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HomeMy WebLinkAboutTRUSS-F I IRM6- --w saw PERMITTING COPY CDS# p5z= -on-;P' IPSL I� TOP BTM IWEB MET STN 61 B2 63 FL JKS IPSL Mom IPSL M ' mil ' VIT"m ' m-_m- mmmmm mmmmm ®mmmmm am—mmmm L M • ' = ' imWo® c mmmmm mmmmm m ----- mmmmmm m����m •' .®® ' = ®-- ME=== • m-m__ r WA _ • ' m®® r --- mmmmm F-mmmmmm PSL Mootiumugui ' am® mmmmm mmmmm --_-- ®mm_- ®�mmmm PSL PSL • ' ' ®ml w -m--m mmmmm F-mmmmmm ®m-mm so====� AC SPACE COAST TRUSS INC. ROOF & FLOOR SYSTEMS October 15, 1997 Mercedes Homes, Inc. 1640 S.W. Biltmore Street Port St. Lucie, Fl 34984 Subject : Truss Engineering Specifications Job ID : PSL-1207 Location% BAYLOR MANOR `D' Please find attached: 1. Truss Run Sheet(s) 2. Truss Placement Diagram(s) 3. Reaction/Uplift Summary Sheet(s) 4. 35 Truss Engineering Specification(s) 900 COX ROAD COCOA, FL 32926 (407) 633-7511 FAX 633-7544 This cover sheet will serve as a banket certification for all the attached items under chapter 2111-23, section 2111-23.002 of the Florida Department of Professional Regulation. The items are enclosed in alsealed binder which inhibits tampering. Should you have any questions concerning this engineering please contact me at 407-633-7511. Steve Kastner Professional Engineer ProductionLISfi 900 COX ROAD MERCEDES HOMES Job Number. COCOA, FL 32926 _ _ PhonWindspeegSL1207 BAYLOR MANOR V Page: 1 Project ID: psl120797 Model: BAYLOR V Lot No: C n a Site: Office: Deliver TO: Account : Designer: WAYNE Name: Salesperson: MER Phone: BLOCK 110 MPH WIND LOAD 37LB TOTAL LOAD Profiler Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Built By: 2 Pcs-Ea 16 Total 8 13J2 2-0-0 ROOFTRUSS 6.00 1-0-0 0-0-0 8 lbs. each 0.00 Webs 2 Pcs-Ea 16 Total 8 13J4 4-0-0 ROOFTRUSS 6.00 1-0-0 0-0-0 14 lbs. each 0.00 Webs 2 Pcs-Ea 6 Total 4 8.16 6-0-0 ROOFTRUSS 6.00 1-0-0 0-0-0 20 lbs. each 0.00 Webs 5 Pcs-Ea 10 Total 2 CJ6 8-5-13 ROOFTRUSS 4.24 1-5-0 0-0-0 39 lbs. each 0.00 4 Webs 6 Pcs-Ea 12 Total 2 CJ8 11-3-12 ROOF TRUSS 4.24 1-5-0 0-0-0 56 lbs. each 0.00 6 Webs (2) 2-Ply 5 Pcs-Ea 20 Total 4 FG1 8-0-0 ROOFTRUSS 0.00 0-0-0 0-0-0 15 lbs. each 3.00 8 Webs 25 Pcs-Ea 25 Total 1 H101 B 40 - 0- 0 ROOF TRUSS 6.00 1-0-0 1-0-0 231 lbs. each 0.00 17 Webs 11 Pcs-Ea 11 Total 1 H102 20-4-0 ROOFTRUSS 6.00 0-0-0 1-0-0 103 lbs. each 0.00 6 Webs 21 Pcs-Ea 21 Total 1 H121B 40-0-0 ROOFTRUSS 6.00 1-0-0 1-0-0 229 lbs. each 3.00 14 Webs 21 Pcs-Ea 21 Total 1 H141 B 40 - 0 - 0 ROOFTRUSS 6.00 1-0-0 1-0-0 232 lbs. each 0.00 13 Webs 23 Pcs-Ea 23 Total 1 H161 B 40 - 0- 0 ROOFTRUSS 6.00 1-0-0 1-0-0 229 lbs. each 3.00 13 Webs 26 Pcs-Ea 26 Total 1 H181B 40-0-0 ROOF TRUSS 6.00 1-0-0 1-0-0 237 lbs. each 3.00 14 Webs 11 Pcs-Ea 11 Total 1 H62 20 - 8 - 0 ROOFTRUSS 6.00 1-0-0 1-0-0 103 lbs. each 0.00 7 Webs (1) 3-Ply 32 Pcs-Ea 96 Total 3 H81 40 - 0 - 0 ROOF TRUSS 6.00 1-0-0 1-0-0 '295 lbs. each 2X4/2X6 0.00 69 Webs (1) 3-Ply 29 Pcs-Ea 87 Total 3 H81S 40 - 0 - 0 ROOFTRUSS 6.00 1-0 - 0 1-0-0 276 lbs. each 2X4/2X6 3.00 60 Webs 10 Pcs-Ea 10 Total 1 H82 20 - 8 - 0 ROOFTRUSS 6.00 0-0-0 1-0-0 97 lbs. each 0.00 5 Webs 21 Pcs-Ea 21 Total 1 HS101A 40 - 0 - 0 ROOFTRUSS 6.00 1-0-0 1-0-0 215 lbs. each 3.00 13 Webs 19 PCs -Ea 19 Total 1 HS121 40 - 0 - 0 ROOFTRUSS 6.00 1-0-0 1-0-0 222 lbs. each 3.00 12 Webs 22 Pcs-Ea 22 Total 1 HS141 40 - 0 - 0 ROOFTRUSS 6.00 1-0-0 1-0-0 233 lbs. each 3.00 14 Webs 26 PCs -Ea 26 Total 1 HS161 40 - 0 - 0 ROOF TRUSS 6.00 1-0-0 1-0-0 244 lbs. each 3.00 18 Webs SPACE COAST TRUSS, INC. To: 900 COX ROAD Production Lis COCOA, FL 32926 MERCEDES HOMES JUl hone- 407-633--7611 FIX- _ _ BAYLOR MANOR V Page: 2 Date: 10-14-1997 WindspeePSL-1207 Model: BAYLOR V Lot No: Project ID: psl-1207 Contact: Site: Office: Deliver To: Account No: Designer. WAYNE Name: Phone: BLOCK 110 MPH WIND LOAD Salesperson: MER 37LB TOTAL LOAD Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH Built By: 31 Pcs-Ea 31 Total 1 HS181 40 - 0 - 0 ROOF TRUSS 6.00 1-0-0 1-0-0 259 lbs. each 3.00 20 Webs 2 Pcs-Ea 12 Total 6 J6 6-0-0 ROOF TRUSS 6.00 1-0-0 0-0-0 20 lbs. each 0.00 Webs 2 Pcs-Ea 12 Total 6 J8 8-0-0 ROOF TRUSS 6.00 1-0-0 0-0-0 27 lbs. each 0.00 Webs (1) 2-Ply 5 Pcs-Ea 10 Total 2 JG8 8 - 0 - 0 ROOF TRUSS 6.00 0-0-0 0-0-0 45 lbs. each 2X4/2X6 0.00 6 Webs 2 Pcs-Ea 4 Total 2 SBJ2 2-0-0 ROOF TRUSS 6.00 1-0-0 0-0-0 8 lbs. each 3.00 Webs 2 Pcs-Ea 4 Total 2 S1BJ4_ 4= 0 = 0 -- ROOF TRUSS 6.00 1-0-0 0-0-0 14 lbs. each 3.00 Webs 2 Pcs-Ea 4 Total 2 SBJ6 6-0-0 ROOF TRUSS 6.00 1-0-0 0-0-0 21 lbs. each 3.00 Webs 6 Pcs-Ea 6 Total 1 SCJ8 11 - 2 - 4 ROOF TRUSS 4.25 1-5-0 0-0-0 51 lbs. each 2.15 3 Webs 3 Pcs-Ea 27 Total 9 SJ8 8-0-0 ROOF TRUSS 6.00 1-0-0 0-0-0 31 lbs. each 3.00 9 Webs 21 Pcs-Ea 42 Total 2 Ti 40 - 0 - 0 ROOF TRUSS 6.00 1-0-0 1-0-0 226 lbs. each 3.00 22 Webs 6 Pcs-Ea 24 Total 4 T16 72 lbs. each 16 - 0 - 0 ROOF TRUSS 6.00 0.00 1-0-0 1-0-0 12 Webs 14 Pcs-Ea 14 Total 1 T16GE 87 lbs. each 16 - 0 - 0 ROOF TRUSS 6.00 0.00 1-0-0 1-0-0 11 Webs 8 Pcs-Ea 16 Total 2 T2S 20 - 4 - 0 ROOF TRUSS 6.00 0-0-0 1-0-0 93 lbs. each 0.00 8 Webs c0-8-0 c0-8-0 4 Pcs-Ea 8 Total 2 T3 32 lbs. each 7-0-0 KINGPOST 6.00 0.00 1-0-0 1-0-0 2 Webs 4 Pcs-Ea 4 Total 1 T3GE 28 lbs. each 7-0-0 KINGPOST 6.00 0.00 1-0-0 1-0-0 1 Webs 4 O - O - O 11 6 - O - O 0 0 I III I I I 2 0 8 O 8 4- Ol 2 8 O V I ! 1 V L V V! 1 V I I I I V V V 900 COX ROAD Name: MERCEDES Description: BAYLOR MANOR 'D' VA COCOA, FLORIDA 32922 HOMES Name: PSL-1207 J°b: PSL-1207 Address: J� 'lV i. L�LJf"iV' 1 1\VVV, IIV� %.7 I O ,_� f .= eactior� ummar cox ROAD Job Number: COCOA, FL 32926 MERCEDES HOMES _ _ _ BAYLOR MANOR V Page: 1 Date: 997 WindspeeRSL-1207 Model: BAYLOR U Lot No: psi-12 7 Project ID: psi-1207 Contact: Site: Office: - Deliver TO: Account No: Designer: WAYNE Name: Phone: BLOCK 110 MPH WIND LOAD Salesperson: MER 37LB TOTAL LOAD Tentative Delivery Dates Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: Joint 2 Joint 3 Joint 4 8 B.12 2-0-0 ROOF TRUSS 6.00 144 lbs. 52 Ibs. 19 Ibs. 8 Ibs. each 0.00 -165 Ibs. -46 Ibs. Joint 2 Joint 3 Joint 4 8 6.14 4-0-0 ROOFTRUSS 6.00 210 lbs. 102 Ibs. 37 Ibs. 14 Ibs. each 0.00 -183 lbs. -123 lbs. Joint 2 Joint 3 Joint 4 • 4 BJ6 6-0-0 ROOFTRUSS 6.00 281 Ibs. 150 Ibs. 57 Ibs. 20 Ibs. each 0.00 -204 Ibs. -198 lbs. Joint 2 Joint 4 Joint 5 2 CJ6 8 - 6 -13 ROOFTRUSS 4.24 804 lbs. 284 lbs. 603 lbs. 39 Ibs. each 0.00 -512 lbs. -252 Ibs. -294 lbs. Joint 2 Joint 5 Joint 6 2 C.18 11 - 3 -12 ROOFTRUSS 4.24 464 lbs. 59 Ibs. 760 lbs. 56 Ibs. each 0.00 -430 Ibs. -28 Ibs. -499 Ibs. (2) 2-Ply Joint 3 Joint 5 4 FG1 8-0-0 ROOFTRUSS 0.00 452 lbs. 452 lbs. 15 Ibs. each 3.00 -244 lbs. -218 lbs. Joint 12 Joint 2 1• H101B 40 - 0 - 0 ROOFTRUSS 6.00 1531 lbs. 1531 Ibs. 231 lbs. each 0.60 -990 Ibs. -990 lbs. Joint 1 Joint 6 1 H102 20 - 4 - 0 ROOFTRUSS 6.00 742 lbs. 805 lbs. 103 Ibs. each 0.00 -440 lbs. -560 Ibs. Joint 2 Joint 9 1 H121 B 40 - 0 - 0 ROOFTRUSS 6.00 1531 lbs. 1531 lbs. 229 Ibs. each 3.00 -990 lbs. -990 lbs. Joint 10 Joint 2 1. H141 B 40 - 0 - 0 ROOFTRUSS 6.00 1531 lbs. 1631 lbs. 232 Ibs. each 0.00 -990 lbs. -990 lbs. Joint 11 Joint 2 1 H161 B 40 - 0.0 ROOF TRUSS 6.00 1531 lbs. 1531 Ibs. 229 Ibs. each 3.00 -990 Ibs. -990 lbs. Joint 13 Joint 2 1 H181B 40 - 0 - 0 ROOFTRUSS 6.00 1531 lbs. 1531 lbs. 237 lbs. each 3.00 -990 lbs. -990 Ibs. Joint 2 Joint 8 1 H62 20 - 8 - 0 ROOFTRUSS 6.00 2262 lbs. 2262 Ibs. 103 lbs. each 0.00 -1208 Ibs. -1208 lbs. (1) 3-Ply Joint 17 Joint 2 3 H81 40 - 0 - 0 ROOF TRUSS 6.00 3393 Ibs. 3393 lbs. 295 lbs. each 2X4/2X6 0.00 -2297 lbs. -2297 lbs. (1) 3-Ply Joint 16 Joint 2 3 H81S 40 - 0 - 0 ROOFTRUSS 6.00 2383 Ibs. 3938 lbs. 276 Ibs. each 2X4/2X6 3.00 -1395 lbs. -2132 lbs. Joint 1 Joint 6 1 H82 20 - 8 - 0 ROOFTRUSS 6.00 754 lbs. 816 lbs. 97 Ibs. each 0.00 -451 Ibs. -563 lbs. Joint 10 Joint 16 Joint 2 1 HS101A 40 - 0 - 0 ROOF TRUSS 6.00 698 lbs. 1747 lbs. 659 lbs. 215 lbs. each 3.00 -536 lbs. -974 lbs. -500 lbs. Joint 11 Joint 15 Joint 2 1 HS121 40 - 0 - 0 ROOFTRUSS 6.00 697 Ibs. 1779 Ibs. 647 Ibs. 222 Ibs. each 3.00 -540 lbs. -991 Ibs. -491 lbs. Joint 10 Joint 14 Joint 2 1 HS141 40 - 0 - 0 ROOFTRUSS 6.00 702 lbs. 1798 lbs. 638 Ibs. 233 Ibs. each 3.00 -553 lbs. -991 Ibs. -492 lbs. Joint 11 Joint 2 1 HS161 40 - 0 - 0 ROOF TRUSS 6.00 1531 lbs. 1531 Ibs. 244 Ibs. each 3.00 -990 lbs. -990 lbs. SPACE COAST TRUSS, INC. To: 900 COX ROAD Reaction Summary JU COCOA, FL 32926 MERCEDES HOMES _ _ _ BAYLOR MANOR U Page: 2 Date: 10-14-1997 WindspeePSL-1207 Model: BAYLOR V Lot No: Project ID: psl-1207 Contact: Site: office: Deliver To: Account Designer:: WAYNE Name: Phone: BLOCK 110 MPH WIND LOAD Salesperson: MER Fav 37LB TOTAL LOAD Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: Joint 11 Joint 2 1 HS181 40 - 0 - 0 ROOF TRUSS 6.00 1531 lbs. 1531 lbs. 259 lbs. each 3.00 -990 lbs. -990 lbs. Joint 2 Joint 3 Joint 4 6 J6 6-0-0 ROOF TRUSS 6.00 281 lbs. 156 lbs. 57 lbs. 20 lbs. each 0.00 -204 lbs. -198 lbs. Joint 2 Joint 3 Joint 4 6 J8 8-0-0 ROOF TRUSS 6.00 353 lbs. 205 lbs. 77 lbs. 27 lbs. each 0.00 -229 lbs. -270 lbs. (1) 2-Ply Joint I Joint 4 2 JG8 8-0-0 ROOF TRUSS 6.00 1569 lbs. 1569 lbs. 45 lbs. each 2X4/2X6 0.00 -770 lbs. -896 lbs. Joint 2 Joint 3 Joint 4 2 SBJ2 2-0-0 ROOF TRUSS 6.00 144 lbs. 52 lbs. 19 lbs. 8 lbs. each 3.00 -157lbs.---541bs.-- . - _ _ Joint 2 Joint 3 Joint 4 2 SBJ4 _ _ 4-. 0 - 0 ROOF TRUSS 6.00 210 lbs. 102 lbs. 37 lbs. 14 lbs. each 3.00 -177 lbs. -128 lbs. Joint 2 Joint 3 Joint 4 2 SBJ6 6-0-0 ROOF TRUSS 6.00 281 lbs. 156 lbs. 57 lbs. 21 lbs. each 3.00 -199 lbs. -203 lbs. Joint 2 Joint 6 Joint 7 1 SCd8 11 - 2 - 4 ROOF TRUSS . 4.25 445 lbs. 81 lbs. 895 lbs. 51 lbs. each 2.15 -386 lbs. -177 lbs. -522 lbs. Joint 2 Joint 4 Joint 5 9 SJ8 8-0-0 ROOF TRUSS 6.00 348 lbs. 51 lbs. 243 lbs.- 31 lbs. each 3.00 -222 lbs. -85 lbs. -175 lbs. Joint 12 Joint 2 2 T1 40 - 0 - 0 ROOF TRUSS 6.00 1531 lbs. 1531 lbs. 226 lbs. each 3.00 -990 lbs. -990 lbs. Joint 2 Joint 6 4 T16 16 - 0 - 0 ROOF TRUSS 6.00 643 lbs. 643 lbs. 72 lbs. each 0.00 -460 lbs. -460 lbs. Joint 2 Joint 6 1 T16GE 16 - 0 - 0 ROOF TRUSS 6.00 643 lbs. 643 lbs. 87 lbs. each 0.00 -460 lbs. -460 lbs. Joint 1 Joint 5 2 T2S 20 - 4 - 0 ROOF TRUSS 6.00 742 lbs. 803 lbs. 93 lbs. each 0.00 -443 lbs. -556 lbs. Joint 2 Joint 4 - 2 T3 32 lbs. each 7-0-0 KINGPOST 6.00 0.00 310 lbs. 364 lbs. -262 lbs. -262 lbs. Joint 2 Joint 4 Joint 6 1 T3GE 7-0-0 KINGPOST 6.00 202 lbs. 256 lbs. 217 lbs. 28 lbs. each 0.00 -203 lbs. -203 lbs. -118 lbs. AOL A. A& r v L Ask Y& 1•49k r L Job NSS NSS Iype wry y�t$AYLUKMAN(JR'LU)',(U;YIV'KF-.5 PSL-1207 BJ2 ROOF TRUSS 8 1 rJn us es, nc. Lie age -1-0-0 2-0-0 1-0.0 2.0.0 3 6.00 rrr 2K4= 2 1 2.0.0 2-0-0 LOADING (psf) SPACING 2-0-0. CSI` DEFL (in) poc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) n/a - n/a M20 249/190 •TCDL 7.0 .Lumber Increase .1.25, BC 0.03 Vert(TL) 0.01 1-2 >999 .BCLL 0.0 Rep Stress lncr YES: WB 0.00 Horz(TL) --0.00 3 Na BCDL 10.0 Code SBC/ANS195 (Matra) Min Length / LL deft = 999 Weight 8 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 1-10-14 on center bracing. REACTIONS (Ib/size) 3=36/0-2-0, 2=144/0-8-0, 4=19/0-3-8 Max Harz 2=116(load case 4) Max Upiift3=-45(load case 2), 2=164(load case 4) Max Grav3=52(load case 5), 2=1440oad case 1). 4=190oad case 1) FORCES (lb) TOP CHORD 1-2=23, 2-3 =32 BOT CHORD 2.4=0 NOTES .1) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead road and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed town The lumber DOL increase is 1.60, and the plate grip increase is 1.60 2) All plates are M20 plates unless otherwise indicated. 3) ProvWe mechanical connection (by others) of truss to bearing plate at joint(s) 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift atjoint 3 and 164 lb uplift at Joint 2. 5) This truss has been designed with ANSUTPI 1-1995 criteria. O , NSS Nss ype y , PSL-1207 BJ4 ROOF TRUSS 8 1 milel(Industnes,inc. ue age 4-0.0 -- 1-0-0 4.0.0 3 6.00 rM 2k4= t 441.0 44W LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL3 0.03' 1-2 >411 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 (Matrix) Min Length / LL deg = 999 Weight 14 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 3-8-8 on center bracing. REACTIONS (Ib/size) 3=92/0-2-0, 2=210/0-8-0, 4=37/0-3-8 Max Harz 2=178(load case 4) Max Uplrft3=122(load case 2), 2=182(load case 4) Max Grav3=102(load case 5), 2=210(load case 1), 4=37(load case 1) FORCES (lb) TOP CHORD 1-2=23, 2-3=34 BOT CHORD 2-4=0 NOTES 1) This truss has been designed for the wind roads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead road and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanirne, on an occupancy category I, condition I enclosed building; of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANS195 If end verticals or cantilevers exist, they are exposed to wind. if porches exist, they are not exposed to wind. The lumber DOL increase Is 1.60, and the plate grip increase is 1.60 2) All plates are M20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to.bearing plate at joint(s) 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 3 and 182 lb uplift at joint 2. 5) This.truss has been designed with ANSI/TPI 1-1995 criteria. Job ss cuss ype Qpy y PSL-1207 BJ6 ROOF TRUSS 4 1' , I e n us es, nc. us age 6.0.0_ 1-0-0 6.0.0 3 6.00 rw dl 2 1 6-0-0 - - - ---- -- - ' - 640.0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.26 Vert(TL) 0.13 1-2 >110 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSl95 (Matrix) Min Length / LL deft = 999 Weight 21 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 on center puriin spacing. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-8 on center bracing. REACTIONS pb/size) 3=150/0-2-0, 2=281/0-8-0, 4=57/0-3-8 Max Horz 2=242(load case 4) Max Uplift3=197(load case 2). 2=203(load case 4) FORCES (Ib) TOP CHORD 1-2=23, 2-3=55 BOT CHORD 2-4=0 NOTES 1) This truss has been designed for the wind toads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 2) All plates are M20 plates unless otherwise indicated. 3 Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 4; Provide mechanical connection (by others) of truss.to bearing plate capable of Withstanding 197 lb uplift at joint 3 and 203 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. Job russ I russ I ype y PSL-1207 CJ6 ROOF TRUSS 2 1 , 1 eK Industries- ncTue age -1-5A 4-2-15 8-5.13 ' 1-5.0 4-2-15 4-2-15 3x511 4 424 rW 6 3x5-- 3 7 2x4= 2 9 6 10 5 - 1.5x4-11- - - - - - __ 3x5= - - - 4-2-15 I 8S2 n13 4-2-15 - 42J 0.0-12 LOADING (psf) SPACING 2-0.0 CSI DEFL (in) (loc) Vdeff PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.04 5-6 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.06 5-6 ' >999 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.02 • 5 n/a BCDL 10.0 Code SBC/ANSl95 (Matrix) Min Length / LL deft = 240 Weight 40 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 2-1 D-15 on center pudin BOT CHORD 2 X 4 SYP No.3 spacing, except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-4-3 on center bracing. REACTIONS pb/size) 4=28410-2-0, 5=60310-3-8, 2=804/0-11-5 Max Horz 2=367(load case 4) Max Uplift4=251(load case 4). 5=293(load case 3), 2=511(load case 2) FORCES (lb) TOP CHORD 1-2=25, 2-7=1397, 3-7=1271, 3-8=138, 4-8=74, 4-5=0 BOT CHORD 2-9=1269, 6-9=1269, 6-10=1269, 5-10=1269 WEBS 3-6=269, 3-5=1360 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANSl95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 2) Except as shown below, special connection(s) required to support concentrated load(s). Design of connection(s) is delegated to the building designer. 3) All plates are M20 plates unless otherwise indicated. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 251 lb uplift at joint 4, 293 lb uplift at joint 5 and 511 lb uplift at joint 2. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. Continued on page 2 1' _ , Job I russ toss I ype Y "8 PSL-1207 CJ8 ROOF TRUSS 2 1 -MiTe-< Inclustnes, Inc. ue age -1-5-0 4-3-4m-la -.11-5.0 44 4 3.6-8 3.5.15 3X511 ~1 6-2-9 5.0-7 0-0.12 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (I-) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.08 6-7 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.12 6-7 >999 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a BCDL 10.0 Code SBC/ANSI95 Min Length / LL dell = 240 Weight: 56 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 3-11-2 on center purlin BOT CHORD 2 X 4 SYP No.1 D spacing, except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS (lb/size) 5=0/0-2-0, 6=760/0-3-8, 2=464/0-11-5 Max Harz 2=250(load case 2) Max Uplift5=27(load case 3), 6=-498(load case 3). 2=429(load case 2) Max Grav5=59(load case 2), 6=760(load case 1), 2=464(load case 1) FORCES (lb) TOP CHORD 1-2=12, 2-3=751, 3-4=760, 4-5=0, 5-6=0 BOT CHORD 2-7=704, 6-7=381 WEBS 3-7=16. 4-7=672, 4-6=504 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 2) All plates are M20 plates unless otherwise indicated. 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSMI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 5, 498 lb uplift at joint 6 and 429 lb uplift at joint 2. Continued on page 2 Job Truss Truss Type y ,NU L-5 PSL-1207 CJ8 ROOF TRUSS 2 1 MiTecindustries, Inc. ue age NOTES 7) This truss has been designed with ANSUTPI 1-1995 criteria. 8) Load case(s)1, 2, 3, 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. Job pe y PSL-1207 FG1 ROOF TRUSS 2 2 1 e c Inclustries, Inc. TUO age 4-0-0 8.0.0 4-0-0 4-0-0 1.5x4 II 1 5x5= 2 3x5= 3 4 365 3.00 (Tl 1.5x411 — - - - -- s 4.0-0 8-0-0 I i 440 4-" LOADING (psf) SPACING 2-0-0 CSI DEFL (in) Coo) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.16 Vert LL) 0.02 4 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.38 Vert-0.03 4 >999 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 Min Length / LL dell = 480 Weight 64 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 on center pudin spacing, BOT CHORD 2 X 4 SYP No.3 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 3.11-11 on center bracing. REACTIONS (lb/size) 5=452/0-8-0, 3=45210-3-8 Max Horz 5=205(load case 3) Max Uplift5=217(load case 2), 3=243(load case 3) FORCES (lb) TOP CHORD 1-5=330, 1-2=1000, 2-3=1000 BOT CHORD 4-5=0, 3-4=1030 WEBS 1-4=1025, 2-1=232 NOTES 1) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected with 1 row(s) at 0-9-0 on center. Bottom chords connected with 1 row(s) at 0-9-0 on center. Webs connected with 1 row(s) at 0-9-0 on center. 2) This truss has been checked for unbalanced loading conditions. 3) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition.) enclosed building, of dimensions 48 it by 32 It with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are M20 plates unless otherwise indicated. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. Continued on page 2 n Job ss russ ype y PSL-1207 FG1 ROOF TRUSS 2 2 MiTeK industries, Inc. TUe age NOTES 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 5 and 243 lb uplift at joint 3. 8 This truss has been designed with ANSI/TPI 1-1995 criteria. 9 Load case(s) 1, 2, 3, 4, 5, 6 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. o toss cuss ype y - PSL-1207 H1016 ROOF TRUSS 1 1 1 I eK Indusmei�, Inc. I ue age -0 93 40.40 41-0.0 -0-0 8.2-13 0. I 182 0 210- I 3� 130+ 1 6.2-13 1 35-8.9.8.2-13 1 9 7xa= 5x5= 1.5x411 3x6= 1.5011 5x5= 7xa= 6.00 rrr 4 5 6 7 a 9 10 3x5q 3x6 3 11 7x6= 1 20 19 16 6x12= 1 3r6= 2 tOx12 M76_ 1.5x411 3x6= 1213j d1 3x6= 24 23 22 16 15 14 1.5x411 6x6= 2x411 2x4117x6= 1.5x411 6-2-13 10-0-0 13.0.E 16 8-10 2058� 244-8 28 0 8 0 01 33.9-3 1_ 40-0.0 130 I + 1 I I 8-2-13 3-9.3 3.0.8 3.8.2 3.9.14 3-9-14 3-2 1-11-8 3.9-3 8-2-13 Plate se LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) 0.92 19 >516 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -1.12 19 >425 M18 196/188 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.58 12 n/a BCDL 10.0 Code SBC/ANSI95 Min Length / LL deft = 480 Weight 232 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 *Except* TOP CHORD Sheathed cr 2-4-3 on center pudin spacing. 4-10 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 1-8-0 on BOT CHORD 2 X 4 SYP No.3 *Except* center bracing. 17-21 2 X 4 SYP No.1 D WEBS 1 Row at midpt 10-15 WEBS 2 X 4 SYP No.3 *Except* 4-21 2 X 4 SYP No.2 15-17 2 X 4 SYP No.2 10-17 2 X 4 SYP No.2 REACTIONS (lb/size) 2=1531/0-8-0, 12=1531/0-8-0 Max Horz 2=160(load case 2 Max Uplift2=989(load case 4), 12=989(load case 4) FORCES (Ib) TOP CHORD 1-2=12, 2-3=2704, 3-4=2406, 4-5=5289, 5-6=5273, 6-7=5273, 7-8=5159, 8-9=5159, 9-10=-4755, 10-11=2406, 11-12=2704, 12-13=12 BOT CHORD 2-24=2400, 23-24=2400, 22-23=0, 21-22=28, 5-21=154, 20-21=5304, 19-20=5417,18-19=5417,17-18=4759,16-17=17,9-17=-414, 15-16=0, 14-15=2400,12-14=2400 WEBS 3-24=100, 3-23=322, 4-23=1756, 21-23=2916, 4-21=4140, 5-20=20, 6-20=206, 7-20=176, 7-19=76, 7-18=315, 8-18=206, 9-18=493, 15-17=3737, 10-17=4624, 10-15=2857, 11-15=322, 11-14=100 NOTES 1) This truss has been checked for unbalanced loading conditions. Continued on page 2 :POS:L-1207ZH101B s cuss ype y ROOFTRUSS 1 1 1 e n us es,Inc. ue age NOTES 2) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 It end verticals or cantilevers exist they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL increase is 1.60,.and the plate grip increase is 1.60 . 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 989 lb uplift at joint 2 and 989 lb uplift at joint 12. 6) This truss has been designed with ANSI/fPI 1-1995 criteria. Job russ I russ I ype y - PSL-1207 H102 ROOF TRUSS 1 1 1 I eK industries, Inc. Tue age 5-0.11 9.6-0 1W 14-11-5 204-0 �14-0 l I 11 4-7-e 0.6.0 4-7-5 5-4-11 1-0- 5x5= 5x5= 3 4 6.00 rM 3r5G y,5-, 2 5 US 11 3t5= 3z5= 1 6 7 j� 12 11 109 6 1.5c411 3z5= 3x5= 1.Sx411 3z5= - -- - 5-0-11 941-0 1 14-71-5 20�-0 5-0-11 4-7-6 4.7-5 5-4-11 Plate Offsetsge , - LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) 0.06 9 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.08 6-8 >999 BCLL ' 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.04 6 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) Min Length / LL defl = 480 Weight 104 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 4-4-12 on center pudin BOT CHORD 2 X 4 SYP No.3 spacing. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-7 on WEDGE Left 2 X 4 SYP No.3 center bracing. REACTIONS pb/size) 1=740/0-4-0. 6=80510-8-0 Max Horz 1=196(load case 2 Max Uplift 1 =439(load case 4), 6=559(load case 4) Max Grav 1=742(load case 7), 6=805(load case 1) FORCES (lb) TOP CHORD 1-2=1269, 2-3=893, 3-4=752, 4-5=893, 5-6=1301, 6-7=23 BOT CHORD 1-12=1059, 11-12=1059, 10-11=1059, 9-10=752, 8-9=1100, 6-8=1100 WEBS 2-12=117, 2-10=362, 3-10=235, 4-9=246, 5-9=-410, 5-8=118 NOTES 1 This truss has been checked for unbalanced loading conditions. 2 This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 3 Provide adequate drainage to prevent water ponding. 41 All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 439 lb uplift at joint 1 and 559 lb uplift at joint 6. 6) This truss has been designed with ANSI/fPI 1-1995 criteria. o russ russ ype wlyy PSL-1207 H121 B ROOF TRUSS 1 1 ,0--I'J) Industries. Inc. Tue age 12-0-0 17, 22-9-4 28-0-0 3319-3 40-0-0 41-0-0 fi-0 8.2-11 S9S 5-e-4 S3-0 52-12 59-3 8.2-13 1-0.0 SxS= 3x5= 3z5= US= 4 5 6 7 6.00 r 3u5! 7■Sa 3 a 1 14 6XI0-11 Sag= 6x12 3XS= 27 2 aI.DX4I 9 51 70 12 11 3.00 PT 2r4 II 4X6= 13-0-8 6-2-11 12-1-8 20-1-12 28-0.0 319.3 I 40-0-0 I I 6.2-11 510-13 8-04 7-10-4 59-3 6-2-13 Plate Lmets (7,,Y):. [2.'U-5-7.edgerge],7:0-0-12.D-2-21 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.84 Vert(LL) 0.81 14 >592 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -1.05 14-15 >456 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.63 9 n/a BCDL . 10.0 Code SBC/ANSI95 Min Length / LL defl = 480 Weight 229 lb LUMBER BRACING TOP CHORD. 2 X 4 SYP No.11) *Except* TOP CHORD Sheathed or 2-2-15 on center purlin 4-7 2 X 4 SYP No.2 spacing. BOT CHORD 2 X 4 SYP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 3-8-15 on 13-15 2 X 4 SYP No.1 D center bracing. 7-12 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 WEDGE Left 2 X 4 SYP No.3 REACTIONS (Ib/size) 2=1531/0-8-0, 9=1531/0-8-0 Max Horz2=194 load case 2 Max Uplift2=989(load case 4), 9=989(load case 4) FORCES (lb) TOP CHORD 1-2=9, 2-3=4892, 3-4=4552, 4-5�3244, 5-6=4513, 6-7=3910, ' 7-8=-4464, 8-9=2704, 9-10=12 BOT CHORD 2-16=4439, 15-16=4481, 14-15=4591, 13-14=4472, 12-13=56, 7-13=1700, 11-12=0, 9-11=2401 WEBS 3-16=39, 3-15=238, 4-15=1738, 5-15=394, 5-14=119, 6-14=64, 6-13=-649, 11-13=2709, 8-13=1591, 8-11=1138 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load,l mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 Continued on page 2 PSL-1207 I H121 B I ROOF TRUSS NOTES 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer shouldd verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 989 lb uplift at joint 2 and 989 lb uplift at joint 9. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. Job Truss cuss I ype y PSL-1207 H141 B ROOF TRUSS 1 1 Mire c industries. nc. ue c age - -0-0 &2-13 10.E-6 14-0-0 20.0-0 26.0.0 8.0-8 33.9-4 40.0-0 4/-0-0 -0-0 &2-13 457112 8.2-12 140-0 SxB= 1.5x411 US= 5 6 7 Sx6� 6.00 r1rE Sx6 8 4 3x8 1�- 3x6,, 3 9 17 16 15 3x8= 6x12 M16= 3x6= 3x5= 3x6= 1 2 3x5= .12= 1011 20 19 13 12 6x6= 2x411 2x411 4x6= &�� 10.6-6 14.0-0 20-0-0 28-0-0 33.9-4 40-0-0 128-0-61 1 1 1 62 51 -13 41 33-8 8-0-0 8-0-0 2-0.6 5-&12 F 6-242 Plate Uffsets OVY L0:u-r3-u,u-z-1JJ. L1:u-r-u.u-2-tSJ, LIMU-1w4jedgel- LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdetl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.81 16 >590 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -1.02 16-17 >465 M18 196/188 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.72 10 n/a BCDL 10.0 Code SBC/ANSI95 Min Length / LL defl = 480 Weight 233 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.1 D TOP CHORD Sheathed or 2-0-2 on center puriin spacing. BOT CHORD 2 X 4 SYP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 3-6-15 on 14-18 2 X 4 SYP No. ID center bracing. 10-13 2 X 4 SYP No.2 WEBS 1 Row at midpt 12-14 WEBS 2 X 4 SYP No.3 •Except• 18-20 2 X 6 SYP No.2 3-18 2 X 4 SYP No.2 REACTIONS (lb/size) 2=153110-8-0, 10=1531/0-8-0 Max Horz 2=218(load case 2) Max Uplift2=989(load case 4), 10=989(load case 4) FORCES (lb) TOP CHORD 1-2=12, 2-3=-2704, 3-4=6947, 4-5=3973, 5-6=3952, 6-7=3952, 7-8=3973, 8-9=5589, 9-10=2704, 10-11=12 BOT CHORD 2-20=2401, 19-20=0, 18-19=43, 4-18=2566, 17-18=6218, 16-17=3602, 15-16=3602, 14-15=5010, 13-14=56, 8-14=2105, 12-13=0, 10-12=2401 WEBS 3-20=1837, 18-20=3087, 3-18=3825, 4-17=3034, 5-17=1310, 5-16=411, 6-16=313, 7-16=411, 7-15=1348, 8-15=2162, 12-14=2839, 9-14=2604, 9-12=1398 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 15 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 ml from hurricane oceanllne, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 Continued on page 2 'V Job russ I cuss I ype y PSL-1207 H141B ROOF TRUSS 1 1 1 re c industries, Inc. i us age NOTES 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 989 lb uplift at joint 2 and 989 lb uplift at joint 10. 6) This truss has been designed with ANSIJTPI 1-1995 criteria. Job ss russ ype y PSL-1207 H161 B ROOF TRUSS 1 1 milecutoustries, Inc. ue age -1-" 2-13 0.8� 4 1 I I 1.2-593 6-2-13 5x5c 3=5= 5x5= 6 7 a 7aG6 6.00 frz- 2Y411 5t5" 5 9 4 3=5p 3x5. 3 10 17 16 s■a= s.a= US= 316= di 2 6s10_3 N 1112 JI 20 19 14 13 6x6= 2r411 29411 4a6= 6-2-13 11 18-1.6 211" I 26-0-0 1 33-9-3 i 41 —1 1 1 8.2-13 4511 5541 7.. 4.1-8 6-2-13 Plate se ge LOADING (psf): SPACING 2-0-0 CSI DEFL (in) (loc) VdeO PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.67 17 >716 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.99 16-17 >482 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.55 11 n/a BCDL 10.0 Code SBC/ANSI95 Min Length / LL deft = 480 Weight: 229 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 •Except• TOP CHORD Sheathed or 2-2-10 on center purlin 6-8 2 X 4 SYP No.3 spacing. BOT CHORD 2 X 4 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-3-2 on 2-19 2 X 4 SYP No.3, 4-19 2 X 4 SYP No.3 center bracing. 9-14 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1531/04-0, 11=1531/0-8-0 Max Horz 2=247(load case 2) Max Uplift2=989(load case 4), 11=989(load case 4) FORCES Ob) TOP CHORD 1-2=12, 2-3=2704, 3-4=5135, 4-5=5630, 5-6=3728, 6-7=3401, 7-8=3401, 8-9=3728, 9-10=4456, 10-11=2704, 11-12=12 BOT CHORD 2-20=2401. 19-20=0, 18-19=43, 4-18=1181, 17-18=4090. 16-17=3493, 15-16=4090, 14-15=56,9-15=364,13-14=0,11-13=2401 WEBS 3-20=1379, 18-20=2822, 3-18=2304, 5-18=1772, 5-17=742, 6-17=1451, 7-17=137, 7-16=137, 8-16=1447, 9-16=723, 13-15=2705, 10-15=1587, 10-13=1130 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanllne, on an occupancy category 1, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 3) Provide adequate drainage to prevent water ponding. Continued on page 2 PSL-1207 I H161 B I ROOF TRUSS NOTES 4) All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 989 lb uplift at joint 2 and 989 lb uplift at joint 11. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. Job Truss I russ I Ype Y PSL-1207 H181 B ROOF TRUSS 1 1 1 e n us es, Inc. ue age 14 i 41 411 1 62-13 4-5-11 i 3A-0 1 3.7-8 1 4-0-0 I 3571 1 2.6-5 I 59.3 I 6-2-13 1fi-0 6.00 j7T 5xe= 5x5= 7 e Mica Us. Sx5-- 6 9 2x411 3x64 10 3x61 4 s 11 3x5q 3x5,N 3 19 1e 12 20 5xe= 5x12= 3x6= yT 34, Or 1 .cal 1 2 Sx12 3.00 r1T 1314µ b 23 22 16 15 6x6= 2411 2x411 4x6= i 8-2-13 i 10.8.8 1448 1&1.8 21-10-8 2e-0.0 33.93 40-0.0 1 1 1 6-2-13 4-5-11 3-e-0 IM 1. 8.1-E 1.3 i i fs2-13 - Plate unets_ LOADING-(psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.66 18 >718 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.92 17-18 >519 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.56 13 n1a BCDL 10.0 Code , SBC/ANSI95 Min Length / LL deft = 480 Weight 237 lb LUMBER BRACING TOP CHORD, 2 X 4 SYP No.2 *Except* TOP CHORD Sheathed or 2-2-7 on center pudin spacing. 7-8 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-2-14 on BOT CHORD 2 X 4 SYP No.2 *Except center bracing. 2-22 2 X 4 SYP No.3, 5-22 2 X 4 SYP No.3. 10-16 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 - REACTIONS (lb/size) 2=1531/0-8-0, 13=1531/0-8-0 Max Horz 2=276(load case 2) Max Upl•Ift2=989(load case 4), 13=989(load case 4) FORCES (lb) TOP CHORD 1-2=12, 2-3=2704, 3-4=-4618, 4-5=-4618, 5-6=3964, 6-7=3421, 7-8=3132, 8-9=3432, 9-10=5060, 10-11=-4798, 11-12=-4798, 12-13=2704, 13-14=12 BOT CHORD 2-23=2401, 22-23=0, 21-22=43. 5-21=361, 20-21=4233, 19-20=3654. 18-19=3092,17-18=3683, 16-17=56, 10-17=792,15-16=0,13-15=2401 WEBS 3-23=-1329, 21-23=2796, 3-21=1745, 5-20=652, 6-20=407, 6-19=-613, 7-19=1281, 7-18=63, 8-18=1341, 9-18=658, 9-17=1481, 15-17=2710, 12-17=1962, 12-15=1142 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceaniine, on an occupancy category I, condition enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip Increase is 1.60 Continued on page 2 ze PSL-1207 I H181 B I ROOF TRUSS 11 11 NOTES 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 989 lb uplift at joint 2 and 989 lb uplift at joint 13. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. I Job russ Russ ype upy Ply - PSL-1207 H62 ROOF TRUSS 1 1 , r e n us as, Inc. Tue age tool 334 60o t6+o 14ao t7�tz zaao �t6q I i I i i 1-0-0 3.3-4 2-&12 4<-0. 440 2-6.12 33� 1-0�-0 5x5= 3:5= 5.5= 4 5 6 6.00 I1T 1.5x4-- 1.5:4 3 � axe= US 2 E rnµ1 9d t2 11 10 its= 1.5:41: 3r5_ 640 10-4-0 14-8-0 20-8.0 1 6-0-0 4.4-0 4-4-0 6-0-0 Plate Uffsets )J, [4:U-Z-tI.U-2-4J, L6:0-2-5.0-2-4j, LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) 0.20 11 >999 M20 2491190 TCDL 7.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.27 11 >922 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.09 8 n/a BCDL 10.0 Code SBC/ANSI95 Min Length / LL deft = 480 Weight 103 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 *Except* TOP CHORD Sheathed or 1-9-6 on center purtin spacing. 4-6 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-3 on BOT CHORD 2 X 4 SYP No.1 D center bracing. WEBS 2 X 4 SYP No.3 .REACTIONS (lb/size) 2=2262/0-8-0, 8=2262/0-8-0 Max Horz 2=102(load case 3) Max Uplift2=1207(load case 4), 8=1207(load case 4) FORCES cab) TOP CHORD 1-2=12, 2-3=3938, 3-4=3670, 4-5=3333, 5-6=3333, 6-7=3670, 7-8=3938, 8-9=12 BOT CHORD 2-12=3467, 11-12=3959, 10-11=3959, 8-10=3467 WEBS 3-12=213, 4-12=1146, 5-12=775, 5-11=244, 5-10=775, 6-10=1146, 7-10=213 NOTES 1) This truss has been checked for unbalanced loading conditions. 2)IThis truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanlme, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 3) Except as shown below, special connection(s) required to support concentrated load(s). Design of connection(s) is delegated to the building designer. 4) Provide adequate drainage to prevent water ponding. 5 All plates are M20 plates unless otherwise indicated. .6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1207 lb uplift at hint 2 and 1207 lb uplift at joint 8. 7) This truss has been designed with ANSIJTPI 1-1995 criteria. Continued on page 2 O fuss russ I ype yLUR MANUK U,- PSL-1207 H62 ROOF TRUSS 1 1 -Mie-k Industries- Inc. ue age NOTES 8) Load case(s) 1, 2, 3, 4, 5, 6 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 0 Job Ss fuss I ype yL-tJ PSL-1207 H81 ROOF TRUSS 1 3 , I e n us es, nc. ue age 32-0-0 -1.0-10 3••0-5 113361-311 13052 3410 2-0{ib151b18M.10SM39T-0 4x5= 6x6- ' 6.00 rrr 6x6= sx10= 7x8= 2x411 4x6= 29411 7x8= Sx12= 3x5- 5 6 7 8 9 10 11 12 13 14 3x5� 1.5x4,\ 4 4x5= 3 16 ?bZ4 10x12= 26 25 24 10x12- 4x5= 171 211 IxB= 2x411 4x6= 31 30 29 28 22 21 20 19 4x4= 4x5= US= 2x411 N411 4x6= 4x4= 4x8= 32.0-0 434 ' 8-0-0 10-0-4 13A8 16-8-10 20 &8 24-4-6 1— 30.&12 35-8.12 40-0-0 1 1 1 1 1 4 3 4 3.8-12 2.8-4 2S4 3 8 2 1 3 9 14 1 3 9 14 1 3 8 2 i 21s { 15 4 3 8 12 1 4-0 4 Plate Lmsets- - - LOADING (psf) SPACING -2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(I-Q 1.10 25 >433 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -1.16 25 >409 BCLL : 0.0 Rep Stress Incr NO WB 0.95 Horz(TL) 0.50 17 n/a BCDL 10.0 Code SBC/ANS195 Min Length / LL deft = 480 Weight 887 lb LUMBER BRACING TOP CHORD. 2 X 4 SYP No.3 *Except* TOP CHORD Sheathed or 6-0-0 on center pudin spacing. 5-7 2 X 6 SYP No.2, 7-14 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 on BOT CHORD 2 X 6 SYP No.2 center bracing, Except . WEBS; 2 X 4 SYP No.3 *Except 27-29 2 X 4 SYP No.2 6-27 2 X 4 SYP No.2 21-23 2 X 4 SYP No.2 13-23 2 X 4 SYP No.2 REACTIONS (lb/size) 2=3393/0-8-0, 17=3393/0-8-0 Max Horz 2=130(load case 2) Max Uplift2=2296(load case 4), 17=2296(load case 4) FORCES (lb) TOP CHORD 1-2=13, 2-3=-6947, 3-4=6860, 4-5=6524, 5-6=5950, 6-7=19882, 7-8=19882, 8-9=-17323, 9-10=17323, 10-11=16965, 11-12=16965, 12-13=18956, 13-14=5956, 14-15=6524, 15-16=6860, 16-17=-6947, 17-18=13 BOT CHORD 2-31=6187, 30-31=6026. 29-30=7127, 28-29=0, 27-28=53, 8-27=916, 26-27=20004, 25-26=17777, 24-25=17777, 23-24=19073, 22-23=53, 12-23=627, 21-22=0, 20-21=6646, 19-20=6026, 17-19=6187 WEBS 3-31=74, 4-31=264, 4-30=229, 5-30=2241, 6-30=2260, 6-29=7138, 27-29=10164, 6-27=15431, 8-26=2873, 9-26=487, 10-26=511, 10-25=178, 10-24=916, 11-24=487, 12-24=2236, 21-23=9481, 13-23=14896, 13-21=6678, 13-20=2193, 14-20=2368, 15-20=229, 15-19=264, 16-19=74 Continued on page 2 M PSL-1207 I H81 I ROOF TRUSS 11 13 NOTES 1) 3-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected with 1 row(s) at 0-6-0 on center. Bottom chords connected with 2 row(s) at D-9-0 on center. Webs connected with 1 row(s) at 0-9-0 on center. 2) This truss has been checked for unbalanced loading conditions. 3) This truss has been designed for the wind loads generated by 110 mph winds at 15 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 It by 32 It with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 4) Except as shown below, special connection(s) required to support concentrated load(s). Design of connection(s) is delegated to the building designer. 5) Provide adequate drainage to prevent water ponding. 6) All plates are M20 plates unless otherwise indicated. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2296 lb uplift at Joint 2 and 2296 lb uplift at joint 17. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. 9) Load case(s) 1, 2, 3, 4, 5, 6 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. job russ fuss I ype y , ' PSL-1207 H81S ROOF TRUSS 1 3 mil e c Industries, Inc. TUO age -�-apz-ll-s oa-iz a+su to-11-z "M Ii 2-1i172-11-22 I i I I 42�-1 +...... -,.-w 3-8-12 434 i-0-0 7x6= 4x4= US= 2x411 US= U!1=400- 2011 6X6= 6'00 rrr US-5 6 7 a 9 10 11 12 13 UX4= 4_ 7x5i 4x5; 3 _ 4x5= 27 20 26 30 25 31 24 tic12— 1s1 26 6x10= 4x4= .2x4 t1 4x5= 4x4, z2 21 zo 19 16 17 3xs II 4x4= 4x5- 4x5= 4x4= W II 3.00 rW 44-3 1 8.4-8 44.3 4.0.5 110.11-213 18.211I 239I I 320.1t'2 1 411,"10.1-2 1-2 2-1 12 -342-. 2-1 4 LOADING (psf) SPACING 240-0 CSI DEFL (in) Coe) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) 0.80 23-24 >599 M20 249/190 7CDL 7.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -1.02 23-24 >469 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.43 15 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) Min Length / LL deft = 480 Weight: 829 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 *Except! TOP CHORD Sheathed or 3-9-9 on center purlin spacing. 10-13 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 on 5-10 2 X 6 SYP No.2 center bracing. BOT CHORD 2 X 6 SYP No.2 *Except' 23-27 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 *Except' 5-27 2 X 6 SYP No.2 11-23 2 X 4 SYP No.2 REACTIONS (Ib/slze) 2=3938/0.8-0, 15=2383/0-8-0 Max Harz 2=135(load case 2) Max Upl'Ift2=2131(load case 4), 15=13940oad case 4) FORCES (Ib) TOP CHORD 1-2=21, 2-3=12575, 3-4=13361, 4-5=16021, 5-6=15019, 6-7=16888, 7-8=17208, 8-9=17208, 9-10=17239, 10-11=17239, 11-12=5750, 12-13=5751, 13-14=4593, 14-15=-4724, 15-16=27 BOT CHORD 2-28=11160, 27-28=13614, 27-29=16917, 26-29=16867, 26-30=17242, 25-30=17242, 25-31=17242, 24-31=17242, 23-24=18498. 22-23=268, 9-23=1107, 21-22=1442, 20-21=7165, 19-20=7165, 18-19=4100, 17-18=4164, 15-17=4164 WEBS 3-28=1123, 4-28=1948, 4-27=1401, 5-27=6966, 6-27=2263, 6-26=1099, 7-26=-427, 7-25=90, 7-24=41, 8-24=325, 9-24=1437, 21-23=6645. 11-23=10910, 11-21=3545, 11-19=1968, 12-19=121, 13-19=2266, 13-18=225, 14-18=-82, 14-17=39 NOTES 1) 3-ply truss to be connected together with 10d Common(.148"X3l Nails as follows: Top chords connected with 1 row(s) at D-9-0 on center. Bottom chords connected with 3 row(s) at 0-5-0 on center. Webs connected with 1 row(s) at 0-9-0 on center. Continued on bane 2 o ruse russ ypeIFIYIBAYLURMANUK'U',L;YPKhbS-BINL)L-t3 PSL-1207 H81S ROOF TRUSS 1 3 NOTES 2) This truss has been checked for unbalanced loading conditions. 3) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60. and the plate grip increase is 1.60 4) Except as shown below, special connection(s) required to support concentrated load(s). Design of connection(s) is delegated to the building designer. 5) Provide adequate drainage to prevent water ponding. 6) All plates are M20 plates unless otherwise indicated. 7) Bearing atjoi%s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer shouldd verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2131 lb uplift at joint 2 and 1394 lb uplift atjoint 15. 9) This truss has been designed with ANSI/TPI 1-1995 criteria. 10) Load case(s) 1, 2, 3, 4, 5, 6 has been modified. Building designer must review loads to verify that they are coned for the intended use of this truss. JOD Truss I cuss I ype y PSL-1207 H82 ROOF TRUSS 1 1 I e c Industries. Inc. I ue Oct 14 age 4-s-0 B-ao t2-8-o tStt-0 20-8-0 I I i f2141-0 I 'Is,33-0 1-8-0 3-3-04.9-0 1-0-0 4x8= SXS= 3 4 6.00 rrr 1 Ax4 1.5A 2 S 3x5= 3:5= 1 �( 7 10 9 8 3x5= 3x5= 3x5= B-0-0 12.8-0 20-M 8.0.0 4-8-0 843-0 _ Plate Onsets LOADING (psf) SPACING 2-0-0 CSI DEFL (in) goc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.07 10 >999 M20 249/190 - TCDL 7.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.16 1-10 >999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horc(TL) 0.03 6 n1a BCDL 10.0 Code SBC/ANSI95 Min Length / LL defl = 480 Weight: 98 lb LUMBER BRACING TOP CHORD 2 X,4 SYP No.3 TOP CHORD Sheathed or 5-0-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-1-9 on WEBS 2 X 4 SYP No.3 center bracing. REACTIONS (lb/size) 1=754/0-8-0, 6=816/0-8-0 Max Horz 1=167(load case 2 Max Uplift 1=-450(load case 4;, 6=5620oad case 4) FORCES (lb) TOP CHORD 1-2=1190, 2-3=998, 3-4=900, 4-5=998, 5-6=-1190, 6-7=12 BOT CHORD 1-10=1053, 9-10=900, 8-9=900, 6-8=1053 WEBS 2-10=194, 3-10=231, 3-8=0, 4-8=231, 5-8=194 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead road, 1 mi from hurricane oceanllne, on an occupancy category 1, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip Increase is 1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 lb uplift at joint 1 and 562 lb uplift at joint 6. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. JOD I fuss Truss Type y , PSL-1207 HS101A ROOF TRUSS 1 1 1 I e industries, Inc. Tue age -1-0-0 6-0-0 I 1041-0 I 15-0.12 I 19-&8 24-10.4 30-60 33.9.5 1 411 I I I I t-0-0 860 4-0-0 5.0-12 4-7-12 51-12 5-1-12 395 8.2-11 1-0-0 5x8= 1.5x411 SxS= US= SX6= 6.00 PT 4 5 6 7 a 3x5 � 3 9 <N]JxSo 3x5� 19 1a 7x10— 17 3x5= 1 2 sx6= axe= 1011� 1.5x4 II 16 15 14 13 12 3.00 r1T 2x4 11 3x5= 3x8= 1.5x411 3x6= 19 -8—24-10� 30�0 IN 40.0.0 I I-"" 6.0.0 4.1.8 4-11-4 4-7-12 5.1-12 5-1-12 3-9-5 B-2-11 Plate Onsetsge , LOADING (psf) SPACING 2-0-0 CSI DEFL (in) • (loc) Udell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.13 20 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.15 19-20 >999 BCLL 0.0 Rep Stress Ina YES WB 0.76 Horz(TL) 0.06 10 n/a BCDL 10.0 Code SBC/ANSI95 Min Length / LL dell = 480 Weight: 216 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 3-11-6 on center purin BOT CHORD 2 X 4 SYP No.3 spacing. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-4-5 on center bracing. REACTIONS (Ib/size) 2=651/0-8-0, 16=1747/0-3-8, 10=664/0-8-0 Max Holz 2=1650oad case 2) Max Uplfft2= 4991)oad case 4), 16=973(load case 4), 10=535(load case 2) Max Grav2=659(load case 5). 16=1747(ioad case 1), 10=698(foad case 6) FORCES (lb) TOP CHORD 1-2=9, 2-3=1458, 3-4=976, 4-5=208, 5-6=208, 6-7=1113, 7-8=456, 8-9=511, 9-10=820, 10-11=12 BOT CHORD 2-20=1322, 19-20=1342, 18-19=940, 17-18=1114, 16-17=1697, 6-17=1007, 15-16=0, 14-15=141. 13-14=141, 12-13=728, 10-12=728 WEBS 3-19=-412, 4-19=584, 5-18=266, 6-18=1515, 15-17=158, 7-17=1398, 7-15=27, 7-13=449, 8-13=12. 9-13=348, 9-12=100, 3-20=27, 4-18=-826 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. if porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase Is 1.60 3 Provide adequate drainage to prevent water ponding. AIJ All plates are M20 plates unless otherwise indicated. Continued on page 2 Job Nss Nss I ype y PSL-1207 HS101A ROOF TRUSS 1 1 we (industries, Inc. Tue age NOTES 5) Bearing at joints) 2 considers parallel to grain value using ANSIIrPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 499 lb uplift at joint 2, 973 lb uplift at joint 16 and 535 lb uplift at joint 10. 7) This truss has been designed with ANSIrrPI 1-1995 criteria. Job Nss NSS ype y PSL-1207 HS121 ROOF TRUSS 1 1 19fiTe-Kindustries, Inc. ue aga - 4-3.9 8.1-12 12.40 15.10.4 19-&8 2310-4 26-0-0 I 33.8.12 I 4_ —M 4 4-" 1 1 I I 1.0.0 4-3.9 3.10i 3-10{ '10-4 3.10-4 4-1-12 4-1-12 54-12 83.4 14)-0 5x5= 3x5= 2x411 3x5= 5x5= S 8 7 5 9 6.00 rrr 3x5 4 1.5x411 1.50 10 3 t7 6X12= Is . 3x5a = 5x8 z to 3:5= 111z� d 3x5: d'1 15 14 13 3.00 r1T 2x4 0 US= 3x5= 7 12-1-8 19-8.8 28" 33.8-12 40-" :3 6-3-7 5-10.1 7-7-0 8-3-85.8-12 6-34 Plate se ge , LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loo) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) 0.12 18 >999 M20 249/190 TCDL 7.0. Lumber Increase 1.25 BC 0.72 Vert(TL) -0.26 16-17 >902 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.04 11 n/a BCDL 10.0 Code SBC/ANSI95 Min Length / LL deft = 480 Weight 222 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 4-2-1 on center puriin spacing. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-4-3 on WEBS 2 X 4 SYP No.3 center bracing. WEBS 1 Row at midpt 14-16 REACTIONS (lb/size) 2=635/0-8-0. 15=1779/0-3-8. 11=648/0-8-0 Max Horz 2=194(load case 2) Max Uplift2=-490(load case 4), 15=990(load case 4), 11=539(load case 2) Max Grav2=647(load case 5), 15=1779(load case 1), 11=697(load case 6) FORCES (lb) TOP CHORD 1-2=9, 2-3=1497, 3-4=1270, 4-5=543, 5-6=-487, 6-7=1127, 7-8=1127, 8-9=260, 9-10=776, 10-11=782, 11-12=12 BOT CHORD 2-18=1346, 17-18=991, 16-17=88, 15-16=1702, 7-16=52, 14-15=0, 13-14=285,11-13=694 WEBS 3-18=178, 4-18=309, 4-17=-497, 5-17=34. 6-17=756, 6-16=1299, 14-16=56, 8-16=1344, 8-14=597, 9-14=351, 9-13=594, 10-13=308 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category i, condition I enclosed building, of dimensions 48 It by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 3 Provide adequate drainage to prevent water ponding. 4; All plates are M20 plates unless otherwise indicated. Continued on page 2 PSL-1207 HS121 ROOF TRUSS 1 1 1 I eK inaustries, Inc. I us age NOTES 5) Bearing at joints) 2 considers;parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacitj of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 490 lb uplift at joint 2, 990 lb uplift at joint 15 and 539 lb uplift at joint 11. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. Job Truss I russ I ype y PSL-1207 HS141 ROOF TRUSS 1 1 mile K Industries, Inc. Tue age -}-610 411-9 1 9.5.12 I L 2eW-0 32-7-5 40.0-0 41W 117-a-0 119-f4a 1 I I 1-e-(1 4-11-9 4-0-4 4-0.4 3-0-0 2-e-s 6-3.6 6.75 7+t1 1-6-0 56= US= W 11 5X8= 5 6 7 S 6.00 jTr 314 4 Us 1.Sz4r 9 3 16 SX12- 15 - W= St12= y 3; j7 2 77 i4 1011 je 14 13 12 3.fp 2=411 5x6= 1.5x411 :7 I 14-41-6 s�I19- -- 2-0sI 32-75 40 577-3-7 I 7+11 a e se LOADING (psf) SPACING 2-0-0 CSI DEFL (in) poc) Udell PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) ' 0.11 17 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.17 16-17 >999 BCLL 0.0 Rep Stress Ina YES WB 0.57 Horz(TL) 0.04 •10 n/a BCDL 10.0 Code SBC/ANSI95 Min Length / LL defi = 480 Weight 234 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 4-1-2 on center purlin spacing. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 4-3-10 on WEBS 2 X 4 SYP No.3 center bracing. OTHERS 2 X 4 SYP No.3 WEBS 1 Row at midpt B-15 REACTIONS (lb/size) 2=625/0.8-0, 14=1798/0.3-8, 10=639/0-8-0 Max Harz 2=223(load case 2 Max Uplift2=-491(load case 4), 14=990(load case 4), 10=552(load case 2) Max Grav2=638(load case 5), 14=1798(load case 1), 10=702(load case 6) FORCES (lb) TOP CHORD 1-2=9, 2-3=1392, 3ri=1097, 4-5=190, 5-6=163, 6-7=1016, 7-8=1012, 8-9=134, 9-10�673, 10-11=12 BOT CHORD 2-17=1256, 16-17=775. 15-16=304, 14-15=1738, 7-15=93, 13-14=0, 12-13=598, 10-12=598 WEBS 3-17=247, 4-17=400, 4-16=-607, 5-16=119, 6-16=769, 6-15=1122, 13-15=146, 8-15=1310, 8-13=320, 9-13=545, 9-12=135 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 3 Provide adequate drainage to prevent water ponding. 4 All plates are M20 plates unless otherwise indicated. Continued on page 2 >r Job russ russ ype y PSL-1207 HS141 ROOF TRUSS 1 1 i e C inaustnes, Inc. I ue age NOTES 5) Bearing at joints) 2 considers parallel to grain value using ANSI/ TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 491 lb uplift at joint 2, 990 lb uplift at joint 14 and 5521 uplrft at olnt 10. 7) This truss has been designed with ANSlfTPI 1-1995 criteria. o fuss I cuss I ype y PSL-1207 HS161 ROOF TRUSS 1 1 MiTeKindustnes,inc. ue age - 20-0 6-1-0 9-9.9 i6-0-0 20-0-0 24.0-0 28-0-0 33.9-5 40.0.0 41.0-0 1.0-0 5.1-0 441-9 8-2-7 4-0.0 4.0.0 4-0-0 5.9.5 6.2-11 -0-0 5xe= 1.5x4 a 5xe= 3x5c 6 7 e 6.00 jTl 5 51 9 3x5 i 4 1.Sx4x 17 7xsa 10 J is 5xa= 16 19 3x5n 3x5� 5x12� sxs. Sxe, 11 7x6= 29 n 1 11,21 10-" 14 13 r 3.00 PT 2x4 11 Ix6= 7-3-1 16-0-0 20.0-0 24-0.0 28.0.0 33.9.5 40-0-0 7 3 1 8 815 4-0-0 4 0-0 4-0-0 1 .5 6-2-11 Plate Masgei, - LOADING (psnn SPACING 2-0-0 CSI DEFL (in) (loc) I/de8 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.77 17 >617 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.96 17 >496 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.67 11 n/a BCDL 10.0 Code SBC/ANSI95 Min Length / LL detl = 480 Weight: 245 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-2.4 on center pudin spacing. BOT CHORD 2 X 4 SYP No.2 *Except! BOT CHORD Rigid ceiling directly applied or 3-8-4 on 9-14 2 X 4 SYP No.3 center bracing. - WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 WEDGE Left 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1531/0-8-0. 11=1531/0-8-0 Max Horz 2=252(load case 2) Max Uplift2=989(load case 4), 11=989(load case 4) FORCES (lb) TOP CHORD 1-2=9, 2-3=-4827, 3-4=4665, 4-5=-4073, 5-6=3702, 6-7=-4530, 7-8=-1530, 8-9=3702, 9-10=-4438, 10-11=2703, 11-12=12 BOT CHORD 2-20=4359, 19-20=4136, 18-19=3755, 17-18=3427, 16-17=3427, 15-16=4068,14-15=56,9-15=382,13-14=0,11-13=2399 WEBS 3-20=59, 4-20=261, 4-19=409, 6-18=511. 6-17=1546, 7-17=197, 8-17=1546, 8-16=464, 9-16=735, 13-15=2701, 10-15=1571, 10-13=1124. 5-19=355. 5-18=497 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanlme, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 it with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 3) Provide adequate drainage to prevent water ponding. Continued on page 2 Job Truss I NSS I ype Py , PSL-1207 HS161 ROOF TRUSS 1 1 , 1 e n us es, nc. ue age NOTES 4) All plates are M20 plates unless otherwise indicated. 5) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 989 lb uplift at joint 2 and 989 lb uplift at joint 11. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. job ss I cuss I ype I y _ PSL-1207 HS181 ROOF TRUSS 1 1 i I eK industries, Inc. TUe age -0599 40h0 41.- , 55 -0 2x4 11 �\ 58. s 3xs 6.00ITT 5 SxSc 3x5-�- 9 4 1.Sx4a 17 3x 19 3 16 5x8= 16 SxB, 5x19 345 3x5�g�x12a I ^,1 2 20 N 3x6= 1112R a 14 13 3.00 rT 29411 4x8= _ 7-3-1 18-0-0 _ 20-0-0 24-0-0-264L0 33.9-5 404-0 7-3-1 4-60 4.0-0 5-9.5 83-11 a e se 21:0-2-8,0-2-4 , 22:0-2-8,0-2-4 , 25:0-0-12,0-2-2 LOADING (psf) SPACING 2-0.0 CSI DEFL (in) (loc) Vdefl PLATES GRIP, TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.79 17 >606 M20 240/190 TCDL 7.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.98 17 >487 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.67 11 n/a BCDL 10.0 Code SBC/ANSI95 Min Length / LL dell = 480 Weight: 260 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 *Except* TOP CHORD Sheathed or 1-8-2 on center pudin spacing. 1-6 2 X 4 SYP No.2, 8-12 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 3-8-6 on BOT CHORD 2 X 4 SYP No.2 *Except* center bracing. 9-14 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1531/0-8-0, 11=1531/0-8-0 Max Horz 2=253(load case 2) Max Uplift2=989(load case 4), 11=989(load case 4) FORCES (lb) TOP CHORD 1-2=9, 2-3=-4827, 34=-4665, 4-5=-4073, 5-6=3747, 6-7=-4530, 7-8=-4530, 8-9=3774, 9-10=-4438, 10-11=2703, 11-12=12 BOT CHORD 2-20=4359, 19-20=4136, 18-19=3755, 17-18=3507, 16-17=3507, 15-16=4068,14-15=56,9-15=382,13-14=0,11-13=2399 WEBS 3-20=59, 4-20=261, 4-19=409, 6-18=370, 6-17=1500, 7-17=198, 8-17=1500, 8-16=390, 9-16=612, 13-15=2701, 10-15=1571, 10-13=1124, 5-19=355, 5-18=332 NOTES 1) This truss has been checked for unbalanced loading conditions. Continued on page 2 Job russ Truss Type y PSL-1207 HS181 ROOF TRUSS 1 1 r e n us es, nc. ue age NOTES 2) This truss has been designed for the wind loads generated by 110 mph winds at 15 it above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 It with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip Increase is 1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 989 lb uplift at joint 2 . and 989 lb uplift at joint 11. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. o russ i cuss i ype WLy PSL-1207 J6 ROOF TRUSS 6 Irly 1 TOCON.Mmi e n us es, nc. ue age -1.0-0 6-40 1-0.0 6�0 3 6.001rr Z(4= 2 1 6-0-0 6.0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.26 Vert(TL) 0.13 1-2 >110 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) Min Length / LL deft = 999 Weight 21 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-8 on center bracing. REACTIONS cab/size) 3=150/0-2-0, 2=281/0-8-0, 4=57/0-3-8 Max Horz 2=242(load case 4) Max Uplift3=197(load case 2), 2=203(load case 4) Max Grav3=156(load case 5), 2=281(load case 1). 4=57(load case 1) FORCES (lb) TOP CHORD 1-2=23, 2-3=55 BOT CHORD 2-4=0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 15 it above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 it by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 2) All plates are M20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of ' withstanding 197 lb uplift at joint 3 and 203 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. Job Truss I russ I ype y - PSL-1207 J8 ROOF TRUSS 6 1 I I eK Industries, Inc. Tue age -1.0-0 I 4-1-8 1-0-0 4-1-8 310.8 3 6.00 jTl 2x4= 2 8-0-0 I 8-0.0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) n/a - n/a,- M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.48 Vert(TL) 0.30 1-2 >46 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) Min Length / LL dell = 999 Weight 27 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 on center pudin spacing. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-8-8 on center bracing. REACTIONS pb/size) 3=205/0-2-0, 2=353/0-8-0, 4=77/0-3-8 Max Horz 2=3060oad case 4) Max Uplik3=2690oad case 2), 2=2280oad case 4) FORCES ((lb) TOP CHORD 1-2=23, 2-3=75 BOT CHORD 2-4=0 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 It with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 2) All plates are M20 plates unless otherwise Indicated. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 269 lb uplift at joint 3 and 228 lb uplift at joint 2. 5) This truss has been designed with ANS11 TPI 1-1995 criteria. Job russ Truss Type y , PSL-1207 JG8 ROOF TRUSS 1 2 ,U-t52)KK idustries, Inc. TUe age 4-1.8 I B-0-0 4-1-8 310.8 1.5x4 8 3 6.00 Rr 3x5G 2 3x5= r 1 dyj 5 2x411 3x5- 41-8.� 8-0-0 4-1-8 31M LOADING (psf) SPACING 2-0 0 CSI (in) (loc) Udefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.230.02 5 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.39-0.03 1-5 >999 FH BCLL 0.0 Rep Stress Ina NO WB 0.220.01 4 n/a BCDL 10.0 Code SBC/ANSI95 / LL deft = 240 Weight 91 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 4-2-1 on center pudin spacing. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 on WEBS 2 X 4 SYP No.3 - center bracing. REACTIONS (lb/size) 1=1569/0-8.0, 4=1569/0.6-0 Max Horz 1=249(load case 3) Max Uplift1=769(load case 3), 4=895(load case 3) FORCES (Ib) TOP CHORD 1-2=1678, 2-3=0 BOT CHORD 1-5=1497, 4-5=1497 WEBS 3-4=101, 2-5=1361, 2-4=1702 NOTES 1) 2-ply truss to be connected togetherwith 10d Common(.148"x3°) Nails as follows: Top chords connected with 1 row(s) at 0-9-0 on center. Bottom chords connected with 2 row(s) at 0-9-0 on center. Webs connected with 1 row(s) at 0-9-0 on center. 2) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 48 ft by 32 It with exposure C ASCE 7-93 per SBC/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 769 lb uplift at joint 1 and 895 lb uplift at joint 4. 5) This truss has been designed with ANSI/fPI 1-1995 criteria. 6) Load case(s) 1, 2, 3, 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. Job russ russ ype y YLUK tj ' PSL-1207 SBJ2 ROOF TRUSS 2 1 r e n us es, nc. ue age 1-0-0 2.40 1.0-0 2.0-0 3 6.00 rrr 3x5 3.00 rrr 2-0.0 �2-0-0 Plate Onsets lei LOADING (psf) SPACING 2-0-0 CSI DEFL (in) pod) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 -Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) • 0.01 1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 - 3 n/a BCDL -. 10.0 Code SBC/ANSI95 (Matrix):• Min Length/ LL defl = 999 Weight 8 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP. No.3 BOT CHORD Rigid ceiling directly applied or 1-11-9 on center bracing. REACTIONS pb/size) 3=36/0-2-0, 2=144/0-8-0, 4=19/0-3-8 Max Horz 2=110(load case 4) Max Uplift3=53(load case 2), 2=156(load case 4) Max Grav3=52(load case 5), 2=144(load case 1), 4=19(load case 1) FORCES (lb) TOP CHORD 1-2=16, 2-3=35 BOT CHORD 2-4=4 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBCIANS195 If,end verticals or cantilevers exist, they are exposed to wind. If poroes exist, they are not exposed to wind. The lumber DOL Increase is 1.60, and the plate grip increase is 1.60 2) All plates are M20 plates unless otherwise indicated. 3 Bearing at jornt(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide others) of truss to bearing atjoint(s) 3. mechanical connection (by plate 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 3 and 156, Ib uplift at joint 2. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. :P-SL-1'2]07 FSBJ4: russ ype ROOF TRUSS 2 y 1 i e n us es, nc. We -age 1.0.0 4.0-0 4.0.0 LOADING (psf) SPACING. 2-0-0 CSI DEFL can) (loc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.11 Vert(TL) 0.04 1-2 >392 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 (Matrix) Min Length / LL defl = 999 Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 3-9-14 on center bracing. REACTIONS (lb/size) 3=92/0-2-0, 2=210/0-8-0. 4=3710-3-8 Max Horz 2=172(load case 4) Max Uplrf0=127(load case 2), 2=176(load case 4) Max Grav3=1020oad case 5), 2=210(load case 1), 4=37(load case 1) FORCES (lb) TOP CHORD 1-2=17, 2-3=35 BOT CHORD 2-4=7 NOTES 1) This truss has been designed for the wind roads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanlme, on an occupancy category 1, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 2) All plates are M20 plates unless otherwise Indicated. 3) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 lb uplift at joint 3 and 176 lb uplift at joint 2. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. JOD Truss I cuss I ype y PSL-1207 SBJ6 ROOF TRUSS 2 1 I I eK Industries, Inc. I ue age -1-0•o I B-0-0 i 1 0 0 6-0-0 3 6.00It1 e3x5z-: 2 1 3.00 r" 6-0-0 6.0.0 Rate Offsets (A'y):-T'a ge LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (foe) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) - n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.26 Vert(TL) 0.14 1-2 >100 BCLL 0.0 Rep Stress Incr YES WB 0.00: Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 (Matra) Min Length / LL defl = 999 Weight 21 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-10-10 on center bracing. REACTIONS cab/size) 3=150/0-2-0, 2=281/0-8-0, 4=57/0-3-8 Max Horz 2=237(load case 4) Max Uplrft3=202(load case 2), 2=198(load case 4) Max Grav3=1560oad case 5), 2=281(load case 1), 4=570oad case 1) FORCES cab) TOP CHORD 1-2=17, 2-3=56 BOT CHORD 2-4=11 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 15 It above ground level, using 5.0 psf top chord dead road and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanlrne, on an occupancy category I, condition enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 If and verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60. and the plate grip increase Is 1.60 2 All plates are M20 plates unless otherwise Indicated. 3 Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 lb uplift at joint 3 and 198 lb uplift at joint 2. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. Job russ I russ I ype y _ PSL-1207 SCJ8 ROOF TRUSS 1 1 I i eK inaustnes, Inc. Tue age 1-5-0 6.100.14 11-2-4 1S0 6-10.14 4-3-7 1.5=411 5 6 425 r1T US5 4 2x4= 9 3- 7 US= 3xs= 5 2 35 2.15 rrr - -- 6-10-14 _. E" ` 11-2-4 I 6.10.14 4-3.7 -Plate LMse LOADING (psf) SPACING 2-0-0 CSI DEFL (in) Qoc) Well PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.13 2-8 >967 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.16 2-8 >816 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.02 7 n/a BCDL 10.0 Code SBC/ANSI95 (Matra) Min Length / LL defl = 240 Weight 52 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 4-11-11 on center pudin BOT CHORD 2 X 4 SYP No.2 spacing, except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-8-3 on center bracing. REACTIONS (lb/size) 6=176/0-2-0, 7=895/0-3-8, 2=445/0-11-5 Max Horz 2=258(load case 4) Max Uplrft6=176(load case 1), 7=521(load case 4), 2=385(load case 2) Max Grav 6=81 (load case 3), 7=895(load case 1), 2=445(load case 1) FORCES (lb) TOP CHORD 1-2=17, 2-3=1137, 3-9=1226, 4-9=1226, 4-5=63, 5-6=59, 5-7=178 BOT CHORD 2-B=1125, 7-8=1228 WEBS 4-8=608, 4-7=1103, 3-8=98 NOTES 1) This truss has been designed for the wind loads generated by 110 mph winds at 15 It above ground revel, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanllne, on an occupancy category 1, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase Is 1.60 2) All plates are M20 plates unless otherwise indicated. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 6, 521 lb uplift at joint 7 and 385 lb uplift at joint 2. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. Continued on page 2 Job PSL-1207 SCJ8 ROOF TRUSS 1 1 MrTe c Industries, Ino. TUe age NOTES 7) Load easels) 1, 2, 3, 4 has been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. Job 4 Nss Nss I ype wry illy ESAYLOK MANOR PSL-1207 SJ8 ROOF TRUSS 9 1 -SPACE CC AST I 111.16b,r e n us es, nc. ue age -1-0-0 . 5-1-1 8-0-0 1-0-0 5-1-1 2.10-15 4 15X4_ 6.00 rM 3 5 1.Sz4a 3z5: 2 ].00 j7T 8-0-0 a e se ge LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.00 2 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.20 2-5 >449 BCLL 0.0 Rep Stress Ina YES WB 0.11 Horz(TL) -0.01 5 n/a BCDL 10.0 Code SBC/ANS195 (Matrix) Min Length / LL dell = 480 Weight 32 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 on center pudin spacing. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 8-2-9 on WEBS 2 X 4 SYP No.3 center bracing. REACTIONS (lb/size) 4=51/0.2-0, 2=348/0-8-0, 5=235/0-3-8 Max Horz 2=301(load case 4) Max Uplift4=84(load case 2), 2=221(load case 3), 5=174(load case 4) Max Grav 5=243(load case 5) FORCES (lb) TOP CHORD 1-2=17, 2-3=418, 3-4=51 BOT CHORD 2-5=342 WEBS 3-5=328 NOTES .1) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 2) All plates are M20 plates unless otherwise indicated. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 4, 221 lb uplift at joint 2 and 174 lb uplift at joint 5. 6) This truss has been designed with ANSIIrPI 1-1995 criteria. Job russ cuss ype y - PSL-1207 T1 ROOF TRUSS 2 1 , 1 e n us es, nc. ue age 15-4-9 20-0-0 10-8-8 24-7-8 28-0-0 33.93 40-0-0 4H-0-0 I I I I I 1.0-0 8-2-13 451, 4-7. 4-7-8 348 5.93 I 6-2-13 6.00 FrE US= 3n64 7 3x5y US,, 6 e USI, 5 9 2 d 11 20 10 4 3a5 - US,, 3 17 n sxe_ 3=6= dT Sa10a 9 q, 2 St10o ,u100� ri�l 33 1 1213 20 19 15 14 6X6= 2K41i 2A 11 4a6= 6.2-13 I 10 8.8 I 20.0-0 2e-0.0 33.9.3 40.04 I 1 8.2-13 45-11 9J-B 8-0-0 5.9J 1 6.2-13 Plate se - LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) Vdefl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 _ Vert(LL) 0.71 17 >676 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -1.21 17-18 >395 BCLL 0.0 Rep Stress lncr YES - WB 0.99 Harz(TL) 0.56 12 n/a BCDL - 10.0 Code SBC/ANSI95 Min Length / LL deb = 480 Weight 226 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 *Except* TOP CHORD Sheathed or 2-2-10 on center purlin 1-6 2 X 4 SYP No.2, 8-13 2 X 4 SYP No.2 spacing. BOT CHORD 2 X 4 SYP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 4-3-15 on 17-18 2 X 4 SYP No.1 D center bracing. 16-17 2 X 4 SYP No.2 12-15 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1531/0-8-0, 12=1531/0-8-0 Max Harz 2=305(load case 3) Max Uplift2=989(load case 4), 12=989(load case 4) FORCES (lb) TOP CHORD 1-2=12. 2-3=2704, 3-4=-4952, 4-5=5160, 5-6=3142, 6-7=3142, 7-8=3142, 8-9=3142, 9-10=4982, 10-11=-4767, 11-12=2704, 12-13=12 BOT CHORD 2-20=2401, 19-20=0, 18-19=43, 4-18=715, 17-18=3502, 16-17=3531, 15-16=56, 10-16=719, 14-15=0, 12-14=2401 WEBS 3-20=1330, 18-20=2796, 3-18=2141. 5-18=1635. 5-17=701, 7-17=2561, 9-17=738, 9-16=1516, 14-16=2707, 11-16=1935, 11-14=1134 NOTES 1) This truss has been checked for unbalanced loading conditions. Continued on page 2 Job russ I russ I ype y PSL-1207 T1 ROOF TRUSS 2 1 1 I e Inaustries. Inc. TUe age NOTES 2) This truss has been designed for the wind loads generated by 110 mph winds at 15 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 989 lb uplift at joint 2 and 989 lb uplift at joint 12. 5) This truss has been designed with ANSIfrPI 1-1995 criteria. 4 1. f Job PSL-1207 Nss T16 cuss y ROOF TRUSS wly 4 my 1 - , i e n us es, Inc. I ue age -1-0-0 434 8.0.0 11-NT L= 1L-- 1.0.0 444 3.6.12 3.8.12 434 100 LOADING (psi) SPACING 2-0-0 c TCLL.. 20.0 Plates Increase 1.25 : TCDL 7.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina YES BCDL • .10.0 Code SBC/ANSI95 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS.- - . 2 X 4 SYP N0.3 4x4= a W= CSI DEFL (in) (loo) Well PLATES GRIP TC 0.40 Vert(LL) . 0.04 8 >999 M20 249/190 BC 0.71 Vert(TL) -0.14 2-8 >999 WB 0.11 Horz(TL) 0.02 6 n/a Min Length / LL dell = 480 Weight: 72 lb BRACING TOP CHORD Sheathed or 6-11-7 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 8-6-5 on center bracing. REACTIONS (lb/size) 2=643/0-4-0. 6=643/0-4-0 Max Horz 2=131(load case 2) Max Uplift2�159(load case 4), 6=-459(load case 4) FORCES (lb) TOP CHORD 1-2=12, 2-3=847, 3-4=632, 4-5=632, 5-6=847, 6-7=12 BOT CHORD 2-8=749, 6-8=749 WEBS. 3-8=209, 4-8=355, 5-8=209 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by.110 mph winds at 15 It above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 It with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they ere exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 3) All plates are M20 plates unless otherwise Indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 459 lb uplift at Joint 2 and 452 lb uplift at joint 6. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. o Nss Nss Iype Qty y PSL-1207 T16GE ROOF TRUSS 1 1 r e K inaustries. Inc. 1 ue age 434 8-0-0 11-5-12 1-0-0 434 341-12 3-8.12 444 4x4= axe= LOADING (psf) SPACING 240-b . CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.04 8 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.14 2-8 >999 BCLL 0.0 Rep Stress Inca YES WB 0.11 Horz(TL) 0.02 6 n/a BCDL 10.0 Code SBC/ANSI95 Min Length / LL dell = 480 Weight: 88 lb LUMBER TOP CHORD 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 6-11-7 on center purlin BOT CHORD 2 X 4 SYP No.3 spacing. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 8-6-5 on OTHERS 2 X 4 SYP No.3 center bracing. REACTIONS (lb/size) 2=643/0-4-0, 6=643/0-4-0 Max Horz 2=131(load case 2) Max Uplift2= 459(load case 4), 6=-459(load case 4) FORCES (lb) TOP CHORD 1-2=12, 2-3=847, 3-4=632, 4-5=632, 5-6=847, 6-7=12 BOT CHORD 2-8=749, 6-8=749 WEBS 3-8=209, 4-8=355, 5-8=209 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 15 it above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 ft by 32 it with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 3) All plates are M20 plates unless otherwise indicated. 4) Gable studs spaced at 2-0-0 on center. 5 For studs exposed to wind, see MTek "Standard Gable End Detail" 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 459 lb uplift at joint 2 and 459 lb uplift at joint 6. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. Job Truss Truss TYPO y _ PSL-1207 T2S ROOF TRUSS 2 1 i eIndustries,Inc. ue age 4-11-9 i .10.0.0 15-0.7 29-4-e I 4.11-9 5-0-8 5.0.7 5-3-9 1-0-0 4x4= 3 6.00ITT 1.5x4 ij 2 4 axe 0 3x5= 1 3=5= !� 5 (� 6 b 3x5= 3x5= 3x5= 6.8-3 i 13314 204-0 6-8.3 6.7-11 7.0.2 Plate Uffsets,e ge LOADING (psf) SPACING 240-0 CSI• DEFL (in) (loo) Udefl - PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) 0.06 7 >999 M20 2491190 TCDL 7.0 Lumber Increase :1.25- BC- 0.67 Vert(TL) -0.13 7-9 >999. BCLL 0.0 Rep Stress Ina • YES WB 0.16 Horz(TL) .. 0.03 5 n/a BCDL 10.0 Code SBC/ANSI95 Min Length / LL deft = 480 Weight: 93 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP 'CHORD Sheathed or 4-9-13 on center purlin BOT CHORD 2 X 4 SYP No.3 spacing. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 7-9-3 on WEDGE* Left 2 X 4 SYP No.3 center bracing. REACTIONS (lb/size) 1=742/0-4-0, 5=803/0-8-0 Max Harz 1=201(load case 2 Max Uplift1=442(load case 415=5550oad case 4) FORCES Qb) TOP CHORD 1-2=1124, 2-3=978, 3-4=1004, 4-5=1158, 5-6=12 BOT CHORD 1-9=981, 8-9=692, 7-8=692, 5-7=1026 WEBS 2-9=188, 3-9=340, 3-7=383, 4-7=228 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 15 it above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 ml from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 48 It by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. if porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 442 lb uplift at joint 1 and 555 lb uplift at joint 5. 5)-This truss has been designed with ANSI/fPI 1-1995 criteria. Job Truss Iruss lype y PSL-1207 T3 KINGPOST 2 1 i I ex industries, Inc. Tue age -1-0-9 3-6-0 7-0-0 B-0-0 1-0.0 3S0 330 1-0-0 4x4= 3 6.00 r1T 2x4_ 2x4= z Fl 4 5 1 6 1.5x4 0 axe B 3xe n. 64-0 7-0.0 0-B•0_. - - 2.10-0 2-10-0 I , 0.8.0 Plate Onsetsge . ge , LOADING (psf) SPACING 240-0 CSI DEFL (in) (loc) Wall PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0A1 Vert(LL) 0.00 6 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.50 Vert(TL) 0.01 4-5 >999 SCLL 0.0 Rep Stress Incr. YES WB 0.02 Horz(TL) 0.00 4 n/a BCDL 10.0 Code SBC/ANSI95 Min Length / LL dell = 480 Weight 32 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 on center pudlri spacing. • BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 on WEBS 2 X 4 SYP No.3 center bracing. WEDGE Left 2 X 6 SYP No.2, Right 2 X 6 SYP No.2 REACTIONS (lb/size) 2=310/0-6-0, 4=310/0-6-0 Max Harz 2=65(load case 3) Max Upiift2=261(load case 4). 4=261Qoad case 4) Max Grav4=364(load case 7) FORCES (lb) TOP CHORD 1-2=12, 2-3=264, 3-4=264, 4-5=12 BOT CHORD 2-6=233, 4-6=233 WEBS 3.6=67 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 110 mph winds at 15 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 1 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 48 It by 32 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.60, and the plate grip increase is 1.60 3) Except as shown below, special connections) required to support concentrated load(s). Design of connection(s) is delegated to the building designer. 4 All plates are M20 plates unless otherwise indicated. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 lb uplift at joint 2 and 261 lb uplift at joint 4. Continued on page 2 o russ cuss ype y COR MANOR'D', CYPRESS t31NU L-a PSL-1207 T3 KINGPOST 2. 1 I e n us es, nc, ue age NOTES 6) This truss has been designed with ANSI/fPI 1-1995 criteria. f oTruss a Truss Type y PSL-1207 T3GE KINGPOST 1 1 1 I ek Industries, Inc. I ue—IOWT475M.52 1997 Page -1-0-0 3-6-0 7-0-0 8.0-0 1-0-0 380 3-&0 1.0.0 4x4= 3 6.00 ITT at4 = ac4= 4 yµ� 2 S K� 1 1.5x4 II 7.0.0 r 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) poc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) 0.01 4-5 >999 BCLL 0.0 Rep Stress Incr YES WB 0.04 ' Horz(TL) 0.00 n/a BCDL 10.0 Code SBC/ANS195 Min Length / LL deft = 999 Weight 28 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 on center pudin spacing. BOT CHORD -2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 211-9 on OTHERS 2 X 4 SYP No.3 center bracing. REACTIONS (lb/size) 2=202/7-0-0, 4=202/7-0-0, 6=217/7-0-0 Max Horz 2=99(load case 3), 4=99(load case 2) Max Upl'Ift2=202(load case 4), 4=202(load case 4), 6=1170oad case 4) Max Grav4=256(load case 7), 6=217(load case 1) FORCES (lb) TOP CHORD 1-2=12, 2-3=33, 3-4=33, 4-5=12 BOT CHORD 2-0=0, 4-6=0 WEBS 3-0=150 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) Except as shown below, special connection(s) required to support concentrated load(s). Design of connection(s) is delegated to the building designer. 3) All plates are M20 plates unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 on center. 6) For studs exposed to wind, see MTek "Standard Gable End Detail" 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 lb uplift at joint 2, 202 lb uplift at joint 4 and 117 lb uplift at joint 6. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. PSL TOP BTM IWEB MET I STN 61 82 63 FL JKS PSL TOP BTM WEB MET I STN 61 62 , — B3 — - FL JKS PSL milegimuT ® ----- i m-m-- om mmm mommm PSL ` TOP BTM WEB MET STN B1 B2 B3 FL JKS Ifulmmaumml mmmmm mmmmm PSL • ' w . ®® - ----- ----- - m-mm- SL • ' ' vk,T*dm _mm-- m—mmmmmm — PSL mk-"mlmmuwm mmmmm mmmmm _mmmm • ' - m®mI m _---- - --_-- i mm-mt