixity model was used In the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qry Ply 24892 133 Common Truss 4 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MTek Industries, Inc. Tue Apr 09 09:03:31 2013 Page 1 IDaDhnOn9Y2cMz2ntOgRHZaGzSI8F4M2AgjwKCL7ykfAClyvt &EzCDLBCXSWRr4kzSWlQ •1-0-0 4-10.14 10.1-2 18-0-0 19-0-0 ,V-- } 4.10.14 I 41-2 I 4-1-2 I 4-10.14 1-0-0 4121&240# Sralo=1:32A Dead Load Defl. =1181n 40 = W = 30 = 1002#hi39# 41ZW-85# LOADING (psf) SPACING 2-0-0 CS] DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.32 Vert(L-) 0.17 9-15 >652 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.19 9-12 >579 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 75lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/sIze) 6=34010-4-8 (min. 0-1-8), 9=886/0-8-0 (min. D-1-8), 2=340/0-4-8 Max Horz2=50(LC 7) Max Uplift6=85(LC 8), 9=339(LC 8), 2=240(1-C 8) Max Grav6=412(LC 20), 9=1002(LC 2), 2=412(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=688/503, 3-0=-62/349, 4-5�64/349, 5-6=-688/72 BOT CHORD 2-9=5341745, 6-9=0r745 WEBS 4-9=461/119, 5-9=525/174, 3-9=525/235 Structural wood sheathing directly applied or 6-0-0 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. (min. 0-1-8) NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.OpsF, h=15ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85lb uplift at joint 6, 339 lb uplift at joint 9 and 240 lb uplift at joint 2. 7)'Semi-rigid pitchbreaks including heels' Member end fixity, model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply 24892 B4H Half Hip Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MTek Industries, Inc. Tue Apr 09 09:03:32 2013 Page 1 IDxDhnOn9Y2cM!2ntOgRHZaGzSIBF-AWCDD07MtlKCdalsjwPBSSUxNNY44Up5hABOUvSW1 P -1-0-0 3.10-14 1-0O I 3-10-14 I 3-1-2 241-0 Scale =1:20.0 ^--".cad Dell.=1116In 3x6 II 8147N369N 12677N-475N 7-0-0 93-0 7-0-0 2dU LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) 0.08 7-10 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.12 7-10 >940 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 HOrz(TL) 0.02 6 n/a nla BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 47lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 6=110710-8-0 (min. 0-1-8), 2=7151048 (min. 0-1-8) Max Horz2=127(LC 7) Max Uplift6=-475(LC 8). 2=369(LC 8) Max Grav6=1267(LC 2), 2=814(LC 2) FORCES (lb) -Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1598/602, 3-4=12741496, 4-5=11771486, 5-8=1244/472 BOT CHORD 2-7=553/1485 WEBS 3-7=332/160, 5-7=624/1640 Structural wood sheathing directly applied or 4-6-9 oc puriins, except end verticals. Rigid ceiling directly applied or 7-8-12 oc bracing. M7ek recommends that Stabilizers and required cross bracing be Installed dudng truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 475 Ib uplift at joint 6 and 369 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 lb down and 100 lb up at 7-0-0 on top chord, and 1040 lb down and 338lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. (16MMM Wp %QASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Job Truss Truss Type City Ply 24892 B4H Half Hip Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MTek Industries, Inc. Tue Apr 09 09:03:32 2013 Page 2 IDxDhnOn9Y2cMz2ntOgRHZaOzS[BF-AWCDDe1RhdKCd6Js)wPBSSUxNNY44Up5KBBOcAzSW 7 P LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4=60, 4-5=-60, 6-8=20 Concentrated Loads (lb) Vert: 4=96(F) 7=-902(F) Job Truss Type Oty ply24892 FB5G Monopitch Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MIT& Industries, Inc. Tue Apr 09 09:03:32 2013 Page 1 IDxDhnOn9Y2cMz2rM1OgRHZaGzSISF-AWCDD07RhdKCdeJsjwPBSSUw3Nxk4VD5hABOeAzSWIP N LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi L/d TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.03 5-7 >999 240 TCDL 15.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.08 5-7 >999 180 BOLL 0.0 ' Rep Stress Incr NO WB 0.58 Horz(TL) 0.02 4 nla n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SYP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 1=876/0-8-0 (min. D-1-8), 4=1042IMechanical Max Horz 1=115(LC 5) Max Uplift1=215(LC 8), 4=265(LC 8) Max Grav1=998(LC 2), 4=1189(LC 2) FORCES (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1882/415 BOT CHORD 1-5=376/1756, 4-5=37611756 WEBS 2-5=200/989, 2-4=1835/433 2[4 n 4x4 = Scale=1:16.5 PLATES GRIP MT20 244/190 Weight: 36 lb FT = 0% Structural wood sheathing directly applied or 4-0-3 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=4511t; L=24ft; eave=oft; Cat. II; Exp B; End.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 215 lb uplift at joint 1 and 265 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 392 lb down and 10516 up at 1-0-12, 392 lb down and 105 lb up at 3-0-12, and 392 lb down and 105 lb up at 5-0-12, and 392 lb down and 105 lb up at 5-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always Coftlfltl tlftn page 2 Job Truss Truss Type Oty Ply 24892 B5G Monopitch Truss 1 1 Feference o tional East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 a Jun 22 2012 Print: 7.350 s Jun 22 2012 Mi rek Industries, Inc. Tue Apr 09 09:03:32 2013 Page 2 IDxDhnOnMdAz2ntOgRH7aGzSIBF-AWCDDO?RhdKCdaJs)wPa65Uw3NXk4VD5hABOU1zS W 1P NOTES 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 1-4=20 Concentrated Loads (lb) Vert: 7=-342(F) 8=342(F) 9=342(F) 10=342(F) Job Truss Truss Type City Ply 24892 VM6 Valley Truss 1 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MTek Industries, Inc. Tue Apr 09 09:03:32 2013 Page 1 ID:xDhnOn9Y2cMIImOgRHZaGzS18F-AWcDD04RhdKCdSJsjwPB55UmCNYe4eD5hASOcAzSW I P 600 ' 60-0 2(4 4 a411 Scale =1:132 9t4 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdeti L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.56 Vert(rL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rQ -0.00 3 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix) Weight 19 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 1=198/6-0-0 (min. 0-1-8), 3=198/6-0-0 (min. 0-1-8) Max Horz 1=84(LC 5) Max Upliftl=-40(LC 8), 3=-44(LC 8) Max Grevl=223(LC 2), 3=223(LC 2) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCOL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45f; L=24ft; eave=oft; Cat. 11; Exp B; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 1 and 44 lb uplift at joint 3. 7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 24892 VMH4 Valley Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MTek Industries, Inc. Tue Apr 09 09:03:32 Zulu Page 1 ID: DhnOngY2cMz2ntOgRHZaGzSISF-AWCDDe7RhdKCdaJsjwPBS5Uy5Ne24eD5hABOGAz5W1P 300 4-0" 3-M I 1-0 2x4 s 2x4 II 3 Dt411 Scale =1.7.7 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defi Vd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.15 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(TL) 0.00 4 n/a nla BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight: 11 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 1=11814-0-0 (min. 0-1-8), 4=11814-0-0 (min. 0-1-8) Max Horz 1=36(LC 7) Max Uplift1=24(LC 8), 4=26(LC 8) Max Grav1=133(LC 2), 4=133(LC 2) FORCES (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 1 and 26 lb uplift at joint 4. 9) "Semi -rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 24692 VMH6 Valley Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MTek Industries, Inc. Tue Apr 09 09:03:33 2013 Page 1 IDxDhnOn9Y2cMb2ntOgRHZaGZS18F-PbRMO4SxS3EGu2HdxQL1031mvy5TEwgwx9¢SW t O 3.1-0 6-0L r 31-0 2.11-0 - - 4.00 F12 2x4 3x4 = LOADING (psf) SPACING 2-0-0 CS' DEFL In (loc) VdeO L/d TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber Increase 1.25 BC 0.42 Vert(Q n/a - nla 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 nla n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 1=19816-0-0 (min. 0-1-8), 4=198/E0-0 (min. 0-1-8) Max Herz 1=37(LC 5) Max Upliftt=42(LC 8), 4=-46(LC 5) Max Gravl=223(LC 2), 4=223(LC 2) FORCES (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-324f71, 2-3=-276/72 BOTCHORD 1-4=-65/276 Scale=1:11.3 3x4 II 3x4 II PLATES GRIP MT20 244/190 Weight: 17lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; End., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 1 and 46 lb uplift at joint 4. 9) "Semi -rigid pitchbreaks including heels" Member end furity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Truss Truss Type qty Ply rb 892 VMHB Valley Truss 1 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MTek 4.00 12 Inc. Tue Apr 09 09:03:33 2013 Page 1 ,,1x53EGu2Hdx0_l04dnzFp4OEwgxx9nzSW 10 e-0 o 3X4 = Scale: 314'=1' 24 II v 4 2X4 a 1X4 II a4 II LOADING (psf) SPACING 2-0-0 CS' DEFL in (loc) Udefl L/d TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber Increase 1.25 BC 0.22 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) PLATES GRIP MT20 2441190 Weight: 27 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP ND.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2x4 SP No.3 puriins, except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS (lb/size) 1=98/8-0-0 (min. 0-1-8), 5=133/8-0-0 (min. 0.1-8), 6=325/8-0-0 (min. 0-1-8) Max Horz 1=105(LC 5) Max Upliftl=10(LC 8), 5=29(LC 5), 6=84(LC 8) Max Grav1=110(LC 2). 5=150(LC 2), 6=366(LC 2) FORCES (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=281/106 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18: MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 1, 29 lb uplift at joint 5 and 84lb uplift at joint 6. 9)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply 24892 —C 11 Jack -Open Truss 12 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 73.350 s 5 Jun 22 2012 Print: 7.350 s Jun 22 2012 MiTek Industries, Inc. Tue Apr 09 09:03:24 2013 Page 1 IDxDhnOn9Y2cMz2n<OgRHZaGZSISF-P7BYHvOaAIL6UFEGJ7P9anWCAEvmFZK,WSWiX -0-0i 1-0-0 141r LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdeg L/d TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.00 5 >999 240 TCDL 15.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 BRACING TOPCHORD BOTCHORD REACTIONS (lb/size) 2=12210-8-0 (min. 0-1-8), 3=0/Mechanical, 4=19/Mechanical Max Horz2=46(LC 8), 3=21(LC 2) Max Uplift2=-67(LC 8), 4=2(LC 5) Max Grav2=141(LC 2), 4=28(LC 13) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale =1:6.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = O% Structural wood sheathing directly applied or 1-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=458; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67lb uplift at joint 2 and 2 Ito uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 24892 —CJ3 Jack -Open Truss 12 1 Job Reference o tional East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MiTek Industries, Inc. Tue Apr 09 09:03:25 2013 Page 1 IDaDhnOn9Y2cMz2n"RHZaGzSIeFuAhalcv2LUSCHlWpynYfchlWYGBxTU34a Ws4—..... -0-0 3-0-01:% 30-0 Scale =1:9.4 2w4= 300 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) 0.00 9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(TL) -0.01 6-9 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(rL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2010rrPI2007 (Matrix-M) Weight: 11 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc BOT CHORD 2x4 SP No.3 pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=200/0-4-8 (min. 0-1-8), 3=67/Mechanical, 6=34/Mechanical Max Horz2=63(LC 8) Max Uplift2=121(LC 8), 3=34(LC 8), 6=27(LC 8) Max Grav2=228(LC 2), 3=76(LC 2), 6=53(LC 3) FORCES (Ib) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=15ft; B=45ft; L=2411t; eave=oft; CaL II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent 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 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 2, 34 lb uplift at joint 3 and 27 Ito uplift at joint 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. LOAD CASE(S) Standard Job Truss Truss Type Dty Ply 24892 —CJ5 Jack -Open Truss 12 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MTek Industries, Inc. Tue Apr 09 09:03:25 2013 Page 1 IDxDhnOngY2cNU2rdOgRHZaGzSIBF-uAhalc 2LUSCH1HVpynyfchglYD=TU34a_Ws4zSW1 W V1-0d 5-0-0 r 5-DU Scale =1:12.7 2[4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdeti L/d PLATES GRIP TOLL 20.0 Plates Increase 1.25 TO 0.48 Vert(LL) 0.04 6.9 >999 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.05 6-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010rrPI2007 (Matrix-M) Weight: 171b FT = O% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOTCHORD REACTIONS (lb/size) 2=298/0-4-8 (min. 0-1-8), 3=113/Mechanical, 6=50/Mechanical Max Horz2=90(LC 8) Max Uplift2=174(1_C 8), 3=55(LC 8), 6=-45(LC 8) Max Gmv2=338(LC 2), 3=130(LC 2), 6=83(LC 3) FORCES (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=516/278 BOT CHORD 2-6=347/583 Structural wood sheathing directly applied or 5-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 2, 55 lb uplift at joint 3 and 45lb uplift at joint 6. 7) "Semi -rigid pilchbreaks including heels" Member end fixity, model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard c C- Job Truss Truss Type Oty Ply 24892 —EJ7 Jack -Open Truss 18 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MTek Industries, Inc. Tue Apr 09 09:03:25 2013 Page 1 IDxDhnOn9Y2cMIIntDgRHZaGZS18FwMalcv2LUSCH11NpynYfche9Y7MMiU34a_Ws4zSW1 W Sale: 3/4'=1 Load Defl. =1/8 in 3x4 = 7-M LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Lld PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.13 4-7 >628 240 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.19 4-7 >429 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(fL) 0.01 2 nla n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 23 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc BOT CHORD 2x4 SP No.3 puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=1561Mechanical, 2=400/0-4-8 (min. 0.1-8), 4=61/Mechanical Max Hoa 2=117(LC 8) Max Uplilt3=75(LC 8), 2=230(LC 8), 4=64(LC 8) Max Gmv3=182(LC 2), 2=453(LC 2), 4=106(LC 3) FORCES (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1207/670 BOT CHORD 2.4=754/1283 NOTES 1) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.0psf; h=15ft; B=45% L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 lb uplift at joint 3, 230 lb uplift at joint 2 and 64 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks including heels' Member end fedty model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1 4 J Job Truss Truss Type Oty Ply 24892 —HJ7 Diagonal Hip Girder 6 1 Job Reference (optional) East Coast Truss, Fort Pieme, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MiTek Industries, Inc. Tue Apr 09 09:03:26 2013 Page 1 1d0 5a15 IDxDhnOn9Y2cM>:2ntOgRHZaGzS18F-h1NFyzywh6na2vBsiNtJnCgEo7yoogmCJEk4PWzSW1V 1S-0 5315 41r1 p1 Scale =1:20.7 Dead Load Des. = 5116 in 2[4 II 4x4 = 316 =6 631rN-310p LOADING (psf) SPACING 2-M CSI DEFL in (too) War Ud TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.25 7-10 >448 240 TCDL 15.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.43 7-10 >263 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code FBC2010ITPI2007 (Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* BOT CHORD W 1: 2x4 SP No.3 REACTIONS (lb/size) 5=361/Mechanical, 2=558/0-7-6 (min. 0-1-8), 7=880/Mechanical Max Horz2=119(LC 5) Max Uplift5=434(LC 2), 2=310(LC 8), 7=389(LC 4) Max Grav5=112(LC 5), 2=631(LC 2), 7=1016(LC 2) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1122/595, 4-7=631/160 BOT CHORD 2-7=668/1153 WEBS 3.7=851/395 PLATES GRIP MT20 244/190 Weight: 41 lb FT=O% Structural wood sheathing directly applied or 5-1-14 oc pudins, except end verticals. Rigid ceiling directly applied or 8-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; 170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=3.Opsf; h=15ft; 13=4511; L=24ft; eave=oft; Cat 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and fight exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 5)' This truss has been designed for a live toad 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint 5, 310 lb uplift at joint 2 and 389 lb uplift at joint 7. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 A 4 t W Job Truss Truss Type Oty Ply 24892 —HJ7 Diagonal Hip Girder 6 1 Job Reference (optional) East Coast Truss, Fort Pierce, FL. 34946 Run: 7.350 s Jun 22 2012 Print: 7.350 s Jun 22 2012 MTek Industries, Inc. Tue Apr 09 09:03:26 2013 Page 2 ID: DhnOn9Y2cMz2ntOgRHZaGzS18F-MNFyzywh6na2rBSNfJnCgEo?yQOgrvCJEk4PWzsW7V NOTES 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 12 Ib down and 65 Ib up at 4-1-14, 12 Ib down and 65 lb up at 4-1-14, and 60 lb down and 87 lb up at 6-11-13, and 60lb down and 87 Ib up at 6-11-13 on top chord, and 22 lb down and 17 lb up at 1-3-15, 22 Ib down and 17 lb up at 1-3-15, 16 lb down and 18 lb up at 4-1-14, 16 lb down and to lb up at 4-1-14, and 43 lb down and 36 lb up at 6-11-13, and 43 Ib down and 36 Ib up at 6-11-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-5=60, 6-8=20 Concentrated Loads (lb) - Vert: 10=1(F=1, B=1) 11=14(F=7, 13=7) 12=106(F=53, 13=53) 13=28(F=14, 131=14) 14�60(F=30, 13=30)