Loading...
HomeMy WebLinkAboutTrussLIST PERMITTING COPY yr ",1 SPACE COAST TRUSS INC. ROOF & FLOOR SYSTEMS INC; DECEMBER 14 , 1998 Mercedes Homes, Inc. 1640 S.W. Biltmore Street Port St. Lucie, Fl 34984 Subject : Truss Engineering Specifications Job ID : PSL-1958 Location% EILEEN Please find attached: 1. Reaction/Uplift Summary Sheet(s) 2. Truss Placement Diagram(s) 3. 35 Truss Engineering Specification(s) .900 COX ROAD COCOA, FL 32926 (407) 633-7511 FAX 633-7544 This cover sheet will serve as a blanket certification for all the attached items under chapter 21H-23, section 21H-23.002 of the Florida Department of Professional Regulation. The items are enclosed in a sealed binder which inhibits tampering. Should you have any questions concerning this engineering please contact me at 407-633-7511. Steve,Kasther Professional Engineer To: Reaction Summa ` Mercedes Homes Job Number: Page: 1 Date: 12-14-1998 Project: Walker Residence Block No: Model: Lot No: Project ID: psl-1958 Contact: Site: office: Deliver To: Lot 13 - Pace Drive Account No: Designer: see layout Name: Phone: Port St Lucie Salesperson: Fax' Quote Number: Tentative Delive Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: Joint 2 Joint 3 Joint 4 4 BJ2 2-0-0 ROOF TRUSS 6.00 190 lbs. 521bs. 19 lbs. 9 lbs. each 0.00 -288 lbs. -18 lbs. Joint 2 Joint 3 Joint 4 4 BJ4 4-0-0 ROOF TRUSS 6.00 248 lbs. 102 lbs. 38 lbs. .� 15 lbs. each 0.00 -2941bs. -105 lbs. Joint 2 Joint 3 Joint 4 4 BJ6 6-0-0 ROOF TRUSS 6.00 316 lbs. 156 lbs. 58 lbs. �•C 21 lbs. each 0.00 -316 lbs. -186 lbs. Joint 2 Joint 3 Joint 4 2 CJ2 2-9-15 ROOF TRUSS 4.24 200 lbs. 851bs. 12 lbs. s 12 lbs. each 0.00 -342 lbs. -20 lbs. Joint 2 Joint 5 Joint 6 2 CA 11- 3 -12 ROOF TRUSS 4.24 530 lbs. 200 lbs. 566 lbs. 51 lbs. each 0.00 421 lbs. -273 lbs. -369 lbs. Joint 2 Joint 12 Joint 18 1 H101 43 - 4 - 0 ROOF TRUSS 6.00 343 lbs. 900 lbs. 2084 lbs. 248 lbs. each I Row Lat Brace 0.00 -329 lbs. -614 lbs. -1420 lbs. Joint 2 Joint 11 Joint 14 1 H101A 43 - 4 - 0 ROOF TRUSS 6.00 931 lbs. 355 lbs. 2037 lbs. 237 lbs. each 2 Rows Lat Brace 2.50 -761 lbs. -262 lbs. -1361 lbs. Joint 2 Joint 7 1 H23 11 - 10 - 0 BOSTON HIP 6.00 468 lbs. 468 lbs. 70 lbs. each 2 Rows Lat Brace 0.00 -508 lbs. -508 lbs. (1) 2-Ply Joint 2 Joint 13 Joint 20 2 H81 43 - 4 - 0 ROOF TRUSS 6.00 289 lbs. 1901 lbs. 5282 lbs. 271 lbs. each 0.00 -272 lbs. -1500 lbs. 4254 lbs. (1) 2-Ply Joint 2 Joint 15 Joint 19 2 H81A 43 - 4 - 0 ROOF TRUSS 6.00 1891 lbs. 8061bs. 4930 lbs. 256 lbs. each 0.00 -1637 lbs.-7151bs. 4308 lbs. (1) 2-Ply Joint 1 Joint 5 2 HG2 20-0-0 ROOF TRUSS 6.00 3016 lbs. 1961 lbs. 113 lbs. each 2X4/2X6 0.00 -1800 lbs. -1171 lbs. (1) 2-Ply Joint 1 Joint 5 2 HG3 11-10 - 0 ROOF TRUSS 6.00 11791bs. 2453 lbs. ® 61 lbs. each 2X4/2X6 0.00 -704 lbs. -1465 lbs. Joint 1 Joint 2 Joint 3 5 J2 2-0-0 ROOF TRUSS 6.00 152 lbs. 52 lbs. 19 lbs. .a 6 lbs. each 0.00 -35 lbs. -71 lbs. Joint 2 Joint 4 Joint 5 24 J8 8-0-0 ROOF TRUSS 6.00 387 lbs. 81 lbs. 1981bs. CGS 33 lbs. each 0.00 -346 lbs. -111 lbs. -130 lbs. Joint 2 Joint 5 1 J8A 8-0-0 ROOF TRUSS 6.00 384 lbs. 2761bs. �.® 44 lbs. each 0.00 -3531bs.-2161bs. Joint 2 Joint 14 Joint 22 4 S1A 43 - 3 - 0 ROOF TRUSS 6.00 891bs. 1868 lbs. 2923 lbs. 264 lbs. each 4 Rows Lat Brace 2.50 -448 lbs. -1197 lbs. -2335 lbs. Joint 2 Joint 14 Joint 23 1 SIB 253 lbs. each 43 - 3 - 0 ROOF TRUSS 1 Row Lat Brace 6.00 2.50 20 lbs. 22141bs. 2921 lbs. -648 lbs.-14271bs. -2165 lbs. Joint 2 Joint 10 Joint 18 3 S1C 43 - 4 - 0 ROOF TRUSS 6.00 431bs. 1291 lbs. 2140lbs. 234 lbs. each 2 Rows Lat Brace 2.50 -255 lbs. -896 lbs. -1211 lbs. Joint 2 Joint 10 1 SID 43 - 4 - 0 ROOF TRUSS 6.00 1682 lbs. 1682 lbs. 221 lbs. each 2.50 -11121bs. -1112 lbs. Joint 2 Joint 11 Joint 18 1 SH121 43 - 4 - 0 ROOF TRUSS 6.00 3001bs. 854 lbs. 2186 lbs. 242 lbs. each 1 2.50 -316 lbs. -543 lbs. -1207 lbs. To: Reaction Summa Mercedes Homes J„U 114unrUVII. Page: 2 Date: 12-14-1998 Project: Walker Residence Block No: Model: Lot No: Project ID: psi-1958 Contact: Site: Office: Deliver To: Lot 13 - Pace Drive Account No: Designer: see layout Name: Phone: Port St. Lucie Salesperson: Fax. Quote Number: tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: Joint 2 Joint 10 Joint 13 1 SH121A 43 - 4 - 0 ROOF TRUSS 6.00 910 lbs. 335 lbs. 21081bs. 241 lbs. each 1 Row Lat Brace 2.50 -7481bs. -256 lbs. -1397 lbs. Joint 2 Joint 10 Joint 16 1 SH141 43 - 4 - 0 ROOF TRUSS 6.00 305 lbs. 932 lbs. 2231 lbs. 229 lbs. each 2.50 -326 lbs. -711 lbs. -1193 lbs. Joint 2 Joint 11 Joint 14 1 SH141A 43 - 4 - 0 ROOF TRUSS 6.00 925 lbs. 371 lbs. 2059 lbs. 257 lbs. each 2.50 -773 lbs. -303 lbs. -1328 lbs. Joint 2 Joint 10 Joint 17 1 SH161 43 - 4 - 0 ROOF TRUSS 6.00 4061bs. 980 lbs. 2087 lbs. 240 lbs. each 2.50 -368 lbs. -730 lbs.-1129lbs. Joint 2 Joint 9 Joint 11 1 SH161A 43 - 4 - 0 ROOF TRUSS 6.00 1058 lbs. 522lbs. 17331bs. 247 lbs. each 1 Row Lat Brace 2.50 -8821bs. -436 lbs. -1051 lbs. Joint 2 Joint 10 Joint 17 1 SH181 43 - 4 - 0 ROOF TRUSS 6.00 423 lbs. 975 lbs. 2090 lbs. 244 lbs. each 2.50 -666 lbs. -1284 lbs. -1946 lbs. Joint 2 Joint 10 Joint 12 1 SH181A 43 - 4 - 0 ROOF TRUSS 6.00 922 lbs. 398 lbs. 20871bs. 271 lbs. each 2.50 -7541bs. -297 lbs. -1378 lbs. Joint 2 Joint 10 Joint 16 1 SH2O1 43 - 4 - 0 ROOF TRUSS 6.00 450lbs. 980 lbs. 20651bs. 241 lbs. each 1 Row Lat Brace 2.50 -676 lbs. -1290 lbs. -1929 lbs. Joint 2 Joint 11 1 SH2O1A 43 - 4 - 0 ROOF TRUSS 6.00 1682 lbs. 1593 lbs. 2261bs. each 2.50 -1112 lbs. -951 lbs. Joint 2 Joint 4 Joint 5 8 SJ8 8-0-0 ROOF TRUSS 6.00 381 lbs. 51 lbs. 229 lbs. .� 32 lbs. each 2.50 -340 lbs. -84 lbs. -168 lbs. Joint 2 Joint 6 3 T2 20 - 0 - 0 ROOF TRUSS 6.00 818 lbs. 818 lbs. 93 lbs. each 0.00 -598 lbs. -598 lbs. Joint 2 Joint 10 Joint 12 Joint 13 Joint 14 1 T2GE 20 - 0 - 0 ROOF TRUSS 6.00 240 lbs. 240 lbs. 295 lbs. 74 lbs. 56 lbs. 100 lbs. each 0.00 -227 lbs. -228 lbs. -152 lbs. -148 lbs. Joint 2 Joint 5 3 T3S 8-0-0 ROOF TRUSS 6.00 374lbs. 285 lbs. 35 lbs. each 0.00 -345 lbs. -224 lbs. Joint 2 Joint 4 7 T4 10-8-0 ROOF TRUSS 6.00 473 lbs. 473 lbs. -r 46 lbs. each 0.00 -691 lbs. -691 lbs. Joint 6 Joint 8 2 T5 8-2-0 SCISSORS 6.00 3791bs. 379 lbs. .�� 471bs. each 4.00 56 I lbs. -563 lbs. IN M �i■i■ i■i■i■i■i■i■ill■I■I_i■I�I�■I■I■i■i■�■i■i■i■i■i�aiEai■ai� loll �1■ Elm ,�► �I� ■1� �1■ ■1� '�► III----111► ��� 1i► �1■ ■1� ®1■ \I, ■1� �1■ /�� ■1� �1■ ■1� �1■ ■�®� ��- ■II■I■I■II�IIII■II■ �� 01® • ■II■I■I■Iili"iMMII■ �i� j®� I -1®■,I► ■��■�■�■!���i��■��■ III ���©i©u�i©i��G ■1��1■ ■1 1■ ii�®ii�■ �� ■j��jj ■I 1■ Space Coast Truss, Inc 900 Cox Road Cocoa, Florida 32926 Telephone: 407-633-7511 Mercedes Homes Nome: Walker Residence Address: Lot 13 - Pace Drive City: Port St. Lucie Description: Eileen Isle 'D" W/ 2' AAR. EXr. 4' EKE lob. - PSL -1958 OPTIONS: 1 : 120 I Date: 12/2/9B I Drawn By. CHAD W U IN LO Job russ russ ype Qty Ply- PSL-1958 BJ2 ROOF TRUSS 4 1 v� rw�- vvrwl I Iwvv, II7v., VVVV/1, 1 LVlll[f/d,-�➢G.�OLJLdG! ICCU IVIIIUN IIIUUbL11CA, IIIU. IVIUII LAVU 19 IU.L/. 1 I IZI O I"aye I -1-6-0 2-0-0 1-6-0 2-0-0 M i 1 2-0-0 2-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.05 1-2 >366 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/defl = 480 Weight: 9 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 6-0-0 on center bracing. REACTIONS (lb/size) 3=17/0-1-8, 2=190/0-8-0, 4=19/0-1-8 Max Horz2=143(load case 4) Max Uplift3=-10(load case 2), 2=-255(load case 4) Max Grav3=52(load case 5), 2=190(load case 1), 4=19(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=35, 2-3=-41 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 45 ft by 24 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 at joint(s) 3, 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 3 and 255 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. Job russ russ Type y PSL-1958 13J4 ROOF TRUSS 4 1 vrrw� vvnvI Illvv.2, uw., livlivl �, rLVRIEY/tY,-�➢L�6Dl;LLI IVVO IVIIICR Illuubulub, I[iu. IVIOrl Lieu I4 IO:L/:l4 lyyo rage -I -1-6-0 4-0-0 1-6-0 4-0-0 1 4-0-0 4-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.12 Vert(TL) 0.07 1-2 >300 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/defl = 480 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 6-0-0 on center bracing. REACTIONS (lb/size) 3=83/0-1-8, 2=248/0-8-0, 4=38/0-1-8 Max Horz 2=206(load case 4) Max Uplift3=-104(load case 2), 2=-253(load case 4) Max Grav 3=1 02(load case 5), 2=248(load case 1), 4=38(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=35, 2-3=29 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 45 ft by 24 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. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 253 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. r Job I russ I russ I ype Qty y PSL-1958 BJ6 ROOF TRUSS 4 1 OrAut t. L)A.7I I KU.7.7, INU., uuUUA, I-LUKIK1/9I; ;M5MCt L/ 'luuti MI I eK Inaustrles, Inc. Mon Dec 14 15:27:17 1998 Page 1 -1-6-0 6-0-0 1-6-0 6-0-0 M 17 M i O` 6-0-0 6-0-0 LOADING (pso SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.27 Vert(TL) 0.17 1-2 >115 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/deft = 480 Weight: 22 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS (lb/size) 3=144/0-1-8, 2=316/0-8-0, 4=58/0-1-8 Max Horz 2=270(load case 4) Max Uplift3=-185(load case 2), 2=-267(load case 4) Max Grav3=156(load case 5), 2=316(load case 1), 4=58(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=35, 2-3=52 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 oceanllne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 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 at joint(s) 3, 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 lb uplift at joint 3 and 267 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. Job russ russ ype Qty I ly PSL-1958 CJ2 ROOF TRUSS 2 1 UrAUtz UUAS I I KUJS, INN., l:UI:U/i, I-LUK11WN,-"3Mcf Y/ l uuu Wei( eK Industries, Inc. Mon Dec 14 1 b:21 19 1995 Page 1 -2-1-7 1 2-9-15 2-1-7 2-9-15 0 2-9-15 2-9-15 i LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.02 Vert(TL) 0.22 1-2 >124 BCLL 0.0 Rep Stress Incr - NO WB 0.00 Horz(TL) 0.00 3 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/deft = 480 Weight: 12 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 6-0-0 on center bracing. REACTIONS (lb/size) 3=-19/0-1-8, 2=200/0-11-5, 4=12/0-1-8 Max Horz 2=97(load case 3) Max Uplift3=-19(load case 1), 2=-341(load case 2) Max Grav3=85(load case 2), 2=200(load case 1), 4=12(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=37, 2-3=-25 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 oceanllne, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 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 at joint(s) 3, 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 3 and 341 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 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 I russ Type ly PSL-1958 CJ8 ROOF TRUSS 2 1 c i e n us ries, Inc. MonDied 14 T572 =998 P—ag—e-1 -2-1-7 1 4-6-13 7-9-12 11-3-12 2-1-7 4-6-13 3-2-15 3-6-0 3x4 = 3x4 = 5-10-14 5-10-14 11-3-12 5-4-14 Plate Uttsets , --,-- LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) 0.10 7-8 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 1.00 Vert(TL) 0.17 1-2 >158 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) -0.01 6 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/defl = 480 Weight: 52 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.3 TOP CHORD Sheathed or 5-4-2 on center purlin spacing. BOT CHORD 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 on center WEBS 2 X 4 SYP No.3 bracing. REACTIONS (lb/size) 5=200/0-1-8, 2=530/0-11-5, 6=566/0-1-8 Max Horz 2=486(load case 2) Max Uplift5=-272(load case 3), 2=-420(load case 2), 6=-368(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-2=37, 2-3=-962, 3-4=-858, 4-5=49 BOT CHORD 2-8=880, 7-8=546, 6-7=0 WEBS 3-8=-151, 4-8=412, 4-7=-736 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 45 ft by 24 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 at joint(s) 5, 6. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 272 lb uplift at joint 5, 420 lb uplift at joint 2 and 368 lb uplift at joint 6. 5) This truss has been designed with ANSI/TPI 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 I russ I russ I ype Qty yERGEDES HOMES!* EILEEN ISLE PSL-1958 H101 ROOF TRUSS 1 1 Vr/lVl.- VV!\V I I1\VVV, IIYV., VVVV/'1, rLV111 tl1/a; •�LaOUGI G/ IVVQ IVII IUR 111UUbtl IC,, 111U. IVIU,I LJUL; I'+ 10.4I.Ly -I UU0 rage 6-2-12 10-0-0 14-9-1 194-6 23-11-11 28-7-0 33-4-0 37-1-4 43-4-0 1-6-0 6-2-12 3-9-4 4-9-1 4-7-5 4-7-5 4-7-5 4-9-1 3-9-4 6-2-12 6.00 r1'£ 5x8— 5x8- 1.5x411 3x8= 3x6= 3x4- 1.5x411 _ _ _ _ _ 3x5- 20 19 18 17 16 15 14 13 1.5x411 3x4- 5x8— 1.5x411 3x4— 5x8— 3x4— 1.5x411 6-2-12 10-0-0 14-9-1 19-4-6 23-11-11 28-7-0 33-4-0 37-1-4 434-0 6-2-12 3-9-4 4-9-1 4-7-5 4-7-5 4-7-5 4-9-1 3-9-4 6-2-12 2 M 4 O 3x5 = LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.09 15 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.11 14-15 >999 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.03 12 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 480 Weight: 248 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-9-7 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 on center WEBS 2 X 4 SYP No.3 bracing. WEBS 1 Row at midpt 6-18 REACTIONS (lb/size) 12=885/0-3-8, 2=304/0-8-0, 18=2084/0-4-0 Max Horz 2=190(load case 3) Max Uplift12=-538(load case 2), 2=-294(load case 3), 18=-1240(load case 4) Max Grav12=900(load case 6), 2=343(load case 5), 18=2084(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=18, 2-3=21, 3-4=335, 4-5=939, 5-6=938, 6-7=-662, 7-8=-662, 8-9=-996, 9-10=-996, 10-11=-1129, 11-12=-1434 BOT CHORD 2-20=-19, 19-20=-19, 18-19=-290, 17-18=18, 16-17=18, 15-16=662, 14-15=1018, 13-14=1273, 12-13=1273 WEBS 3-20=100, 3-19=-360, 4-19=311, 4-18=-947, 5-18=-255, 6-18=-1419, 6-17=92, 6-16=957, 8-16=-615, 8-15=495, 9-15=-251, 10-15=-32, 10-14=298, 11-14=-339, 11-13=100 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 45 ft by 24 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 538 lb uplift at joint 12, 294 lb uplift at joint 2 and 1240 lb uplift at joint 18. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. Job russ I russ I ype Q PSL-1958 H101A ROOF TRUSS 1 7yERGEDES 1 Vf-/'1VG vvnv 1 I Ilvvv, uYV., %AJVWr%, f'L.VRIEy/tY,-G➢G.iODlil G/ 1770 IVII ICK If WUbUIC1, II1U. IVIOfI UCG 114-I0.L/.00 1M10 rage l ;1-6-9 6-2-13 10-0-0 ,12-10-0 , 20-1-4 27-1-0 33-4-0 37-1-4 43-4-0 1-6-0 6-2-13 3-9-3 2-10-0 7-3-4 6-11-12 6-3-0 3-9-4 6-2-12 5x8- 4x10- 2x4 1I 3x6- 2x411 5x8 - 6.00 r1'£ 3x4 � 4 5 T2 6 7 $2 9 W9 3x4 c? T 1 �W5 1 103 � W1 I 1 11gg 5x12- 5 W10 B5 11 �- 20-16� 3 x 5x12 4x4r 14 _ 3x5_ 1.5x411 2x4= 14 o 13 12 3x5- 16-3-0 3x8 2.50 rT£ 5x4 1 6-2-13 10-0-0 12-10-0 20-1-4 27-1-0 33-4-0 37-1-4 43-4-0 6-2-13 3-9-3 2-10-0 7-3-4 6-11-12 6-3-0 3-9-4 6-2-12 Plate Offsets --, -, LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.23 17 >999 TCDL 7.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.29 16-17 >999 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.11 14 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/defl = 480 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 PLATES GRIP M20 249/190 Weight: 237 lb BRACING TOP CHORD Sheathed or 3-3-13 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 4-4-7 on center bracing. WEBS 1 Row at midpt 6-15, 9-15 REACTIONS (lb/size) 11=311/0-3-8, 2=926/0-8-0, 14=2037/0-3-8 Max Horz 2=185(load case 3) Max Uplift11=-239(load case 2), 2=-674(load case 4), 14=-1178(load case 4) Max Grav11=355(load case 6), 2=931(load case 5), 14=2037(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=15, 2-3=-2123, 3-4=-1671, 4-5=-1849, 5-6=-1849, 6-7=1447, 7-8=1447, 8-9=1447, 9-10=126, 10-11=-186 - , BOT CHORD 2-20=1912, 19-20=1912, 18-19=1535, 17-18=71, 5-18=-267, 16-17=0, 15-16=640, 14-15=-1978, 8-15=-359, 13-14=0, 12-13=165, 11-12=165 WEBS 3-20=100, 3-19=-396, 4-19=274, 4-18=448, 6-18=1282, 6-16=92, 6-15=-2274, 13-15=-108, 9-15=-1505, 9-13=357 , 10-13=-357, 10-12=100, 16-18=642 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 45 ft by 24 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) Bearing at joint(s) 2, 14 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 239 lb uplift at joint 11, 674 lb uplift at joint 2 and 1178 lb uplift at joint 14. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. Job ss russ I ype Qty PSL-1958 H23 BOSTON HIP I 1 7F-K(;F-DE,9 1 Vrf-%%" vl9vI 11\V VV, 11\V., VVVV/'1, LVf�ICl/OI,-•"^-aauVl G/ IVVU IVII ICA 11 IUUJLIICb, IIIV. IVIVII LJCG I-t IU.L/.141 I`J'VO raye 1 -1-6-0 5-11-0 11-10-0 13-4-0 1-6-0 5-11-0 5-11-0 1-6-0 4x4= _ �- 6.00 FTZ- 4x8— 1 15411 4 I I 4x8— 13 M _I 2 7 Io 1 11 3x4 = 1.5x411 8 10 9 4x8 = 1.5x411 3x4 = 5-11-0 11-10-0 - 5-11-0 5-11-0 Plate Uttsets - - - - , LOADING (pso SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) 0.03 10 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.15 Vert(TL) 0.03 7-8 ' >648 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horc(TL) 0.01 7 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/deft = 480 Weight: 70 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2 Except: WEBS 2 X 4 SYP No.3 1 Row at midpt 3-6 OTHERS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. " REACTIONS (lb/size) 2=468/0-6-0, 7=468/0-6-0 Max Horz 2=-83(load case 2) Max Uplift2=-507(load case 4), 7=-507(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=35, 2-12=-589, 3-12=-541, 3-4=-254, 4-6=-254, 6-13=-541, 7-13=-589, 7-8=35, 3-5=-394, 5-6=-394 BOT CHORD 2-11=483, 10-11=478, 9-10=478, 7-9=483 WEBS 3-11=44, 6-9=44, 3-10=120, 5-10=2, 6-10=120 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) For studs exposed to wind, see MiTek "Standard Gable End Detail' 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) Gable studs spaced at 2-0-0 on center. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 507 lb uplift at joint 2 and 507 lb uplift at joint 7. 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 I russ I ype y PSL-1958 H81 ROOF TRUSS 1 2 v/�./�. vvw�.vvv, IIVv., vvvV/"�, 1 LV111 Ly/d; uYL�ONId G/ 14-7001VII I UN 111UUQUICA, 111U. IVIU11 L/CU 1-t 1Q.L1.4/ I.h'Jo rage 1 11-6-9 4-4-14 , 8-0-0 11-4-14 14-8-0 19-4-0 24-0-0 28-8-0 31-11-2 , 35-4-0 38-11-2 43-4-0 1-6-0 4-4-14 3-7-2 3-4-14 3-3-2 4-8-0 4-8-0 4-8-0 3-3-2 3-4-14 3-7-2 4-4-14 7x12— 7x12- 6.00 2x411 4x4= 7x8— 2x411 4x8= 2x411 M M �I 3x5- 23 22 21 20 19 18 17 16 15 14 1.5x411 3x4— 3x8— 5x5= 1.5x411 3x8— 1.5x411 5x8= 3x4— 1.5x411 4-4-14 8-0-0 11-4-14 , 14-8-0 19-4-0 24-0-0 28-8-0 31-11-2 , 35-4-0 , 38-11-2 , 43-4-0 4-4-14 3-7-2 3-4-14 3-3-2 4-8-0 4-8-0 4-8-0 3-3-2 3-4-14 3-7-2 4-4-14 3 M I� O 3x5= LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.15 17 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.15 16-17 >999 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) -0.04 13 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 480 Weight: 543 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Sheathed or 6-0-0 on center purl in spacing. T2 2 X 6 SYP No.2, T3 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 on center BOT CHORD 2 X 4 SYP No.2 bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 13=1891/0-3-8, 2=262/0-8-0, 20=5282/0-4-0 Max Horz 2=167(load case 3) Max Uplift13=-1499(load case 2), 2=-271(load case 4), 20=-4253(load case 4) Max Grav 13=1901(load case 6), 2=289(load case 5), 20=5282(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=18, 2-3=-33, 3-4=265, 4-5=1367, 5-6=1367, 6-7=2967, 7-8=-2202, 8-9=-2202, 9-10=-3501, 10-11=-3501, 11-1 2=-3489,12-13=-3721 BOT CHORD 2-23=29, 22-23=29, 21-22=-204, 20-21=-2967, 19-20=110, 18-19=110, 17-18=3311, 16-17=3311, 15-16=3163, 14-15=3292, 13-14=3292 WEBS 3-23=80, 3-22=-311, 4-22=919, 4-21=-1796, 5-21=-424, 6-21=2522, 6-20=-2469, 7-20=-4041, 7-19=227, 7-18=2748, 8-18=-612, 9-18=-1456, 9-17=192, 9-16=300, 10-16=-471, 11-16=521, 11-15=854, 12-15=-187, 12-14=80 NOTES 1) 2-ply truss to be connected together with 10d Common(.148"x3") Nails as follows: Top chords connected with 2 row(s) at 0-9-0 on center. Bottom chords connected with 1 row(s) at 0-8-0 on center. Webs connected as follows: 2 X 4 -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 I enclosed building, of dimensions 45 ft by 24 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 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. Continued on page 2 .. .- r -O r • V U.��7 ���7t•�d V[ rr r �l � [�[�a RO• [.� r�s�� —• •�� ...., ...+...., n.v., vvvvr�, .v.wiv�uu�.�cwv[L,r IQQW IVIIIOM IIIUU0LIICA, 1116. IVIUII UFZU I't IQ-4f.•#O 1`JL'0 rdgt: L _ NOTES 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1499 lb uplift at joint 13, 271 lb uplift at joint 2 and 4253 lb uplift at joint 20. 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 I russ ype y yERCEDES HOMES *-�EEN ISLE PSL-1958 H81A ROOF TRUSS 1 2 SPACE GOASTTRUSS-, ., c i e n us nes, Inc. -Mon Dec age ;1-6-p 4-9-1 8-0-0 110-11-8, 14-11-0 19-0-4 , 23-1-8 27-1-0 30-0-0 , 34-3-9 , 38-8-14 43-4-0 1-6-0 4-9-1 3-2-15 2-11-8 3-11-8 4-1-4 4-1-4 3-11-8 2-11-0 4-3-9 4-5-5 4-7-2 5x8 - 5x6 - 6.00 FT£ 5x5- 1.5x411 3x8- 1.5x4 I1 3x6- 3x8- 1.5x411 3x8- 2x4 11 1.5x4,:�, 4 5 6 T2 7 8 9 10 11 122 13 14 ch 3 9 W 9 v T 6 W 8 v ce) i1 2 B1 4 23 22 21 5x8- 5 ; 3x5 - 26 25 3x8- 1.5x411 3x12- 19 18 17 16 15 3x8 - 2x4 11 2x4 - 3x4 - 3x8 - 1.5x411 3x4 - 5x10- 4-9-1 8-0-0 10-11-8 14-11-0 19-0-4 23-1-8 27-1-0 30-0-0 34-3-9 38-8-14 43-4-0 4-9-1 3-2-15 2-11-8 3-11-8 4-1-4 4-1-4 3-11-8 2-11-0 4-3-9 4-5-5 4-7-2 I -late ses - - -[24:0-5-12;0:4:41 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.32 25 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.30 23-24 >999 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) -0.09 19 n/a _ BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/defl = 480 Weight: 514 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-2-8 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2 except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 5-10-14 on center bracing. REACTIONS (lb/size) 15=806/0-3-8, 2=1891/0-8-0, 19=4930/0-3-8 Max Horz 2=517(load case 3) Max Uplift15=-666(load case 2), 2=-1528(load case 3), 19=4031(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=18, 2-3=-3445, 3-4=-3276, 4-5=-5773, 5-6=-4727, 6-7=-4727, 7-8=-104, 8-9=-104, 9-10=-104, 10-11=4482, 11-12=-17, 12-13=-17, 13-14=0, 14-15=-291 BOT CHORD 2-26=3049, 25-26=0, 24-25=65, 5-24=196, 23-24=5783, 22-23=3026, 21-22=3026, 20-21=-4490, 19-20=-4866, 10-20=-3209, 18-19=0, 17-18=-1286, 16-17=446, 15-16=446 WEBS 3-26=-147, 4-26=-1107, 24-26=3497, 4-24=3680, 5-23=-1221, 6-23=-538, 7-23=1987, 7-22=199, 7-21=-3413, 8-21=-538, 10-21=5356, 18-20=-1566, 11-20=-4196, 11-18=1065, 11-17=1764, 12-17=-582, 13-17=-581, 13-16=216, 13-15=-603 NOTES 1) 2-ply truss to be connected together with 10d Common(. 1 48"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 0-8-0 on center. Webs connected as follows: 2 X 4 -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 I, condition I enclosed building, of dimensions 45 ft by 24 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) Bearing at joint(s) 19 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 --• • - --I I I.........r, .I. , W-M, I a-WI%I=Mj"LI1r.NV4MJ%AAr-I Iaacr IVIIIcn IIIUuaUIca, IIIG. IVIVII LJCG 1.4 1.7.4/.00 1VU0 id9t: L NOTES 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 666 lb uplift at joint 15, 1528 lb uplift at joint 2 and 4031 lb uplift at joint 19. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. 9) 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 I russ I russ I ype Qty Ply PSL-1958 HG2 ROOF TRUSS 1 2 Vrl%%JI- VWr%%JI Ill{JV�7, IIYV., VVVVn, rLVRIl9N1,-��L.IOL)lildf IVVQ IVIIICI%IIIUUSIIItlJ, IIIu. IVIu11 Deli 1,4 IA./-t uv layo rage -1 1cM i LO M 0 5-0-0 10-0-0 5-0-0 5-0-0 4x4 = 3 15-0-0 20-0-0 5-0-0 5-0-0 0 1<* 0 3x5 -�-- 0 IV ' 0 3x5 2x4 // 7x8— 3x4= 2x4 \\ 4-0-0 8-0-0 12-0-0 16-0-0 4-0-0 4-0-0 4-0-0 4-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.11 7-8 >999 TCDL 7.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.12 7-8 >999 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.03 5 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/defl = 480 20-0-0 4-0-0 PLATES GRIP M20 249/190 Weight: 226 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 5-5-13 on center purlin spacing. BOT CHORD 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 9-11-10 on center WEBS 2 X 4 SYP No.3 bracing. REACTIONS (lb/size) 1=3016/0-8-0, 5=1961/0-8-0 Max Horz 1=111(load case 3) Max Uplift1=-1799(load case 4), 5=-1170(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-5411, 2-3=-4016, 3-4=-3779, 4-5=-3959 BOT CHORD 1-9=4791, 8-9=4326, 8-10=2803, 7-10=2803, 6-7=3493, 5-6=3481 WEBS 2-9=1128, 2-8=-1012, 3-8=1979, 3-7=1411, 4-7=-210, 4-6=-30 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 2 row(s) at 0-9-0 on center. Webs connected as follows: 2 X 4 - 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 I enclosed building, of dimensions 45 ft by 24 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 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) All plates are M20 plates unless otherwise indicated. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1799 lb uplift at joint 1 and 1170 lb uplift at joint 5. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 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. Job russ russ I ype y PSL-1958 HG3 ROOF TRUSS 1 2 armor- COOS i i RUSS, HiC., 1.i000A, FLORRYAr azowct L/ 1998 mi i eK Industries, Inc. mon Dec 14 15:Zd:U4 1996 vage 1 of 2-11-8 5-11-0 8-10-8 11-10-0 2-11-8 2-11-8 2-11-8 2-11-8 4x4= 1Un1v— IVAIU= R 3-11-5 7-10-11 11-10-0 3-11-5 3-11-5 3-11-5 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.05 5-6 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.06 5-6 >999 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.01 5 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1 st LC LL Min I/deft = 480 Weight: 123 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD 2 X 6 SYP No.2 BOT CHORD WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 1=1179/0-8-0, 5=2453/0-8-0 Max Horz 1=-65(load case 2) Max Uplift1=-703(load-case 4), 5=-1464(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2339, 2-3=-2250, 3-4=-4004, 4-5=-4090 BOT CHORD 1-7=2046, 6-7=1920, 6-8=3628, 5-8=3628 WEBS 2-7=-79, 3-7=138, 3-6=2943, 4-6=-94 Sheathed or 6-0-0 on center purlin spacing. Rigid ceiling directly applied or 10-0-0 on center bracing. NOTES 1) 2-ply truss to be connected together with 10d Common(. 1 48"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 0-6-0 on center. Webs connected as follows: 2 X 4 - 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 I enclosed building, of dimensions 45 ft by 24 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 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) All plates are M20 plates unless otherwise indicated. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 703 lb uplift at joint 1 and 1464 lb uplift at joint 5. 7 This truss has been designed with ANSI/TPI 1-1995 criteria. 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. Job russ I russ I ype y PSL-1958 J2 ROOF TRUSS 5 1 V1 l %.'" VVlIV1 11\VVV, IIVV., VVVVA, LVlllly/OI,-�➢L�iJldc,I iaw rvuicnuiuuauiva, uw. Muii vGu i't IU.co.uI IVU0 rayu i 2-0-0 2-0-0 2x4 = 2-0-0 2-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) NO I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 1 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/defl = 480 Weight: 7 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 6-0-0 on center bracing. REACTIONS (lb/size) 1=71/0-8-0, 2=52/0-1-8, 3=19/0-1-8 Max Horz 1=66(load case 2) Max Uplift1=-25(load case 2), 2=-70(load case 2) Max Grav 1 =1 52(load case 5), 2=52(load case 1), 3=19(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=20 BOT CHORD 1-3=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 45 ft by 24 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 at joint(s) 2, 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 1 and 70 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. Job russ I russ I ype Qty Ply L. ISLE PSL-1958 J8 ROOF TRUSS 24 1 v� rw�. vvr-w ♦vvv, uw., vvvvn, l-Vf�I CS/Cl� �aG.lOiJl.l G! 1 ��0 IVII I CA 11IUU.SII ICJ, 11IV. mmi L/dl: I-} I u.Lo. I u -I.uuo . rage .' • -1-6-0 4-4-11 8-0-0 1-6-0 4-4-11 3-7-5 1.5x4 _ 8-0-0 8-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.03 2-6 >999 TCDL 7.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.24 2-6 >385 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 5 n/a BCDL 10.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/defl = 480 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 PLATES GRIP M20 249/190 Weight: 34 lb BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS (lb/size) 4=81/0-1-8, 2=387/0-8-0, 5=198/0-1-8 Max Horz 2=334(load case 4) Max Uplift4=-1 1 0(load case 2), 2=-288(load case 4), 5=-113(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=35, 2-3=-277, 3-4=27 BOT CHORD 2-6=199, 5-6=0 WEBS 3-6=-234 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 45 ft by 24 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 at joint(s) 4, 5. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 4, 288 lb uplift at joint 2 and 113 lb uplift at joint 5. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. Job russ russ I ype QtY I ly PSL-1958 J8A ROOF TRUSS 1 1 Jrmur %.UAS I I KUJS, lr4u., UUUUA, I-LUKIIWN; ZZSMCL L/ i 9ytf MI I eK Inaustries, Inc. neon uec 14 15:28:14 1998 Pagel 0 A -1-6-0 7-1-7 8-0-0, 1-6-0 7-1-7 0-10-9 5x5 = 2x411 1.5x4 ii 2x4 11 4-1-8 8-0-0 4-1-8 3-10-8 1.5x411 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(I-Q 0.02 6-7 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.24 Vert(TL) 0.04 1-2 >515 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 5 n/a BCDL 10.0 Code SBC/SBCCI (Matrix) 1st LC LL Min I/defl = 480 Weight: 44 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BOT CHORD REACTIONS (lb/size) 5=276/0-1-8, 2=384/0-8-0 Max Horz 2=309(load case 3) Max Uplift5=-204(load case 3), 2=-298(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=35, 2-3=-337, 3-4=-61, 4-5=85 BOT CHORD 2-7=222, 6-7=74, 5-6=59 WEBS 3-7=226, 3-6=-368 Sheathed or 6-0-0 on center purlin spacing, except end verticals. Rigid ceiling directly applied or 10-0-0 on center bracing. 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 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/SBCCI If end verticals exist , they are not exposed to wind. If 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) Provide adequate drainage to prevent water ponding. 3) All plates are M20 plates unless otherwise indicated. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 lb uplift at joint 5 and 298 lb uplift at joint 2. 6) This truss has been designed for both TPI-85 and ANSI/TPI 1-1995 plating criteria. Job russ I russ I ype y y PSL-1958 S1A ROOF TRUSS 4 1 - •arw�vvrwwVV, urV., VVVV/'1, rLvf�ICl/Ol; n➢C..lOiJ{.rl G/ 1 vauiv111 or, 111UUMIMb, inn. 1v1Un uee 1'4 iuzo.Lo Iwwo rage 32-11-6 38-5-13 43-3-0 -a -6-p 6-0-0 , 9-2-13 , 14-11-0 , 21-8-0 27-1-2 ?9-10-9 , 36-0-5 ,40-9-3 ' 1-6-0 6-0-0 3-2-13 5-8-3 6-9-0 5x5 -5-5-2 2-9-4 3-1-0 3-1-0 2-5-8 2-5-7 6.00 FTZ- 2-3-12 6 5x5 - 3x4-z�- 1.5x411 5x5 .�,- 5T 1 7 3x6- W3 3 4x8 - ch W2 8 5x8 = c� 3x4 , 9 2x411 4 5 B 4 10 11f4 12 W13 3 T 12 W6 20 , `" 2 B 1 5x8 - 19 18Pb 17 16 15 14 _. ')1 :9 5x12- 0 144- 4-11-0 6x12= N 4x4= 5x8- 3 �2 2.50 FIT 10x10= 2x411 3x8- 2x411 101�4 1.5x4 11 38-5-13 4 -3% , 6-0-0 , 9-2-13 , 14-11-0 21-6-0 29-10-6 32-11-6i 36-0-5 ,40-9-� , 6-0-0 3-2-13 5-8-3 6-9-0 8-2-6 3-1-0 3-1-0 2-5-8 2-5-7 2-3-12 Plate Uffsets , -, -,- --, LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.54 17 >625 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.61 17 >557 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) -0.01 22 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/defl = 480 Weight: 265 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-0-10 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2 *Except` except end verticals. B5 2 X 6 SYP SS BOT CHORD Rigid ceiling directly applied or 0-9-0 on center WEBS 2 X 4 SYP No.3 bracing. Except: 1 Row at midpt 5-21 WEBS 1 Row at midpt 5-20, 10-18, 21-23 REACTIONS (lb/size) 14=1868/0-6-0, 2=-133/0-4-0, 22=2923/0-8-0 Max Horz 2=518(load case 3) Max Uplift14=-1196(load case 4), 2=-447(load case 6), 22=-2334(load case 4) Max Grav2=89(load case 5), 22=2923(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=969, 3-4=1225, 4-5=2874, 5-6=324, 6-7=324, 7-8=-1288, 8-9=-2647, 9-10=-2644, 10-11=-6688, 11-12=-3736, 12-13=0, 13-14=-62 BOT CHORD 20-21=-2618, 19-20=601, 18-19=1194, 17-18=6690, 16-17=5953, 15-16=5953, 14-15=3736, 2-24=-867, 23-24=-867, 22-23=0, 21-22=-2867, 5-21=-2488 WEBS 3-23=-321, 5-20=2494, 6-20=-622, 7-20=-1071, 7-19=1243, 8-19=-1131, 8-18=1969, 9-18=-169, 10-18=-4524, 10-17=-18, 11-17=796, 11-16=509, ' 11-15=-2400, 12-15=1427, 12-14=-4045, 4-23=900, 21-23=-1243, 4-21=-1528, 3-24=93 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 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, the left is exposed and the right is not exposed. 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 1196 lb uplift at joint 14, 447 lb uplift at joint 2 and 2334 lb uplift at joint 22. ' 6) This truss has been designed with ANSI/TPI 1-1995 criteria. Continued on page 2 o russ Iruss Type QtY ply PSL-1958 S1A ROOF TRUSS 4 1 --• ....• •.+ .vvv, .v., vvvvri, �..v�l erial� WG.7OiJl.l G/ I VV0 IVII I CR If WUSLIM5, MU. IVILM ueG l4 l :Zi3:Zq 1.UU8 cage L - NOTES 7) 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. 4 Job russ russ I ype Qtyy PSL-1958 S1B ROOF TRUSS 1 1 VrlIVL V%arwj1 II%V%J'J' IIN%J., VVVVn, I-L.%JR1CV/W,-,AC04DGL4/ IUZ701V11 ICR IIIuubule.1.-, II1G. IVIu11 Lice 1'4 10.LOA0 IVW0 rage -I • -, -6-p 6-2-12 11-1-0 9-9-11 16-2-14 21-8-0 27-1-2 38-5-13 43-3-0 ?9-10-F 33-6-0 ,36-0-5 40-9-� - 1-6-0 6-2-12 3-6-151-3-5 5-1-14 5-5-2 5x5_5-5-2 2-9-4 3-7-10 2-6-5 2-5-82-3-122-5-7 6 3x4 I 3x4 5x8 .5,. 1 7 1.5x411 3x8 - 6.00 FT2- W2 W2 4x10= 3 8 3x6, cf)1 6x8 C- 3x4 4 2x411 5 r- 3 0 B 4 11f4 12 Wi-2 T 20 , 2 61 2 21 5x8 _ 19 186 17 16 15 14 ' 0 1 3x8= 7x12_ 4x1 - 2x411 4x12= c - 3 2.50 FIT 4x4= 10x10= 3x4- 5x12= 2x411 38-5-13 43-3-0 6-2-12 9-9-11 , 14-5-5 21-8-0 29-10-6 33-6-0 ,36-0-5 40-9-R 6-2-12 3-6-15 4-7-10 7-2-11 8-2-6 3-7-10 2-6-5 2-5-82-3-122-5-7 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) 0.74 17 >543 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.86 19-20 >469 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.10 14 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 480 Weight: 254 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B3 2 X 4 SYP No.1 D, B5 2 X 6 SYP SS WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 3-2-13 on center bracing. WEBS 1 Row at midpt 10-18 REACTIONS (lb/size) 14=2214/0-6-0, 2=-477/0-4-0, 23=2921/0-6-0 -,} Max Horz 2=590(load case 3) Max Uplift14=-1426(load case 4), 2=-647(load case 6), 23=-2164(load case 4) Max Grav2=20(load case 4), 23=2921(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=17, 2-3=1757, 3-4=3450, 4-5=534, 5-6=-955, 6-7=-955, 7-8=-2632, 8-9=-2632, 9-10=-4732, 10-11=-9215, 11-12=-4570, 12-13=0, 13-14=-62 BOT CHORD 21-22=-3064, 20-21=50, 19-20=1771, 18-19=4238, 17-18=9273, 16-17=7623, 15-16=7623, 14-15=4570, 2-24=-1571, 23-24=0, 22-23=-2887, 4-22=-2675 WEBS 4-21=2763, 5-21=-1635, 5-20=981, 6-20=561, 7-20=-1078, 7-19=1297, 8-19=-173, 9-19=-2228, 9-18=1955, 10-18=-5380, 10-17=-383, 11-17=1724, 11-16=509, 11-15=-3305, 12-15=1773, 12-14=-4948, 3-24=1008, 22-24=-1815, 3-22=-1600 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 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, the left is exposed and the right is not exposed. 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 1426 lb uplift at joint 14, 647 lb uplift at joint 2 and 2164 lb uplift at joint 23. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7) 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 russ I ype Qty Ply PSL-1958 S1C ROOF TRUSS 3 1 m N e- i r%uoo, mL.., L.uL.ur%, rLL)MIE M,-,M3,WCt Z / ,i tivo ivii I eK mOUStries, inc. Mon UeC 14 Ib:Ztf:4Z � yyti page 1 -1-6-p 5-7-1 11-1-0 16-2-14 21-8-0 27-1-2 32-3-0 37-8-15 43-4-0 44-10,-0 1-6-0 5-7-1 5-5-15 5-1-14 5-5-2 5-5-2 5-1-14 5-5-15 5-7-1 1-6-0 5x5= 6.00 rf£ 3x4 � 6 3x4 5x5 g 1 27 5x6' W2 W2 1.5x4� 4 4 W 8 1.5x4 3x5 = 3x4— 2.50 Fff 14 15 5x8= 13 5x5 = 5x5= 12 3x4_ 3x6::z O 8-0-3 8-�-8 14-5-5 21-8-0 28-10-11 35-3-13 43-4-0 8-0-3 0-3-5 6-1-13 7-2-11 7-2-11 6-5-2 8-0-3 Plate Uttsets , --. - ,-- -,ege, - ,-- -,-- - -- LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.32 12-13 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.39 12-13 >999 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.20 10 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/defl = 480 Weight: 235 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 2-10-7 on center purlin spacing. BOT CHORD 2 X 4 SYP No.1 D *Except* BOT CHORD Rigid ceiling directly applied or 5-0-11 on center B2 2 X 4 SYP No.2, B2 2 X 4 SYP No.2 bracing. Except: WEBS 2 X 4 SYP No.3 1 Row at midpt 16-17 OTHERS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-16 REACTIONS (lb/size) 2=-109/0-8-0, 10=1291/0-8-0, 18=2035/0-4-0 Max Horz2=267(load case 3) Max Uplift2=-254(load case 6), 10=-895(load case 4), 18=-1 21 0(load case 4) Max Grav2=43(load case 5), 10=1291(load case 1), 18=2140(load case 7) FORCES (lb) - First Load Case Only TOP CHORD 1-2=31, 2-3=1249, 3-4=1640, 4-5=-1065, 5-6=-1593, 6-7=-1593, 7-8=-2502, 8-9=-3206, 9-10=-3467, 10-11=31 BOT CHORD 2-17=-1058, 16-17=-1156, 15-16=155, 14-15=1167, 13-14=2048, 12-13=2632, 10-12=3076 WEBS 3-16=-415, 4-16=-2568, 4-15=972, 5-15=-720, 5-14=295, 6-14=1063, 7-14=-756, 7-13=594, 8-13=-492, 8-12=404, 9-12=-206, 17-18=102, 16-18=-2038 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 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, the left is exposed and the right is not exposed. 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) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 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 capable of withstanding 254 lb uplift at joint 2, 895 lb uplift at joint 10 and 1210 lb uplift at joint 18. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. Job russ russ ype Qty y PSL-1958 S1 D ROOF TRUSS 1 1 Vr/'lVL VV/'lV I I IAVVV, 119V., VVVV/'1, rLVI11R:VM 9-0aU%A G/ 1VV0 IVII ICM1 111UUbL11V=, MU. Ivlun vCG 1'4 iu.Lo..7u iuvo rage -1 -,1-6-9 5-7-1 11-1-0 16-2-14 21-8-0 27-1-2 32-3-0 37-8-15 43-4-0 44-10; 0 1-6-0 5-7-1 5-5-15 5-1-14 5-5-2 5-5-2 5-1-14 5-5-15 5-7-1 1-6-0 3x4 5x8 �-' g M 6.00 rT2 eW4 `� 1.5x4 � E T 15 q11 2 16 5x5= 4x8: 3x4= 5x5- 6 3x4, 1 27 W2 W2 5x8 3 8 W4 1.5x4 2 14 1 5x8- 13 5x5= 12 ' 1011`� r� 3x4; 4x8zz 6 2.50 FIT 8-0-3 14-5-5 21-8-0 28-10-11 35-3-13 1 43-4-0 8-0-3 6-5-2 7-2-11 7-2-11 6-5-2 8-0-3 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.72 14 >714 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.93 13-14 >553 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.59 10 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 480 Weight: 222 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.1 D *Except* BOT CHORD Rigid ceiling directly applied or 4-1-8 on center B2 2 X 4 SYP No.2, B2 2 X 4 SYP No.2 bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1682/0-8-0, 10=1682/0-8-0 Max Horz 2=260(load case 3) Max Uplift2=-1 111 (load case 4), 1 0=-1 111 (load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=15, 2-3=-4687, 3-4=-4463, 4-5=-3835, 5-6=-2951, 6-7=-2951, 7-8=-3835, 8-9=-4463, 9-10=4687, 10-11=15 BOT CHORD 2-16=4210, 15-16=3865, 14-15=3318, 13-14=3318, 12-13=3865, 10-12=4210 WEBS 3-16=-144, 4-16=344, 4-15=-455, 5-15=564, 5-14=-742, 6-14=2346, 7-14=-742, 7-13=564, 8-13=-455, 8-12=344, 9-12=-144 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 45 ft by 24 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) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSUTPI 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 capable of withstanding 1111 lb uplift at joint 2 and 1111 lb uplift at joint 10. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. Job russ russ I ype y PSL-1958 SH121 ROOF TRUSS 1 1 vrw� vvll�7I IIlv%Jk01 nVV., VVVV/1, f wRIEY/{Y,-o�G.76L7G�cI I.7.70IVII ICR IIIUUSUICS, Inc. IVwn veG 14 10.40.DO IMOO rage I 7-8-12 12-0-0 114-11-0, 18-0-0 21-8-0 25-4-0 31-4-0 7-8-12 4-3-4 2-11-0 3-1-0 3-8-0 3-8-0 6-0-0 6.00 Ff'£ 7x12= 36-1-3 43-4-0 I 4-9-3 7-2-13 7x8= 4x4— 2x411 4x4— 7x12= 4 5 6 inin T-b %Ain 8 9 3x5- 20 19 18 " 1.5x411 3x8= 2x411 7-8-12 12-0-0 14-11-0 18-0-0 21-8-0 1 25-4-0 31-4-0 36-1-3 43-4-0 7-8-12 4-3-4 2-11-0 3-1-0 3-8-0 3-8-0 6-0-0 4-9-3 7-2-13 Plate attsets --,-- - ,-- 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) 0.18 13 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.24 13-14 >999 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.08 11 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 480 Weight: 242 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 *Except* TOP CHORD Sheathed or 3-8-9 on center purlin spacing. T2 2 X 6 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-2-1 on center BOT CHORD 2 X 4 SYP No.2 bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 11=850/0-8-0, 2=238/0-8-0, 18=2186/0-6-0 Max Horz 2=207(load case 3) Max Uplift11=-542(load case 2), 2=-315(load case 4), 18=-1206(load case 4) Max Grav 11=854(load case 6), 2=300(load case 5), 18=2186(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=18, 2-3=286, 3-4=645, 4-5=1908, 5-6=876, 6-7=-723, 7-8=-723, 8-9=-1433, 9-10=-1478, 10-11=-2064 BOT CHORD 2-20=-255, 19-20=-255, 18-19=0, 17-18=-2160, 5-17=-893, 16-17=-1945, 15-16=-895, 14-15=1463, 13-14=1371, 12-13=1863, 11-12=1863 WEBS 3-20=120, 3-19=-432, 4-19=985, 17-19=-838, 4-17=-2007, 5-16=1278, 6-16=-882, 6-15=1744, 7-15=-198, 8-15=-774, 8-14=40, 9-14=98, 9-13=335, 10-13=-513, 10-12=120 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 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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) 11 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 542 lb uplift at joint 11, 315 lb uplift at joint 2 and 1206 lb uplift at joint 18. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. .. -- . - e r ■ • r • 1V 071VA-WAY�i11f%Ift■-I ROOFTRUSS II I.N.-i,T-'-LrL���-l. vl r-%\JL- VVlIV 1 11\VVV, 114V.1 VVVV/'1, rLVI\ILy/d; u1L.lOLlld G/ 1VVQ IVII I UA II IUUSL11C5, II1U. 6-2-13 12-0-0 14-9-0 , 20-10-12 27-1-0 31-4-0 IVIUII Lim; 14 1.7.4u.UJ IyyO rage -1 37-1-3 43-4-0 1-6-0 6-2-13 5-9-3 2-9-0 6-1-12 6-2-4 4-3-0 5-9-3 6-2-13 5x8 - 2x411 3x8— 2x4 11 5x8- 6.00 rT£ 4 5 6T2 7 8 3x4 � W1 W5 3x4 1? T 3 10 IT c3)m 4EA 9 0 B1 1177 3 W5 W1 co 2 18 16 3x4= 5x12= 15 �j5xl 2- 4 B5 10 M 1 �i 1 19 4x4- : 3x51.5x411 2x4 = 13 12 o 11 3x5 — 2.50 FIT 2x4— 3x8— 1.5x411 6-2-13 12-0-0 14-9-0 20-10-12 27-1-0 31-4-0 37-1-3 43-4-0 6-2-13 5-9-3 2-9-0 6-1-12 6-2-4 4-3-0 5-9-3 6-2-13 ae Uttsets - , - - - , - - LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) 0.18 18 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.23 18-19 >999 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.09 13 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/defl = 480 Weight: 241 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-10-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 4-3-4 on center WEBS 2 X 4 SYP No.3 bracing. WEBS 1 Row at midpt 6-14 REACTIONS (lb/size) 10=266/0-3-8, 2=900/0-8-0, 13=2108/0-3-8 Max Horz 2=208(load case 3) Max Uplift10=-239(load case 2), 2=-665(load case 4), 13=-1205(load case 4) Max Grav 10=335(load case 6), 2=910(load case 5), 13=2108(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=15, 2-3=-2032, 3-4=-1331, 4-5=-1256, 5-6=-1256, 6-7=1410, 7-8=1410, 8-9=386, 9-10=-89 BOT CHORD 2-19=1830, 18-19=1830, 17-18=1225, 16-17=60, 5-17=-236, 15-16=-0, 14-15=245, 13-14=-2068, 7-14=-285, 12-13=-0, 11-12=79, 10-11=79 WEBS 3-19=120, 3-18=-607, 4-18=301, 4-17=80, 15-17=246, 6-17=1139, 6-15=101, 6-14=-1913, 12-14=-388, 8-14=-1445, 8-12=525, 9-12=-481, 9-11=120 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 45 ft by 24 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) Bearing at joint(s) 2, 13 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 239 lb uplift at joint 10, 665 lb uplift at joint 2 and 1205 lb uplift at joint 13. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. Job russ I russ I ype ty I ly PSL-1958 SH141 ROOF TRUSS 1 1 — ♦— W-- -A%WVV, I -NW - I VV WV l 1 "WI %IIWMi 1 Q W%AJr. / IVVW IVIIIOF%IIIUUQLIIca, II Ili. IVIVII Lct, I-F IJ.4v.IG Iwwo rdyc I ;1-6-9 7-8-12 1 14-0-0 14,-11-0 21-8-0 25-6-0 29-4-0 36-1-3 43-4-0 44-10;0 1-6-0 7-8-12 6-3-4 0-11-0 6-9-0 3-10-0 3-10-0 6-9-3 7-2-13 1-6-0 5x5 6.00 FT£ 3x4 -�-, 5x5- 45 1.5x411 -(P 3x4— 5x5- 7 8 W4 I? 3 W5 B 4 T ~ 0 W6 14 5x 5 ,_ 13 2 B �� 6x12= N 5x8z::- 1 3x5 = 17 16 2.50 FIT 3x4 = 2x411 7-8-12 1 14-0-0 14,-11-0 21-8-0 7-8-12 6-3-4 0-11-0 6-9-0 t3x4, W9 1 5 12 1011 1.5x411 3x5= 0 29-4-0 36-1-3 43-4-0 7-8-0 6-9-3 7-2-13 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) 0.18 12 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.27 12-13 >999 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.08 10 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/deft = 480 Weight: 230 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-6-4 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 4-2-1 on center bracing. REACTIONS (lb/size) 2=209/0-8-0, 16=2231/0-4-0, 10=923/0-8-0 Max Horz 2=179(load case 3) Max Uplift2=-325(load case 4), 16=-1192(load case 4), 10=-710(load case 2) Max Grav2=305(load case 5), 16=2231(load case 1), 10=932(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=18, 2-3=351, 3-4=1507, 4-5=1508, 5-6=-309, 6-7=-309, 7-8=-1042, 8-9=-1154, 9-10=-2011, 10-11=15 BOT CHORD 2-17=-312, 16-17=0, 15-16=-2160, 5-15=-930, 14-15=-1539, 13-14=896, 12-13=1815, 10-12=1815 WEBS 3-17=278, 5-14=1949, 6-14=-290, 7-14=-693, 7-13=254, 8-13=229, 9-13=-750, 9-12=141, 15-17=-339, 3-15=-1044, 4-15=-864 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 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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) 10 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 325 lb uplift at joint 2, 1192 lb uplift at joint 16 and 710 lb uplift at joint 10. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. Job russ russ Type yCEDES HOMES ** EILEEN ISLE— PSL-1958 SH141A ROOF TRUSS 1 1 J�n�� ...,ram 1 KUJJ, IIVIi., liVl�V/1, rLVKld1/01,-�CCSdt7Ci L/ "lyyii IVII I eK InQUSirIeS, rnc. mon uec 14 10:ZWZZ 1!JR5 Page 1 -,1-6-9 5-7-1 11-1-0 14-0-0 , 17-10-0 21-8-0 27-1-0 z9-4-0, 35-2-2 43-4-0 1-6-0 5-7-1 5-5-15 2-11-0 3-10-0 3-10-0 5-5-0 2-3-0 5-10-2 8-1-15 6.00 rT cM 2.50 FIT 5x5 = 5x5 = 3x4= 1.5x411 5x8— 14 1324-2-0 12 3xl 5x8 = 3x8 = 1.5x411 8-0-3 14-0-0 21-8-0 27-1-0 ?9-4-0, 35-2-2 43-4-0 8-0-3 5-11-13 7-8-0 5-5-0 2-3-0 5-10-2 8-1-15 Plate ses , --, ,- - ,-- --, - , -,- LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.18 18 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.23 16-17 >999 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.06 14 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/deft = 480 Weight: 258 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 3-9-9 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 4-3-10 on center bracing. REACTIONS (lb/size) 11=297/0-3-8, 2=918/0-8-0, 14=2059/0-4-0 Max Horz2=230(load case 3) Max Uplift11=-288(load case 2), 2=-692(load case 4), 14=-1 131 (load case 4) Max Grav 11=371(load case 6), 2=925(load case 5), 14=2059(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=15, 2-3=-2079, 3-4=-1789, 4-5=-1130, 5-6=-1024, 6-7=-265, 7-8=-265, 8-9=1230, 9-10=482, 10-11=-2 BOT CHORD 2-18=1867, 17-18=1364, 16-17=868, 15-16=-1255, 14-15=-2039, 8-15=-932, 13-14=-0, 12-13=1, 11-12=1 WEBS 3-18=-252, 4-18=438, 4-17=435, 5-17=324, 6-17=268, 6-16=-713, 7-16=-254, 8-16=1660, 13-15=-793, 9-15=-1693, 9-13=1056, 10-13=-525, 10-12=140 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 45 ft by 24 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) 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 288 lb uplift at joint 11, 692 lb uplift at joint 2 and 1131 lb uplift at joint 14. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. Job russ I russ I ype Qy PSL-1958 SH161 ROOF TRUSS 1 1 SPACE COAJ I I RUSS, iNG., COCOA, FLUI'CIP/81,r w-a m Z/ 1998 MI I eK Industries, Inc. Mon Uec 14 1 b:ZU:26 'I M$ Page 1 -1-6-9 7-8-12 14-11-0 19-0;0 21-8-0 27-4-0 32-3-0 37-8-4 43-4-0 44-10-0 1-6-0 7-8-12 7-2-4 1-1-0 5-8-0 5-8-0 4-11-0 5-5-4 5-7-12 1-6-0 5x5 = 5x5 1.5x411 5x5= 6.00 rT2- 4 5 l@ 7 3x4 3x4 ,�-- 15 8 W6 W8 B 4 11.5x4 00 1 14 9 W7 r 615 5x8= 13 � 1 2 B 5x12: 5x5 12 1011,14) 3x5- 18 17 2.50 rf2- 3x4= 3x5_ O 3x4— 2x411 3x4 = 7-8-12 14-11-0 16-0; 0 21-8-0 28-10-11 35-3-13 43-4-0 7-8-12 7-2-4 1-1-0 5-8-0 7-2-11 6-5-2 8-0-3 Plate offsets --, --, - - LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.18 12 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.25 12-13 >999 BCLL 0.0 Rep Stress Incr YES WB 0.86 HOrz(TL) 0.08 10 n/a' BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 480 Weight: 240 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-7-5 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-3-14 on center B5 2 X 4 SYP No.1 D bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=304/0-8-0, 17=2087/0-4-0, 10=972/0-8-0 Max Horz 2=201(load case 3) Max Uplift2=-367(load case 4), 17=-1128(load case 4), 10=-729(load case 2) Max Grav2=406(load case 5), 17=2087(load case 1), 10=980(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=18, 2-3=144, 3-4=1215, 4-5=853, 5-6=-510, 6-7=-510, 7-8=-1255, 8-9=-1981, 9-10=-2261, 10-11=15 BOT CHORD 2-18=-128, 17-18=-0, 16-17=-2017, 4-16=-1831, 15-16=-1120, 14-15=-704, 13-14=973, 12-13=1539, 10-12=2031 WEBS 3-18=201, 16-18=-139, 3-16=-966, 4-15=1492, 5-15=-1353, 5-14=1429, 6-14=-304, 7-14=-527, 8-13=-495, 8-12=438, 9-12=-242, 7-13=588 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 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If 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 1s 1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) Bearing at joint(s) 10 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 367 lb uplift at joint 2, 1128 Ib uplift at joint 17 and 729 lb uplift at joint 10. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. Job russ russ I ype y PSL-1958 SH161A ROOF TRUSS 1 1 v1 �W" wwll I I INVVV, 11\V., VVVVA, I L %Jl\Iesia, xaca KJUL e-I I V-7V IVII I Or, IIKUU.JIIIC.7, IIIG. IVIVII uOU I-t I0.G5.00 I VU0 raye I -1-6-9 5-7-1 11-1-0 16-0-0 21-6-0 27-1-0 274-4-0 35-2-0 , 38-0-0 , 43 4-0 1-6-0 5-7-1 5-5-15 4-11-0 5-6-0 5-7-0 0-3-0 7-10-0 2-10-0 5-4-0 5x8 - 1.5x411 5x8 — 6.00 FTT 3x4 5 (k 7 1.5x4� 4 W5 3x4 IT T B 3 ao 3 I 13 W6 8 15 14 5x8 3� 12 , i 1 2 16 3x6 = 1. `Y' S 9 3x5� 3x4: 3x4: 1.5x411 1.5x411 ir 11 24-2-0 10 rI? 3x16— 4x6 — 1.5x411 2.50 rT£ 2x4 — 8-0-3 16-0-0 21-8-0 27-1-0 35-2-0 43-4-0 8-0-3 7-11-13 5-8-0 5-5-0 8-1-0 8-2-0 Plate Offsets -- -- --,-- --,-- LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/deft PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.22 14-16 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.28 14-16 >999 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.03 9 n/a BCDL 10.0 Code SBC/ANS195 (Matrix) 1st LC LL Min I/defl = 480 Weight: 247 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-4-12 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-1-1 on center B1 2 X 4 SYP No.1 D, B4 2 X 6 SYP No.2 bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 8-11 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 9=500/0-3-8, 2=1045/0-8-0, 11=1729/0-4-0 Max Horz 2=253(load case 3) Max Uplift9=-410(load case 2), 2=-793(load case 4), 11=-873(load case 4) Max Grav9=522(load case 6), 2=1058(load case 5), 11=1733(load case 7) FORCES (lb) - First Load Case Only TOP CHORD 1-2=31, 2-3=-2652, 3-4=-2366, 4-5=-1429, 5-6=-958, 6-7=-958, 7-8=246, 8-9=-667 BOT CHORD 2-16=2345, 15-16=1805, 14-15=1821, 13-14=1275, 12-13=-251, 11-12=-1331, 7-12=-1205, 10-11=516, 9-10=516 WEBS 3-16=-246, 4-16=478, 4-14=-598, 5-14=511, 5-13=-336, 6-13=-303, 7-13=1417, 8-10=218, 8-11=-737 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 45 ft by 24 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. 4) All plates are M20 plates unless otherwise indicated. 5) Bearing at joint(s) 2, 11 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 410 lb uplift at joint 9, 793 lb uplift at joint 2 and 873 lb uplift at joint 11. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. Job russ I russ I ype Qty y PSL-1958 SH181 ROOF TRUSS 1 1 �rrwL- vvw I I rwvv, n�v., VVVV/'1, FL.VIlI&VM,-AC04IJUL G/ I VV0 IVII I URIIIUUMIlUb, Ills. IVIUII UCG 1-+ IU.4UA0 IuU0 rage I -,1-6-9 7-6-7 14-11-0 , 18-0-0 , 21-8-0 25-4-0 32-3-0 37-8-15 1 43-4-0 44-10,-0 1-6-0 7-6-7 7-4-9 3-1-0 3-8-0 3-8-0 6-11-0 5-5-15 5-7-1 1-6-0 5x5— 1.5x4 5x5— 11 5x5 5 -% 7 4 W2 1 W2 4 5x5 5x5 � T W5 6.00 FIT 8 M 3 W6 Wg 1.5x4 4 T 1 W7 15 14 . 5x8- 6 13 , +1 2Be 5x12� 5x5_ 12 1011 T 0 3x5— 18 17 . 6PT 3x4_ 3x5_ 0 3x4 = 2x411 7-6-7 14-11-0 18-0-0 21-8-0 28-10-11 35-3-13 43-4-0 7-6-7 7-4-9 3-1-0 3-8-0 7-2-11 6-5-2 8-0-3 Plate Uffsets --, --, ,-- ,-- LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.27 12 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.24 12-13 >999 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.08 10 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/deft = 480 Weight: 245 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-6-12 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-6-7 on center B5 2 X 4 SYP No.1 D bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=301/0-4-0, 17=2090/0-4-0, 10=971/0-8-0 Max Horz 2=227(load case 3) Max Uplift2=-665(load case 4), 17=-1945(load case 4), 1 0=-1 283(load case 4) Max Grav2=423(load case 5), 17=2090(load case 1), 10=975(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=18, 2-3=138, 3-4=1227, 4-5=292, 5-6=-396, 6-7=-396, 7-8=-1205, 8-9=-1975, 9-10=-2260, 10-11=15 BOT CHORD 2-18=-122, 17-18=0, 16-17=-2018, 4-16=-1740, 15-16=-1114, 14-15=-236, 13-14=720, 12-13=1536, 10-12=2030 WEBS 3-18=200, 16-18=-137, 3-16=-977, 4-15=1336, 5-15=-1117, 5-14=1015, 6-14=-196, 7-14=-500, 8-13=-547, 8-12=435, 9-12=-244, 7-13=746 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 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, the left is exposed and the right is not exposed. 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) .10 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 665 lb uplift at joint 2, 1945 lb uplift at joint 17 and 1283 lb uplift at joint 10. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. Job russ I russ I ype Qty y PSL-1958 SH181A ROOF TRUSS 1 1 — • — —1 11-1 WWWWr , I LvI 1%7VU IVII 1 CI% 111UU.1L110A, 111U. Mull utlG 1'4 J.uvo rage -I —1-6-9 5-7-1 11-1-0 18-0-0 25-4-0 27-1-9 32-7-12 37-10-11 43-4-0 1-6-0 5-7-1 5-5-15 6-11-0 7-4-0 1-9-0 5-6-12 5-2-15 5-5-5 i 6.00 FIT CM rn Y�1 2 0 3x5: 5x8 - 5x8 , � 1.5x4,- W3 18 17 19 3x6= 3x4 = 1.5x4 I 2.50 F1T 1 1 5x8 - T3 6 5x5� W1 2 7 4 5x5— W5 8 1.5x4 19 59 5x6 14 s� W6 W1 5x12= A r 10 i 3x4_ 12 24-2-011 3 — 5x8— 3x8- 8-0-3 , 11-1-0 , 18-0-0 21-8-0 25-4-0 37-1-9 32-7-12 43-4-0 8-0-3 3-0-13 6-11-0 3-8-0 3-8-0 1-9-0 5-6-12 10-8-4 co rct 0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) 0.17 19 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.33 10-11 >576 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.07 12 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 480 Weight: 272 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-9-7 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-3-12 on center 1312 X 4 SYP No.1 D bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 10=279/0-3-8, 2=907/0-8-0, 12=2087/0-4-0 Max Horz2=275(load case 3) Max Uplift10=-279(load case 2), 2=-671(load case 4), 12=-1188(load case 4) Max Grav 1 0=398(load case 6), 2=922(load case 5), 12=2087(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=15, 2-3=-2043, 3-4=-1747, 4-5=-567, 5-6=-26, 6-7=580, 7-8=1146, 8-9=242, 9-10=-76 BOT CHORD 2-19=1835, 18-19=1341, 17-18=1341, 16-17=1341, 15-16=532, 14-15=-536, 13-14=-1066, 12-13=-2033, 7-13=-1629, 11-12=0, 10-11=67 WEBS 3-19=-258, 4-19=406, 4-16=-839, 5-16=504, 5-15=-801, 6-15=891, 6-14=-1213, 7-14=1293, 11-13=-251, 8-13=-870, 8-11=429, 9-11=-317, 4-18=101 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 45 ft by 24 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) 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 279 lb uplift at joint 10, 671 lb uplift at joint 2 and 1188 lb uplift at joint 12. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. Job I russ I russ I ype Qty y PSL-1958 SH2O1 ROOF TRUSS 1 1 Orru.M UUriO i i KU00, 11MU., UUUUii, 1-LL)miKP ;z&swct zt 1vuo MI I eK Inaustrles, inc. Mon Dec 14 15:3U:U1 1998 Pagel Cn 1 O M 0 -,1-6-9 7-6-7 14-11-0 20-0-0 23-4-0 27-1-2 32-3-0 37-8-15 43-4-0 44-10; 0 1-6-0 7-6-7 7-4-9 5-1-0 3-4-0 3-9-2 5-1-14 5-5-15 5-7-1 1-6-0 3x5 = 5x5 = 5x5 = 17 16 2.50 FIT 3x4— 2x411 3x4 _ 7-6-7 14-11-0 21-8-0 27-1-2 2$-10-11 35-3-13 43-4-0 7-6-7 7-4-9 6-9-0 5-5-2 1-9-9 6-5-2 8-0-3 Plate Offsets --,- --,- --, --, - --, - LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.27 12 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.24 12-13 >999 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.07 10 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 480 Weight: 242 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 3-7-4 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 3-6-3 on center B5 2 X 4 SYP No.1 D bracing. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 4-14 REACTIONS (lb/size) 2=318/0-4-0, 16=2065/0-4-0, 10=980/0-8-0 Max Horz 2=250(load case 3) Max Uplift2=-675(load case 4), 16=-1928(load case 4), 10=-1289(load case 4) Max Grav2=450(load case 5), 16=2065(load case 1), 10=980(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=18, 2-3=101, 3-4=1164, 4-5=-404, 5-6=-346, 6-7=-393, 7-8=-1278, 8-9=-2005, 9-10=-2289, 10-11=15 BOT CHORD 2-17=-90, 16-17=-0, 15-16=-1993, 4-15=-1656, 14-15=-1060, 13-14=969, 12-13=1564, 10-12=2057 WEBS 3-17=186, 15-17=-102, 3-15=-953, 4-14=1533, 5-14=-52, 6-14=-16, 7-14=-729, 7-13=603, 8-13=-499, 8-12=434, 9-12=-243 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 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/ANSI95 If end verticals_ exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, the left is exposed and the right is not exposed. 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) 10 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 675 lb uplift at joint 2, 1928 lb uplift at joint 16 and 1289 lb uplift at joint 10. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. ya.�����►.�.�.r.rani.a.a�.�r�������..�r�-..��......c,:.,..o-,.Corr.......�....rr..�.-�.r.�•...-r�..��.....-�-.��_��..w.-..-.- _ . .7r�VI= VVPYV I I I\V%2%Jl IIY V., VVV Vl1, rLVRIli4tY� �L-LOi7Gl G/ 1550 IVII I CR II IUUSUICS, MO. IV M UCG XIU.JU.US Mo rage -I 5-7-1 11-1-0 16-2-14 20-0-0 23-4-0 , 27-1-2 32-3-0 37-8-15 43-4-0 1-6-0 5-7-1 5-5-15 5-1-14 3-9-2 3-4-0 3-9-2 5-1-14 5-5-15 5-7-1 5x5 = 5x5 = 3x4 .5:� 6 T3 7 3x4 5x8 T W2 1 W W2 2 5x8, M 6.00 rT£ 4 W 3 9 0 1.5x4zzW4 W4 1.5x4 B 2 T 14 410 15 5x12= 13 C� 1 2 16 5x5= 5x5_ 12 11 iv 4x8 = 3x4 :::� 3x4 ` 4x8 _ o 2.50 FfT 8-0-3 14-5-5 21-8-0 28-10-11 35-3-13 43-4-0 8-0-3 6-5-2 7-2-11 7-2-11 6-5-2 8-0-3 Plate uttsets -- ,ege, -,-- , -,-- --, - --,-- -- ,ege, -- ,0-3-0],[15:0-2-8,0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.72 14 >715 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.92 13-14 >561 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.58 11 n/a BCDL 10.0 Code SBC/ANSI95 1st LC LL Min I/defl = 480 Weight: 226 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed. BOT CHORD 2 X 4 SYP No.1 D *Except* BOT CHORD Rigid ceiling directly applied or 4-0-4 on center B2 2 X 4 SYP No.2, B2 2 X 4 SYP No.2 bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 2=1682/0-8-0, 11=1593/0-8-0 Max Horz 2=293(load case 3) Max Uplift2=-1111(load case 4), 11=-950(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=15, 2-3=-4687, 3-4=-4463, 4-5=-3835, 5-6=-3023, 6-7=-3022, 7-8=-2979, 8-9=-3835, 9-10=4463, 10-11=4687 BOT CHORD 2-16=4210, 15-16=3865, 14-15=3331, 13-14=3318, 12-13=3865, 11-12=4210 WEBS 3-16=-144, 4-16=344, 4-15=-455, 5-15=538, 5-14=-680, 6-14=1209, 7-14=1201, 8-14=-708, 8-13=565, 9-13=-455, 9-12=344, 10-12=-144 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 45 ft by 24 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) Bearing at joint(s) 2, 11 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 1111 lb uplift at joint 2 and 950 lb uplift at joint 11. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. Job russ russ I ype uty ply PSL-1958 SJ8 ROOF TRUSS 8 1 �rn�.� �.Vra� 1 1 RVJJ, 11v1i., lrVliV/1, rLVr%1EVJV, QC*4DIa L! I5y0 IVII I M IIIUUbLIMP5, MU. IVIUII LJeG lII I0:JU: IL l"o rage i -1-6-0 5-1-5 8-0-0 1-6-0 5-1-5 2-10-11 �I 1 8-0-0 8-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.00 2 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.18 2-5 >505 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 5 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/defl = 480 Weight: 33 lb - LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 on center WEBS 2 X 4 SYP No.3 bracing. REACTIONS (lb/size) 4=51/0-2-0, 2=381/0-8-0, 5=229/0-3-8 Max Horz 2=329(load case 4) ` Max Uplift4=-83(load case 2), 2=-282(load case 3), 5=-156(load case 4) FORCES (lb) - First Load Case Only . TOP CHORD 1-2=31, 2-3=-367, 3-4=-49 BOT CHORD 2-5=288 WEBS 3-5=-286 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 45 ft by 24 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 drip 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 83 lb uplift at joint 4, 282 lb uplift at joint 2 and 156 lb uplift at joint 5. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 1. Job I russ I russ I ype Qty Fly PSL-1958 T2 ROOF TRUSS 3 1 J 1""/'1liC VV/'1J 1 1 RtJJJ, IlYliy liVl,V/1, rLV RI dI/tllr-ME0,WUL ci I Vyo Ivn i eK inausines, 111U. iwon uec -14 -ioau: i r i uuo rage -i -1-6-0 , 5-0-0 1-6-0 5-0-0 10-0-0 15-0-0 5-0-0 5-0-0 4x4= 4 20-0-0 , 21-6-0 5-0-0 1-6-0 co 14. O 3X4 — 3x4= 5x5= 6-3-15 13-8-1 20-0-0 6-3-15 7-4-2 6-3-15 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) NO I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) 0.05 9 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.14 8-9 >999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.03 6 n/a BCDL 10.0 Code SBC/ANSI95 1 st LC LL Min I/defl = 480 Weight: 94 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD 2 X 4 SYP No.2 BOT CHORD WEBS 2 X 4 SYP No.3 REACTIONS (lb/size) 6=818/0-8-0, 2=818/0-8-0 Max Horz2=-129(load case 2) Max Uplift6=-597(load case 4), 2=-597(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=18, 2-3=-1180, 3-4=-1031, 4-5=-1031, 5-6=-1160, 6-7=18 BOT CHORD 2-9=1028, 8-9=686, 6-8=1028 WEBS 3-9=-216, 4-9=401, 4-8=401, 5-8=-216 Sheathed or 5-5-13 on center purlin spacing. Rigid ceiling directly applied or 8-8-7 on center bracing. 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 45 ft by 24 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 597 lb uplift at joint 6 and 597 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. Job russ russ I ype Qty Ply PSL-1958 T2GE ROOF TRUSS 1 1 vrnv� vvnQI IMUQ , IIVV., VVNVf1, rLVrN1& ;-QZU EAZI leyB IVII IeK Industries, Inc. Mon Uec 14 1b:;JU:ZZ 1996 Pagel M IT LO co �I 0 -1-6-0 5-0-0 10-0-0 15-0-0 20-0-0 21-6-0 1-6-0 5-0-0 5-0-0 5-0-0 5-0-0 1-6-0 4x4= ^ ^^ 1.5x411 6 1.5x4 i i 1.5x4111.5x4111.5x4111.5x411 3x4= 1.5x411 1.5x411 1.5x411 6-8-0 13-4-0 20-0-0 6-8-0 6-8-0 6-8-0 LOADING (pso SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.07 Vert(TL) 0.03 1-2 >580 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n/a BCDL 10.0 Code SBC/ANSI95 (Matrix) 1st LC LL Min I/deft = 480 Weight: 100 lb LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS (lb/size) 14=36/20-0-0, 10=240/20-0-0, 2=240/20-0-0, 16=128/20-0-0, 17=158/20-0-0, 18=108/20-0-0, 19=249/20-0-0, 15=152/20-0-0, 13=74/20-0-0, 12=252/20-0-0 Max Horz 10=-272(load case 2), 2=272(load case 3) Max Uplift10=-227(load case 4), 2=-226(load case 4), 17=-119(load case 3), 18=-116(load case 4), 19=-153(load case 3), 15=-124(load case 2), 13=-147(load case 4), 12=-151(load case 2) Max Grav14=56(load case 7), 10=240(load case 1), 2=240(load case 1), 16=128(load case 1), 17=162(load case 7), 18=108(load case 1), 19=290(load case 7), 15=156(load case 6), 13=74(load case 1), 12=295(load case 7) FORCES (lb) - First Load Case Only TOP CHORD 1-2=35, 2-3=28, 3-4=-53, 4-5=-41, 5-6=-44, 6-7=44, 7-8=-41, 8-9=-53, 9-10=-69, 10-11=35 BOT CHORD 2-19=0, 18-19=0, 17-18=0, 16-17=0, 15-16=0, 14-15=0, 13-14=0, 12-13=0, 10-12=0 WEBS 6-16=-89, 5-17=-114, 4-18=-82, 3-19=-177, 7-15=-114, 8-13=-82, 9-12=-176 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) For studs exposed to wind, see MiTek "Standard Gable End Detail" 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 227 lb uplift at joint 10, 226 lb uplift at joint 2, 119 lb uplift at joint 17, 116 lb uplift at joint 18, 153 lb uplift at joint 19, 124 lb uplift at joint 15, 147 lb uplift at joint 13 and 151 lb uplift at 1oint 12. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. 0 Job russ I russ I ype Qtyy PSL-1958 T3S ROOF TRUSS 3 1 ... • .vim — —. .. --, .1-1 .,....—o . a.v1.. v.a,-WL�IGfYVI LI 117.7V IVII 1 GI% 11 IUU.7l1IGA, 111U. IVIUI I LJVU 1Y IQ. QU.40 1 VV0 rdyu 1 -1-6-0 5-11-0 8-0-0 1-6-0 5-11-0 2-1-0 4x4 = 411 JX4= 8-0-0 8-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) n/a - n/a M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.19 2-5 >499 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 5 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/defl = 480 Weight: 36 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BOT CHORD REACTIONS (lb/size) 5=285/0-3-8, 2=374/0-8-0 Max Horz 2=296(load case 4) Max Uplift5=-199(load case 4), 2=-303(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=18, 2-3=-113, 3-4=-0, 4-5=-52 BOT CHORD 2-5=101 WEBS 3-5=-186 Sheathed or 6-0-0 on center purlin spacing, except end verticals. Rigid ceiling directly applied or 10-0-0 on center bracing. 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 45 ft by 24 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 199 lb uplift at joint 5 and 303 lb uplift at joint 2. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. I Job russ I russ Type yES HOMES ' EILEEN ISLE PSL-1958 T4 ROOF TRUSS 7 1 v• ,..+� . I11-1 .I.V., VV -y I LVI GI IVVV IVIIIon IIIUUJIIIGA, IIIL,. IVIVII L1VU I't IJ.JV.JI iuvo rdyu I -1-6-0 5-4-0 10-8-0 1-6-0 5-4-0 5-4-0 4x4 = 0-10-01 5-4-0 9-10-0 0-10-0 4-6-0 4-6-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.05 2-6 >999 TCDL 7.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.04 2-6 >999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.01 4 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/deft = 480 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD 2 X 4 SYP No.2 BOT CHORD WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 6 SYP No.2, Right: 2 X 6 SYP No.2 REACTIONS (lb/size) 2=473/0-3-8, 4=473/0-3-8 Max Horz 2=-77(load case 2) Max Uplift2=-690(load case 4), 4=-690(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=18, 2-3=-415, 3-4=-415, 4-5=18 BOT CHORD 2-6=368, 4-6=368 WEBS 3-6=104 12-2-0 1-6-0 10-8-0 0-10-0 PLATES GRIP M20 249/190 Weight: 47 lb Sheathed or 6-0-0 on center purlin spacing. Rigid ceiling directly applied or 9-7-7 on center bracing. 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 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.60, and the plate gnp 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 690 ib uplift at joint 2 and 690 lb uplift at joint 4. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. Job I russ I russ I ype Qty y PSL-1958 T5 SCISSORS 2 1 Or/1tar- L UP%O 1 1 KUJJ, INU., UUUUA, I-LUK1Eym;.1&smcl zi ivvo MI I eK Inaustnes, Inc. Mon Uec 14 15:3U:35 1998 Page 1 -1-7-0 -01.1-0 4-0-0 8-0-0 8-1-0 9-7-0 1-6-0 0-1-0 4-0-0 4-0-0 0-1-0 1-6-0 4x4= 1.5x411 4.00 FIT 1.5x411 -0;1-0 4-0-0 8-0-0 8-1-0 0-1-0 4-0-0 4-0-0 0-1-0 LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.03 6-7 >999 M20 249/190 TCDL 7.0 Lumber Increase 1.25 BC 0.16 Vert(TL) 0.03 4-5 >679 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.01 6 n/a BCDL 10.0 Code SBC/ANS195 1st LC LL Min I/defl = 480 Weight: 47 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 TOP CHORD BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BOT CHORD REACTIONS (lb/size) 8=379/0-6-0, 6=379/0-6-0 Max Horz 8=63(load case 3) Max Uplift8=-562(load case 4), 6=-562(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=21, 2-3=-353, 3-4=-353, 4-5=21, 2-8=-340, 4-6=-340 BOT CHORD 7-8=0, 6-7=-0 WEBS 3-7=108, 2-7=316, 4-7=316 Sheathed or 6-0-0 on center purlin spacing, except end verticals. Rigid ceiling directly applied or 6-0-0 on center bracing. 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 45 ft by 24 ft with exposure C ASCE 7-93 per SBC/ANS195 If end verticals exist, they are not exposed to wind. If cantilevers exist, they are exposed to wind. If porches exist, they are 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) All plates are M20 plates unless otherwise indicated. 5) Bearing at joint(s) 8, 6 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 562 lb uplift at joint 8 and 562 lb uplift at joint 6. 7) This truss has been designed with ANSI/TPI 1-1995 criteria.