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ROOFINGTRUSS COMPANY, INC. Roof Trusses Filoor Truisses 25475 SW 142nd Avenue Princeton, Florida 33032 CERTIFIED MEMBER OF THE TRUSS PLATE INSTITUTE CC# 0391. << WARNING >> EXTREME CARE IS REQUIRED IN THE HANDLING, ERECTION, AND BRACING OF TRUSSES. REFER TO TPI'S "HIB ". IMPROPERLY BRACED TRUSSES MAY TOPPLE & DOMINO WITH POSSIBLE SERIOUS INJURY TO WORKERS. INSTRUCT INSTALLERS NEVER TO STEP ON THE CENTER PORTION OF THE PANELS: ALWAYS AT OR NEAR THE JOINTS. BUILDING DESIGNER -IT IS YOUR RESPONSIBILITY TO DETERMINE THAT DIMENSIONS CONFORM TO THE ARCHITECTURAL PLANS AND ALL LOADS UTILIZED HEREIN MEET OR EXCEED THE ACTUAL DEAD LOADS SPECIFIED AND/ OR IMPOSED ON THE STRUCTURE, AND THE LIVE LOADS IMPOSED BY THE LOCAL BUILDING CODE OR HISTORICAL CLIMATIC RECORDS. THE BEARING CONNECTIONS AND THE USE OF THESE COMPONENTS SHALL BE SPECIFIED BY YOU. 257 -1910 FAX 257 -1911 SERVING ALL CIF FLORID/1 ERECTOR - BUILDER THE PROPER AND SAFE ERECTION OF ALL TRUSSES IS YOUR EXCLUSIVE RESPONSIBILITY. YOU ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING ERECTION AND BRACING WHICH IS ALWAYS REQUIRED TO PREVENT TOPPLING AND DOMINOING. TOP AND BOTTOM CHORDS SHALL BE ADEQUATELY BRACED IN THE ABSENCE OF PLYWOOD SHEATHING OR RIGID CEILING RESPECTIVELY. ERECTION BRACING IS NOT SHOWN. ONLY STRUCTURAL BRACING REQUIRED OF SPECIFIC TRUSS MEMBERS IS SHOWN ON THE TRUSS DESIGN. NEVER ERECT DAMAGED TRUSSES. UNSYMMETRICAL AND /OR NOT UNIFORMLY LOADED TRUSSES CAN ONLY BE ERECTED ONE WAY. YOU ARE RESPONSIBLE TO CHECK THE LAYOUT AND SPECIFIC TRUSS DESIGNS TO INSURE PROPER INSTALLATION. CHECK ALL FLAT TRUSSES TO INSURE AGAINST UPSIDE DOWN ERECTION. NEVER CUT OR ALTER TRUSSES IN ANY WAY. NEVER CONCENTRATE BUILDING MATERIALS SUCH AS STACKS OF PLYWOOD ON THE INSTALLED TRUSSES. «REFER TO HIB » Job 8340 Truss F1 Truss Type ROOF TRUSS Qty 11 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.300 s Sep 20 1995 MiTek Industries, Inc. Thu Oct 24 16:14:30 1996 Page 1 1 5-5-14 1 10-9-12 12 -9-12 18 -1 -10 23-7 -8 1 1 1 5-5-14 5-3-14 2-0-0 5-3-14 5-5-14 4x8 = 3x4 = 2x4 11 2x4 11 3x6 = 3x4 = 4x8 = 2 3 4 5 6 7 8 I 0 B 0 1 ] I 4 R N A 14 13 12 10 1 3x10 = 5x6 = 3x4 = 3x4 = 3x10 = 9 2x4 11 2x4 11 5-5-14 1 10-9-12 1 12 -9-12 18 -1 -10 23-7-8 I 1 5-5-14 5-3-14 2 -0-0 5-3-14 5-5-14 I Plate Offsets (X,Y): [13:0- 0- 0,0 -3 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) Udefl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.80 Vert(LL) 0.38 12/11 736 M20(20ga) 258/216 TCDL 10.0 Lumber Increase 1.00 BC 0.90 Vert(TL) 0.57 12/11 490 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.06 9 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL defl = 360 Weight: 124 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 1 -10 -13 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D *Except* except end verticals. 13 -9 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied, or 10 -00-00 on center bracing. WEBS 2 X 4 SYP No.3 *Except* 1-2 2 X 6 SYP No.2D, 8-9 2 X 6 SYP No.2D 14-2 2 X 4 SYP No.2D, 10-8 2 X 4 SYP No.2D REACTIONS (Ibs/size) 1 =1390/0 -5 -8, 9= 1390/0 -5 -8 Max Vert 1= 1413(Ioad case 2), 9= 1413(Ioad case 2) FORCES TOP CHORD 1 -2= -1341, 2 -3= -3473, 3 -4= -4694, 4 -5= -4694, 5 -6= -4694, 6 -7= -4694, 7 -8= -3472, 8 -9= -1340 BOT CHORD 9 -10 =0, 10-11 =3472, 11 -12 =4694, 12 -13 =3473, 13 -14 =3473, 1 -14 =0 WEBS 2-14=3651, 3-14=-1011, 3-12=1286, 4-12=-337, 5-11=-337, 7-11=1287, 7-10=-1012, 8-10=3651 NOTES 1) This truss has been checked for unbalanced loading conditions about joints 8 and 7. LOAD CASE(S) Standard r 4 4 0 og . . 'Op (0- -r 1 . O C T 2 5 1996 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss F2 Truss Type ROOF TRUSS Qty 3 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.300 s Sep 201995 MiTek Industries, Inc. Thu Oct 24 16:14:35 1996 Page 1 I 4-11-4 9-10-8 4-11-4 4-11 -4 4x6 = 2x4 I I 4x6 = 2 3 4 0 • 6 3x8 = 1 5 N411 2x4 11 4-11 -4 9-10-8 1 4-11 -4 4-11-4 LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) 0.02 3 999 M20(20ga) 258/216 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) 0.04 3 999 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.00 5 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 55 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4 -9-1 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center bracing. 1 -2 2 X 6 SYP No.2D, 4 -5 2 X 6 SYP No.20 Except: 5- 6:6 -3 -0. REACTIONS (Ibs/size) 1= 565/0 -2 -8, 5= 565/0 -6 -0 FORCES TOP CHORD 1- 2 = -518, 2 -3= -779, 3- 4 = -779, 4- 5 = -518 BOT CHORD 5 -6=0, 1 -6 =0 WEBS 2 -6 =828, 3 -6= -471, 4 -6=828 LOAD CASE(S) Standard • OCT ZOO"‘*9 2 5 1996 MAHMOUD ZOLFAGHARI, P,E. Job 8340 Truss F3 Truss Type ROOF TRUSS Oty 8 Ply 1 BLUM RESIDENCE (BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.300 s Sep 20 1995 MiTek Industries, Inc. Thu Oct 24 16:14:43 1996 Page 1 5-8-14 ` - 11 -3-12 13 -3-12 18-10 -10 24 -7 -8 ' I { 1 5-8.14 5 -6-14 2-0-0 5-6-14 5-8-14 4x10 = 3x4 = 2x4 11 2x4 11 3x6 =3x4 = 4x10 = 2 3 4 5 6 7 8 n 14 13 12 11 0 K 1 3x8 =5x6 = 3x4 = 3x4 = 3x8 = 9 2x4 u 2x4 11 5-8-14 I 11 -3-12 I 13-3-12 18-10 -10 24-7 -8 I I I 1 5-8-14 5-6-14 2-0-0 5-6-14 5 -8-14 Plate Offsets (X,Y): (10:0 -1- 12,0 -1- 8],(13:0- 0- 0,0 -3- 81,(14:0.1- 12,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) Vdefl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.89 Vert(LL) 0.43 12/11 672 M20(20ga) 258/216 TCDL 10.0 Lumber Increase 1.00 BC 0.88 Vert(TL) 0.65 12/11 448 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.07 9 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL defl = 360 Weight: 127 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Sheathed or 2 -1 -9 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D 'Except' except end verticals. 13 -9 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center bracing. WEBS 2 X 4 SYP No.3 *Except* Except: 1- 14:6 -3 -0. 1-2 2 X 6 SYP No.2D, 8-9 2 X 6 SYP No.2D 14-2 2 X 4 SYP No.2D, 10-8 2 X 4 SYP No.2D REACTIONS (Ibs/size) 1= 1450/0 -5 -8, 9= 1450/0 -5 -8 Max Vert 1= 1473(load case 2), 9= 1473(Ioad case 2) FORCES TOP CHORD 1 -2= -1398, 2 -3= -3791, 3 -4= -5114, 4 -5= -5114, 5 -6= -5114, 6 -7= -5114, 7 -8= -3790, 8 -9= -1398 • BOT CHORD 9 -10=0, 10-11 =3790, 11 -12 =5114, 12 -13 =3791, 13 -14 =3791, 1 -14 =0 WEBS 2 -14 =3969, 3 -14= -1053, 3 -12 =1387, 4 -12 =- 348, 5-11= -348, 7 -11 =1388, 7 -10= -1054, 8 -10 =3968 NOTES 1) This truss has been checked for unbalanced loading conditions about joints 8 and 7. LOAD CASE(S) Standard r4-304 OCT 2 5 1996 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss FG4 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE (BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.300 s Sep 20 1995 MiTek Industries, Inc. Fri Oct 25 08:03:51 1996 Page 1 4-11 -6 10-3 -4 12 -3-4 15-5-8 I I 4-11 -6 5-3-14 2-0-0 3-2-4 • 4x6 = 3x4 = 2x4 11 2x4 11 4x6 = 2 3 4 5 6 w NM c : ® p M IN o a 1 2x4 4x6 = 3x4 = 3x6 = 10 9 8 N 7 a 2x4 n 4-11 -6 1 10-3 -4 12 15 { 1 4-11-6 5-3-14 2-0-0 3-2 -4 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 1 -0 -0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code SFBC CSI TC 0.78 BC 0.97 WB 0.77 (Matrix) DEFL (in) (loc) (/dell Vert(LL) 0.18 10/9 993 Vert(TL) 0.27 10/9 662 Horz(TL) 0.02 7 n/a Min Length / LL dell = 360 PLATES GRIP M20(20ga) 258/216 Weight: 84 (lbs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2 -3 -12 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center bracing. 1 -2 2 X 6 SYP No.2D, 6 -7 2 X 6 SYP No.2D Except: 1- 10:6 -3 -0. REACTIONS (lbs /size) 1= 844/0 -5 -8, 7= 844/0 -4 -0 FORCES TOP CHORD 1 -2= -831, 2 -3= -1800, 3 -4= -1481, 4 -5 =- 1481, 5-6= -1481, 6 -7= -929 BOT CHORD 7 -8=0, 8 -9 =1481, 9- 10=1800, 1 -10 =0 WEBS 2- 10=1914, 3 -1 -538, 3 -9= -336, 4 -9= -132, 5 -8= -554, 6 -8 =1733 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 6. 2) Designed for RAILING ABOVE. LOAD CASE(S) 1) Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (Ibs per ft) Vert:2- 3=- 102.5, 3-4 =- 102.5, 4 -5 =- 102.5, 5 -6 =- 102.5, 7 -8= -10.0, 8 -9= -10.0, 9 -10= -10.0, 1 -10= -10.0 Z -0001/ 1591. OCT 2 5 19+36 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss F5 Truss Type ROOF TRUSS Qty 2 Ply 1 BLUM RESIDENCE ( BLUM BLOB.) DWH DECO TRUSS COMPANY INC. 3.300 s Sep 20 1995 MiTek Industries, Inc. Thu Oct 24 16:14:51 1996 Page 1 I 4-11.6 I 10-3-4 12 -3-4 17 -7 -2 23-1 -0 1 1 + 4-11 -6 5-3-14 2 -0-0 5-3-14 5-5-14 4x8 = 3x6 = 2x4 11 2x4 11 3x6 = 3x4 = 4x8 = 2 3 4 5 6 7 8 I I 141 o ® � B � i 1 14 13 12 11 0 1 3x10 = 4x6 = 3x6 = 3x4= 3x10 = 9 2x4 11 2x4 11 i 4-11 -6 i 10-3-4 12 -3-4 17-7-2 23-1-0 1 I I i 4-11 -6 5-3-14 2 -0-0 5-3-14 5-5-14 Plate Offsets (X,Y): (13:0- 0- 0,0 -3 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL . 40.0 Plates Increase 1.00 TC 0.78 Vert(LL) 0.35 5 783 M20(20ga) 258/216 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) 0.52 5 522 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.06 9 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL dell = 360 Weight: 123 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 1 -11 -5 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D *Except* except end verticals. 13 -9 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center bracing. WEBS 2 X 4 SYP No.3 *Except* 1- 22X6 SYP No.2D,8- 92X6 SYP No.2D 14-2 2 X 4 SYP No.2D, 10- 82X4SYP No.2D REACTIONS (Ibs/size) 1= 1358/0 -5 -8, 9= 1358/0 -5 -8 Max Vert 1 =1380(load case 2), 9= 1380(load case 2) • FORCES TOP CHORD 1 -2= -1314, 2 -3= -3113, 3 -4= -4479, 4 -5= -4479, 5 -6 =- 4479, 6-7= -4479, 7 -8 =- 3377, 8-9= -1309 BOT CHORD 9 -10=0, 10-11 =3377, 11 -12 =4479, 12- 13=3113, 13 -14 =3113, 1 -14 =0 WEBS 2 -14= 3311, 3-14= -1020, 3 -12 =1438, 4 -12 =- 367, 5-11= -315, 7 -11 =1160, 7 -10= -977, 8 -10 =3551 NOTES 1) This truss has been checked for unbalanced loading conditions about joints 8 and 7. LOAD CASE(S) Standard r449"4,f OCT 25 1996 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss F6 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.300 s Sep 20 1995 MiTek Industries, Inc. Thu Oct 24 16:14:58 1996 Page 1 5-0-6 1 10-7 -4 12 -7 -4 18-2 -2 23-11-0 I 1 I I 1 5-0-6 5-6-14 2 -0-0 5-6-14 5-8-14 4x8 = 3x6 = 2x4 ii 2x4 11 6x6 = 4x10 = 2 3 44 55 6 7 El I — In r El- I1I 1 3 12 11 10 9 1 4x6 = 3x6 = 3x4 = 3x8 = 8 2x4 11 3x10 = 2x4 11 1 50.6 1 10-7 -4 12 -7 -4 18-2 -2 23-11-0 { 1 I I 5-0-6 5-6-14 2 -0-0 5-6-14 5-8-14 Plate Offsets (X,Y): (9:0- 1- 12,0 -1- 8),(12:0- 0- 0,0 -3 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) 0.40 5 712 M20(20ga) 258/216 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) 0.59 5 475 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.06 8 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL defl = 360 Weight: 122 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 1 -9-6 on center purlin spacing, 6.7 2 X 4 SYP SS except end verticals. BOT CHORD 2 X 4 SYP No.2D *Except BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center bracing. 12 -8 2 X 4 SYP SS Except: 1- 13:6 -3 -0. WEBS 2 X 4 SYP No.3 'Except* 1-2 2 X 6 SYP No.2D, 7-8 2 X 6 SYP No.2D 13-2 2 X 4 SYP No.2D, 7-9 2 X 4 SYP No.2D REACTIONS (Ibs /size) 1= 1408/0 -5-8, 8= 1407/0 -5 -8 Max Vert 1= 1430(load case 2), 8= 1430(Ioad case 2) FORCES TOP CHORD 1 -2= -1363, 2 -3 =- 3304, 3-4= -4815, 4 -5= -4815, 5 -6= -4815, 6 -7= -3628, 7 -8= -1356 BOT CHORD 8-9 =0, 9-10 =3732, 10-11 =4815, 11 -12 =3304, 12 -13 =3304, 1 -13 =0 WEBS 2 -13= 3506, 3-13= -1063, 3 -11 =1584, 4 -11= -392, 5 -10= -299, 6 -10 =1139, 6 -9= -1005, 7 -9 =3798 NOTES 1) This truss has been checked for unbalanced loading conditions about joints 7 and 6. LOAD CASE(S) Standard Z iesiA ' , ° / Li. OCT 25iSS3 - MAHMOUD ZOLFAGHARI, P.E. 25475 SW 142nd Avenue Princeton, Florida 33032 CERTIFIED MEMBER OF THE TRUSS PLATE INSTITUTE CC # 039 ] << WARNING >> EXTREME CARE IS REQUIRED IN THE HANDLING. ERECTION. AND BRACING OF TRUSSES. REFER TO TPI'S "HIB - 91". IMPROPERLY BRACED TRUSSES MAY TOPPLE & DOMINO WITH POSSIBLE SERIOUS INJURY TO WORKERS. INSTRUCT INSTALLERS NEVER TO STEP ON THE CENTER PORTION OF THE PANELS ALWAYS AT OR NEAR THE JOINTS. BUILDING DESIGNER 1T IS YOUR RESPONSIBILITY TO DETERMINE THAT DIMENSIONS CONFORM TO THE ARCHITECTURAL PLANS AND ALL LOADS UTILIZED HEREIN MEET OR EXCEED THE ACTUAL DEAD LOADS SPECIFIED AND/ OR IMPOSED ON THE STRUCTURE. AND THE LIVE LOADS IMPOSED BY THE LOCAL BUILDING CODE OR HISTORICAL CLIMATIC RECORDS. THE BEARING CONNECTIONS AND THE USE OF THESE COMPONENTS SHALL BE SPECIFIED BY YOU. • ii: %Ii C: x,, i ii ::::'i' :''iF iiiiii'4iii :i:: } ?;i: ? ?i;ii::j•f;i• TRUSS COMPANY, INC. Roof Trusses Filoor Trusses 257 -1910 FAX 257 -1911 SERVING ALL OF FLORIDA ERECTOR - BUILDER THE PROPER AND SAFE ERECTION OF ALL TRUSSES IS YOUR EXCLUSIVE RESPONSIBILITY. YOU ARE CAUTIONED TO SEEK PROFESSIONAL ADVICE REGARDING ERECTION AND BRACING WHICH IS ALWAYS REQUIRED TO PREVENT TOPPLING AND DOMINOING. TOP AND BOTTOM CHORDS SHALL BE ADEQUATELY BRACED IN THE ABSENCE OF PLYWOOD SHEATHING OR RIGID CEILING RESPECTIVELY. ERECTION BRACING IS NOT SHOWN. ONLY STRUCTURAL BRACING REQUIRED OF SPECIFIC TRUSS MEMBERS IS SHOWN ON THE TRUSS DESIGN. NEVER ERECT DAMAGED TRUSSES. UNSYMMETRICAL AND /OR NOT UNIFORMLY LOADED TRUSSES CAN ONLY BE ERECTED ONE WAY. YOU ARE RESPONSIBLE TO CHECK THE LAYOUT AND SPECIFIC TRUSS DESIGNS TO INSURE PROPER INSTALLATION. CHECK ALL FLAT TRUSSES TO INSURE AGAINST UPSIDE DOWN ERECTION. NEVER CUT OR ALTER TRUSSES IN ANY WAY. NEVER CONCENTRATE BUILDING MATERIALS SUCH AS STACKS OF PLYWOO9 ON THE INSTALLED TRUSSES. «REFER TO HIB - 91 » Job ' 8340 Truss AG1 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 28 17:31:53 1997 Page 1 2-10-0 9-0-0 15-7 -6 22 -1 -0 3.1- 27 -9-0 32 -1 -0 1 1 { 1 + 2 -10-0 6-2-0 6-7 -6 6-5-10 1-0-0 4 -8-0 4-4-0 5x6 = 5.00 [12 4x8 3 = 2x4 II 4x8 4 5 6 = • N 3x4 r 3x8 s 7 2 '1' I 11` r1 1 — 15 14 13 12 %- ' 10 '' O 8 3x4 = 3x8 11 7x8 = 7x10 = 4x6= 8x12 — 3x 0 11 3x4 = 4x6 = 7x8 = 2 -6-0 2111-0 9-0-0 15-7-6 22 -1-0 13-11 27 -9-0 21.1.0 32 -1 -0 1 1 1 2 -6-0 0.4.0 6-2-0 6-7 -6 6-5-10 1-0-0 4-8-0 0-4-0 4-0-0 Plate Offsets (X,Y): 3:0- 2- 8,0- 1- 12),[6:0- 2- 0,0 -1- 12),[10:0- 0- 0,0 -5 -4), [11:0- 0- 0,0 -5- 8),(13:0- 0- 0,0 -5- 0],[15:0- 0- 0,0 -5 -4) (16:0 -2- 12,0 -2 -8) LOADING (psf) SPACING 2 -0 -0 CSI DEFL (In) (Ioc) Ildefl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.84 Vert(LL) 0.13 14/13 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.94 Vert(TL) 0.24 14/13 980 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.01 9 n/a BCDL 10.0 Code SFBC Min Length / LL defl = 360 Weight: 200 (Ibs) LUMBER BRACING . TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2 -7 -7 on center purlin spacing. BOT CHORD 2 X 6 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 1- 16:6 -3 -0, 15- 16:6 -3-0. 14- 15:4 -9 -8, WEBS 2 X 4 SYP No.3 *Except* 11- 12:3 -3 -11, 10- 11:4 -4 -10, 9- 10:5 -7 -5, 8- 9:5 -7 -5, 13- 14:4 -9 -8, 15 -2 2 X 4 SYP No.2D, 13 -5 2 X 4 SYP No.2D 12- 13:3 -3 -11 on center bracing. WEBS 1 Row at midpt 2 -15, 3 -13, 13 -5, 11 -5 REACTIONS (Ibs/size) 16= 2379/0 -8 -0, 9= 1050/0 -8 -0, 11= 4501/0 -8 -0 Max Horz 16=- 49(load case 2) Max Uplift 16=- 1632(load case 4), 9=- 1044(load case 2), 11=- 2716(load case 4) FORCES TOP CHORD 1 -2 =389, 2 -3= -2831, 3 -4= -1821, 4 -5= -1821, 5 -6 =1490, 6 -7 =1161, 7 -8 =1846 BOT CHORD 8 -9= -1690, 9 -10= -1690, 10 -11= -1071, 11 -12= -1490, 12- 13= -1490, 13 -14 =2612, 14 -15 =2612, 15 -16= -354, 1- 16 = -354 WEBS 2 -16= -2289, 2 -15 =3033, 3 -15 =979, 3 -13= -917, 4 -13 =- 587, 5-13 =3865, 5 -11= -2337, 6 -11= -1680, 6 -10 =934, 7 -10 =670, 7 -9= -959 NOTES 1) This truss has been checked for unbalanced loading conditions about joints 5 and 4. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 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) This truss has been designed with ANSI /TPI 1 -1995 criteria. 6) For truss to truss connections refer to attached Hanger Sheets. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (Ibs per ft) Vert:1- 2= -90.0, 2 -3= -90.0, 3 -4= -90.0, 4 -5= -90.0, 5 -6= -90.0, 6 -7= -90.0, 7 -8= -90.0, 8 -9= -20.0, 9 -10= -20.0, ► 10 -11 =- 143.8, 11- 12=- 143.8, 12 -13 =- 143.8, 13 -14 =- 143.8, 14- 15=- 143.8, 15-16= -20.0, 1- 16 = -20.0 i Concentrated Loads (Ibs) , f .0.1 Vert:8=- 500.0, 10 =- 1071.4, 15=- 1071.4 / JAN 3 0 1997 MAHMOUD ZOLFAGHARI, P.E. Job ' 8340 Truss A2 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 28 17:29:03 1997 Page 1 2-10-0 6-10-5 { 11 -0-0 16-0-8 21 -1 -0 27 -9-0 32 -1 -0 1 I 1 1 1 I I 2 -10-0 4 -0-5 4-1 -11 5- 0-8 5-0-8 6-8-0 4-4-0 4x8 = 2x4 11 4x6 = 5.00172 4 5 6 a is 3x4 3 r? d, 2x4 u 2 /%1000027 lt4 2.. 1 15 14 13 12 11 1 8 3x4 = 5x6 - 3x4 3x4 3x8 - 3x4 - 5x6 = 2x4 11 3x4 = 1 2 - 2 - 1 19 - 0 11 -0-0 16-0-8 22 -1 -0 27-9-0 2q- }-0 32 -1-0 I I 1 I 2-6-0 0-4-0 8-2 -0 5-0-8 6-0-8 5-8-0 0-4-0 4-0-0 Plate Offsets (X,Y): [1:0-0- 4,0-1- 11],[4:0- 2- 4,0 -1- 12],[8:0 -0- 12,0- 1 -11],( 10:0- 0-0,0 -3- 4],(15:0- 0- 0,0 -3-4] LOADING (psf) SPACING 2 -0-0 CSI DEFL (in) (Ioc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.59 Vert(LL) 0.07 13/12 999 M20(20ga) 249/190 , TCDL 15.0 Lumber Increase 1.33 BC 0.79 Vert(TL) 0.13 15/14 999 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.01 10 n/a BCDL 10.0 Code SFBC Min Length l LL defl = 360 Weight: 178 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5 -4 -1 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 1- 15:6 -3 -0, 14- 15:6 -3 -0, 13- 14:6 -3 -0, WEBS 2 X 4 SYP No.3 10. 11:6 -3 -0, 9- 10:6 -3 -0, 8- 9:6 -3 -0, 12- 13:6 -3 -0, 11- 12:6 -3 -0 on center bracing. REACTIONS Ohs/size) 15 =1319/0 -8 -0, 9= 677/0 -8 -0, 10= 1549/0 -8 -0 Max Horz 15= 61(load case 3) Max Uplift 15 =- 923(load case 4), 9 =- 805(load case 2), 10 =- 736(Ioad case 4) Max Vert 15= 1319(load case 1), 9= 778(Ioad case 6), 10 =1549(load case 1) FORCES TOP CHORD 1 -2 =369, 2 -3 =361, 3-4=-910, 4 -5= -654, 5 -6= -654, 6 -7 =493, 7 -8 =582 BOT CHORD 8- 9 =- 529, 9-10= -529, 10 -11= -124, 11- 12 = -124, 12 -13 =840, 13 -14 =840, 14 -15 =794, 1 -15= -333 WEBS 2 -15= -320, 3 -15= -1435, 3- 14 =55, 4-14=101, 4 -12= -256, 5 -12= -452, 6 -12 =1074, 6 -10= -1495, 7- 10 =79, 7 -9= -577 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 5. 2) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed with ANSI /TPI 1 -1995 criteria. LOAD CASE(S) Standard r ,, JAN 3 0 1997 MAHMOUD ZOLFAGHARI, P.C. Job ' 8340 Truss A3 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 28 17:29:15 1997 Page 1 2 -10-0 6-6-7 13-0-0 19-1-0 1 22 -1-0 27-9-0 1 32 -1 -0 1 I I { 1 2 -10-0 3-8-7 6-5-9 6-1-0 3-0-0 5-8-0 4-4-0 4x6 = 4x6 = 4 5 • 5.00p 2x4 ii s s 6 °1 3x4 s 3 3x4 a 2x4 ii 7 2 1 13 12 11 10 biiii 9 8 3x4 = 5x6 = 3x8 = 5x8 = 2x4 11 3x4 = 3x4 = 2-6-0 2119.0 13-0-0 22 -1 -0 1 27-9-0 21.1-0 32 -1 -0 I I 1 2 - 0-4-0 10-2 -0 9-1-0 5-8-0 0-4 -0 4-0-0 Plate Offsets (X,Y): 1:0.0- 4,0-1- 11),[8:0 -0- 12,0 -1- 11],(10:0- 0- 0,0 -3- 4],[13:0- 0- 0,0 -3 -4) LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.64 Vert(LL) 0.15 11/10 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.70 Vert(TL) 0.27 13/12 859 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.01 10 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 175 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4 -3 -14 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D *Except* BOT CHORD Rigid ceiling directly applied, or 10 -00-00 on center bracing. 1 -11 2 X 4 SYP SS Except: 1- 13:6 -3 -0, 12- 13:6 -3 -0, 9- 10:6 -3 -0, 8- 9:6 -3 -0. WEBS 2 X 4 SYP No.3 WEBS 1 Row at midpt 12 -5, 5 -10 REACTIONS (Ibs/size) 13= 1325/0 -8 -0, 9= 723/0 -8 -0, 10= 1496/0 -8 -0 Max Horz 13= 71(load case 3) Max Uplift 13=- 917(load case 4), 9=- 795(Ioad case 2), 10=- 749(load case 4) Max Vert 13= 1334(load case 5), 9= 773(load case 6), 10= 1496(Ioad case 1) FORCES TOP CHORD 1 -2 =369, 2 -3 =361, 3 -4= -784, 4 -5= -724, 5 -6 =367, 6 -7 =367, 7 -8 =582 BOT CHORD 8 -9= -529, 9 -1 -529, 10 -11 =209, 11 -12 =209, 12 -13 =750, 1- 13 = -333 WEBS 2 -13= -307, 3 -13= -1400, 3- 12 = -29, 4 -12= -273, 5 -12 =702, 5 -10= -1164, 6-10=-389, 7-10=202, 7 -9= -622 NOTES 1) This truss has been checked for unbalanced loading conditions about joints 5 and 4. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed with ANSI /TPI 1 -1995 criteria. LOAD CASE(S) Standard - JAN 3 0 1997 MAHMOUD ZOLFAGHARI, P.E. Job ' 8340 Truss A4 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 28 17:29:26 1997 Page 1 2 -10-0 8-11-14 15-0 -0 17 -1 -0 22 -1 -0 I 27 -9-0 1 32 -1 -0 1 I I I + 2 -10-0 6-1 -14 6-0-2 2 -1 -0 5-0-0 5-8-0 4-4-0 4x8 = 4x6 = 4 5 6x6: 0000000 00 111.1.1.11.1111.11° x6 5.00 12 3 �`4: g 3x4 4 7 3x4 3x4 8 2 ` 1 1i 16 15 14 13 12 11 10 9 3x4 = 3x6 �� 4x6 = 3x4 3x4 3x4 = 3x8 5x6 = 2x4 11 3x4 = 2-6-0 2- ?C-0 8-11-14 15-0 -0 17 -1-0 I 22 -1 -0 I 27 -9-0 28I 0 32 -1 -0 1 I I I 2 -6-0 0-4-0 6-1 -14 6-0-2 2 -1 -0 5-0-0 5-8-0 0-4-0 4-0-0 Plate Offsets (X,Y): 1:0- 0- 4,0- 1- 11),[4:0- 2- 4,0 -1- 121,[9:0- 0- 4,0 -1- 111,[11:0- 0- 0,0 -3- 41,[17:0 -2- 12,0 -1 -0) LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) Udefl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.51 Vert(LL) 0.04 15/14 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.48 Vert(TL) 0.08 15/14 999 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.01 10 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 188 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4 -7 -3 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 1- 17:6 -3 -0, 16- 17:6 -3 -0, 15- 16:6 -3-0, WEBS 2 X 4 SYP No.3 11- 12:6 -3 -0, 10- 11:6 -3 -0, 9- 10:6 -3 -0, 14- 15:6 -3 -0, 13- 14:6 -3 -0, 12- 13:6 -3 -0 on center bracing. REACTIONS (Ibs/size) 17= 1330/0 -8 -0, 10= 737/0 -8 -0, 11= 1478/0 -8 -0 Max Horz 17= 82(Ioad case 3) Max Uplift 17 =- 923(load case 4), 10=- 818(load case 2), 11=- 721(Ioad case 4) . Max Vert 17 =1330(Ioad case 1), 10= 818(load case 6), 11= 1478(load case 1) FORCES TOP CHORD 1 -2 =369, 2 -3= -998, 3 -4= -617, 4 -5= -427, 5 -6= -463, 6 -7= -463, 7- 8=346, 8 -9 =582 BOT CHORD 9-1 -529, 10-11= -529, 11- 12 = -320, 12 -13= -320, 13 -14 =570, 14 -15 =925, 15 -16 =925, 16- 17 = -333, 1- 17 = -333 WEBS 2-17=-1239, 2-16=1286, 3-16=-162, 3-14=-428, 4-14=321, 4-13=-465, 5-13=-140, 7-13=993, 7-11=-1446, 8-11=222, 8-10=-637 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 5. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceaniine, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed with ANSI /TPI 1 -1995 criteria. LOAD CASE(S) Standard • / f I-r1 / r JAN 3 0 1997 MAHMOUD ZOLFAGHARI, 13,E. Job , 8340 Truss A5 Truss Type ROOF TRUSS Qty 3 Ply 1 BLUM RESIDENCE (BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 28 17:29:36 1997 Page 1 1 2 -10-0 1 9-5-4 16-0-8 21 -10-12 27 -9-0 32 -1-0 1 I I 2 -10-0 6-7-4 6-7-4 5 -10-4 5-10 -4 4-4-0 4x6 = 5 O. 3x4 3x4 3x4 5.00p 3x4 s 4 6 3 O 7 a. c F';" ._ N 3x4 3x4 . 2 8 Y Bs co _ _ 1 �5 14 13 12 11 �0 9 3x4 = 3x6 li 4x6 = 3x4 = 3x8 = 6x8 = 3x6 11 3x4 = I 2-6-0 2190 9-5-4 I 16-0-8 I 21-10-12 27 -9-0 280 -0 32 -1-0 I 1 2-6-0 0-4-0 67 -4 6-7-4 5- 10-4 5-10-4 0-4-0 4-0-0 Plate Offsets (X,Y): (1:0- 0- 4,0- 1 -11), [9:0- 0- 4,0- 1 -11), [10:0- 2 -8,0- 0-12), (15:0 -2 -8,0 -0-12) LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) Udell PLATES GRIP • TCLL 30.0 Plates Increase 1.33 TC 0.63 Vert(LL) 0.08 13/12 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.54 Vert(TL) 0.14 13/12 999 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.02 10 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 169 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3 -5 -6 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 1- 15:6 -3 -0, 14- 15:6 -3 -0, 13- 14:6 -3 -0, WEBS 2 X 4 SYP No.3 10- 11:6 -3 -0, 9- 10:6 -3 -0, 12- 13:6 -3 -0, 11- 12:6 -3 -0 on center bracing. REACTIONS (lbs/size) 15= 1666/0 -8 -0, 10= 1879/0 -8 -0 Max Herz 15=- 88(Ioad case 2) Max Uplift 15=- 1087(load case 4), 10=- 1363(load case 4) FORCES TOP CHORD 1 -2 =369, 2 -3= -1575, 3 -4= -1213, 4 -5= -1213, 5 -6= -1213, 6 -7= -1213, 7 -8= -1233, 8 -9 =581 BOT CHORD 9-1 -529, 10-11= -529, 11 -12 =1166, 12 -13 =1454, 13 -14 =1454, 14 -15= -333, 1- 15 = -333 WEBS 2 -15 =- 1571, 2 -14= 1826, 3 -14 =- 245, 3 -12 =- 395, 5 -12= 373, 7- 12 = -58, 7 -11 =- 485, 8 -11= 1771, 8 -10= -1779 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane ocoanline, on a category 1 unclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard ,, JAN 30 1997 MAHMOUD ZOLFAGHARI, P.E. Job ' 8340 Truss A6 Truss Type ROOF TRUSS Qty 2 Ply 1 BLUM RESIDENCE (BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 28 17:29:48 1997 Page 1 1 -2-6-01-10-1) 6-11 -4 1 13-6-8 19-4.12 25-3-0 29-7-0 I 1 t I 1-8-0 0-10-0 6-11-4 6-7 -4 5-10-4 5-10-4 4 4x6 = 4 in 3x6 3x6 3x4 r` 5.00 p 3x4 3 5 N r` 3x4 7 dil el op. 14 13 12 11 0 8 8 3x6 II 4x6 = 3x6 = 3x8 = 6x8 = 3x6 11 3x4 = I - 2-6-01-1013 8.11 -4 I 13 -6-8 19-4-12 25-3-0 91-0 29-7-0 I I i 1 -8-0 0-10-0 6-11-4 6-7-4 5-10-4 5-10-4 0-4-0 4-0-0 Plate Offsets (X,Y): [8:0- 0- 4,0-1- 11),[9:0- 2 -8,0 -1 -0),[14:0 -2- 12,0 -0-81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) Udell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.75 Vert(LL) 0.07 13/12 999 M20(20ga) 249/190 TCDL 15.0 Lumber increase 1.33 BC 0.40 Vert(TL) 0.12 13/12 999 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.02 9 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL dell = 360 Weight: 171 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2 -10 -9 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 13- 14:6 -3-0, 12- 13:6 -3 -0, 9- 10:6 -3 -0, WEBS 2 X 4 SYP No.3 8- 9:6 -3 -0, 11- 12:6 -3 -0, 10- 11:6 -3-0 on center bracing. REACTIONS (lbs/size) 14=1531/0 -8 -0, 9= 1904/0 -8 -0 Max Horz 14=- 174(Ioad case 2) Max Uplift 14 =- 788(Ioad case 4), 9 =- 1388(Ioad case 4) FORCES TOP CHORD 1 -2= -1927, 2 -3= -1411, 3 -4= -1359, 4 -5= -1364, 5 -6= -1390, 6 -7= -1449, 7 -8 =512 BOT CHORD 8 - 9= -370, 9 -1 -370, 10-11 =1276, 11 -12 =1697, 12 -13 =1697, 13 -14 =0 WEBS 1 -14= -1476, 1 -13 =1731, 2 -13= -195, 2 -11= -621, 4 -11 =542, 6 -11= -132, 6 -10= -480, 7 -10 =1720, 7 -9= -1778 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 4. 2) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Studs to be fastened with 2x3 M20 plates. 4) This truss has been designed with ANSI/7P! 1 -1995 criteria. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 • Uniform Loads (Ibs per ft) Vert:1 -2- -90.0, 2 -3= -90.0, 3 -4= -90.0, 4 -5= -90.0, 5 -6= -90.0, 6 -7= -90.0, 7 -8= -90.0, 8 -9= -20.0, 9 -10= -20.0, 10-11= -20.0, 11 -12= -20.0, 12 -13= -20.0, 13- 14 = -20.0 Concentrated Loads (Ibs) Vert:1= -197.5 JAN 3 0 1997 MAHMOUD ZOLFAGHARI, P.E. Job ■ 8340 Truss AG7 Truss Type ROOF TRUSS Qty 1 Ply 2 BLUM RESIDENCE (BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 28 17:29:58 1997 Page 1 4.0.0 I 8-9-2 136-8 1 20-6-4 25-3-0 29-7-0 4-0-0 4-9-2 4-9-6 6 -11 -12 4 -8-12 4 -4-0 5x6 = _ 5.00P 5 r 3x6: 3x4 4 6 3x8 %' f, 7 5x12 N 3 '` 5x10 2x4 11 d. 8 2 �' 14 13 12 11 9 lo I 10)(10= 3x10 I 10x10 = 10x16 = 10x10 = 4x10 11 4x8 = l 4-0-0 I 841-2 l 13-6-8 I 20-6-4 25-3-0 29-0 7 29-7-0 4-0-0 4-9-2 l l 4-9-6 6 -11 -12 4-8-12 0-4-0 4-0-0 Plate Offsets (X,Y): [1:0- 0-0,0 -7 -01,[3:0- 0- 0,0 -1- 8],[10:0- 3- 0,0 -3- 12),[11:0- 0- 0,0 -7 -0] ,[12:0- 0- 0,0 -6- 8],[13:0- 0 -0,0 -6- 12),(14:0- 3- 4,0 -0-0] LOADING (psf) SPACING 1 -0 -0 CSI DEFL (in) (loc) I /deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.88 Vert(LL) 0.18 12/11 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.78 Vert(TL) 0.33 12/11 900 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.06 10 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 218 (Ibs) LUMBER., BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4 -3 -13 on center purlin spacing, BOT CHORD 2 X 8 SYP SS except end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied, or 10 -00-00 on center bracing. 1 -2 2 X 8 SYP No.2D, 1 -3 2 X 4 SYP No.2D Except: 11- 12:7 -6 -6, 1- 14:8 -4 -2, 13- 14:8 -1 -2, 12- 13:7 -1 -14. 12- 52X4SYP No.2D, 11 -72 X 6 SYP No.2D 11 -8 2 X 4 SYP No.2D, 10 -8 2 X 6 SYP No.2D REACTIONS (Ibs/size) 1 =9045/0 -8 -0, 10=8806/0 -8 -0 Max Horz 1 =- 81(load case 2) Max Uplift 1 =- 5935(load case 4), 10=- 5951(load case 4) FORCES TOP CHORD 1- 2 = -85, 2 -3 = -0, 3-4 =- 11696, 4 -5 =- 9217, 5-6= -9217, 6 -7= -9217, 7 -8=- 10473, 8 -9 =622 BOT CHORD 9-10= -573, 10-11= -573, 11 -12 =9667, 12 -13= 10795, 13 -14= 10506, 1 -14 =10506 _ WEBS 1 -3=- 13028, 3-14 =2843, 3 -13 =334, 4 -13 =3012, 4 -12= -3225, 5 -12 =6829, 7 -12= -1323, 7 -11 =750, 8 -11= 11005, 8 -10= -8715 NOTES 1) 2 -ply truss to be connected together with 10d nails as follows: Top chords connected with 1 row(s) at 12 inches on center. Bottom chords connected with 1 row(s) at 5 Inches on center. Webs connected with 1 row at 6 inches on center. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 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) This truss has been designed with ANSI /TPI 1 -1995 criteria. 5) For truss to truss connections refer to attached Hanger Sheets. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (Ibs per ft) r Vert:2 -3=- 45.0, 3-4= -45.0, 4 -5= -45.0, 5 -6= -45.0, 6 -7= -45.0, 7 -8= -90.0, 8 -9= -90.0, 9 -10= -20.0, 10- 11= -20.0, 11 -12 =- 666.5, 12- 13 =- 666.5, 13 -14 =- 666.5, 1- 14= -666.5 ( f ifrit Concentrated Loads (Ibs) Vert:11 =- 2409.0 JAN 3 0 1997 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss BG1 Truss Typo ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:46:36 1997 Page 1 2-10-0 1 9-0-0 1 14 -11 -4 20 -8-12 26-8-0 1 i 1 1 2 -10-0 6-2-0 5-11 -4 5-9-8 5-11-4 4x8 = 2x4 6 3x4 = 3x4 = 4x6 = 5.00p 3 4 5 14, 6 7 tl.�i 14 '7 3 2 ' LI i OM EN 1 : 12 11 10 9 3x4 = 13 Bx12 = 4x6 =3x8 = 3x8 = 8 3x8 II 3x8 II • 1 2 - 2 - 1 1(}0 30.0 I 14 -11 -4 20-8-12 26.8.0 1 1 1 2-6-0 0-4-0 6-2 -0 5-11 -4 5-9-8 5-11 -4 Plate Offsets (X,Y): [3:0- 2- 8,0- 1- 12],(8:0 -2- 12,0 -3- 4],[12:0- 0- 0,0 -5- 4],(13:0 -2 12,0 -2 -8) LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.80 Vert(LL) 0.14 11/10 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.77 Vert(TL) 0.25 11/10 999 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.03 8 n/a BCDL 10.0 Code SFBC Min Length / LL defl = 360 Weight: 167 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP SS 'Except' TOP CHORD Sheathed or 2 -5 -0 on center purlin spacing, 1 -3 2 X 4 SYP No.2D except end verticals. BOT CHORD 2 X 6 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center bracing. WEBS 2 X 4 SYP No.3'Except' Except: 1- 13:6 -3 -0, 12- 13:6 -3 -0, 11- 12:4 -7 -10, 10- 11:4 -7 -10, 12 -2 2 X 4 SYP No.2D, 7 -9 2 X 4 SYP No.2D 9- 10:5 -1 -11. WEBS 1 Row at midpt 2 -12, 9 -7 REACTIONS (Ibs/size) 13= 2786/0 -8 -0, 8= 2409/0 -2 -8 Max Horz 13= 298(load case 3) Max Uplift 13=- 1850(load case 3), 8=- 1423(load case 3) FORCES TOP CHORD 1 -2 =389, 2 -3= -3531, 3 -4= -3852, 4 -5= -3852, 5 -6= -3852, 6 -7= -2756, 7 -8= -2112 BOT CHORD 8 -9 =0, 9 -10 =2756, 10-11 =3258, 11 -12 =3258, 12 -13= -354, 1 -13= -354 WEBS 2 -13= -2695, 2 -12 =3693, 3 -12 =423, 3 -10 =710, 4 -10= -524, 6 -10 =1320, 6 -9= -1258, 7 -9 =3320 NOTES 1) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Except as shown below, special connection(s) required to support concentrated load(s). Design of connection(s) is delegated to the building designer. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed with ANSI /TPI 1 -1995 criteria. 5) For truss to truss connections refer to attached Hanger Sheets. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (Ibs per ft) r Vert:1 -2= -90.0, 2 -3= -90.0, 3 -4= -90.0, 4 -5= -90.0, 5 -6= -90.0, 6 -7= -90.0, 8 -9 =- 102.5, 9 -10 =- 102.5, 10 -11 =- 102.5, 11 -12 =- 102.5, 12 -13= -20.0, 1 -13= -20.0 i Concentrated Loads (Ibs) ,. j �1 Vert:12= -824.2 JAN 221997 VIAHMOUD ZOLFAGHARI, N.E. . Job 8340 Truss B2 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:25:16 1997 Page 1 2 -10-0 I 6-11-0 { 11-0-0 I 18-10-0 26-8 -0 I 2 -10-0 4-1 -0 4-1-0 7 -10-0 7 -10-0 4x8 = 2x4 11 3x4 = 5.00 I12 4 5 6 um 4x6 s 3 u5 2x4 II 2 Y v. 11 • A JD f3 • 1 10 9 8 3x4 = 11 3x4 = 3x4 = 3x8 = 7 5x6 = 2x4 u I 2 -6-0 2 - 11-0-0 I 18-10-0 26-8-0 I 2 -6-0 0-4-0 8-2 -0 7 -10-0 7 -10-0 Plate Offsets (X,Y) [1:0- 0- 4,0 -1- 11],[4:0- 2- 4,0 -1- 12] 0- 0,0 -3 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) 1/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.71 Vert(LL) 0.10 9/8 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.79 Vert(TL) 0.19 9/8 999 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.03 7 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 149 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 3 -3 -14 on center purlin spacing, 4 -6 2 X 4 SYP SS except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center WEBS 2 X 4 SYP No.3 bracing. Except: 1- 11:6 -3 -0, 10- 11:5 -8 -7, 9- 10:5 -9 -14, 8- 9:5 -9 -14. WEBS 1 Row at midpt 11 -3, 4 -8, 8 -6 REACTIONS (Ibs /size) 11= 1642/0 -8 -0, 7= 1283/0 -2 -8 Max Horz 11= 366(load case 3) Max Uplift 11=- 1072(load case 3), 7=- 682(load case 3) FORCES TOP CHORD 1 -2 =369, 2 -3 =361, 3 -4= -1505, 4 -5= -1376, 5 -6= -1376, 6 -7= -1206 BOT CHORD 7 -8 =0, 8 -9 =1389, 9 -10 =1389, 10 -11 =1256, 1- 11 = -333 WEBS 2 -11= -340, 3 -11= -1986, 3 -10 =168, 4- 10 =56, 4- 8 = -15, 5 -8= -697, 6 -8 =1623 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. r LOAD CASE(S) Standard % JAN 2 2 1997 - MAHMOUD ZOLFAGHARI, P.E. 'Job 8340 Truss B3 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:25:27 1997 Page 1 I 2 -10-0 7 -10-12 13-0-0 19 26-8-0 I I I I 2 -10-0 5-0-12 5-1 -4 6-10-0 6-10-0 4x8= 2x4 I I 3x4= 4 5 6 5.00 12 0 i 9 4x6 3 M VA �, 2x4 11 2 7. Ifl B 1 17 10 9 8 3x4 = 5x6 = 3x4 = 3x8 = 2x4 11 3x4= 1 2-6-0 2 - 13-0-0 19-1130 26-8-0 I 1 I 2-6-0 0-4-0 10-2 -0 6-10-0 6-10-0 Plate Offsets (X,Y) [1:0- 0- 4,0 -1- 11],[4:0- 2- 4,0 -1- 12],[11:0- 0- 0,0 -3 -8] LOADING (psf) SPACING 2 - - CSI DEFL (in) (loc) 1/deb PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.77 Vert(LL) 0.16 9/8 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.70 Vert(TL) 0.29 11/10 965 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.03 7 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 158 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3 -3 -3 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D *Except* except end verticals. 1 -9 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center WEBS 2 X 4 SYP No.3 bracing. Except: 1- 11:6 -3 -0, 10- 11:5 -7 -11, 9- 10:6 -2 -0, 8- 9:5 -8 -3. WEBS 1 Row at midpt 11 -3, 4 -8, 8 -6 REACTIONS (Ibs /size) 11= 1642/0 -8 -0, 7= 1283/0 -2 -8 Max Horz 11= 432(load case 3) Max Uplift 11=- 1058(load case 3), 7=- 696(load case 3) FORCES TOP CHORD 1 -2 =369, 2 -3 =361, 3 -4= -1403, 4 -5= -1085, 5 -6= -1085, 6 -7= -1216 BOT CHORD 7 -8 =0, 8 -9 =1295, 9 -10 =1295, 10 -11 =1310, 1- 11 = -333 WEBS 2 -11= -384, 3 -11= -1992, 3- 10 = -18, 4 -10 =180, 4 -8= -272, 5 -8= -607, 6 -8 =1420 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. r LOAD CASE(S) Standard ZosiOPAA'. JAN 2 2 1997 flflAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss B4 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:25:38 1997 Page 1 I 2 -10-0 I 8-11-2 I 15-0-0 20-10-0 26-8-0 I I 2 -10-0 6-1 -2 6-0-14 5-10-0 5-10-0 4x8 = 2x411 3x4 = 4 5 6 50012 6x66 3 M cb 3x4 2 / ■ El 1 1 12 11 10 9 8 7 3x4 = 3x6 11 3x6 = 3x4 = 3x8 = 2x4 I I 3x4 = 1 2-6-0 2- 1 11-0 8-11-2 I 15-0-0 20-10-0 26-8-0 I I 2-6-0 0-4-0 6-1 -2 6-0-14 5-10-0 5-10-0 Plate Offsets (X,Y) [1:0- 0- 4,0 -1- 11],[ 4: 0- 2- 4,0- 1- 12],[12:0- 2- 8,0 -2 -12] LOADING (psf) SPACING 2 - - CSI DEFL (in) (loc) I /deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.54 Vert(LL) 0.06 11/10 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.47 Vert(TL) 0.12 11/10 999 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.02 7 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 167 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3 -8 -5 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center bracing. Except: 1- 12:6 -3 -0, 11- 12:6 -3 -0, • 10- 11:5 -9 -15, 9- 10:6 -3 -0, 8- 9:6 -3 -0. WEBS 1 Row at midpt 4 -8, 8 -6 REACTIONS (Ibs /size) 12= 1642/0 -8 -0, 7= 1283/0 -2 -8 Max Horz 12= 495(load case 3) Max Uplift 12=- 1042(Ioad case 3), 7=- 713(load case 3) FORCES TOP CHORD 1 -2 =369, 2 -3= -1523, 3 -4= -1254, 4 -5= -853, 5 -6= -853, 6 -7= -1226 BOT CHORD 7 -8 =0, 8 -9 =1157, 9 -10 =1157, 10 -11 =1412, 11- 12 = -333, 1- 12 = -333 WEBS 2 -12= -1552, 2 -11 =1784, 3 -11= -276, 3 -10= -306, 4 -10 =288, 4 -8= -455, 5 -8= -518, 6 -8 =1292 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. r LOAD CASE(S) Standard zow*gfLi. JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss B5 Truss Type ROOF TRUSS Qty b Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 12:08:42 1997 Page 1 6-2 -4 i 12 -1.0 18 -5-12 23 -10-0 26-8-0 I I I I , 6-2 -4 5-10-12 6-4-12 5-4-4 2 -10-0 4x6 = 5.00P 4 3x4 s 3 3x4 5 <b 3x4 5 3x4 �J, 2 6 M 12 11 10 9 :=-.11 1 7 2x4 I1 3x4 = 3x4 = 3x4 = 3x6 1 1 3x4 = 3x8 = 6-2 -4 I 12 -1 -0 18 -5-12 23-10-0 1-2 26-8-0 6-2-4 5 -10-12 I I 1 6-4-12 5-4-4 0-4 -0 2-6-0 Plate Offsets (X,Y): [7:0 -0- 4,0-1- 11],[8:0- 2- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I /deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.60 Vert(LL) 0.07 12/11 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.39 Vert(TL) 0.14 11/10 999 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.02 8 n/a BCDL 10.0 Code SFBC Min Length / LL dell = 360 Weight: 147 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3 -7 -6 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 9- 10:6 -3 -0, 8- 9:6 -3-0, 7- 8:6 -3 -0, 1- 12:6 -3 -0, 11- 12:6 -3 -0, 10- 11:6 -3 -0 on center bracing. REACTIONS (Ibs/size) 1= 1283/0 -2 -8, 8= 1642/0 -8 -0 Max Horz 1 =- 164(Ioad case 2) Max Uplift 1=- 648(Ioad case 4), 8=- 1106(load case 4) FORCES TOP CHORD 1 -2= -1223, 2 -3= -1624, 3 -4= -1289, 4 -5= -1289, 5 -6= -1507, 6 -7 =369 BOT CHORD 7 -8= -333, 8 -9= -333, 9- 10=1391, 10 -11 =1391, 11 -12 =1499, 1 -12 = -0 WEBS 2 -12 =1534, 3 -12 =- 207, 3-11= -369, 4 -11 =438, 5 -11= -231, 5 -9= -331, 6 -9 =1781, 6 -8= -1559 NOTES 1) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) This truss has been designed with ANSI /TPI 1 -1995 criteria. LOAD CASE(S) Standard • 1 . ," , .�, JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss B6 Truss Type ROOF TRUSS Qty I Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:25:58 1997 Page 1 -2 -8-3 5-8-4 12 -1 -0 18-5-12 24 -2 -0 2 -8-3 5-8-4 6-4 -12 6-4 -12 5-8-4 4x6 = 4 5.00p . 3x4 3x4 3 5 cb 3x4 3x4 2 6 • _ • 10 9 8 1 7 3x10 11 3x4 = 5x10 = 3x4 = 2x4 11 2 -6 -0 t10 -p { 5-8-4 1 12-1-0 18 -5-12 24 -2 -0 + 1 0-10-0 5-8-4 6-4 -12 6-4-12 5-8-4 Plate Offsets (X,Y): [1:0- 3- 8,0- 3- 41,[9:0- 0- 0,0 -3 -01 LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I /def PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.69 Vert(LL) 0.07 10/9 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.43 Vert(TL) 0.13 10/9 999 BCLL 0.0 Rep Stress Incl NO WB 0.49 Horz(TL) 0.03 7 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 149 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3 -5 -2 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center OTHERS 2 X 4 SYP No.3 bracing. Except: 8- 9:6 -3 -0, 1- 10:6 -3 -0, 9- 10:6 -2 -2. REACTIONS (Ibs /size) 1= 1675/0 -8 -0, 7= 1313/0 -2 -8 Max Harz 1= 149(load case 3) Max Uplift 1=- 1107(load case 4), 7=- 680(load case 4) FORCES TOP CHORD 1 -2= -1619, 2 -3= -1670, 3 -4= -1350, 4 -5= -1350, 5 -6= -1670, 6 -7= -1258 BOT CHORD 7 -8 =0, 8 -9 =1542, 9 -10 =1542, 1 -10 =0 WEBS 2 -10 =1585, 3 -10= -246, 3 -9= -340, 4 -9 =463, 5 -9= -340, 5 -8= -246, 6 -8 =1585 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Studs to be fastened with 2x3 M20 plates. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) 1) Lumber Ib .33, Plate Increase =1.33 Uniform Loads (Ibs per ft) U Loads (ls d%3 ? " frn D�� Vert:2 -3= -90.0, 3 -4= -90.0, 4 -5= -90.0, 5 -6= -90.0, 7 -8= -20.0, 8 -9= -20.0, 9 -10= -20.0, 1 -10= -20.0 Concentrated Loads (Ibs) Vert:2= -361.4 JAN 2 2 1991 MAHMOUD ZOLFAGHARI, P.E. • Job 8340 Truss B7 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH , DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:26:09 1997 Page 1 2 -10.0 F 7 -10-12 13-0-0 16-2 -0 21 -3-4 26-4-0 29-2 -0 1 2 -10-0 5-0-12 5-1 -4 3-2-0 5-1 -4 5-0-12 2-10-0 4x8 = 4x6 = 4 5 5.0012 4x6 s 4x6 3 6 r? 0 • ,h 2x4 n 2x4 0 2 7 1 t 11 10 ''—' 8 3x4 = 5x6 — 3x4 = 5x10 = S1B = 3x4 = 1 2 - 6 - 0 219-0 13-0-0 1 16 26-4 -0 291-0 29-2-0 1 2 -6-0 0-4-0 10-2 -0 3-2 -0 10-2 -0 0-4-0 2 -6-0 Plate Offsets (X,Y) [1:0- 0- 4,0 -1- 11],[4:0- 2- 4,0 -1- 12],[8:0 -0- 12,0 -1- 11],[9:0- 0- 0,0 -3- 8],[10:0- 0- 0,0 -3- 0],[12:0- 0- 0,0 -3 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) 1 /deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.43 Vert(LL) 0.16 11/10 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.70 Vert(TL) 0.29 12/11 961 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.04 9 n/a BCDL 10.0 Code SFBC Min Length / LL dell = 360 Weight: 165 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4 -3 -10 on center purlin spacing. BOT CHORD 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied, or 1- 12:6 -3 -0, 11- 12:6 -3 -0, WEBS 2 X 4 SYP No.3 10- 11:6 -3 -0, 9- 10:6 -3 -0, 8- 9:6 -3 -0 on center bracing. WEBS 1 Row at midpt 12 -3, 6 -9 REACTIONS (Ibs /size) 12= 1612/0 -8 -0, 9= 1612/0 -8 -0 Max Horz 12= 71(Ioad case 3) Max Uplift 12=- 1078(Ioad case 4), 9=- 1078(Ioad case 4) FORCES TOP CHORD 1 -2 =369, 2 -3 =361, 3 -4= -1345, 4 -5= -1241, 5 -6= -1345, 6 -7 =361, 7 -8 =369 BOT CHORD 8- 9 = -333, 9 -10 =1266, 10 -11 =1241, 11 -12 =1266, 1- 12 = -333 WEBS 2 -12= -384, 3 -12= -1939, 3- 11 = -31, 4 -11 =151, 4 -10 =0, 5 -10 =151, 6- 10 = -31, 6 -9= -1939, 7 -9= -384 NOTES 1) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed with ANSUTPI 1 -1995 criteria. LOAD CASE(S) Standard r r yic07; JAN 2 2 1997 MAHMOIID ZOLFAGHARI, P.E. Job 8340 Truss B8 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:26:20 1997 Page - 2 -10-0 F 6-10-4 11 -0-0 18-2-0 22 -3-12 26-4 -0 29-2-0 1 1— { 1 2 -10-0 4-0-4 4-1-12 7 -2 -0 4-1 -12 4 -0-4 2-10-0 4x8 = 4x6 = 5.00 12 4 5 4x6 s 4x6 3 6 u5 2x4 n 2 2x4 �i 7 .•.. pif 1 13 12 11 10 '_' g 3x4 = 5x6 _ 3x4 = 3x4 = 3x8 = 9 3x4 = — 5x6 = • I 2 -6-0 2111.0 11-0-0 1 16-2 -0 26-4 -0 211-0 29-2-0 2-6-0 0-4-0 8-2-0 7 -2 -0 1 1 8-2-0 0-4 -0 2 -6-0 Plate Offsets (X,Y) [1:0- 0- 4,0- 1- 11],[4:0- 2- 4,0 -1- 12],[8:0- 0- 4,0 -1 -1 ],[9:0- 0- 0,0 -3- 8],[13:0- 0- 0,0 -3 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I /deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.66 Vert(LL) 0.08 11/10 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.79 Vert(TL) 0.15 13/12 999 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.04 9 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 155 (Ibs) . LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 3 -5 -6 on center purlin spacing. 4 -5 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied, or 1- 13:6 -3 -0, 12- 13:6 -3 -0, BOT CHORD 2 X 4 SYP No.2D 11- 12:6 -3 -0, 10- 11:6 -3 -0, 9- 10:6 -3 -0, 8- 9:6 -3 -0 on WEBS 2 X 4 SYP No.3 center bracing. WEBS 1 Row at midpt 13 -3, 4 -10, 6 -9 REACTIONS (Ibs /size) 13= 1612/0 -8 -0, 9= 1612/0 -8 -0 Max Horz 13=- 61(load case 2) Max Uplift 13=- 1078(Ioad case 4), 9=- 1078(load case 4) FORCES TOP CHORD 1 -2 =369, 2 -3= 361, 3 -4= -1450, 4 -5= -1338, 5 -6= -1450, 6 -7 =361, 7 -8 =369 BOT CHORD 8 -9= -333, 9 -10 =1210, 10 -11 =1338, 11 -12 =1338, 12 -13 =1210, 1- 13 = -333 WEBS 2 -13= -337, 3 -13= -1933, 3 -12 =161, 4- 12 =55, 4 -10 =0, 5- 10 =55, 6 -10 =161, 6 -9= -1933, 7 -9= -337 NOTES 1) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. r LOAD CASE(S) Standard 6 :0 441 4. 2 ...10/40/1 .IAN 2 2 1997 MAHMOl1D ZOLFAGHARI, P.E. Job 8340 Truss B9 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:26:28 1997 Page 1 � 2 -10-0 1 9-0-0 { 14 -7-0 20-2-0 26-4 -0 29-2 -0 1- 1 1 2 -10-0 6-2 -0 54 5-7 -0 6-2 -0 2-10-0 4x9 = 2x4 11 4x8 = 5.0012 3 4 5 3x4: 3x4 2 6 Pillib■. 1 13 12 11 10 9 8 7 3x4 = 3x6 ii 4x6 = 3x4 = 3x8 = 4x6 = 3x6 ii 3x4 = 1 2 - 2 - 9-0-0 1 14 -7-0 20-2 -0 26-4-0 291 -0 29-2-0 2 -6-0 0-4-0 6-2-0 1 1 i 5-7-0 5-7-0 6-2-0 0-4-0 2 -6-0 Plate Offsets (X,Y) [1:0- 0- 4,0 -1- 11],[3:0- 2- 4,0 -1- 12],[5:0- 2- 4,0 -1- 12],[7:0 -0- 13, 0- 1- 12],[ 8:0- 2- 8,0- 3- 0],[13:0- 2- 8,0 -3 -0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.57 Vert(LL) 0.07 10/9 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.48 Vert(TL) 0.13 10/9 999 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.01 8 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 154 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3 -1 -13 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 1- 13:6 -3 -0, 12- 13:6 -3 -0, WEBS 2 X 4 SYP No.3 11- 12:6 -3 -0, 10- 11:6 -3 -0, 9- 10:6 -3 -0, 8- 9:6 -3 -0, 7- 8:6 -3 -0 on center bracing. REACTIONS (Ibs /size) 13= 1612/0 -8 -0, 8= 1612/0 -8 -0 Max Horz 13=- 50(Ioad case 2) Max Uplift 13=- 1078(Ioad case 4), 8=- 1079(load case 4) FORCES TOP CHORD 1 -2 =369, 2 -3= -1479, 3 -4= -1794, 4 -5= -1794, 5 -6= -1479, 6 -7 =369 BOT CHORD 7- 8 = -333, 8- 9 = -333, 9 -10 =1365, 10 -11 =1365, 11 -12 =1365, 12 -13= -333, 1- 13 = -333 WEBS 2 -13= -1521, 2 -12 =1741, 3 -12= -266, 3 -10 =527, 4 -10= -499, 5 -10 =527, 5 -9= -266, 6 -9 =1740, 6 -8= -1521 • NOTES 1) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard i JAN 22 1997 MVIAIIM011D ZOLFAGHARI, P.E. Job 8340 Truss BG10 Truss Type ROOF TRUSS 6- PIy 1 BLUM RESIDENCE (BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 17:57:34 1997 Page 1 1 2 -10-0 I 7-0-0 I 12-5-4 17-3-4 22 -2 -0 23-11-8 26-4-0 29 -0-2 I I t I 1 1 2 -10-0 4-2-0 5-5-4 4-10-0 4-10-12 1 -9-8 2 -4 -8 2 -8-2 5.0012 4x8 = 2x411 3x4 = 4x8 = 3 4 5 6 5.16112 4x = 4x8 2x4 ii 2 •, 8 IA 1 15 14 13 12 11 " 3x8 3x4 = 3x10 = 7x10 = 4x6 = 3x6 = 3x4 = 10 9 3x8 i i 7x8 = 3x4 = 2-6-0 2 - 7-0-0 12 -5-4 1 17-3-4 1 22 -2 -0 1 26-4-0 { 29-0-0 29-p-2 I 1 2 -6-0 0-4-0 4-2 -0 5-5-4 4-10-0 4-10-12 4-2 -0 2-8-0 0-0-2 Plate Offsets (X,Y): (3.0- 2 -0,0 -1 -121, (6:0- 1 -8,0 -1 -121, [10:0- 0- 0,0 -5 -4), (14:0 -1- 12,0 -5 -4j, 116:0 -2- 12,0 -0 -12j LOADING (psf) SPACING 2-0-0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.92 Vert(LL) 0.18 4 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.55 Vert(TL) 0.34 4 835 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.04 10 n/a BCDL 10.0 Code SFBC Min Length / LL dell = 360 Weight: 179 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D 'Except* TOP CHORD Sheathed or 1 -10 -7 on center purlin spacing. 3-6 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied, or 1- 16:6 -3 -0, 15- 16:6 -3 -0, 14- 15:5 -6 -0, BOT CHORD 2 X 6 SYP No.2D 13- 14:4 -9 -2, 12- 13:4 -9 -2, 11- 12:6 -3 -0, 10- 11:6 -3 -0, 9- 10:5 -11 -4 on center WEBS 2 X 4 SYP No.3 *Except' bracing. 15 -2 2 X 4 SYP No.2D, 14 -4 2 X 6 SYP No.2D - WEBS 1 Row at midpt 3 -14, 12 -6, 7 -10 OTHERS 2 X 4 SYP No.3 WEDGE Right: 2 X 4 REACTIONS (Ibs/size) 16= 3125/0 -8 -0, 9=- 678/0 -8 -3, 10= 3098/0 -8-0 Max Horz 16= 45(load case 3) Max Uplift 16=- 2108(load case 4), 9=- 678(load case 1), 10=- 1789(load case 4) Max Vert 16= 3125(load case 1), 9= 442(load case 3), 10= 3098(load case 1) FORCES TOP CHORE) 1 -2 =389, 2 -3= -3648, 3 -4= -5643, 4 -5= -5643, 5 -6= -4241, 6 -7= -2133, 7 -8 =1702, 8 -9 =1763 BOT CHORD 9- 10= -1564, 10 -11 =1222, 11-12 12 -13 =4241, 13 -14 =4241, 14 -15 =3366, 15 -16= -354, 1- 16 = -354 WEBS 2 -16= -3054, 2 -15 =3900, 3 -15= -462, 3 -14 =2611, 4 -14= -609, 5 -14 =1659, 5 -12= -1320, 6 -12 =2679, 6 -11= -896, 7 -11 =1237, 7 -10= -3860, 8 -10= -360 NOTES 1) This truss has been checked for unbalanced loading conditions about joints 5 and 4. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.• bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 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) This truss has been designed with ANSI/TPI 1 -1995 criteria. 6) For truss to truss connections refer to attached Hanger Sheets. LOAD CASE(S) . 1) Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (Ibs per ft) Vert:1 -2= -90.0, 2 -3= -90.0, 3 -4 =- 146.3, 4 -5= -90.0, 5 -6= -90.0, 6 -7= -90.0, 7 -8= -90.0, 8 -9= -90.0, 9 -10= -20.0, 10 -11= -20.0, • 11 -12= -20.0, 12- 13= -20.0, 13- 14= -20.0, 14- 15= -32.5, 15 -16= -20.0, 1- 16 = -20.0 Concentrated Loads (Ibs) Vert:14=- 1419.0,15=- 576.9f JAN 2 2 1997 MAHMOIJD ZOLFAGHARI, P.E. Job 8340 Truss BG11 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss Type ROOF TRUSS DECO TRUSS COMPANY INC. N 1 (4 1 3x4 = 1 2 -4-2 2 -4-2 2 -0-2 2-0-2 5.32 1 3x4 10 3x101 0-4-0 8-6-1 6-1-15 9-1-2 6-9-0 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 12:48:07 1997 Page 1 1 9 -t -2 11 -7 -6 0-7 -1 2 -6-4 4x6 = 3 { 3x8 4x10 = 7x8 = 10-9 -6 1 11-7-6 1 1 -8-4 0-10-0 16-2 -2 4-6-12 5.00 12 { 16-2-2 4-6-12 3x6 6 3x10 11 1 ( 4 Plate Offsets (X,Y): (7:0-0- 0,0 -5 -0) SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2 -0 -0 1.33 1.33 NO SFBC CSI TC 0.82 BC 0.41 WB 0.72 (Matrix) Qty 1 Ply 1 BLUM RESIDENCE (BLUM BLDR.) DWH DEFL (in) (loc) I /def Vert(LL) 0.04 8/7 999 Vert(TL) 0.07 9/8 999 Horz(TL) 0.01 6 n/a Min Length / LL deft = 360 PLATES GRIP M20(20ga) 249/190 Weight: 109 (Ibs) LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 6 SYP No.2D WEBS 2 X 4 SYP No.3 *Except* 3-9 2 X 6 SYP No.2D, 4-7 2 X 6 SYP No.2D REACTIONS (Ibs/size) 10=1631/0 -8 -0, 6= 1662/0 -2 -8 Max Holz 10 =131(load case 3) Max Uplift 10=- 1152(load case 4), 6 =- 985(load case 4) FORCES TOP CHORD 1 -2= -170, 2 -3= -1711, 3 -4= -1690, 4 -5= -2225, 5 -6= -1605 BOT CHORD 6 -7 =0, 7 -8 =2064, 8 -9 =2064, 9 -10 =219, 1 -10 =219 WEBS 2 -10= -1446, 2 -9 =1342, 3 -9 =1021, 4 -9= -817, 4 -7 =451, 5 -7 =2143 NOTES 1) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Except as shown below, special connection(s) required to support concentrated load(s). Design of connection(s) is delegated to the building designer. 3) This truss has been designed with ANSI /TPI 1 -1995 criteria. 4) For truss to truss connections refer to attached Hanger Sheets. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (Ibs per ft) Vert:1- 2= -90.0, 2 -3= -90.0, 3 -4= -90.0, 4 -5= -90.0, 6 -7= -20.0, 7 -8= -20.0, 8 -9= -20.0, 9 -10= -20.0, 1 -10= -20.0 Concentrated Loads (Ibs) Vert:7 =- 805.0, 8 =- 280.0, 9= -437.0 BRACING TOP CHORD Sheathed or 2 -8 -14 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied, or 10 -00-00 on center bracing. Except: 9- 10:6 -3 -0, 8- 9:5 -10 -8, 7- 8:5 -10 -8. JAN 2 2 1997 MAHMOIID ZOLFAGHARI, P.E. Job 8340 Truss BG12 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 3-1 -12 4 -6-0 MiTek Industries, Inc. Tue Jan 21 12:53:59 1997 Page 1 { 3-1 -12 1 -4-4 5.00p 2x4 1 1 4 3x4% co i 3x4 2 3 I • M 0.4 111111 I IMP IT I W I 6 0 7x8 = 5 ►� 2x4 11 7x8 = 3-1 -12 4-6-0 I 3-1 -12 1 -4 -4 1 Plate Offsets (X,Y): 3:0- 0- 12,0- 1 -0],(5:0- 3- 8,0 -5- 0],(6:0- 0- 0,0 -5 -4] LOADING (psf) SPACING 1 -0 -0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.13 Vert(LL) 0.01 6 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.09 Vert(TL) 0.01 6 999 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.00 5 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 39 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing, BOT CHORD 2 X 6 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 *Except* BOT CHORD Rigid ceiling directly applied, or 1- 6:6 -3 -0, 5- 6:6 -3 -0 on center 3 -6 2 X 6 SYP No.2D bracing. REACTIONS (Ibs /size) 1= 806/0 -8 -0, 5= 1419/0 -1 -8 Max Horz 1= 67(load case 3) Max Uplift 1=- 488(load case 4), 5=- 965(load case 4) FORCES TOP CHORD 1- 2 = -626, 2- 3 = -731, 3 -4 = -0, 4 -5 = -27 BOT CHORD 5-6 =675, 1 -6 =0 WEBS 2 -6 =729, 3 -6 =1572, 3 -5= -1541 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category 1 enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) This truss has been designed with ANSI /TPI 1 -1995 criteria. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (Ibs per ft) Vert:2 -3= -45.0, 3- 4= -45.0, 5 -6= -10.0, 1 -6= -120.5 Concentrated Loads (Ibs) Vert:6 =- 1662.0 r 1 r 4021 JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss BG13 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 12:12:36 1997 Page 1 I 2 -7 -14 I 6 -10-13 9-5-13 I 2 -7 -14 4 -2 -15 2 -7 -0 5.00p 4x6 = 2x4 11 3 4 1I i. I 1 1 5.18 MN c? 4x6 = 2 1111 14 ? N 1 1� M � 4 OL .11110 wirolB 1 6 1 3x4 = 3x4 = 5 2x4 11 4x6 = 2 -5-11 2 -14 6-10-13 9-5-13 + 1 2 -5-11 0-2 -3 4-2 -15 2 -7 -0 Plate Offsets (X,Y): (2:0- 1- 0,0-0- 0],13:0- 1- 0,0 -1 -12] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) 1 /deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.31 Vert(LL) 0.01 999 M20(20ga) 249/190 TCDL • 15.0 Lumber Increase 1.33 BC 0.16 Vert(LL) 0.02 1 999 BCLL 0.0 Rep Stress Incr NO WB 0.25 Horz(TL) -0.00 5 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 63 (lbs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing, BOT CHORD 2 X 6 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 1- 7:6 -3 -0, 6- 7:6 -3 -0, 5- 6:6 -3 -0 on center bracing. REACTIONS (Ibs /size) 7= 966/0 -8 -0, 5= 805/0 -2 -8 Max Horz 7= 234(Ioad case 3) Max Uplift 7=- 762(Ioad case 3), 5=- 497(load case 3) FORCES TOP CHORD 1 -2 =355, 2 -3= -507, 3 -4 = -0, 4- 5 = -177 BOT CHORD 5 -6 =468, 6- 7 = -321, 1- 7 = -321 WEBS 2- 7 = -896, 2 -6 =824, 3 -6 =415, 3 -5= -752 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 4. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed with ANSI /TPI 1 -1995 criteria. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (Ibs per ft) Vert:1 -2= -90.0, 2 -3= -90.0, 3 -4 =- 146.3, 5 -6= -32.5, 6 -7= -20.0, 1 -7= -20.0 Concentrated Loads (lbs) Vert:6= -568.8 r V , , 0 , , l q i ? v ,,,fifo. d JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. • Job 8340 Truss B14 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:25:06 1997 Page 1 4-10-10 7 -8-13 9.5-13 1 4-10-10 2-10-3 1 -9-0 4x6 = 2x4 11 3 4 5.1412 4x8 B 2 ----/ N PZ N - o- Aki o 1 6 x 3x4 = 7 3x4 = 5 2x4 % 3x4 = � 2 -6.10 2 12 4 -10-10 9 -5-13 2-6-10 0-4-2 1-11-14 4-7-3 { Plate Offsets (X,Y) [1:0- 0- 0,0 -1- 14],[2:0 -1- 12,0 -1 -12] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) I /deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.43 Vert(LL) 0.01 1 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.21 Vert(TL) 0.02 1 999 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.00 5 n/a BCDL 10.0 Code SFBC Min Length / LL defl = 360 Weight: 58 (Ibs) LUMBER BRACING • TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 1- 7:6 -3 -0, 6- 7:6 -3 -0, 5- 6:6 -3 -0 on center bracing. REACTIONS (Ibs /size) 7= 755/0 -8 -4, 5= 280/0 -2 -8 Max Horz 7= 267(Ioad case 3) Max Uplift 7=- 628(load case 3), 5=- 158(load case 3) Max Vert 7= 755(load case 1), 5= 293(load case 5) FORCES TOP CHORD 1 -2 =601, 2- 3 = -73, 3 -4 = -0, 4 -5 = -72 BOT CHORD 5 -6 =75, 6 -7 =68, 1- 7 = -546 WEBS 2- 7 = -935, 2 -6 =73, 3- 6 = -12, 3- 5 = -179 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 4. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed with ANSI/TPI 1 -1995 criteria. t LOAD CASE(S) Standard rglowq,'" JAN 22 1997 MAHMOUD ZOLFAGHARI, P.E. Job 8340 DECO TRUSS COMPANY INC. LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss BG15 Plate Offsets (X,Y): (3:0 -0- 12,0 -1-0] Truss Type LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 6 SYP No.2D WEBS 2 X 4 SYP No.3 "Except' 3 -6 2 X 6 SYP No.2D ROOF TRUSS SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2 -0 -0 1.33 1.33 NO SFBC REACTIONS (Ibs/size) 7= 925/0 -8 -11, 5= 437/0 -2 -8 Max Horz 7= 313(Ioad case 3) Max Uplift 7=- 716(Ioad case 3), 5=- 297(Ioad case 3) FORCES TOP CHORD 1 -2 =380, 2 -3= -327, 3 -4 = -0, 4- 5 = -137 BOT CHORD 5- 6=299, 6- 7 = -343, 1- 7 = -343 WEBS 2- 7 = -865, 2 -6 =709, 3 -6 =131, 3 -5= -403 2 -10-12 2-10-12 CSI TC BC WB 5.10-14 4 7-7-6 8-10-0 v-P 5-10-14 0.17 0.12 0.21 LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increaso =1.33 Uniform Loads (Ibs per ft) Vert:1 -2= -90.0, 2 -3= -90.0, 3 -4= -90.0, 5 -6= -20.0, 6 -7= -20.0, 1 -7= -20.0 Concentrated Loads (Ibs) Vert:6= -371.0 5-10-14 3-0-2 Qty Ply 1 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 12:40:42 1997 Page 1 BLUM RESIDENCE ( BLUM BLDR.) DWH 1-8-8 9-1 -0 3-2-2 DEFL (in) (loc) I /dell Vert(LL) 0.01 1 999 Vert(TL) 0.01 1 999 Horz(TL) -0.00 5 n/a Min Length / LL defl = 360 1 -2 -10 0-3-0 2x4 1 4 PLATES GRIP M20(20ga) 249/190 Weight: 64 (Ibs) BRACING TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied, or 1- 7:6 -3 -0, 6- 7:6 -3 -0, 5- 6:6 -3 -0 on center bracing. NOTES 1) This truss has been checked for unbalanced loading conditions about joint 4. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 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) This truss has been designed with ANSI /TPI 1 -1995 criteria. 5) For truss to truss connections refer to attached Hanger Sheets. 7y�hlt JAN 2 2 1997 MAHMOUO ZOLFAGHARI, P.E. Job 8340 • Truss BG16 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, 0-9-15 1-5-9 -11 -101 2 -6-7 3-0-7 3-8-2 4-6-1 Inc. Tue Jan 21 12:28:43 1997 Page 1 1 t 1 1 i i 1 1 0 M0 0-6-1 0-6-13 0-6-0 0-7 -11 0-9-15 I ' L 4x6 = 4x6 = 3x4 3x4 = 2 3 4 5 um wr co (V i IL ch M c7 Y L C ►: 1 8 7 6 ►: ►9 3x4 = 3x4 = 10 2x4 I I 2x4 11 1-5-9 1 3-0-7 4-6-1 1 1 1 1-5-9 1-6-14 1-5-10 Plate Offsets (X,Y): (10:0- 2- 8,0 -0-8) LOADING (psf) SPACING 1-0 -0 CSI DEFL (in) (loc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.09 Vert(LL) 0.00 3 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.00 BC 0.09 Vert(TL) 0.00 3 999 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) 0.00 6 n/a BCDL 10.0 Code SFBC (Matrix) ' Min Length / LL deft = 360 Weight: 45 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing, BOT CHORD 2 X 6 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center bracing. Except: 1- 9:6 -3 -0, 1- 8:6 -3 -0, 7- 8:6 -3 -0. REACTIONS (Ibs /size) 9= 334/0 -1 -8, 6= 371/0 -1 -8 Max Horz 9= 3(load case 2) Max Uplift 9=- 267(load case 2), 6=- 254(load case 3) FORCES TOP CHORD 1 -2= -340, 2 -3= -124, 3 -4= -109, 4 -5= -124, 5 -6= -340 BOT CHORD 6 -7 =0, 7 -8 =109, 1 -8 = -0, 1 -9 = -0, 6 -10 =0 WEBS 2 -8 =241, 3- 8 = -175, 4- 7 = -176, 5 -7 =240 NOTES 1) This truss has been checked for unbalanced loading conditions about joints 4 and 3. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) This truss has been designed with ANSI /TPI 1 -1995 criteria. LOAD CASE(S) 1) Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (ibs per ft) Vert:2 -3 =- 155.0, 3 -4 =- 155.0, 4 -5 =- 155.0, 6 -7= -25.0, 7 -8= -25.0, 1 -8= -25.0, 1 -9= -25.0 W . , i 0 „ ,, , W t ", 1 . JAN 2 2 1997 MAHMOIIr ZOLFAGHARI, P.E. Job 8340 Truss CG1 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE (BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:47:11 1997 Page 1 2 -10-0 7 -0-0 13-7 -0 2 -10-0 4-2 -0 6-7 -0 4x8 = 2x4 II 5.00 3 4 3x4 ch 1C) 2 • OPE 3x4 = 3x4 = ► -I 3x10 ii 4x6= 2 -6-0 ?� -10-p 7 -0-0 13-7-0 I 2 -6-0 0-4-0 4-2 -0 6-7 -0 i Plate Offsets (X,Y): 13:0- 2 -0,0 -1 -12] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) 1 /dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.71 Vert(LL) 0.02 6/5 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.24 Vert(TL) 0.04 6/5 999 BCLL 0.0 Rep Stress lncr NO WB 0.48 Horz(TL) 0.00 5 n/a BCDL 10.0 Code SFBC Min Length / LL dell = 360 Weight: 79 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 5 -0 -3 on center purlin spacing, 3 -4 2 X 4 SYP SS except end verticals. BOT CHORD 2 X 6 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 1- 7:6 -3 -0, 6- 7:6 -3 -0, 5- 6:6 -3 -0 on WEBS 2 X 4 SYP No.3 center bracing. WEBS 1 Row at midpt 3 -5 REACTIONS (lbs/size) 7= 1431/0 -8 -0, 5= 1074/0 -2 -8 Max Horz 7= 214(Ioad case 3) Max Uplift 7=- 950(load case 3), 5=- 565(load case 3) FORCES TOP CHORD 1 -2 =389, 2- 3= -1141, 3 -4 =0, 4- 5 = -471 BOT CHORD 5 -6= 1053, 6-7= -354, 1 -7= -354 WEBS 2 -7= -1360, 2 -6 =1475, 3 -6 =281, 3 -5= -1165 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed with ANSI /TPI 1 -1995 criteria. 4) For truss to truss connections refer to attached Hanger Sheets. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (Ibs per ft) Vert:1- 2= -90.0, 2 -3= -90.0, 3 -4 =- 146.3, 5 -6= -32.5, 6 -7= -20.0, 1 -7= -20.0 Concentrated Loads (Ibs) f Vert:6= -576.9 Z ifint‘" 1. JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss C2 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:26:50 2-10-0 9-0-0 13-5-0 1997 Page 1 2 -10-0 6-2 -0 4 -5-0 • 4x8 = 2x4 11 3 4 5.00 r? M vi- 3x4 2 id 0- 6 0 3x4 = 7 4x6 = 5 2x4 11 3x4 = ` 2-6-0 2f 10.P 9.0-0 135.0 2 -6-0 0-4 -0 6-2-0 ¢5-0 Plate Offsets (X,Y) [1:0-0-4,0-1-11], [3:0-2-4,0-1-12] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) 1/deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.48 Vert(LL) 0.02 1/7 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.43 Vert(TL) 0.04 7/6 999 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.00 5 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 75 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 1- 7:6 -3 -0, 6- 7:6 -3 -0, 5- 6:6 -3 -0 on center bracing. REACTIONS (Ibs /size) 7= 938/0 -8 -0, 5= 530/0 -2 -8 Max Horz 7= 278(load case 3) Max Uplift 7=- 634(load case 3), 5=- 263(load case 3) FORCES TOP CHORD 1 -2 =369, 2 -3= -344, 3 -4 = -0, 4 -5= -192 BOT CHORD 5-6 =317, 6- 7 = -333, 1- 7 = -333 WEBS 2- 7 = -847, 2 -6 =667, 3- 6 = -42, 3 -5= -433 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard r ZA 4 .0'frifi fr71. JAN 2 2 1997 MAHMOUD ZOl.FAGHARI, P.E. Job 8340 Truss C3 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:46:54 1997 Page 1 I -2 -8-3 4-3-14 8-6.0 10-11-0 1 1 I 2 -8-3 4-3-14 4-2 -2 2 -5-0 4x8 = 2x4 11 4 5 E -LI 5.00 F-1- all 6 4x6 3 14 2x4 11 2 El Ei 0 �! �c 7 1 3x4 = 6 3x4 = 3x4 = • l 2 -6 -0 1 I -0.10-0 8-6-0 10-11-0 1 1 0-10-0 8-6-0 2-5-0 Plate Offsets (X,Y): [4:0- 2- 4.0 -1 -12] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) 1 /dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.28 Vert(LL) 0.07 7/6 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.31 Vert(TL) 0.13 1/7 999 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 6 n/a BCDL 10.0 Code SFBC Min Length / LL dell = 360 Weight: 85 (lbs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0-0 on center purlin spacing, • BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 1- 7:6 -3 -0, 6- 7:6 -3 -0 on center OTHERS 2 X 4 SYP No.3 *Except* bracing. B2 2 X 4 SYP No.2D REACTIONS (lbs/size) 1= 886/0 -8 -0, 6= 584/0 -2 -8 Max Horz 1 =323(load case 3) Max Uplift 1=- 544(load case 3), 6=- 346(load case 3) FORCES TOP CHORD 1 -2= -494, 2 -3 =0, 3 -4= -236, 4 -5 = -0, 5 -6= -102 BOT CHORD 6 -7 =217, 1 -7 =426 WEBS 1- 3 = -526, 3 -7= -262, 4 -7 =265, 4 -6= -508 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Provide adequate drainage to prevent water ponding. 3) Studs to be fastened with 2x3 M20 plates. 4) This truss has been designed with ANSI /TPI 1 -1995 criteria. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (lbs per ft) Vert:2 -3= -90.0, 3 -4= -90.0, 4- 5= -90.0, 6- 7= -20.0, 1- 7 = -20.0 Concentrated Loads (lbs) Vert:2= -301.4 r JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss C4 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. -2 -8-3 2-8-3 5-3-10 5-3-10 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:27:08 1997 Page 1 10-6-0 5-2 -6 1¢11 0-5-0 2x4 11 4 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2 -0 -0 1.33 1.33 NO SFBC CSI TC 0.45 BC 0.20 WB 0.43 DEFL (in) (loc) I /defl Vert(LL) 0.02 6/5 999 Vert(TL) 0.03 6/5 999 Horz(TL) -0.01 5 n/a Min Length / LL deft = 360 PLATES GRIP M20(20ga) 249/190 Weight: 79 (Ibs) LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (Ibs /size) 1= 886/0 -8 -0, 5= 584/0 -2 -8 Max Horz 1= 389(load case 3) Max Uplift 1=- 511(load case 3), 5=- 379(Ioad case 3) FORCES TOP CHORD 1- 2 = -834, 2- 3 = -485, 3 -4 = -0, 4- 5 = -246 BOT CHORD 5 -6 =448, 1 -6 =0 WEBS 2 -6 =462, 3 -6 = -8, 3- 5 = -530 LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (Ibs per ft) Vert:2 -3= -90.0, 3 -4= -90.0, 5- 6= -20.0, 1- 6 = -20.0 Concentrated Loads (Ibs) Vert:2= -301.4 BRACING TOP CHORD BOT CHORD Sheathed or 6 -0 -0 on center purlin spacing, except end verticals. Rigid ceiling directly applied, or 1- 6:6 -3 -0, 5- 6:6 -3 -0 on center bracing. NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Studs to be fastened with 2x3 M20 plates. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. 4 r440.‘"‘" 1. ,IAN 2 2 1997 MVIAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss C5 Truss Type ROOF TRUSS Qty 3 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:27:16 1997 Page 1 2 -10-0 7 -10-7 13-5-0 { + 2 -10-0 5-0-7 5-6-9 2x4 11 4 5.00 4x6 ; 3 eio co 2x4 i I ; 2 _ ug ;d; 1 3x4 = 6 3x4 = 5 3x4 = 2-6-0 2 13-5-0 1 1 2 -6-0 0-4-0 10-7-0 Plate Offsets (X,Y) [1:0- 0- 4,0 -1 -11] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.39 Vert(LL) 0.15 1/6 830 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.66 Vert(TL) 0.28 6/5 452 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) -0.00 5 n/a BCDL 10.0 Code SFBC Min Length / LL dell = 360 Weight: 73 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing, BOT CHORD 2 X 4 SYP SS except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 1- 6:6 -3 -0, 5- 6:6 -3 -0 on center bracing. REACTIONS (Ibs /size) 6= 938/0 -8 -0, 5= 530/0 -2 -8 Max Horz 6= 403(Ioad case 3) Max Uplift 6=- 576(load case 3), 5=- 321(load case 3) FORCES TOP CHORD 1 -2 =369, 2 -3 =361, 3 -4 =0, 4- 5 = -238 BOT CHORD 5 -6 =280, 1-6= -333 WEBS 2-6= -383, 3 -6= -744, 3- 5 = -337 NOTES 1) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) This truss has been designed with ANSI/TPI 1- 1995'criteria. LOAD CASE(S) Standard r /ow JAN 2 2 1997 MAHMOUF ZOLFAGHNRI, P.E. Job 8340 Truss C6 Truss Type ROOF TRUSS Qty 7 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:27:25 1997 2 7 -10-5 { 13-8-0 19 -5-11 24-10-0 • ' Page 1 ' 2 - 5- 0-5 5-9-11 5-9-11 5-4 -5 4x6 = 4 5.0012 Irk 4x6 4x6 3 2x4 ii 5 2x4 Ii 2 6 Y' IOU '- NM E: 1 ' ' 8 '—' 9 7 _ 3x4 = 5x6 = 6x8 = 3x4 = 1 2-6-0 2- ' 10 1 -0 13.8-0 4 24-10-0 I 2-6-0 0-4-0 10-10-0 - 11 -2 -0 Plate Offsets (X,Y): [1:0- 0- 4,0 -1- 11],[9:0- 0- 0,0 -3 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.46 Vert(LL) 0.22 8/7 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.71 Vert(TL) 0.40 8/7 651 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.03 7 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 134 (lbs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4 -5 -11 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D *Except* except end verticals. 1 -8 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied, or 1- 9:6 -3 -0, 8- 9:6 -3 -0, WEBS 2 X 4 SYP No.3 7- 8:5 -9 -2 on center bracing. WEBS 1 Row at midpt 9 -3, 5 -7 REACTIONS (lbs/size) 9= 1543/0.8 -0, 7= 1181/0 -8 -0 Max Horz 9= 517(Ioad case 3) Max Uplift 9=- 944(load case 4), 7=- 526(load case 4) FORCES TOP CHORD 1 -2 =369, 2 -3 =361, 3 -4= -1161, 4 -5= -1161, 5 -6 =0, 6 -7= -240 BOT CHORD 7 -8 =1252, 8 -9 =1153, 1- 9 = -333 WEBS 2 -9= -383, 3 -9= -1804, 3- 8 = -96, 4 -8 =381, 5 -8= -212, 5 -7= -1502 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard JAN 2 2 1997 MAHMOUD ZOLFAGIIARI, P.B. Job 8340 Truss C7 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:27:35 1997 Page 1 ' 2 -10-0 7 -10-12 13-0-0 14 -4-0 19-5-4 24-6-0 27 -4 -0 2 -10-0 5-0-12 5-1 -4 1 -4-0 5-1-4 5-0-12 2 -10-0 4x6 = 4x6 = • 5.00p 4 5 .� 4x6 s 4x6 3 6 (7) 2x4 II 2x4 II 2 7 FIT— 1 '3 121110 ''' 8 3x4 = 5x6 = 3x4 = 3x4 = 3x4 = 3x6 = 5x6 = 1 2 -6-0 2 - 13-0-0 -4-0 24-6-0 24114.0 27 -4-0 1 14 I 2 -6.0 0-4-0 10-2 -0 1 -4 -0 10-2 -0 0-4-0 2 -6-0 Plate Offsets (X,Y) [1:0- 0- 4,0- 1- 11],[8:0- 0- 4,0 -1- 11],[9:0- 0- 0,0 -3 -8] [13:0- 0- 0,0 -3 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) 1 /deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.32 Vert(LL) 0.17 11/10 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.53 Vert(TL) 0.32 13/12 822 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 9 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL defl = 360 Weight: 150 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4 -4 -0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 1- 13:6 -3 -0, WEBS 2 X 4 SYP No.3 12- 13:5- 11 -11, 11- 12:6 -3 -0, 10- 11:6 -3 -0, 9- 10:6 -3 -0, 8- 9:6 -3 -0 on center bracing. WEBS 1 Row at midpt 13 -3, 6 -9 REACTIONS (Ibs /size) 13= 1511/0 -8 -0, 9= 1511/0 -8 -0 Max Horz 13=- 521(load case 2) Max Uplift 13=- 917(load case 4), 9=- 917(load case 4) FORCES TOP CHORD 1 -2 =179, 2 -3 =186, 3 -4= -1279, 4 -5= -1083, 5 -6= -1279, 6 -7 =186, 7 -8 =179 BOT CHORD 8- 9 = -86, 9 -10 =1226, 10 -11 =1083, 11 -12 =1083, 12 -13 =1226, 1- 13 = -86 WEBS 2 -13= -421, 3 -13= -1591, 3 -12= -175, 4 -12 =214, 5 -10 =214, 6 -10= -175, 6 -9= -1591, 7 -9= -421 NOTES 1) This truss has been checked for unbalanced loading conditions about joints 5 and 4. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed with ANSI/TPI 1 -1995 criteria. r / LOAD CASE(S) Standard ' ,4�v,1 JAN 221997 MAHMOUD ZOLFAGHARI, P.E. • Job 8340 Truss C8 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:27:43 1997 Page 1 1 2 -10-0 ' 6-11 -9 1 11 -0-0 16-4-0 20-4 -7 24 -6-0 27 -40 } { 2 -10-0 4-1-9 4.0-7 5-4-0 4-0-7 4-1 -9 2 -10-0 4x8 = 4x6 = 4 5 5.00p 4x6 4x6 3 6 2x4 n 2x4 n 2 7 3x4 = 3x4 = 3x6 = 3x4 = 5 _ 3x4 = Sx96 _ 1 2-6-0 2- 11-0-0 16-4 -0 24 -6-0 24 27 -4.0 1 1 1 2 -6-0 0-4-0 8-2 -0 5-4 -0 8-2-0 0-4-0 2-6-0 Plate Offsets (X,Y) [1:0- 0- 4,0 -1- 11],[4:0- 2- 4,0 -1- 12],[8:0 -0- 12,0 -1- 11],[9:0- 0- 0,0 -3- 4],[13:0- 0- 0,0 -3 -4] LOADING (psf) SPACING 2 - - CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.51 Vert(LL) 0.08 11/10 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.71 Vert(TL) 0.14 13/12 999 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.03 9 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 148 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 3 -10 -11 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 1- 13:6 -3 -0, 12- 13:6 -3 -0, WEBS 2 X 4 SYP No.3 11- 12:6 -3 -0, 10- 11:6 -3 -0, 9- 10:6 -3 -0, 8- 9:6 -3 -0 on center bracing. REACTIONS (Ibs /size) 13= 1511/0 -8 -0, 9= 1511/0 -8 -0 Max Horz 13= 444(Ioad case 3) Max Uplift 13=- 917(load case 4), 9=- 917(Ioad case 4) FORCES TOP CHORD 1 -2 =369, 2 -3 =361, 3 -4= -1264, 4 -5= -1166, 5 -6= -1264, 6 -7 =361, 7 -8 =369 BOT CHORD 8- 9 = -333, 9 -10 =1086, 10 -11 =1166, 11 -12 =1166, 12 -13 =1086, 1- 13 = -333 WEBS 2 -13= -342, 3 -13= -1770, 3 -12 =103, 4- 12 =71, 4- 10 = -0, 5- 10 =71, 6 -10 =103, 6 -9= -1770, 7 -9= -342 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard r Z., 0 y1(, JAN 22 1997 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss C9 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:27:55 1997 Page 1 2 -10.0 9-0-0 13-8-0 18-4 -0 24 -6-0 27-4-0 { 2 -10-0 6-2 -0 4 -8-0 4 -8-0 6-2-0 2 -10-0 4x6 = 3x4 = 4x6 = i 5.0012 3x4 2 3 4 5 3x4 6 r. 1 '_' 11 10 9 " ' 7 3x4 = 3x6 Ii 4x8 = 3x4 = 4x8 = 3x6 �� 3x4 = 1 2 - 6 - 0 2 11 - 9-0-0 1 18-4 -0 24-6-0 2411?-0 27 -4-0 I 1 2 -6-0 0-4-0 6-2 -0 9-4-0 6-2 -0 0-4-0 2-6-0 Plate Offsets (X,Y) [1:0- 0- 4,0- 1- 11],[7:0 -0- 12,0 -1- 11],[8:0 -2- 12,0 -2- 8],[12:0 -2- 12,0 -2 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.48 Vert(LL) 0.12 10/9 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.50 Vert(TL) 0.22 10/9 999 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.01 8 n/a BCDL • 10.0 Code SFBC Min Length / LL deft = 360 Weight: 139 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4 -2 -7 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 1- 12:6 -3 -0, 11- 12:6 -3 -0, WEBS 2 X 4 SYP No.3 10- 11:6 -3 -0, 9- 10:6 -3 -0, 8- 9:6 -3 -0, 7- 8:6 -3 -0 on center bracing. REACTIONS (Ibs /size) 12= 1511/0 -8 -0, 8= 1511/0 -8 -0 Max Horz 12=- 367(Ioad case 2) Max Uplift 12=- 917(Ioad case 4), 8=- 917(load case 4) FORCES TOP CHORD 1 -2 =369, 2 -3= -1309, 3 -4= -1208, 4 -5= -1208, 5 -6= -1309, 6 -7 =369 BOT CHORD 7 -8= -333, 8- 9 = -333, 9 -10 =1453, 10 -11 =1453, 11- 12 = -333, 1- 12 = -333 WEBS 2 -12= -1420, 2 -11 =1580, 3- 11 =15, 4 -11= -321, 4 -9= -321, 5 -9 =15, 6 -9 =1580, 6 -8= -1420 NOTES 1) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard r , / / 1' H7 JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss CG10 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE (BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:47:27 1997 Page 1 1 2 -10-0 1 7 -0-0 1 10-5-12 1 16-10-4 20-4 -0 24-6-0 27 -4 -0 I 2- 10-0 4-2 -0 3-5-12 6-4-8 3-5-12 1 4 4-2 -0 2 -10-0 5.00P 4x6 = 3x4 = , 3x4 = 4x6 = 3 4 5 6 3x8 3x8 r? 2 _iii :..4irx 1111-17 1 ►� 12 11 10 ►� 8 3x4 = 13 3x12 = 6x6 = 3x12 = 9 3x4 = 3x811 3x8 0 I 2 - 2- I 19-0 7-0-0 i 13-8-0 20-4 -0 24-6-0 24 -0 27 -4 -0 2 -6-0 0-4-0 4-2-0 6-8-0 i 6-8-0 1 1 4-2 -0 0-4 -0 2 -6-0 Plate Offsets (X,Y): [9:0 -2- 12,0 -2- 8],[10:0- 1- 8,0 -1- 8],[11:0- 0- 0,0 -4- 8],[12:0 -5 0,0-1-8], (13:0-2-12,0-2-8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.83 Vert(LL) 0.11 11 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.56 Vert(TL) 0.20 11 999 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.04 9 n/a BCDL 10.0 Code SFBC Min Length / LL dell = 360 Weight: 159 (lbs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except* TOP CHORD Sheathed or 2 -2 -3 on center purlin spacing. 3-6 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied, or 1- 13:6 -3 -0, 12- 13:6 -3 -0, 11- 12:5 -4 -5, BOT CHORD 2 X 6 SYP No.2D 10- 11:5 -5 -12, 9- 10:6 -3 -0, 8- 9:6 -3 -0 on center bracing. WEBS 2 X 4 SYP No.3 REACTIONS (lbs/size) 13= 2546/0 -8 -0, 9= 2546/0 -8 -0 Max Horz 13= 282(loac' case 3) Max Uplift 13=- 1536(Ioad case 4), 9=- 1536(load case 4) FORCES TOP CHORD 1 -2 =389, 2 -3= -2792, 3 -4= -2576, 4 -5= -3627, 5 -6= -2576, 6 -7= -2792, 7 -8 =389 BOT CHORD 8- 9 = -354, 9 -10= -354, 10 -11 =3514, 11 -12 =3514, 12- 13 = -354, 1- 13 = -354 WEBS 2 -13= -2476, 2 -12 =3072, 3 -12 =631, 4 -12= -1249, 4 -11 =157, 5 -11 =157, 5 -10= -1249, 6 -10 =631, 7 -10 =3072, 7 -9= -2476 NOTES 1) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Except as shown below, special connection(s) required to support concentrated load(s). Design of connection(s) is delegated to the building designer. • 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed with ANSI /TPI 1 -1995 criteria. 5) For truss to truss connections refer to attached Hanger Sheets. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (lbs per ft) Vert:1 -2= -90.0, 2 -3= -90.0, 3 -4 =- 146.3, 4 -5 =- 146.3, 5 -6 =- 146.3, 6 -7= -90.0, 7 -8= -90.0, 8 -9= -20.0, 9 -10= -20.0, 10- 11= -32.5, 11- 12= -32.5, 12- 13= -20.0, 1- 13 = -20.0 f Concentrated Loads (lbs) Vert:10=- 576.9, 12= -576.9 / irrt .JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss D1 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss Type ROOF TRUSS SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code SFBC CSI TC 0.59 BC 0.27 WB 0.86 Qty Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH . DECO TRUSS COMPANY INC. (0 -9-3 0-3-0 -0r3 0-3-0 6-8-6 6-8-6 5.00 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:29:02 1997 Page 1 6-8-6 6-8-6 13-6 -0 6-9-10 13-6-0 6-9-10 2x4 11 3 ► —� 5 :. 1 4 3x6 I l 2x4 I I 3x4 = DEFL (in) (Ioc) I/defl Vert(LL) 0.04 5/4 999 Vert(TL) 0.07 5/4 999 Horz(TL) 0.01 4 n/a Min Length / LL defl = 360 PLATES GRIP M20(20ga) 249/190 Weight: 69 (Ibs) LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 SLIDER Left 2 X 4 No.3 SYP 1 -11 -12 REACTIONS (Ibs /size) 1= 718/0 -8 -0, 4= 718/0 -2 -8 Max Horz 1= 412(load case 3) Max Uplift 1=- 235(Ioad case 3), 4=- 420(load case 3) FORCES TOP CHORD 1- 2 = -839, 2 -3 = -0, 3- 4 = -299 BOT CHORD 4 -5 =755, 1 -5 =755 WEBS 2 -5 =131, 2- 4 = -833 BRACING TOP CHORD Sheathed or 4 -9 -7 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied, or 1- 5:6 -3 -0, 4- 5:6 -3 -0 on center bracing. NOTES 1) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) This truss has been designed with ANSIITPI 1 -1995 criteria. LOAD CASE(S) Standard JAN 2 2 1997 MAHMOIJD ZOLFAGHARI, P.E. Job 8340 Truss D2 Truss Type ROOF TRUSS Qty 5 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 6-11 -6 6-11-6 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:29:09 1997 Page 1 13-9 -0 6-9-10 2x4 11 3 0 0-3-0 6-11 -6 6-8-6 13-9-0 6-9-10 Plate Offsets (X,Y) [1:0- 0- 4,0 -1 -11] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 OTHERS 2 X 8 SYP SS WEDGE Left: 2 X 8 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code SFBC FORCES TOP CHORD 1- 2 = -873, 2 -3 = -0, 3- 4 = -299 BOT CHORD 4 -5 =793, 1 -5 =793 WEBS 2 -5 =134, 2- 4 = -875 CSI TC 0.59 BC 0.28 WB 0.91 REACTIONS (Ibs /size) 1= 736/0 -8 -0, 4= 736/0 -2 -8 Max Horz 1= 412(Ioad case 3) Max Uplift 1=- 245(Ioad case 3), 4=- 426(Ioad case 3) DEFL (in) (loc) I /deft Vert(LL) 0.04 5/4 999 Vert(TL) 0.07 1/5 999 Horz(TL) 0.01 4 nla Min Length / LL deft = 360 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard PLATES GRIP M20(20ga) 249/190 Weight: 72 (lbs) BRACING TOP CHORD Sheathed or 4 -8 -4 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied, or 1- 5:6 -3 -0, 4- 5:6 -3 -0 on center bracing. JAN 2 2 1997 MAHMOUG ZOLFAGHARI, P.E. Job 8340 Truss EG1 Truss Type ROOF TRUSS Qty 2 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:51:04 1997 Page 1 I 2 -10.0 7 -0-0 10-2 -12 16-1 -4 19-4 -0 23-10-0 26-6 -3 I 2- 10.0 4-2-0 3-2 -12 5- 10-8 3-2 -12 4 -6-0 2 -8-3 5.00 [ 4x6 = 3x4 = 3x4 = 4x6 = 4 5 c4 3x6' 3x6 . / 1 ►: 12 11 10 9 3x4= 13 3x12 = 3x4 = 3x12 = 8 3x8 n 4x6 = 3x8 11 • I 2 -6-0 2 - -0 7 -0-0 I 13-2-0 19-4 -0 23-10-0 ?48-(1 I I 2-6-0 0-4-0 4-2 -0 6-2 -0 6-2-0 4-6-0 0-10-0 Plate Offsets (X,Y): [8:0 -2- 12,0 -3- 4],[9:0- 3- 0,0 -1- 8],[12:0- 5- 0,0 -1- 8],[13:0 -2- 12,0 -2 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) Udell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.63 Vert(LL) 0.09 11 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.51 Vert(TL) 0.17 11 999 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.03 8 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 149 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D 'Except* TOP CHORD Sheathed or 2 -5 -6 on center purlin spacing, 3 -6 2 X 4 SYP SS except end verticals. BOT CHORD 2 X 6 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center bracing. WEBS 2 X 4 SYP No.3 Except: 1- 13:6 -3 -0, 12- 13:6 -3 -0, 11- 12:5 -8 -3, 10- 11:5 -10 -5, OTHERS 2 X 4 SYP No.3 9- 10:5 -10 -5. REACTIONS (lbs/size) 13= 2446/0 -8-0, 8= 2219/0 -8 -0 Max Horz 13= 280(load case 3) Max Uplift 13=- 1497(load case 4), 8=- 1327(load case 4) FORCES TOP CHORD 1 -2 =389, 2 -3= -2644, 3 -4= -2439, 4 -5= -3317, 5 -6= -2395, 6 -7= -2595, 7 -8= -2175 BOT CHORD 8 -9 =0, 9-10 =3210, 10 -11 =3210, 11 -12 =3232, 12 -13= -354, 1 -13= -354 WEBS 2 -13= -2375, 2 -12 =2928, 3 -12 =592, 4 -12= -1091, 4 -11 =124, 5 -11 =154, 5 -9= -1124, 6 -9 =564, 7 -9 =2488 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead toad and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Except as shown below, special connection(s) required to support concentrated load(s). Design of connection(s) is delegated to the building designer. 3) Provide adequate drainage to prevent water ponding. 4) Studs to be fastened with 2x3 M20 plates. 5) This truss has been designed with ANSI /TPI 1 -1995 criteria. 6) For truss to truss connections refer to attached Hanger Sheets. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (Ibs per ft) r Vert:1 -2= -90.0, 2 -3= -90.0, 3 -4 =- 146.3, 4 -5 =- 146.3, 5 -6 =- 146.3, 6 -7= -90.0, 8 -9= -20.0, 9 -10= -32.5, 10- 11= -32.5, 11- 12= -32.5, 12 -13= -20.0, 1- 13 = -20.0 . 4 Concentrated Loads (Ibs) , • / i off 091 Vert:7 =- 301.4, 9 =- 325.2, 12= -576.9 JAN 2 2 1997 MAHMODU ZOLFAGHARI, P.E. Job 8340 Truss E2 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:29:27 1997 Page 1 2 -10.0 9-0-0 13-2 -0 17 -4 -0 23-6-0 26-4-0 { { 2-10-0 6-2 -0 4 -2 -0 4-2 -0 6-2 -0 2 -10-0 4x6 = 3x4 = 4x6 = 5.00p 3 4 5 3x4 % 3x4 2 6 1 '3 11 10 9 ► =� 7 3x4 = 3x 11 4x8 = 3x4 = 4x8 = 3x611 3x4 = I 2 -6-0 2-19 -0 9-0-0 I 17 -40 23 23 -0 26 - i 2 -6-0 0-4-0 6-2 -0 8-4-0 6-2 -0 0-4-0 2 -6-0 Plate Offsets (X,Y) [1:0- 0- 4,0 -1- 11],[7:0 -0- 12,0 -1- 11],[8:0 -2- 12,0 -2- 8],[12:0 -2- 12,0 -2 -8] • LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.48 Vert(LL) 0.09 10/9 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.43 Vert(TL) 0.16 10/9 999 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.01 8 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 138 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4 -4 -5 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 1- 12:6 -3 -0, 11- 12:6 -3 -0, WEBS 2 X 4 SYP No.3 10- 11:6 -3 -0, 9- 10:6 -3 -0, 8- 9:6 -3 -0, 7- 8:6 -3 -0 on center bracing. REACTIONS (Ibs/size) 12= 1456/0 -8 -0, 8= 1456/0 -8 -0 Max Horz 12= 367(Ioad case 3) Max Uplift 12=- 892(load case 4), 8=- 892(load case 4) FORCES TOP CHORD 1 -2 =369, 2 -3= -1216, 3 -4= -1123, 4 -5= -1123, 5 -6= -1216, 6 -7 =369 BOT CHORD 7- 8 = -333, 8 -9= -333, 9 -10 =1317, 10 -11 =1317, 11- 12 = -333, 1- 12 = -333 WEBS 2 -12= -1365, 2 -11 =1492, 3 -11 =2, 4 -11= -269, 4 -9= -269, 5 -9 =2, 6 -9 =1492, 6 -8= -1365 NOTES 1) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard r JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. • Job 8340 Truss E3 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:29:35 1997 Page 1 2 -10-0 6-11 -9 11-0-0 15-4-0 19-4-7 23 26 ` 2 -10-0 4-1-9 4-0-7 4-4-0 4-0-7 4-1 -9 2 -10-0 4x8 = 4x6 = 4 5 - 5.00p r- 4x6 c 4x6 a 3 6 2x4 it 2x4 n 2 7 is 1 ►'' 12 11 10 ►'' 8 3x4 = 5 _ 3x4 = 3x4 = 3x8 = 5:6= 3x4 = 2-6-0 2 - 11 -0-0 I 15-4-0 I 23-6-0 23 26-4-0 1 I 2 -6-0 0-4-0 8-2-0 4-4-0 8-2-0 0-4-0 2 -6-0 Plate Offsets (X,Y): [1:0- 0- 4,0 -1- 11],[4:0- 2- 4,0 -1- 12],[8:0 -0- 12,0 -1- 11],[9:0- 0- 0,0 -3- 4],[13:0- 0- 0,0 -3 -4] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) Udefl PLATES GRIP TCLL 30.0. Plates Increase 1.33 TC 0.32 Vert(LL) 0.08 11/10 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.71 Vert(TL) 0.14 13/12 999 BCLL • 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.03 9 n/a BCDL 10.0 Code SFBC Min Length / LL defl = 360 Weight: 145 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4 -7 -11 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 1- 13:6 -3 -0, 12- 13:6 -3 -0, WEBS 2 X 4 SYP No.3 11- 12:6 -3 -0, 10- 11:6 -3 -0, 9- 10:6 -3 -0, 8- 9:6 -3 -0 on center bracing. REACTIONS (Ibs /size) 13= 1456/0 -8 -0, 9= 1456/0 -8 -0 Max Horz 13= 444(load case 3) Max Uplift 13=- 892(load case 4), 9=- 892(load case 4) . FORCES TOP CHORD 1 -2 =369, 2 -3 =361, 3 -4= -1163, 4 -5= -1073, 5 -6= -1163, 6 -7 =361, 7 -8 =369 BOT CHORD 8 -9= -333, 9 -10 =1012, 10 -11 =1073, 11 -12 =1073, 12 -13 =1012, 1- 13 = -333 WEBS 2 -13= -342, 3 -13= -1678, 3- 12 =77, 4- 12 =77, 4 -10 =0, 5- 10 =77, 6- 10 =77, 6 -9= -1678, 7 -9= -342 NOTES 1) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard r %, JAN 2 2 1997 MAHMOIJD ZOLFAGHARI, P.E. Job 8340 Truss E4 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T 2 -10-0 7-11-8 13-0-0 s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:29:45 1997 Page 1 1 .4�0 18-4-8 23-10-0 0-4-0 5-0-8 5-5-8 2 -10-0 5-1-8 5-0-8 4x6 = 4 5.0012 4x6 4x6 3 5 Y ,. * t 2x4 i l 2x4 ii 2 6 r. 1 �� g 3x4 = 5x = 6x8 = 3x4 = I 2 -6-0 2110/.0 13-2 -0 23-10-0 1 1 2-6-0 0-4-0 10-4-0 10-8-0 Plate Offsets (X,Y) [1:0- 0- 4,0 -1- 11],[9:0- 0- 0,0 -3 -4] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.43 Vert(LL) 0.18 8/7 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.65 Vert(TL) 0.34 8/7 741 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.03 7 n/a BCDL 10.0 Code SFBC Min Length / LL defl = 360 Weight: 130 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4 -8 -9 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D *Except* except end verticals. 1 -8 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied, or 1- 9:6 -3 -0, 8- 9:6 -3 -0, WEBS . 2 X 4 SYP No.3 7- 8:6 -1 -10 on center bracing. WEBS 1 Row at midpt 9 -3, 5 -7 REACTIONS (Ibs /size) 9= 1489/0 -8 -0, 7= 1125/0 -8 -0 Max Horz 9= 498(load case 3) Max Uplift 9=- 920(load case 4), 7=- 500(load case 4) FORCES TOP CHORD 1 -2 =369, 2 -3 =361, 3 -4= -1092, 4 -5= -1092, 5 -6 = -0, 6 -7= -244 BOT CHORD 7 -8 =1176, 8 -9 =1086, 1- 9 = -333 WEBS 2 -9= -387, 3 -9= -1718, 3- 8 = -95, 4 -8 =381, 5 -8= -206, 5 -7= -1409 NOTES ' 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) This truss has been designed with ANSIITPI 1 -1995 criteria. LOAD CASE(S) Standard r JAN 2 2 1997 MAHMOt10 ZOLFAGHARI, P.E. Job 8340 Truss E5 Truss Type ROOF TRUSS Qty 3 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:29:54 1997 Page 1 1 2 -10-0 1 7-11-8 1 13-2 -0 18-4 -8 23-10-0 1 1 I 2 -10-0 5-1 -8 5.2.8 5-2 -8 5-5-8 4x6 = 4 5.00p ^� 4x6s 4x6 cb 3 I• 2x411 5 : 2x411 2 6 I. 1 9 8= 3x4 = 6x8 = 7 5x6 = 3x4 = 1 2-6-0 2 - 13-2-0 23-10-0 1 1 2-6-0 0-4-0 10-4 -0 10-8-0 Plate Offsets (X,Y) [1:0- 0- 4,0 -1- 11],[9:0- 0- 0,0 -3 -4] LOADING (psi) SPACING 2 -0 -0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.43 Vert(LL) 0.18 an 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.65 Vert(TL) 0.34 8/7 741 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.03 7 n/a BCDL 10.0 Code SFBC Min Length / LL defl = 360 Weight: 130 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4 -8 -9 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D *Except* except end verticals. 1 -8 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied, or 1- 9:6 -3 -0, 8- 9:6 -3 -0, WEBS 2 X 4 SYP No.3 7- 8:6 -1 -10 on center bracing. WEBS 1 Row at midpt 9 -3, 5 -7 REACTIONS (Ibs/size) 9= 1489/0 -8 -0, 7= 1125/0 -8 -0 Max Horz 9= 498(Ioad case 3) Max Uplift 9=- 920(Ioad case 4), 7=- 500(load case 4) FORCES TOP CHORD 1 -2 =369, 2 -3 =361, 3 -4= -1092, 4 -5= -1092, 5 -6 =0, 6 -7= -244 BOT CHORD 7 -8 =1176, 8 -9 =1086, 1- 9 = -333 WEBS 2 -9= -387, 3 -9= -1718, 3- 8 = -95, 4 -8 =381, 5 -8= -206, 5 -7= -1409 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard I L JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. • Job 8340 Truss E6 Truss Type ROOF TRUSS Qty 4 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:30:04 1997 Page 1 -2 -8-3 5.5-8 1 10-8 -0 15-10-8 20-5-0 1 1 2-8-3 5-5-8 5-2 -8 5-2 -8 4-6-8 4x6 = 4 • 5.00 r 4x6 ; 4x6 3 5 6 2x4 11 2x4 11 r r 2 6 E In ,-- . L] 1 8 5x6 = 6x8 = 3x4 = 1 0 -101 10-8 -0 20-5-0 1 1 0-10 -0 10-8-0 9-9-0 Plate Offsets (X,Y) [1:0- 0- 0,0 -3 -8] LOADING (psf) SPACING 2 - - CSI DEFL (in) (loc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.48 Vert(LL) 0.18 8/7 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.63 Vert(TL) 0.33 1/8 726 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.03 7 n/a BCDL 10.0 Code SFBC Min Length / LL defl = 360 Weight: 127 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4 -7 -13 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 1- 8:5 -9 -11, 7- 8:6 -3 -0 on OTHERS 2 X 4 SYP No.3 center bracing. WEBS 1 Row at midpt 1 -3 REACTIONS (Ibs/size) 1= 1408/0 -8 -0, 7= 1107/0 -2 -8 Max Horz 1= 475(load case 3) Max Uplift 1 =- 855(load case 4), 7=- 512(load case 4) FORCES TOP CHORD 1 -2= -545, 2 -3 =0, 3 -4= -1056, 4 -5= -1056, 5 -6 =0, 6 -7= -203 BOT CHORD 7 -8 =1018, 1 -8 =1149 WEBS 1 -3= -1376, 3 -8= -213, 4 -8 =353, 5- 8 = -52, 5 -7= -1300 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Studs to be fastened with 2x3 M20 plates. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) r • 1) Lumber Increase =1.33, Plate Increase =1.33 / y $0-4 Uniform Loads (Ibs per ft) Vert:2 -3= -90.0, 3 -4= -90.0, 4 -5= -90.0, 5 -6= -90.0, 7 -8= -20.0, 1 -8= -20.0 Concentrated Loads (Ibs) JAN 2 2 1997 ` Vert:2= -301.4 MAHMOUO ZOLFAGHARI, P.E. Job 8340 Truss E7 Truss Type ROOF TRUSS Qty 13 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:30:13 1997 Page 2 -10-0 7 -11 -8 13.2.0 18-4 -8 22 -11 -0 1 2 -10-0 5-1 -8 5-2-8 5-2-8 4.6.8 4x6 = 4 5.0012 4x6 4x6 3 5 «cddd 2x4 I 2x4 11 2 6 i r y 1 8 3x4 = 9 7 __ 5x6 = 6x8 3x4 = I 240 2 13-2-0 22 -11-0 1 1 2-6-0 0-4-0 10-4-0 9-9-0 Plate Offsets (X,Y) [1:0-0-4,0-1-11], [9:0-0-0,0-3-4] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.39 Vert(LL) 0.16 8/7 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.65 Vert(TL) 0.29 9/8 812 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.03 7 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 126 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4 -11 -11 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D 'Except* except end verticals. 1 -8 2 X 4 SYP SS BOT CHORD Rigid ceiling directly applied, or 1- 9:6 -3 -0, 8- 9:6 -3 -0, WEBS 2 X 4 SYP No.3 7- 8:6 -3 -0 on center bracing. WEBS 1 Row at midpt 9 -3 REACTIONS (Ibs /size) 9= 1439/0 -8 -0, 7= 1073/0 -2 -8 Max Horz 9= 489(load case 3) Max Uplift 9=- 896(Ioad case 4), 7=- 478(load case 4) FORCES TOP CHORD 1 -2 =369, 2 -3 =361, 3 -4= -995, 4 -5= -995, 5 -6 =0, 6 -7= -203 BOT CHORD 7 -8 =975, 8 -9 =1013, 1- 9 = -333 WEBS 2 -9= -387, 3 -9= -1631, 3 -8= -116, 4 -8 =306, 5- 8 = -70, 5 -7= -1246 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 22.1 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard j ' JAN 2 2 1997 MAHMOUD ZOLFAGIIARI, P.E. Job ■ 8340 Truss E8 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:30:22 1997 Page 1 4-6-8 9-7 -0 9 14 -11 -8 20-5-0 23-1-3 1 4-6-8 5-0-8 0-4-0 5-0-8 5-5-8 2-8-3 4x6 = 5.00p 4 ►� 4x6 4x6 M 3 1.1 5 k• 2x4ii 6 2 2x4 II 6 _` - — e NI - 1 6x8 = 3x4 = 5x6 i = 9-9-0 20 -5-0 1 -30 9-9-0 10-8-0 0-10-0 Plate Offsets (X,Y): [7:0-0-0,0-3-8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I /deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.53 Vert(LL) 0.18 8/7 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.63 Vert(TL) 0.33 8/7 726 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.03 7 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 127 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4 -7 -13 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 1- 8:6 -3 -0, 7- 8:6 -0 -2 on OTHERS 2 X 4 SYP No.3 "Except* center bracing. B3 2 X 4 SYP No.2D WEBS 1 Row at midpt 5 -7 REACTIONS (Ibs /size) 1= 1107/0 -2 -8, 7= 1408/0 -8 -0 Max Horz 1=- 165(load case 2) Max Uplift 1=- 577(load case 4), 7=- 958(load case 4) FORCES TOP CHORD 1 -2= -203, 2 -3 = -0, 3 -4= -1057, 4 -5= -1057, 5 -6 = -0, 6 -7= -545 BOT CHORD 7 -8 =1150, 1 -8 =1013 WEBS 1 -3= -1300, 3- 8 = -52, 4 -8 =353, 5 -8= -213, 5 -7= -1377 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Studs to be fastened with 2x3 M20 plates. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. r LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Vi>401/47.1. Uniform Loads (Ibs per ft) Vert:2 -3= -90.0, 3 -4 =- 90.0, 4 -5= -90.0, 5 -6= -90.0, 7 -8= -20.0, 1 -8= -20.0 Concentrated Loads (Ibs) JAN 2 2 1997 Vert:6= -301.4 MAHMOUR ZOLFAGHARI, P.E. Job 8340 Truss E9 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE (BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:48:02 1997 Page 1 7-7-0 11 -11 -0 16-1 -2 20-5 -0 23-1-3 F i I 7-7-0 4 -4 -0 4-2-2 4-3-14 2-8-3 5.00 1 4x8 = 4x6 = 3 4 E 4x6 5 3x4 s ' 2 2x4 n 6 9 87 3x4 = 6x8 = 2x4 11 5x6 = I 7 -7 -0 I 11 -11 -0 20-5-0 p1-3-0 i 7 - - 4-4 -0 s-6-0 0-10-0 Plate Offsets (X,Y): ]3:0 -2- 4,0-1- 12],17:0- 0- 0,0 -3 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.72 Vert(LL) 0.08 9/8 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.43 Vert(TL) 0.15 8/7 999 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.02 7 n/a BCDL 10.0 Code SFBC Min Length / LL def = 360 Weight: 129 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D *Except' TOP CHORD Sheathed or 3 -6 -8 on center purlin spacing, 2 -3 2 X 4 SYP SS except end verticals. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center bracing. WEBS 2 X 4 SYP No.3 Except: 8- 9:6 -3 -0, 7- 8:6 -3 -0. OTHERS 2 X 4 SYP No.3 *Except* B3 2 X 4 SYP No.2D REACTIONS (Ibs/size) 1= 1107/0 -2 -8, 7= 1408/0 -8 -0 Max Horz 1=- 154(load case 2) Max Uplift 1=- 577(Ioad case 4), 7 =- 958(load case 4) FORCES TOP CHORD 1 -2= -1033, 2 -3= -1171, 3 -4= -1126, 4 -5= -1221, 5 -6 =0, 6 -7= -494 BOT CHORD 7 -8 =1148, 8 -9 =1081, 1 -9 =0 WEBS 2 -9 =1109, 3 -9= -129, 3 -8 =68, 4 -8 =93, 5- 8 = -27, 5 -7= -1417 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Provide adequate drainage to prevent water ponding. 3) Studs to be fastened with 2x3 M20 plates. 4) This truss has been designed with ANSI /TPI 1 -1995 criteria. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (Ibs per ft) Vert:2 -3= -90.0, 3 -4= -90.0, 4 -5= -90.0, 5 -6= -90.0, 7 -8= -20.0, 8 -9= -20.0, 1 -9= -20.0 Concentrated Loads (Ibs) Vert:6= -301.4 Z,,,,,4*,.."Zpiefrn* JAN 2 2 1997 MAHMODU ZOLFAGHARI, P.E. Job 8340 Truss E10 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 16:51:10 1997 Page 1 I 6-6-0 I 10-8-0 14-10-0 21 -4-0 24-0-3 I I I I 6-6-0 4 -2 -0 4-2-0 6-6-0 2-8-3 5.00p 4x6 = 3x4 = 4x6 = 3 4 5 3x4: 3x4 2 6 i f Zr I Y gg Y 1 �'1 Y i 10 9 8 i =i 1 3x4 = 4x8 = 7 2 x 4 11 4x8 = 3x8 11 6-6-0 I 14-10-0 21 -4 -0 ?2 -2-9 I I 6-6-0 8-4-0 6-6-0 0-10-0 Plate Offsets (X,Y): (7:0- 3- 8,0 -3 -4) LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) 1/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.85 Vert(LL) 0.09 10/9 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.49 Vert(TL) 0.17 10/9 999 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.02 7 n/a BCDL 10.0 Code SFBC Min Length / LL dell = 360 Weight: 130 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 2 -10 -5 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 10 -00-00 on center bracing. OTHERS 2 X 4 SYP No.3 *Except' Except: 8- 9:6 -2 -15, 9- 10:6 -2 -15. B2 2 X 4 SYP No.2D REACTIONS (Ibs/size) 1= 1157/0 -8 -0, 7= 1459/0 -8 -0 Max Horz 1=- 119(load case 2) Max Uplift 1 =- 601(load case 4), 7 =- 987(Ioad case 4) FORCES TOP CHORD 1 -2= -1094, 2 -3= -1402, 3 -4= -1294, 4 -5= -1294, 5 -6= -1402, 6 -7= -1395 BOT CHORD 7 -8 =0, 8 -9 =1488, 9 -10 =1488, 1 -10 =0 WEBS 2- 10=1321, 3- 10=65, 4 -10= -269, 4 -8= -269, 5 -8 =65, 6 -8 =1321 NOTES 1) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) Provide adequate drainage to prevent water ponding. 3) Studs to be fastened with 2x3 M20 plates. 4) This truss has been designed with ANSI /TPI 1 -1995 criteria. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (Ibs per ft) • Vert:2 -3= -90.0, 3 -4= -90.0, 4 -5= -90.0, 5 -6= -90.0, 7 -8= -20.0, 8 -9= -20.0, 9 -10= -20.0, 1 -10= -20.0 Concentrated Loads (Ibs) Vert:6= -301.4 f i '1' • JAN 22 1 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss K1 Truss Type ROOF TRUSS Qty 15 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:33:03 1997 Page 1 3-1 -0 6-2-0 { 3-1 -0 5.01 r12 4x6 2 3 -1 -0 = c il 0L-64 �cx1011 3x101 2x411 1 3 3x4 = 3x4 = 1 0 - 3-1 -0 i 5-11.0 1 62.0 0 - 3 - 0 2-10-0 2 -10-0 0-3-0 Plate Offsets (X,Y) [1:0- 0- 0,0 -2- 1],[3:0- 0- 8,0 -2 -1] — LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code SFBC CSI TC 0.12 BC 0.07 WB 0.02 DEFL (in) (loc) I /defl Vert(LL) 0.00 4 999 Vert(TL) 0.01 4 999 Horz(TL) 0.00 3 n/a Min Length / LL defl = 360 PLATES GRIP M20(20ga) 249/190 Weight: 36 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 1- 4:6 -3 -0, 3- 4:6 -3 -0 on WEBS 2 X 4 SYP No.3 center bracing. OTHERS 2 X 8 SYP SS WEDGE . Left: 2 X 8, Right: 2 X 8 REACTIONS (Ibs /size) 1= 315/0 -8 -0, 3= 315/0 -8 -0 Max Horz 1=- 19(Ioad case 2) Max Uplift 1=- 162(load case 4), 3=- 162(load case 4) FORCES TOP CHORD 1- 2 = -340, 2- 3 = -340 BOT CHORD 3 -4 =301, 1 -4 =301 WEBS 2 -4 =57 NOTES 1) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ' ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard r Z JAN 2 2 1997 MAHMOLID ZOLFAGHARI, P.E. Job 8340 Truss K2 Truss Type ROOF TRUSS Qty 3 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:33:09 1997 5-0-0 10-0-0 Page 1 5-0-0 5-0-0 4x6 = 5.00 12 2 L - Z I , • Al 3x4 % x4 4 4x6 II _ . C 3.00 �12 3x6 l% 3 3x6 /1 ` 5-0-0 5-0-0 5-0-0 Plate Offsets (X,Y) [1:0- 3- 8,0 -1 -3], [3:0- 4- 6,0 -1 -3] LOADING (psi) SPACING 2 -0 -0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.39 Vert(LL) 0.03 4 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.22 Vert(TL) 0.06 4 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.04 3 n/a BCDL 10.0 Code SFBC Min Length / LL defl = 360 Weight: 42 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4 -7 -6 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 1- 4:6 -3 -0, 3- 4:6 -3 -0 on WEBS 2 X 4 SYP No.3 center bracing. SLIDER Left 2 X 4 No.2D SYP 1- 11 -12, Right 2 X 4 No.2D SYP 1 -11 -12 REACTIONS (Ibs /size) 1= 518/0 -8 -0, 3= 518/0 -8 -0 Max Horz 1= 32(Ioad case 3) Max Uplift 1=- 26€(load case 4), 3=- 266(load case 4) FORCES TOP CHORD 1- 2= -1052, 2- 3 = -1052 BOT CHORD 3 -4 =958, 1 -4 =958 WEBS 2 -4 =559 NOTES 1) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard r , "0.71* ,IAN 2 2 1997 MAHNIOUD ZOLFAGHARI, P.E. Job 8340 ti 0 N Truss K3 DECO TRUSS COMPANY INC. LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 1 -38-0 0-8-0 Truss Type ROOF TRUSS -3-11 -0 3-11.0 -3.0 -0 3-0-0 Plate Offsets (X,Y) [1:0- 3- 0,0- 2- 0],[3:0 -5- 11.0 -1 -13] SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code SFBC CSI TC 0.97 BC 0.41 WB 0.31 (Matrix) 5-3-0 5-3-0 5-3-0 5-3-0 Qty 2 Ply 1 3.000 BLUM RESIDENCE ( BLUM BLDR.) DWH 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:33:18 1997 Page 1 5x6 = 2 9-4 -0 4-1 -0 3 5.00 12 111 � gC � 4 'W 5x6 = �• 1 ►5 4x6 9.4-0 4 -1 -0 4x6 DEFL (in) (loc) l/defl Vert(LL) 0.31 1 494 Vert(TL) 0.56 1 269 Horz(TL) 0.22 3 n/a Min Length / LL deft = 360 PLATES GRIP M20(20ga) 249/190 Weight: 64 (Ibs) LUMBER TOP CHORD 2 X 6 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 *Except* W52X8SYPSS LBR SCAB 2 -5 2 X 6 SYP X No.2D one side WEDGE Left: 2 X 4 SLIDER Right 2 X 4 No.2D SYP 2 -5 -5 REACTIONS (Ibs /size) 5= 950/0 -8 -0, 3= 784/0 -2 -8 Max Horz 5= 132(load case 3) Max Uplift 5=- 388(load case 4), 3=- 367(Ioad case 4) FORCES TOP CHORD 1- 2= -1937, 2- 3= -2197, 1 -5= -284 BOT CHORD 3 -4 =1909, 1 -4 =1912 WEBS 2 -4 =1014 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 2. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 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) Studs to be fastened with 2x3 M20 plates. 5) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard BRACING TOP CHORD Sheathed or 1 -7 -9 on center purlin spacing. BOT CHORD Rigid ceiling directly applied, or 1- 4:6 -3 -0, 3- 4:6 -3 -0 on center bracing. �, vt JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss P1 Truss Type PIGGYBACK Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:33:25 1997 Page 1 2 -5-8 4 -11 -0 9 2 -5-8 5.01 i12 3x4 2 -5-8 NOTE: FOR CONNECTION, REFER TO = PIOGY —BACK DETAIL SHEEP ATTACHED. • W Ic3 d 1 3 2x4 = 2x4 = 1-1-4 3-9-12 4.11 -0 1 -1 -4 2-8-8 1 -1 -4 Plate Offsets (X,Y) [2:0- 0- 0,0 -0 -14] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress lncr YES Code SFBC CSI TC 0.03 BC 0.04 WB 0.00 DEFL (in) (loc) I/defl Vert(LL) 0.00 1/3 999 Vert(TL) 0.00 1/3 999 Horz(TL) 0.00 3 n/a Min Length / LL deft = 360 PLATES GRIP M20(20ga) 249/190 Weight: 13 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 1- 3:6 -3 -0 on center bracing. REACTIONS (lbs/size) 1= 143/0 -2 -8, 3= 143/0 -2 -8 Max Horz 1=- 14(load case 2) Max Uplift 1=- 154(load case 4), 3=- 154(load case 4) FORCES TOP CHORD 1- 2 = -140, 2- 3 = -140 BOT CHORD 1 -3 =127 NOTES 1) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 2) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard r i JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss CJ12 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:28:27 4 -0-1 9-2-5 12 -8-12 1997 Page 1 4-0-1 5-2-4 3-6-7 2x4 11 3.54 p 4 3x4 3 2 3x4 v 2 • 1 501 3x4 = 7 6 3x4 = 3x6 1 1 3x4 = 3-6-7 14 -0-1 1 9-2 -5 12-8-12 3 &7 0-5-11 5-2 -4 3-6-7 Plate Offsets (X,Y) [1:0- 0- 4,0- 2- 0],[7:0 -2- 12,0 -2 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.85 Vert(LL) 0.04 1 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.49 Vert(TL) 0.07 1 999 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(TL) -0.01 5 n/a BCDL 10.0 Code SFBC Min Length / LL defl = 360 Weight: 68 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5 -0 -13 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 1- 7:6 -3 -0, 6- 7:6 -3 -0, 5- 6:6 -3 -0 on center bracing. REACTIONS (Ibs /size) 7= 1089/0 -11 -5, 5= 426/0 -2 -8, 6= 900/0 -11 -5 Max Horz 7= 347(load case 2) Max Uplift 7=- 1047(load case 2), 5=- 320(load case 2), 6=- 567(load case 2) FORCES TOP CHORD 1 -2 =774, 2 -3 =187, 3- 4 = -114, 4 -5= -402 BOT CHORD 5- 6 = -72, 6- 7 = -674, 1- 7 = -674 WEBS 2- 7 = -959, 2 -6 =623, 3- 6 = -885, 3 -5 =97 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 4. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) r 1) Lumber Increase =1.33, Plate Increase =1.33 � Trapezoidal Loads (lbs per ft) j � � Vert:1= 0.0- to -2 =- 186.6, 2 =- 93.3- to -3 =- 212.4, 3 =- 212.4- to -4 =- 286.4, 5 =- 63.6 -to -6= -47.2, 6 =- 47.2 -to -7= -20.7, 1= 0.0 -to -7= -41.4 JAN 2 2 1997 MAHMOLID 7 -OLFAGHARI, P.E. Job 8340 Truss CJ12A Truss Type ROOF TRUSS Qty 2 Ply 1 BLUM RESIDENCE ( BLUM BLOR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:56:58 1997 Page 1 ` 3-2 -12 6-1 -9 12 -8-12 { 3-2 -12 2- 10-13 6-7-3 2x4 11 3.54 1 2 4 p 3x8 M c? v 3x4 2 3 9 . O — 1 7 5 0 3x4 = 2x4 11 6 3x8 = 5x6 = I 3-2 -12 5-7-14 -1 -9 12-8-12 I I 3-2 -12 2 -5-3 0-5-11 6-7-3 Plate Offsets (X,Y): 1:0- 0- 8,0- 2- 0J,(5:0- 2- 4,0 -1- 8],[6:0- 2- 0,0 -3 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) 1/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.92 Vert(LL) 0.16 1 471 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(TL) 0.29 1 257 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) -0.02 5 n/a BCDL 10.0 Code SFBC Min Length / LL dell = 360 Weight: 65 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Sheathed or 2 -6 -10 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 1- 7:4 -4 -11, 6- 7:3 -4 -12, 5- 6:2 -9 -1 on center bracing. WEBS 1 Row at midpt 3 -5 REACTIONS (Ibs/size) 6= 3285/0 -11 -5, 5 =- 65/0 -2 -8 Max Horz 6= 347(load case 2) Max Uplift 6=- 2886(load case 2), 5=- 65(load case 1) Max Vert 6= 3285(load case 1), 5= 215(load case 3) FORCES TOP CHORD 1 -2 =1985, 2 -3 =2968, 3- 4 = -190, 4- 5 = -674 BOT CHORD 5 -6=- 2761, 6-7= -1831, 1- 7 = -1831 WEBS 2 -7 =98, 2 -6= -1003, 3 -6= -2691, 3 -5 =2901 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 4. 2) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 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) This truss has been designed with ANSI/7P! 1 -1995 criteria. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Concentrated Loads (Ibs) Vert:1= -500.0 Trapezoidal Loads (Ibs per ft) r Vert:1= 0.0- to -2 =- 150.8, 2 =- 150.8- to -3 =- 284.0, 3=- 142.0- to -4 =- 286.4, 5 =- 63.6 -to -6= -31.6, 6 =- 63.2 -to -7= -33.5, 1 =0.0 -to-7= -33.5 • .' ,/ , JAN 2 2 1997 MAHMOIJD ZOLFAGHARI, P.E. • Job 8340 Truss CJ9 Truss Type ROOF TRUSS Qty 7 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:28:46 1997 Page 1 ` 4 -0-1 9-10-13 { 4- 0-1 9-10-12 2x4 I I 3.54112 3 3x4 M 2 N OL _ • r 3x4 = 5 4 3x6 11 3x4 = I 36-7 4 -0.1 9-9-13 9-1 &13 • I 36-7 0-5-11 5-9-12 0-1-0 Plate Offsets (X,Y): [1:0-0-4,0-2-0], [4:0-2-8,0-2-8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) Udefl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.72 Vert(LL) 0.04 1 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.55 Vert(TL) 0.07 1 908 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.01 5 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 47 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5 -0 -7 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 1- 4:6 -3 -0, 4- 5:6 -3 -0 on center bracing. REACTIONS (Ibs /size) 4= 1176/0 -11 -5, 5= 370/0 -2 -8 Max Horz 4= 274(load case 2) Max Uplift 4=- 1144(Ioad case 2), 5=- 211(load case 2) FORCES TOP CHORD 1 -2 =779, 2 -3 =125, 3- 5 = -442 BOT CHORD 1 -4 =-678, 4 -5= -678 WEBS 2 -5 =699, 2- 4 = -1036 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 3. 2) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from • hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C . (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (Ibs per ft) Z Vert:1= 0.0- to -2 =- 187.8, 2 =- 93.9- to -3 =- 222.8, 1= 0.0 -to -4= -41.8, 4 =- 20.9 -to -5= -49.5 JAN 2 2 1997 MAHMOUD ZOLFAGIIAHI, P.E. Job 8340 Truss CJ9A Truss Type ROOF TRUSS Qty 2 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:28:55 1997 Page 1 4-0-1 6-7 -3 9-10-13 E 1 4-0-1 2 -7 -2 3-3-10 2x4 11 _ 3.54 4 3x4 3 M t1') 3x4 2 = or Y I �� • Y 1 III 54 3x4 = 3x4 - 6 3x6 11 3x4 = 3-6-7 -1 6-7 -3 9-10-13 F 4-0 i I I 3-6-7 0-5-11 2-7-2 3-3-10 Plate Offsets (X,Y) [1:0-0-4,0-2-0], [7:0-2-12,0-2-8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) Udefl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.29 Vert(LL) 0.03 1 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.37 Vert(TL) 0.06 1 999 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.00 5 n/a BCDL 10.0 Code SFBC Min Length / LL defl = 360 Weight: 52 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 5 -6 -0 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 1- 7:6 -3 -0, 6- 7:6 -3 -0, 5- 6:6 -3 -0 on center bracing. REACTIONS (Ibs /size) 7= 899/0 -11 -5, 5= 232/0 -2 -8, 6= 416/0 -11 -5 Max Horz 7= 274(load case 2) Max Uplift 7=- 987(load case 2), 5=- 146(Ioad case 2), 6=- 226(load case 2) FORCES TOP CHORD 1 -2 =779, 2 -3 =207, 3- 4 = -79, 4- 5 = -281 BOT CHORD 5-6= -155, 6- 7 = -678, 1- 7 = -678 WEBS ' 2- 7 = -821, 2-6 =594, 3- 6 = -599, 3 -5 =191 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 4. 2) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) r 1) Lumber Increase =1.33, Plate Increase =1.33 Trapezoidal Loads (Ibs per ft) •' , . Vert:1= 0.0- to -2 =- 187.7, 2 =- 93.8- to -3 =- 153.7, 3 =- 153.7- to -4 =- 222.7, 5 =- 49.5 -to -6= -34.2, j /' 6 =- 34.2 -to -7= -20.9, 1= 0.0 -to -7= -41.8 JAN 2 2 1997 MANMOUD ZOLFAGHARI, P.E. Job 8340 Truss JG9 Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE (BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 16:59:39 1997 Page 1 4-4 -0 9-0-0 4 -4 -0 4 -8-0 2 x 4 11 3 5.001 • 3x6 M 2 M iii40000.-111 ■ CT' •• 1 „ 4 =; 3x4 = 5 3x4 = 3x6 11 4-0-0 g-4 -9 9-0-0 1 1 4-0-0 0-4 -0 4 -8-0 Plate Offsets (X,Y): [1:0 -0- 4,0-1- 11],[5:0- 2- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I /deg PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.57 Vert(LL) 0.06 1 828 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.53 Vert(TL) 0.12 1 452 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) -0.01 4 n/a BCDL 10.0 Code SFBC Min Length / LL dell = 360 Weight: 45 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 4 -4 -5 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 1- 5:4 -5 -6, 4- 5:4 -5 -6 on center bracing. REACTIONS (Ibs/size) 5 =1975/0 -8 -0, 4=- 511/0 -2 -8 Max Herz 5= 299(Ioad case 3) Max Uplift 5=- 1607(load case 3), 4=- 511(load case 1) Max Vert 5= 1975(load case 1), 4= 413(Ioad case 2) FORCES TOP CHORD 1 -2 =1782, 2 -3 =0, 3- 4 = -196 BOT CHORD 4 -5= -1620, 1 -5= -1620 WEBS 2 -5= -1887, 2 -4 =1786 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 3. 2) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 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) This truss has been designed with ANSI /TPI 1 -1995 criteria. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (lbs per ft) Vert:1 -2= -90.0, 2- 3= -90.0, 4- 5= -20.0, 1 -5= -20.0 Concentrated Loads (Ibs) Vert:1= -500.0 I 4 Z,40.1 4 7 1. JAN 2 2 1997 MAHMOUD TOLFAGNARI, P.5. Job 8340 Truss J9 Truss Type ROOF TRUSS Qty 8 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY • INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:32:50 1997 Page 1 4-4-0 9-0-0 4-4-0 4-8-0 2x4 II 5.00 171 3 3x4 co 2 1111111111111111111II■ 1: in 1 40 ISZall 3x4 = 5 3x4 = 3x6 I I 4-0-0 1-4 -9 9-0-0 I 4-0-0 0-4-0 4 8-0 Plate Offsets (X,Y): [1:0-0-0,0-2-1], [5:0-2-12,0-2-8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) 1/dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.34 Vert(LL) 0.03 1/5 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.38 Vert(TL) 0.05 1/5 973 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) -0.00 4 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 44 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 1- 5:6 -3 -0, 4- 5:6 -3 -0 on center bracing. REACTIONS (Ibs/size) 5= 969/0 -8 -0, 4=- 6/0 -2 -8 Max Horz 5= 299(load case 3) Max Uplift 5=- 934(load case 3), 4=- 6(load case 1) Max Vert 5= 969(load case 1), 4= 74(load case 2) FORCES TOP CHORD 1 -2 =582, 2 -3 = -0, 3- 4 = -196 BOT CHORD 4 -5= -529, 1- 5 = -529 WEBS 2 -5= -881, 2 -4 =583 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 3. 2) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. r LOAD CASE(S) Standard "'Al JAN 2 1997 (MAIIMOUD ZOLFAGHARI, P.E. • Job 8340 Truss J9A Truss Type ROOF TRUSS Qty 8 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:32:57 1997 Page 1 2 -10-0 9-0-0 2 -10-0 6-2 -0 2x4 11 5.00p 3 c? co c?— 3x4 2 No-MI Ei 3x4 = 5 4 2x4 11 3x4 = 2 -6-0 2 8-11 -0 9-ft0 I 2 -6-0 0-4-0 6-1 -0 0-1 -0 Plate Offsets (X,Y) [1:0- 0- 0,0 -2 -1] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) Udell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.44 Vert(LL) 0.02 1/4 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.44 Vert(TL) 0.03 4/5 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) -0.00 5 n/a BCDL 10.0 Code SFBC Min Length / LL deft = 360 Weight: 46 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 1- 4:6 -3 -0, 4- 5:6 -3 -0 on center bracing. REACTIONS (Ibs /size) 4= 721/0 -8 -0, 5= 243/0 -2 -8 Max Horz 4= 299(Ioad case 3) Max Uplift 4=- 582(load case 3), 5=- 172(Ioad case 3) Max Vert 4= 721(load case 1), 5= 265(load case 5) FORCES TOP CHORD 1 -2 =369, 2 -3 =0, 3- 5 = -263 BOT CHORD 1- 4 = -333, 4 -5= -333 WEBS 2 -5 =342, 2- 4 = -633 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 3. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C ' (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) This truss has been designed with ANSIITPI 1 -1995 criteria. r LOAD CASE(S) Standard r,,,,,„„ei„.00/0.71* JAN 2 2 1997 MAHMOIJD ZOLFAGHARI, P.E. Job 8340 Truss J7 Truss Type ROOF TRUSS Qty 23 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:32:11 1997 Page 1 � 2 -10-0 7 -0-0 � --I 2-10-0 4-2 -0 5.00 1 i :1 co 2x4 II 2 V7 M ii R 1 3x4 = r1 ', pm. 5 2x4 11 � 2-6-0 3 -10.? 7 -0-0 I 2 -6-0 0-4 -0 4 -2 -0 Plate Offsets (X,Y): [1:0- 0- 0,0 -2 -1] LOADING (pst) SPACING 2 -0 -0 CSI DEFL (in) (loc) l/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.20 Vert(LL) 0.01 1/5 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.16 Vert(TL) 0.02 1/5 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 4 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL defl = 360 Weight: 26 (lbs) LUMBER BRACING • TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center WEBS 2 X 4 SYP No.3 bracing. Except: 1- 5:6 -3 -0. REACTIONS (Ibs /size) 5= 511/0 -8 -0, 4= 32/0 -1 -8, 3= 229/0 -1 -8 Max Horz 5= 364(Ioad case 3), 3= 195(load case 1) Max Uplift 5=- 491(Ioad case 3), 3=- 192(load case 3) Max Vert 5= 511(load case 1), 4= 37(load case 3), 3= 229(Ioad case 1) FORCES TOP CHORD 1 -2 =296, 2 -3 =268 BOT CHORD 4 -5 =0, 1- 5 = -195 WEBS 2 -5= -418 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 3. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Non Standard bearing condition. Review required. 4) This truss has been designed with ANSI/TPI 1 -1995 criteria. r LOAD CASE(S) Standard JAN.2. 2 1997 MAHMOUD ZOLFAGHARI, P. E, Job 8340 Truss J7A Truss Type ROOF TRUSS Qty 8 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:32:19 1997 Page 1 2 -10-0 48-0 7-0-0 ` 2-10-0 1-10-0 2 -4-0 _ 5.00x12 4 - 2x4 II :, 3 6 3x4 M 2 M 14 3x4= 6 1.- 110M11 7 6 2x4 I I 3x4 = 2 -fro 3 -lap 4 -8-0 7 -0-0 � I I 2 -6-0 0-4-0 1-10-0 2 -4-0 Plate Offsets (X,Y) [1:0- 0- 0,0 -2 -1) LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.14 Vert(LL) 0.01 1/7 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.14 Vert(TL) 0.01 1/7 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 6 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL defl = 360 Weight: 31 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center WEBS 2 X 4 SYP No.3 bracing. Except: 1- 7:6 -3 -0, 6- 7:6 -3 -0. REACTIONS (Ibs/size) 7= 411/0 -8 -0, 5= 20/0 -1 -8, 6= 165/0 -8 -0, 4= 174/0 -1 -8 Max Horz 7= 350(load case 3), 4= 206(Ioad case 1) Max Uplift 7=- 475(Ioad case 3), 6=- 48(load case 3), 4=- 131(load case 3) FORCES TOP CHORD 1 -2 =358, 2 -3 =246, 3 -4 =257 BOT CHORD 5 -6 =0, 6- 7 = -57, 1- 7 = -262 WEBS 2- 7 = -345, 2 -6 =71, 3- 6 = -175 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 4. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from . hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Non Standard bearing condition. Review required. 4) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard r ;, JAN 22 1997 MAHMOIID ZOLFAGHARI, P.E. Job 8340 J7B DECO TRUSS COMPANY INC. LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss SPACING Plates Increase Lumber Increase Rep Stress Incr Code LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 FORCES TOP CHORD 1- 2 = -182, 2 -3 =90 BOT CHORD 4 -5 =0, 1 -5 =15 WEBS 2 -5 = -15 LOAD CASE(S) Standard Truss Type ROOF TRUSS co U c%) 2x4 I 1 5.00P 2 -0 -0 CSI 1.33 TC 0.31 1.33 BC 0.06 YES WB 0.01 SFBC (Matrix) REACTIONS (lbs/size) 1= 221/0 -2 -8, 3= 199/0 -1 -8, 5= 54/0 -1 -8 Max Horz 1= 38(load case 3), 3= 99(Ioad case 3) Max Uplift 1=- 125(load case 3), 3=- 143(load case 3) 4-6.0 4-6.0 4 -6-0 4 -6-0 Qty 2 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 12:52:48 1997 Page 1 DEFL (in) (loc) 1 /deft Vert(LL) 0.01 5/4 999 Vert(TL) 0.01 1/5 999 Horz(TL) -0.00 5 n/a Min Length / LL deft = 360 PLATES GRIP M20(20ga) 249/190 Weight: 24 (lbs) BRACING TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center bracing. Except: 1- 5:6 -3 -0. NOTES 1) This truss has been checked for unbalanced loading conditions about joint 3. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Non Standard bearing condition. Review required. 4) This truss has been designed with ANSI/TPI 1 -1995 criteria. JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss J7C Truss Type ROOF TRUSS Qty 2 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:32:35 1997 Page 1 4 -4-0 7 -0-0 ` ' 4-4 -0 2 -8-0 5.00 T 3 2x4 11 P' 2 71 u3 i Y 11 1 111110- I 1 5 3x4 = 2x4 11 4-0-0 11-40 7-0-0 ` 4-0-0 0-4-0 2 -8-0 Plate Offsets (X,Y) [1:0- 0- 0,0 -2 -1] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.22 Vert(LL) 0.01 5/4 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.05 Vert(TL) 0.01 1/5 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 1 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL deft = 360 Weight: 26 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center WEBS 2 X 4 SYP No.3 bracing. REACTIONS (Ibs /size) 1= 197/0 -1 -0, 3= 54/0 -1 -8, 5= 504/0 -8 -0, 4= 12/0 -2 -8 Max Horz 3= 160(load case 3), 5= 77(Ioad case 3) Max Uplift 1=- 94(Ioad case 3), 5=- 326(load case 3) FORCES TOP CHORD 1 -2 =93, 2 -3 = -73 BOT CHORD 4 -5 =0, 1 -5 =4 WEBS 2- 5 = -412 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 3. 2) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Non Standard bearing condition. Review required. 4) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard r Z,424*1 JAN 22 1997 MAHM01J0 20LFAGIIARI, P.E. • Job 8340 Truss J7D Truss Type ROOF TRUSS Qty 4 Ply 1 BLUM RESIDENCE (BLUM BLDR.) DWH DECO TRUSS COMPANY INC. -2 -8-3 2-8-3 -0-10-0 0-10 -0 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 17:02:49 1997 Page 1 4-6-0 4-6-0 4-6-0 4 -6-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2 -0-0 1.33 1.33 NO SFBC CSI TC 0.37 BC 0.08 WB 0.03 (Matrix) DEFL (in) (Ioc) I/defl Vert(LL) 0.01 5/4 999 Vert(TL) 0.01 1/5 999 Horz(TL) -0.00 5 n/a Min Length / LL deft = 360 PLATES GRIP M20(20ga) 249/190 Weight: 33 (Ibs) LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 *Except* B2 2 X 4 SYP No.2D REACTIONS (Ibs/size) 1 =505/0 -8 -0, 5=61/0-1-8, 3= 209/0 -1 -8 Max Horz 1 =100(Ioad case 3), 3= 123(Ioad case 3) Max Uplift 1 =- 508(Ioad case 3), 5=- 36(Ioad case 3), 3=- 133(load case 3) Max Vert 1 =505(load case 1), 5= 72(load case 5), 3= 209(load case 1) FORCES TOP CHORD 1- 2 = -466, 2 -3=115 BOT CHORD 4 -5=0, 1 -5=38 WEBS 2 -5= -40 BRACING TOP CHORD Sheathed or 6 -0-0 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center bracing. Except: 1- 5:6 -3 -0. NOTES 1) This truss has been checked for unbalanced loading conditions about joint 3. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Non Standard bearing condition. Review required. 4) Studs to be fastened with 2x3 M20 plates. 5) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (Ibs per ft) Vert:2 -3= -90.0, 4 -5= -20.0, 1 -5= -20.0 Concentrated Loads (Ibs) Vert:2= -301.4 yam JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. • Job 8340 Truss J6 Truss Type ROOF TRUSS Qty 2 Ply 1 BLUM RESIDENCE (BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 2 -10 -0 2-10-0 2 -6-0 2 -1-3 2 -6-0 0-0-3 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 12:29:39 1997 Page 1 5-11-5 3-1-5 5-11 -5 3-5-2 Plate Offsets (X,Y): [1:0- 0- 0,0 -1 -15) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2 -0 -0 1.33 1.33 YES SFBC CSI TC 0.12 BC 0.12 WB 0.11 (Matrix) DEFL (in) (loc) I /deft Vert(LL) 0.01 1/6 641 Vert(TL) 0.01 1/6 350 Horz(TL) -0.00 5 n/a Min Length / LL deb = 360 PLATES GRIP • M20(20ga) 249/190 Weight: 28 (lbs) LUMBER TOP CHORD 2 X 4 SYP No.2D BOT CHORD 2 X 4 SYP No.2D WEBS 2 X 4 SYP No.3 REACTIONS (Ibs/size) 3= 199/0 -1 -8, 5= 18/0 -1 -8, 6= 439/0 -8 -0 Max Holz 3= 207(load case 1), 6= 338(load case 3) Max Uplift 3=- 154(Ioad case 3), 5=- 97(Ioad case 3), 6=- 602(Ioad case 3) Max Vert 3= 199(load case 1), 5= 20(load case 6), 6= 439(load case 1) FORCES TOP CHORD 1 -2 =326, 2 -3=271 BOT CHORD 4 -5 =0, 5- 6 = -14, 1 -6= -220 WEBS 2 -6= -364, 2 -5=15 BRACING TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing. BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center bracing. Except: 1- 6:6 -3 -0, 5- 6:6 -3 -0. NOTES 1) This truss has been checked for unbalanced loading conditions about joint 3. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category 1 enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Non Standard bearing condition. Review required. 4) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard JAN 2 2 1997 IUAHMIOUD ZOLFAGHARI, P.E. Job 8340 Truss J6A Truss Type ROOF TRUSS Qty 2 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:31:56 1997 Page 1 2-9-15 5-10-15 2-9-15 3-1 -0 - 5.771 3 il 2x4 11 I�1 in 2 7 .1 E IPA/ All N 1 MI ►' 1 3x4 = S 5 2x4 11 2 -6-0 -31 5 -10.15 2 -6-0 0-3-15 3-1-0 Plate Offsets (X,Y) [1:0- 0- 0,0 -1 -14] , LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.12 Vert(LL) 0.01 1/5 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.14 Vert(TL) 0.01 1/5 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) -0.00 4 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL defl = 360 Weight: 21 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center WEBS 2 X 4 SYP No.3 bracing. Except: 1- 5:6 -3 -0. REACTIONS (Ibs /size) 5= 426/0 -8 -0, 3= 204/0 -1 -8, 4= 21/0 -1 -8 Max Horz 5= 353(Ioad case 3), 3= 213(load case 1) Max Uplift 5=- 460(load case 3), 3=- 160(load case 3) Max Vert 5= 426(load case 1), 3= 204(load case 1), 4= 35(load case 3) FORCES TOP CHORD 1 -2 =321, 2 -3 =280 BOT CHORD 4 -5 =0, 1 -5= -213 WEBS 2 -5= -348 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 3. 2) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C . (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Non Standard bearing condition. Review required. 4) This truss has been designed with ANSI/TPI 1 -1995 criteria. r LOAD CASE(S) Standard r 4, 40 ,:',/i-sr . JAN 22 1997 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss J6B Truss Type ROOF TRUSS Qty 2 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:32:04 1997 Page 1 2 -9-11 5 -10-5 1 2 -9-11 3-0-10 5.90p 3x4 cv 2 M �, 3x4 = 0 4 ► ■ t 6 2x4 11 2x4 2-6-0 3 -9-1 5-10-5 I 2-6-0 0-3-11 3-0-10 Plate Offsets (X,Y): [1:0- 0- 0,0 -1- 14],[5:0 -0- 15,0 -0 -6] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) Udefl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.12 Vert(LL) 0.01 1/6 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.13 Vert(TL) 0.02 1/6 999 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) -0.01 6 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL defl = 360 Weight: 27 (lbs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center WEBS 2 X 4 SYP No.3 bracing. Except: 1- 6:6 -3 -0, 5- 6:6 -3 -0. REACTIONS (lbs/size) 6= 643/0 -8 -0, 5 =- 96/0 -1 -8, 3= 100/0 -1 -8 Max Horz 3= 234(Ioad case 3) Max Uplift 6=- 833(Ioad case 3), 5=- 96(Ioad case 1) Max Vert 6= 643(load case 1), 5= 210(load case 3), 3= 100(Ioad case 1) FORCES TOP CHORD 1 -2 =313, 2 -3 = -75 BOT CHORD 4 -5 =0, 5-6= -205, 1-6= -205 WEBS 2 -6= -567, 2 -5 =237 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 3. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard Z „,„.,,,i -- -,..,ifis-4* JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. • Job 8340 Truss J5 Truss Type ROOF TRUSS Qty 19 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. 2 -10-0 Sao Tue Jan 21 11:31:16 1997 Page 1 1 2 -10-0 2 -2 -0 _ 5.00 F12 2x4 a : 2 ;1 N.- IN N M 4 C 3x4 = i 5 4 2x4 1 1 � 2 -6-0 ? -10.9 5-0-0 2-6-0 0-4-0 2 -2-0 Plate Offsets (X,Y) [1:0- 0- 0,0 -2 -1) LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.13 Vert(LL) 0.01 1/5 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.14 Vert(TL) 0.01 1/5 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 4 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL defl = 360 Weight: 20 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center WEBS 2 X 4 SYP No.3 bracing. Except: 1- 5:6 -3 -0. REACTIONS (Ibs/size) 5= 378/0 -8 -0, 4= 9/0 -1 -8, 3= 163/0 -1 -8 Max Horz 5= 391(Ioad case 3), 3= 257(load case 1) Max Uplift 5=- 431(load case 3), 3=- 142(load case 3) Max Vert 5= 378(load case 1), 4= 40(load case 3), 3= 163(load case 1) FORCES TOP CHORD 1 -2 =354, 2 -3 =300 BOT CHORD 4 -5 =0, 1- 5 = -257 WEBS 2- 5 = -308 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 3. 2) This truss has been designed fo the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above . ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Non Standard bearing condition. Review required. 4) This truss has been designed with ANSI/TPI 1 -1995 criteria. r LOAD CASE(S) Standard ,, ,y 3ovi JAN 2 2 1997 BAAHMODU ZOLFAGHARI, P.E. Job 8340 Truss J5A Truss Type ROOF TRUSS Qty 2 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. 4-4-0 5-0-0 Tue Jan 21 11:31:23 1997 Page 1 4-4-0 0-8.0 M hr N 5.00 1 2 2x 2 II 1 1 l'I r 1 0 / 5 3x4 = 2x4 11 4-0-0 5.0.0 1 4-0-0 1-0-0 Plate Offsets (X,Y): [1:0- 0- 0,0 -2 -1] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) I /deft PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.30 Vert(LL) 0.00 5/4 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.06 Vert(TL) 0.01 1/5 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) -0.00 1 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL deft = 360 Weight: 20 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center WEBS 2 X 4 SYP No.3 bracing. REACTIONS (Ibs /size) 1= 192/0 -1 -0, 4 =- 63/0 -1 -8, 5= 689/0 -8 -0, 3 =- 271/0 -1 -8 Max Horz 5= 46(load case 3), 3= 128(Ioad case 3) Max Uplift case 3), 4=- 63(load case 1), 5=- 445(load case 3), 3=- 271(load case 1) Max Vert 1= 192(Ioad case 1), 5= 689(Ioad case 1), 3= 320(load case 3) FORCES TOP CHORD 1 -2 =92, 2- 3 = -131 BOT CHORD 4 -5 =0, 1 -5 =7 WEBS 2 -5= -560 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 3. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Non Standard bearing condition. Review required. 4) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard JAN 2 2 1997 MAHMOUD ZOLFAGFIARI, P.E. Job 8340 Truss J5B Truss Type ROOF TRUSS Qty 1 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. 2 -6-0 Tue Jan 21 11:31:32 1997 Page 1 1 5.00112 2 6.0 3x4 % 1 2 11 r r t 4' M r• N too � ' 5 11 2x4 1 4 2x4 11 2 -6-0 1 2-6-0 Plate Offsets (X,Y) [5:0- 1- 3,0 -0 -6] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) I /defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.09 Vert(LL) 0.00 5/4 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.02 Vert(TL) 0.00 1/5 999 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) -0.00 5 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL defl = 360 Weight: 15 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center bracing. Except: 1- 5:6 -3 -0. REACTIONS (Ibs /size) 1= 106/0 -8 -0, 5= 38/0 -1 -8, 3= 110/0 -1 -8 Max Horz 1= 25(Ioad case 3), 3= 48(Ioad case 3) Max Uplift 1=- 54(Ioad case 3), 5=- 24(load case 3), 3=- 78(load case 3) Max Vert 1= 119(Ioad case 5), 5= 38(load case 1), 3= 110(load case 1) FORCES TOP CHORD 1- 2 = -86, 2 -3 =57 BOT CHORD 4 -5 =0, 1 -5 =16 WEBS 2 -5 = -19 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 3. 2) This truss has been designed for the wind Toads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Non Standard bearing condition. Review required. 4) This truss has been designed with ANSI/TPI 1 -1995 criteria. r LOAD CASE(S) Standard / / y ��. JAN 22 1 1 MAHMOUD ZOLFADHARI, P.E. Job 8340 Truss J5C Truss Type ROOF TRUSS Qty 2 Ply 1 BLUM RESIDENCE (BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. Tue Jan 21 11:51:23 1997 Page 1 • -2-8-3 2 -6-0 2.6-3 2 -6-0 _ 5.000 3x4 .= 2 �� M N Oil M ti) STil NI r O 5 11 2x4 FA 1 2x4 11 -0.10-0 l 2 -6-0 0-10-0 2 -6-0 Plate Offsets (X,Y): [5:0.1- 3.0 -0-6] LOADING (psf) SPACING 2 -0-0 CSI DEFL (in) (loc) 1 /dell PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.12 Vert(LL) 0.00 2 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.03 Vert(TL) 0.00 2 999 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) -0.00 5 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL dell = 360 Weight: 24 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6-0 -0 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 10-00 -00 on center bracing. OTHERS 2 X 4 SYP No.3 Except: 1- 5:6 -3 -0. REACTIONS (Ibs/size) 1= 357/0 -8 -0, 5= 68/0 -1 -8, 3= 129/0 -1 -8 Max Horz 1= 115(load case 3), 3= 63(load case 1) Max Uplift 1=- 390(load case 3), 5=- 83(load case 3), 3=- 80(load case 3) Max Vert 1= 357(load case 1), 5= 84(load case 5), 3= 129(load case 1) FORCES TOP CHORD 1- 2 = -338, 2 -3 =108 BOT CHORD 4 -5=0, 1 -5 =63 WEBS 2 -5= -75 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 3. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead load and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Non Standard bearing condition. Review required. 4) Studs to be fastened with 24 M20 plates. 5) This truss has been designed with ANSI /TPI 1 -1995 criteria. LOAD CASE(S) 1) Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (Ibs per ft) Vert:2 -3= -90.0, 4- 5= -20.0, 1- 5 = -20.0 Concentrated Loads (Ibs) f Vert:2= -301.4 JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss J3 Truss Type ROOF TRUSS Qty 20 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, 3-0-0 Inc. Tue Jan 21 11:31:01 1997 Page 1 3-0.0 5.00 [ 3x6 11 5 FA l cf III NIN■1111111111111111111 o a 3x4 = *Al 3 4 2x4 11 2 -6-0 3-0-0 2 -6-0 0-6-0 + Plate Offsets (X,Y) [1:0-0-0,0-2-1] LOADING (psf) SPACING 2 - - CSI DEFL (in) (loc) I /def PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.17 Vert(LL) 0.01 1/3 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.17 Vert(TL) 0.01 1/3 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL deft = 360 Weight: 14 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing, BOT CHORD 2 X 4 SYP No.2D except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center bracing. Except: 1- 3:6 -3 -0. REACTIONS (Ibs /size) 3= 28/0 -6 -0, 2= 276/0 -1 -8 Max Horz 3= 453(load case 3), 2=- 343(load case 3) Max Uplift 3=- 119(load case 2), 2=- 313(load case 3) Max Vert 3= 34(Inad case 6), 2= 298(load case 5) FORCES TOP CHORD 1 -2 =403, 2 -5 =0, 2 -3 =0 BOT CHORD 1- 3 = -314, 3 -4 =0 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 5. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Non Standard bearing condition. Review required. 4) This truss has been designed with ANSI/TPI 1 -1995 criteria. r LOAD CASE(S) Standard Z-44 JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. Job 8340 Truss J3A Truss Type ROOF TRUSS Qty 4 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek Industries, Inc. 3-0-0 Tue Jan 21 11:31:08 1997 Page 1 1 3-0-0 5.00 M FA 1 VI • 1 '' , 3x4 = 3-0-0 1 3-0-0 Plate Offsets (X,Y) [1:0- 0- 0,0 -2 -1] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (Ioc) I/defl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.14 Vert(LL) 0.00 / 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.03 Vert(TL) 0.00 1/3 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL deft = 360 Weight: 11 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 10 -00 -00 on center bracing. REACTIONS (Ibs /size) 1= 163/0 -1 -0, 3= 30/0 -1 -8, 2= 134/0 -1 -8 Max Horz 1= 55(load case 3), 2= 55(load case 3) Max Uplift 1=- 84(Ioad case 3), 2=- 108(load case 3) FORCES TOP CHORD 1 -2 = -58 BOT CHORD 1 -3 =0 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 2. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead Toad, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase = 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Non Standard bearing condition Review required. 4) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard r j JAN 2 2 1997 MAHMON ZOLFAGHARI, P.E. Job . 8340 Truss J1 Truss Type ROOF TRUSS Qty 24 Ply 1 BLUM RESIDENCE ( BLUM BLDR.) DWH DECO TRUSS COMPANY INC. 3.3T s Dec 11 1996 MiTek 1-0-0 Industries, Inc. Tue Jan 21 11:30:53 1997 Page 1 1-ao Cr) M i r O 5.00p 4 O 1111141111111 1 3x4 = 1 F' f 1-0-0 1-ao Plate Offsets (X,Y) [1:0- 0- 0,0 -2 -1] LOADING (psf) SPACING 2 -0 -0 CSI DEFL (in) (loc) Udefl PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.03 Vert(LL) 0.00 1 999 M20(20ga) 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.04 Vert(TL) 0.00 1 999 BCLL ' 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a BCDL 10.0 Code SFBC (Matrix) Min Length / LL defl = 360 Weight: 5 (Ibs) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2D TOP CHORD Sheathed or 6 -0 -0 on center purlin spacing. BOT CHORD 2 X 4 SYP No.2D BOT CHORD Rigid ceiling directly applied, or 1- 3:6 -3 -0 on center bracing. REACTIONS (Ibs/size) 3= 10/0 -1 -8, 2= 101/0 -1 -8 Max Horz 3= 143(Ioad case 3), 2=- 97(load case 3) Max Uplift 3=- 35(load case 2), 2=- 108(load case 3) ' FORCES TOP CHORD 1 -2 =131 BOT CHORD 1 -3 = -93 NOTES 1) This truss has been checked for unbalanced loading conditions about joint 2. 2) This truss has been designed for the wind loads generated by 110.0 m.p.h. winds at 32.4 feet above ground level, using 2.0 p.s.f. top chord dead Toad and 8.0 p.s.f bottom chord dead load, 1.0 miles from hurricane oceanline, on a category I enclosed building, of dimensions 80.5 by 66.5 with exposure C (ASCE 7 -93). Lumber Increase= 1.33, Plate Increase = 1.33. No end verticals are exposed. 3) Non Standard bearing condition. Review required. 4) This truss has been designed with ANSUTPI 1 -1995 criteria. LOAD CASE(S) Standard r ,, JAN 2 2 1997 MAHMOUD ZOLFAGHARI, P.E. MINIMUM GQADE OP LUM13FI? TOP C► -10RP . 'e.)(#. Ka 2 67.0UT-1EQN PINE ao T TOM c-1-1 Zx ND. 2 �oUTrIERN Pi*1 E WE / 2x Uo..?., k)5ourl -icN PINE �� IA ‘",:"5:. C:- 7 - %L1- -t T2 S li _} m il �_ C . uJ i - 1 a. I l,11 O1 ✓ G� i� Loading (PSF) Top Chord • Live 30.0 Top Chord • Dead I S.O bottorrr Chord • 10. Total 55.0 4 4 Connector plates ' ts.X 20 • .,a. mcnufacruree from ASTM A446 ; 1 Golvani::ed steei (except as shown ) -- Plates are to be Insto.I on both faces of joints . symmetrically (unless otherwise specified by dimensions) avoiding knots and distorted grain. Joints to be held firmly together until teeth are embedded In the wood. Design specifications conform specifications, and TP I 78. \/A Rt �TY Pi GAL) 3x5 VaQTIGAL L FJ,/ o ' - Off; MAXIMUM 6vE R 2/-1 SPACING -.o c. C. POSTAP2 DSGtJ. �?R. _ALLowAgL STRES5 1 NC: =ASE F-OR -SNORT TIME LOADING c NIP. 33 12 with NOS design 2 x3 2x3 Zo -o $. ovEz Handling and erection are not the Iponslbliity of the designer or the plate =nut .. firer. • Trusses are to be handled with during banding and /or bundling; Installation to avoid damage. Camber as shown on this drawing Is that recom- mended for normal conditions of Ibading and fabrication. Camber may be revised at the option of the fabricator or architect. Icular c ivory and _ TQU55 SYMMETRICAL x 4 A6otT CENTER LINE EXGE PT AS Si- IOH/1J ?X: OPT. SPL. 2xj 6n WEDGc NAILED i0 T ✓IIJAS T�`OS5 (2U_5 ES OR, SEVP_L CUT aG. ON VALLE`! „ USSES vALL E { C Ct∎iNEC T I ON D T7 ; �ID&E Li hi= ! i 5 ; I •<: I I I 11; 1 .7 .I i : VALLEY SE s F Q TRUSS ; T r 1‘ �� l: GAEN LE END TRUSS % •'RSIFI tpoOF LA 'oLT • ; • tJ �. r STATE OF i! VALLEY DETAILS 9.-p � 1 my- . ..... •• t l: % ct;E — ( S o , 7 Designed by . Chedied by Oat.e7/. v/11 Drawing N 0001 1 t I STANDARD PIGGY - BACK CONNECTION DETAIL MINIMUM GRADE OF LUMBER T.C• ?X1 No. 211D 19 SP B.C, 2X1 No. 210 19 SP WC(,;, 2)(i 11.,. 0 19 91 LOADING L (PSF) 10P 30 TTOM 0 10 ACING: 21 Inch O.C. CONTINUOUS LATERAL BRACE (TYP) SUPPORTING TP.U6o —? TP1 Crll, SSBC ■DI SIR. INCR. , 33 DRAWN BY t P.G. CHECKED BY , J.A.I. REP. STREtS YES PLYWOOD GUSSETS OR WAIL ON (Tyr) (SEE NOTES BELOW) NOTES: (1), Refer to nrperelo piggyback and base trusc onglncoring for truss configuratiun, plating, lumber grades, bracing, eic. (2). Use 2x1 Continuous bracing at 2' -0' o.c. connected to top chord of supporting truss w /2 -16d nails and to bolt. chord of piggyback w /2 -16d nags. Bracing to be tied to fixed point at each and. (3). Use 3x8, 20 gage nail -on- plates w/6 -1 1/2' long, 11 gage nails, 3 nails In each chord, or 1 /2•x(rxFi' aYt, type plywood gussets on cacti face, of 1' 0' o.e., nailed w /8 -8d nails, on each face (1 nails In each chord), • (I). 'This drawitry vpplies to irusses spaced at 21' o.c, MITek 1nduslrles Inc. PIGGYBACK " - TRUSS PRErArko et vi am oa IcE. ' / ),► F pl(tFF ��•`• t'r,I No. 13658 . e Approve l�tiCtrles Inc. STANDARD LATERAL WEB BRACING P REPARED 0Y WMH OfflcE, TRUSSES ® 24" O.C. TYP. END OF BRACING MEM. SHALL BE CONNECTED TO A FIXED RIGID POINT OR X— BRACED AS NOTED ON THIS DETAIL. ALT. LATERAL BRACING DETAIL MINIMUM GRADE OF LUMBER T.C. REFER TO SEPERATE B.C. ENGINEERING DWG, Webs • LOADING (PSF) L D TOP BOTTOM ■SPACING:24 In O.C. TRUSSES 0 24" O.C. TYP. - T — BRACE OJI11 { 10d NAILS 0 6" 0.C. IYP. STR. INCR.: DRAWN BY: C.L.H. CHECKED BY: J.A.I. REP. STR LATERAL BRACING DETAIL NOTE: BRACE MUST BE 80% HIE LENGTH OF THE WEB. 1HIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. TPI -92 Crit. Revised: 7/7/94 --WEB (2x6 MAX.) S- UT -8.0Z\ 1x4 or 2x3 LATERAL, BRACE PER TRUSS DESIGN WITH 2--10d NAILS PER WEB FOR FORCES UP TO 4600 Ibs. FORCES IN EXCESS OF 4600 Ibs. REQUIRES 2x6 #3 OR BETTER. NOTE: PROVIDE X-- BRACI■G AT 20' -0" INTERVALS FOR WEB FORCES UP To 2509 Ibs. AND AT 10' -0" FOR FORCE GREATER THAN 2.509 Ibs. 10d 0 6" AV-. � O.C. TYP. T —BRACE SAME SIZE AND GRADE AS WEB. WEB IEC _lION DETAIL Approved fora Pek slries Inc. j Nom;? ='-?$ „ • PRODUCT p � ' CO • • } 1 t S; ; ; : / . GAUGE ,�A.. ^,fif., s. I.y ::.I i' DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS • PER CTN W H BS HEADER JOIST FLOOR DESIGN LOAD 100% ROOF DESIGN LOAD 125% 1 . WIND / EARTHQUAKE NAILS BOLTS NAILS BOLTS NAILS BOLTS UPLIFT 133% UPLIFT 160% 2X6 (2) GHP26HD 14 31/8 5 1/4 3 1/4 30 -16d 3-1/2' 8 -16d 4410 930 5515 1165 1365 1365 4 : 2X8 (2).:• GHP28HD ! ',s 14 .1 31/8 7 31/4 30 -16d 3 -1/2' 8 -16d 4410 930 5515 1165 •• 1365 1365 4 . 2X10 (2) GHP210HD , 14 3 1/8 9 3 1/4 30 -16d 3-1/2' 8 -16d 4410 930 5515 1165 1365 1365 4 k ri Z d ti t f X ; r . 1 : <` iFl a 1 t iti . ODUC P , , ,. . f C O ; 4 1 •! : + i, r 1 rr ' +' / } h ., G ; 4p 1 .a r + !: DIMENSIONS f i FASTENER • SCHEDULE ALLOWABLE LOADS . PER CTN y ' i- t t W � ; ; H ; , ; BS ::- 1 t HEADER I JOIST i ! FLOOR D LOAD • ',100% ,.., ROOF DESIGN LOAD 125% `• • : WIND /. • EARTHQUAKE ' �1PLIFT 133% U PLIFT 160% 2X6 (2) GHP26D 14 31/8 5 1/4 3 1/4 20-16d 8-16d 2940 3225 1365 1365 4 1 ;06 . i) l'.GN1:28DA +, 014 r .3 1/8 . 7 31/4 30 -16d 12 -16d : 4410 5515 2045 2045 4 2X10 (2) GIIP210D 14 31/8 9 3 1/4 38 -16d 16 -16d 5585 6585 2950 2950 4 Fmrn Southeastern Metals Manufacturing Company, Inc. TM FOR TECHNICAL INFORMATION: 1 800 SE SPECS 1- 800 - 737 -7327 • GIRDER HANGER Design Features: • Rugged support design allows for maximum Toad values where added strength is primary requirement. 14 gauge galvanized steel Materials: NSTALLATION: Use all specified fasteners In schedule to achieve values Indicated. SEE GENERAL NOTES: 1, 2, 3, 4, 5, 6 CODE COMPLIANCE: S.B.C.C.I. #9166, METRO DADE COUNTY REPORT #92- 0830.3, Submitted 1/93 for a National Evaluation Report (NER# Pending). HEAVY DUTY GIRDER HANGER Design Features: • Rugged support design allows for maximum Toad values where added strength Is primary requirement. Materia s: 14 gauge galvanized steel NSTALLATION: Use all specified fasteners in schedule to achieve values indicated. SEE GENERAL NOTES: 1, 2, 3, 4, 5, 6 CODE COMPLIANCE: S.B.C.C.I. #9166, METRO DADE COUNTY REPORT #92- 0830.3, Submitted 1/93 for a National Evaluation Report (NER# Pending). GENERAL NOTES 1. Allowable Load Capacities are based on the National Design Specifications for Wood Construction 1991 Edition Including 1993 Errata. 2. Design loads are based on Southern Yellow Pine wood species with a specific gravity of 0.55. Allowable loads for other species or conditions must be adjusted according to the applicable code. 3. Fasteners are either common wire nails or threaded hardened steel nails for single shear Two Member Connections) with ASTM A653 Structural Grade 33 Steel Side Plates. 4. Floor Design loads given in the tables are not adjusted for various durations of loading and are in accordance with ASTM. D 1761. 5. Maximum downward load capacity has already been increased for a duration of load, when permitted by National Design Specifications for Wood Construction not exceeding 25 %. 6. Allowable uplift load has already been increased by a duration of Toad factor when permitted. by the National Design Specifications for Wood Construction not exceeding 60 %. 7. Engineer's sealed approval available upon request. 8. These products are manufactured by United Steel Products Company Inc. under the Trade mark designation of Kant - Sag. 9. At the time of this catalog printing, all 5F "' and Kant -Sag products listed In this full line catalog have GHPHD been or are In the submittal process for the following code authorities: ICBO - International Conference of Building Officials, BOCA - Building Officiate and Code Administrators International Inc., S.B.C.C.I. - Southern Building Code Congress International, Inc. and METRO - Dade County, Florida. For a current listing of accept- ance reports on any Metal Connector Product contact Southeastern Metals Manulacturing Co. Inc. 10. Most structural metal connectors listed In this full Ilne catalog manufactured by Southeastern Metals are listed under the following SBCCI cornpliance reports: 0166, #9320 for Southeastern Metals. 11. Duration of load adjustments for mechanical fasteners are as follows: FLOOR /DESIGN LOADS: No increase for duration of load. 100 %. UPLIFT: 133% and 160% of Design Load for wind. ROOF SNOW: 115% of Design Load for 2 month duration of load. ROOF NON -SNOW: 125% of Design Load for 7 day duration of load. 12. The allowable load uplift percentages shown, 133% and 160 %. reflect duration factors appropriate for different build- ing codes as defined in the National Design Specification for Wood Construction. You should select the uplift % that Is applicable to your building area under your governing building code. r 2 3/4' • H } ' 81 tF 1 .11'.1 � t i E t f 3 • ?li: }. ,:;,' � ; jl4 , 41 i ', i UC PROD T "} l D "' Cf�� i! + � '`�'i " � !;; 1 ; ;1;'' j " � �� , �" I I rj P li � � GAUGE I �f r� ( (11 r ii: a ). I]IMENSIONS ' ... - FASTENER t P : ! SCHEDULE :.. '!.' " ALLOWABLE LOADS ' . � °.t. � ,. .� ■ � c v .. •, t'. � . . i ! ' • i t 1:1 PER C i ! ' '' = 3 -: = -- 1 � �� ?_ H ` I +:il. " ' BS !r,::' ,.I '��,:f.3;, '!'. '' HEADER :, 1 f. q�; "',,: %.'•: " JOIST (!! PLOOR", DESIGN • LOAD ";10096 , J' , ROO DES1 LOA N ! 125%\ ., 1 . , WINO % ! 1. • : EARTHQUAKE 133% 160° 2X SHP29 18 19/16 91/2 21/2 26 -16d 6.10d 2715 2715 755 755 50 Eiiia ,!,MS11S29 ii /18) ^ti ,15/8 : 9 . ' 2 . 14- 16d'.: 10 -104 ' 204 • 2555 ; 1375; . :1650 '•.50 2X MSHS213 18 15/8 13 2. ..14- 16d... -, 10 -104 ,__20451- .....25,55 . 1 75 1650 25 1,2X.1 i.Msi 218;: 4ig19:1.'•i :1 5/8 ' 2' k 16,16d$' ' 161Od 'tt,':.2335 / !r..'."2920.` 4 1375;,'. '!1650 ". r 25, r• 2X MSHS222 18 1.5/8 . -22- 2 - - 22- 164`-. 10.104 3 . 3$0Q 1375 1650 25 i1 U.+ry�.N�o.ai•I.s 40 �r.ulu MSt� t3;2, 4'0140 `5.118.131/4 '1.2: ?. � it. : :14-16dti! 10.104 A 045 ;li?2 g�� !ii2555i ,; �' '','1625ii ,. � r'�1750s; ;I : 25:,': 2X(2) MSHS218 -2 16 31/8 181/4 2 16 -16d 10 -10d 2335 2920 1625 1750 25 2X(2) ::Mikiiia. S t E i l 4 3118. 22 114 5' 2 is 22-16d+i:( 10-104 3 2 1 0 ' 1 . ; : , :3500 •'.1625:1 75 'i. 25 )i' 4X MS118413 . 16 3 5/8 13 2 14 -16d 10 -10d 2045 2555 1625 1750 25 4X M.. SO4 d n'�F."l /8 If18 .2 , ,;16•16d4: 10 .,2335 ::292 . 1625 :1750 ,. ;25. 4X MSHS422 18 3 5/8 22 2 22 -16d 10.10d 3210 3500 1625 1750 25 STRAP TRUSS HANGER Design Features: • This multi- purpose truss hanger design bends to fit a variety of configurations including overhang or face mount installations. 18 - 16 gauge galvanized steel Materials: SHP TNOTE: Loads values are based on tusses. INSTALLATION: Use all specified fasteners In schedule to achieve values Indicated. Strap may be field- formed over the header a minimum of 11/2', for top mount. Alternate fastening schedule available upon request. SEE GENERAL NOTES: 1, 2, 3, 4, 5, 8, 10 CODE COMPLIANCE: S.B.C.C.I. 49166, 49320, METRO DADE COUNTY REPORT 492. 0830.4, Submitted 1/93 for a National Evatuatlo Report (NERN Pending). FACE MOUNT 1 \44111 1 f Ntw Produc TOP = MOUNT n TRUSS COMPANY, INC. 25475 S.W. 142nd Avenue Princeton, Florida 33032 Phone: 257 -1910 Fax: 257 -1911 HANGER DETAIL SHEETS FOR HIP CORNER JACKS 7' -0 ", 9' -0" AND 11' -0" SET BACK, USE SEMCO SKEWED TRUSS HANGER OR EQUAL. 2) FOR 9' -0" TO 1' -0" SIDE JACKS, NAIL TOP & BOTTOM CHORD WITH THREE (3)— 16D NAILS AND USE SEMCO HURRICANE CLIP # HCPL & HCPR OR EQUAL. 3) FOR 7' -0 ", 9' -0" AND 11' -0" COMMON JACKS, USE SEMCO BUTTERFLY HANGER # CLPBF OR EQUAL ON BOTTOM CHORD AND NAIL TOP CHORD WITH THREE (3)— 16D NAILS AND USE HURRICANE CLIP # HCPL & HCPR OR EQUAL. SEMCO A K A SOUTHEASTERN METAL SKEWED TRUSS HANGER (45 Degrees) Design Features: • These skewed hangers were developed for the use with most common standard lumber, engineered lumber and plated truss applications. Materials: 16 gauge galvanized steel 2X4 -6 2X8.10 -12 2X10.12.14 PRODUCT: CODE %i! SKH24 S KH20.';t SKH28 SKH210 2X10-12 (2) SKH210 - GAUGE 16 i 18 DIMENSIONS 1 9/16 1 9/16 31/4 5 7/32 BS 1 7/8 1 7]3 FASTENER SCHEDULE HEADER 4 -16d • 6 -16d 4 -10dX1 1/2 6 -10dX1 1/2 16 1 9/16 71/4 1 7/8 10 -16d 8 -10dX 1 1/2 FLOOR DESIGN LOAD, 100 % 510 810 1350 16 1 9116 9114 1 7/8 14 -16d 10 -10dX1 112 1790 16 ALLOWABLE LOADS SNOW DESIGN LOAD, 115 % 510 890 1465 1790 ROOF DESIGN LOAD 125 % 510 890 14g5 1790 WIND UPLIFT 133% 505 760 1015 160% PER CTN 565 910 25 25 1215 25 1265 1520 25 1565 FOOTNOTE: SEE GENERAL NOTES: 8 CODE COMPLIANCE: NER 478 SFMCFT Southeastern Metals Manufacturing Company, Inc. BUTTERFLY HANGER 6 1/6" w .,, (2x4) 7 1/8" (3x4) BS 3 1 /16 8 1/2 1 3/8 14.16d 10 -10d 1890 2175 2365 1505 *Miter cut required on end of foist to achieve design loads. Loads may exceed shear capacity of wood I -Joist or beam. Other sizes a so available. To order product with hot- dipped galvanized finish, add I-IDG to product code number, as in SKH24 1OG. • FOR TECHNICAL INFORMATION: 1 800 SE SPECS 1- 800 - 737 -7327 25 Design Features: • Engineered for economical Installation and maximum Toad values. Materials: 18 gauge galvanized steel SKEWED • - ANOIE 90' Right SKH Right Skew Shown To order Right skew, add "R ", to order Left skew, add "L ". 2X4 2X4 3X4 +; r` Ira; PRODUCT { CODE /,. CLPBF • CLPBF3 18 IN NOLI bIMENsiio VP :.l §r.`sVn �1' {l. ?,jl�tiljE 1 9/16 2 518 3 21/2 21/2 2112 12 12 ,12 3 6 41i rSi!krill atiOliditit19 900 900 950 950 900 950 950 950 950 950 950 950 edfc 600 710 720 855 100 300 380 360 460 100 800 71d' 101 300: INSTALLATION: Use al specified fasteners In schedule to achieve values Indicated. Values based on 1 1 2" header thickness. SEE GENERAL NOTES: 1, 2, 3, 4, 5, 8, 10 CODE COMPLIANCE: S.B.C.C.I. 119186, 119320, METRO DADE COUNTY REPORT 1191-0702.7R, Submitted 1/93 for e National Evaluation Report (NEW/ Pending). GENERAL NOTES 1. Allowable Load Capacities are based on the National Design Specifications for Wood Construction 1991 Edition Including 1993 Errata. 2. Design loads are based on Southern Yellow Pine wood species with a specific gravity of 0.55. Allowable loads for other species or conditions must be adjusted according to the applicable code. 3. Fasteners are either common wire nails or threaded hardened steel nabs for single shear (Two Member Connections) with ASTM A653 Structural Grade 33 Steel Side Plates. 4. Floor Design loads given In the tables are not adjusted for various durations of loading and are in accordance with ASTM. D 1761. 5. Maximum downward load capacity has already been Increased for a duration of load, when permitted by National Design Specifications for Wood Conslruction not exceeding 25 %. 8. Allowable uplift load has already been Increased by a duration of load factor when permitted, by the National Design Specifications for Wood Construction not exceeding 60 %. 7. Engineer's sealed approval available upon request. 8. These products are manufactured by United Steel Products Company Inc. under the trade mark designation of Kant - Sag. 9. At the time of thls catalog printing, all F mt.-7n and Kant -Sag products listed In this full Ilne catalog have been or are In the submittal process for the following code authorities: ICBO - International Conference of Building Officials, BOCA - Building Officials and Code Administrators International Inc., S.B.C.C.I. - Southern Building Code Congress International, Inc. and METRO - Dade County, Florida. For current listing of accept- ance reports on any Metal Connector Product contact Southeastern Metals Manufacturing Co. Inc. 10. Most structural metal connectors listed in this full Ilne catalog manufactured by Southeastern Metals are listed under the following SBCCI compliance reports: 119168,119320 for Southeastern Metals. 11. Duration of load adjustments for mechanical fasteners are as follows: FLOOR/DESIGN LOADS: No increase for duration of load. 100 %. UPLIFT: 133% and 160% of Design Load for wind. ROOF SNOW: 115% of Design Load for 2 month duration of load. ROOF NON -SNOW: 125% of Design Load for 7 day duration of load. 12.The allowable load uplift percentages shown. 133% and 160 %, reflect duration factors appropr!ate for different build- ing codes as defined In the National Design Specification for Wood Construction. You should select the uplift % that Is applicable to your building area under your governing building code. n TM Southeastern Metals Manufacturing Company, Inc. FOR TECHNICAL INFORMATION: 1 800 SE SPECS 1- 800 - 737 -7327 HURRICANE ANCHOR Design Features: • These ties add increased resistance to wind uplift. • Eliminates toe nailing utilizing correctly located nail holes for fast, easy and strong attachment of rafters and trusses to plates and studs. 20 -18 gauge galvanized stee Materials: Regular Dbl. Long Tie Truss Tie HCPR & HCPL :1.1c1 fj $ FICPLL RT10 HCPTA 20 20 ' + `. 1 1/2 11/2 20 18 DIMENSIONSS 1 1/2 11/2 2 1/2 5 1 6 '. 101/2 4 5/8 ' 20 FASTENER SCHEDULE RAFTER 4 5 1/2' 4 8 PLATE 4 4 8 STUD 4" 4" 5 x 1 1/2' 4' 8 - ALLOWABLE LOADS '.! LATERAL'!;'ij (Seb Installation) 145 145 115 100 95 95 ?'130 'ii1itia .EARTHQU KE UPLIFT' ; .6d 400 400 480 480 500 380; 800 u: 510 510 `' 555 380' 990 555 380 960 . ed q 520 520 555 380• 990 PER cpi 500 .100 100 100 50 FOOTNOTE: May be installed on each side of rafter for twice the Toads when the rafter thickness is a minimum of 2 1/2" or diagonally when rafter Is 1 1/2 ". Regular and Longtie hurricane anchors also available in 18 gauge. *Alternate stud plate application. Use all specified fasteners In schedule to achieve values indicated. 2 -16d toe nails from truss to top plate equals 300 lbs. additive to listed lateral loads parallel and perpendicular. SEE GENERAL NOTES: 1, 2, 3, 5, 6, 10 CODE COMPUANCE: S.B.C.C.I. #9166, #9320 METRO DADE COUNTY REPORT 1192- 0830.6, Submitted 1/93 for a National Evaluation Report (NER# Pending). INSTALLATION: A2 REGULAR HCPR /L Al Rafter application HCPR /L (Available In left or right) H LONGTIE HCPLR /LL Rafter application HCPLR /LL (Available in left or right) 37 REVERSIBLE RT12 RT12 11 Rafter application TRUSS TIE HCPTA Al A2 May be installed on each side of rafter for twice the loads when the rafter thickness is a miminum of 2 1/2" or diagonally when rafter is 1 1/2 ". 1 1/2" L- 011 �-1 DOUBLE LONGTIE RT10 r \ TOP PLATE H ties insta led diagonally aoi: from each other 2 1/2" (MIN) F TOP — PLATE lisiinstailed back -to -back Date PE2MIT APPLICATION FOR MIAMI SHORES VILLAGE L f'- f 9Job Address /4-30 101 S/. Tax Folio Legal Description ) ,y Historically Designated: Yes 4/791 No Owner/Lessee / Tenant Al / �� r / f fi Master Permit # ? 8 Owner's Address /4-5 6 I•J A /01 S f Contracting Co. b t d,L (/r J ` /sue Address Qualifier 0J t (LC- /-fit (91/ it. 7 SS# State # 1L , Municipal # Competency # cc( 61.4z Co. Architect/Engineer Address Bonding Company Address Mortgagor Address Permit Type (circle one): BUILDING ELECTRICAL PLUMBING MECHANICAL ROOFING PAVING / F I ENCE � SIGN WORK DESCRIPTION C 7 sr/ I wr r .. ( 117 A IY- 1 "-�' , 01).A I /'-�Pr � �(• :> 1.) ��'L S i �� 2 2 ,s> bo Estimated Cost (value) 35d o- v 0 Square Ft. WARNING TO OWNER: YOU MUST RECORD A NOTICE OF COMMENCEMENT AND YOUR FAILURE TO DO SO MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY (IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT.) Application is hereby made to obtain a permit to do work and installation as indicated above, and on the attached addendum (if applicable). I certify that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits are required for ELECTRICAL, PLUMBING, SIGNS, POOLS, ROOFING and MECHANICAL WORK. OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Furthermore, I authorize the ab ee -named contractor to a work state Signature• of owner and/or Condo President Date Notary as to Owner and/or Condo President Date My Commission Expires: APPROVED: Zoning Mechanical Building Signature of Contractor or Owner -But der Notary as to Contractor or Owner - Builder= =-,i My Commission Expires. ` rt V i ,, 0 Phone 15(- 9 32 I Date Date y / —moo —t7 FEES: PERMIT � • RADON C.C.F. NOTARY 1 TOTAL DUE / 70 Electrical Plumbing Engineering .Appendix UNIFORM ROOFING PFRMITAPPLICATI0N, : • PROCESS No. .ntractor's Name: b U �k J 6 1 1 Job Address: r• 436 Okr 1o0 ROOF CATEGORY (Low Slope Application) 0 (Nail-On Tile) Elf Tile) * (Asphalt/Fiberglass Shingles) 0 ( Metal Roofs•Wood Shingles & Shakes) O (Other) ROOF TYPE 0 New Roof 0 Re- roofing 0 Recovering 0 Repair 0 Maintenance 'at Roof Area (8 Sloped Roof Area ($2) SSa °. _ Total (8 5 J lj Master Permit No. rposure category (per ASCE 7-88): Bulid'mg Classification category (per ASCE 7-88 table 1): "Includes Mortar and Adhesive Set Tile ROOF HEIGHT AND SYSTEM DETAILS (Draw details as needed) Deck type: ATTACHMENT Fastener Type: SPACING Field: Perimeter. Corner. DETAIL 1 & 2 Page -1 5 r t i r r t t r r � ROOF PLAN -1. --------------------------------------- - r„ - UNIFORMROOFING PERMIT APPLICATION , PROCESS No. DETAIL 3. £,LOPED SYS TILE CALCULATIONS (Pmaxl: X 7l. ( Aerodynamic Muttiplict): ) - M = Md: PCA: (Pmax2: x X (Aerodynamic Multiplier) ) - Mr = Md: PCA: (Pmax3: x (Aerodynamic Multiplier): ) - M = M PCA: Page-2 ATTAC MENZS REQUIRED 1) Fire Directory Listing Page 2) Dade County Product Control Notice of Acceptance -Cover Sheet a) Specific System Description b) Specific System Limitation c) General Limitations d) APFLcable Detail Drawings 3) Municipal Permit Appiicaden 4) Other Component Approvals METRO-DADE Artesanos, Ltda. Avenida 0 No. SA -22 El Salado, Colombia PRODUCT CONTROL NOTICE OF ACCEPTANCE Your application for Product Approval of Artesanos. Ltda.. Mortar Set. Clay "2 Piece Handmade Tapered Mission Barrel Tile" Roofine Tile under Chapter S of the Metropolitan Dade County Code governing the use of Altemate Materials and Types of Construction, and completely described in the plans, specifications and calculations as submitted by Testwell Craig Laboratories & Consultants, Inc. has been recommended for acceptance by the Building Code Compliance Department to be used in Dade County, Florida under the specific and standard conditions set forth herein. The approval shall be valid for a period of three years. The Building Code Compliance Department reserves the right to secure a product or material at any time for a jobsite or manufacturer plant for quality control testing. If product or material fail to perform in the approved manner, the Code Compliance Department may revoke, modify or suspend the use of such product or material immediately. The Building Code Compliance Department reserves the right to require testing of this product or material should any amendments to the South Florida Building Code be enacted affecting this product or material. The expense of such testing will be incurred by the Manufacturer. PRODUCT NO. : ACCEPTANCE NO.: 95- 0317.11 EXPIRES: This application for Product Approval has been reviewed by the Metropolitan Dade County Building Code Compliance Department and approved by the Building Code Committee to be used in Dade County, Florida under the conditions set forth above. APPROVED: IYIAY 1 8 19 9 8 - PLEASE NOTE - THIS IS THE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS. BUILDING CODE COMB ITTEE MAY 1 8 1995 METROPOLITAN DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING Rodrigu BUILDING CODE COMPLIANCE OFFICE SUITE 1603 METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET MIAMI, FLORIDA 33130-1563 (305) 375 -2901 FAX (305) 375 -2908 oduct Control Division Supervisor PRODUCT CONTROL SECTION (305) 375 -2902 FAX (305) 372 -6339 Arles Danger, '.E., Director Building Code Compliance Department Metropolitan Dade County Applicant: Artesanos, Ltda. Avenida 0 No. 8A -22 El Salado, Colombia Category: Prepared Roofing Sub - Category: Tile Type: Mortar Set Sub -Type: Clay PRODUCT CONTROL NOTICE OF ACCEPTANCE ROOFING SYSTEM APPROVAL System Description Product Control No.: 95- 0317.11 Approval Date: MAY 1 8 1995 Expiration Date: MAY 1 8 1998 Artesanos, Ltda., located in El Salado. Colombia, is a manufacturer of clay roof tile for mortar set applications. All clay roof tile is manufactured in plants located in Colombia from El Salado clays and is distributed through Artezanos, Inc. in the South Florida jurisdiction. Artesanos. Ltda., produces one clay tile profile for use in the South Florida jurisdiction which is a two -piece barrel tile (high profile). This Product Control Approval relates to Artesanos' "2 Piece Handmade Tapered Mission Barrel Tile" tile profile. The profile has matching trim pieces used for rake hip, ridge hip, and valley terminations. Artesanos" clay tile has been tested in compliance with the South Florida Building Code requirements for clay, mortar set tile applications. The minimum roof slope for Artesanos mortar set clay tiles shall be 2 ":12 ". See the "Profile Drawing" section in this Approval for the "2 Piece Handmade Tapered NIission Barrel" profile drawing. The "2 Piece Tapered Mission Barrel" tile profile has been tested for static uplift performance only, therefore, any consideration for installation shall be done as an 'Uplift Based System'. Data for attachment calculations is noted in Tables 1 and 2 of this Approval. Artezanos, Inc. is an Approved local distributor of Artesanos, Ltda. clay tiles. Manufacturer .' Distributor Agreement is on file at the Metro -Dade Building Code Compliance Office. Contact: Daniel Arguelles Artezanos, Inc. 9455 S.V. 78th Street Miami, Florida 33176 (305) 595 -4577 1 Product 2 Piece Handmade Tapered Mission Barrel Tile Trim Pieces TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT Dimensions 1= 17" w = 7" %2" thick 1= varies w = varies varying thickness Test Specifications ASTM C 1 167 ASTM C 1 167 2 Raul odriguez Product Control No.: 95- 0317.11 Product Description High profile, two- piece, barrel, clay roof tile. For direct deck mortar set applications. Accessory trim, clay roof piece for use at hips, rakes, ridges and valley terminations. Product #30 Felt #43 Coated Base Sheet Mineral Surface Cap Sheet Mopping Asphalt Flashing Cement Asphalt Primer Roofing Nails Tin Caps TRADE NAMES OF PRODUCTS MANUFACTURED OTHERS Dimensions N/A N/A N/A N/A N/A N/A min. 12 ga. with 3 /," head min. 32 ga. min. I /," o.d. max. 2" o.d. Test Specifications ASTM D 226 type II ASTM D 2626 ASTM D 249 ASTM D 312 type 111 or IV ASTM D 4586 ASTM D 41 PA 114 Appendix E PA 114 Appendix E 3 Raul odriguez Product Control No.: 95-0317.11 Product Description Manufacturer Saturated organic felt generic to be used as a nailed anchor sheet. Saturated and coated organic base sheet for single or double ply underlayment. Mineral surfaced asphalt roll roofing for use as a top ply in a double ply underlayment system. Asphalt for bonding a mineral surface cap to a mech. attached base sheet in a double ply underlayment system. Cut back, asphalt based, asbestos free, fiber reinforced, trowel grade cement for repair and flashing applications. Cut back, asphalt based coating used to facilitate bonding of dissimilar materials. Annular ring shank, hot dipped, electro or mechanically galv. roofing nails for use in underlayment attachment. Corrosion resistant circular disc for use in underlayment attachment generic generic generic generic generic generic generic Product Roof Tile Mortar ( "TileTiteTM ") Valley Flashing Drip Edge Dimensions N/A min. 26 ga. min. 16" width min. 26 ga. min. 2" face flange min. 2" deck flange Test Specifications PA 123 ASTM A 525 PA 111 4 Galvanized steel valley flashing Product Control No.: 95-0317.11 Product Description Prepared mortar mix designed for mortar set roof tile applications. Galvanized steel drip edge Manufacturer Bermuda Roof Company, Inc. PCA #94- 0614.01 generic generic Test Agency Testwell Craig Laboratories & Consultants, Inc. Testwell Craig Laboratories & Consultants, Inc. TEST REPORTS Product Control No.: 95- 0317.11 Test Identifier Test Namc /Report Date Lab #: ABM -4 Static Uplift Testing Jan. 1995 PA 101 (Mortar Set) Lab #: ABM -1 Physical Properties Nov. 1994 ASTM C 1 167 5 7/ Raul odriguez SYSTEMS Deck Type: Wood, Non - insulated Deck Description: New construction 19 /,," or greater plywood or wood plank. SYSTEM D: Mortar Set Application Slope Range: 2 ":12" to 7 ":12" Note: System D is only acceptable in this slope range. Underlayment: Roofing Tile: Product Control No.: 95- 0317.1 1 Install choice of Approved underlayment system, noted on Page 1 of Dade County Protocol PA 120, in compliance with Section 3.02 of PA 120. See System Limitation #6. Install tile in compliance with PA 120 using one of the Approved mortars noted in this Approval. Mortar shall be applied in compliance with the mortar manufacturer's Roofing Component Product Control Approval. The mortar attachment shall provide sufficient attachment resistance expressed as a moment to meet or exceed the required moment of resistance determined in compliance with PA 115 or PA 127. The mortar attachment data is noted in Table 2, attached. Comments: 1. For re -roof applications, 15 / 3 ," plywood is an acceptable substrate. 2. For mortar set applications, the first three courses of tile shall be nailed with not less than one nail per tile. As an alternate, the first three courses of tile shall be applied in mortar over a single layer of minimum 12 ga. wire mesh with square openings of not Tess than 3 /," which is mechanically attached to the deck with not less than one roofing nail every I ft'. For roof pitches from 6 ":12" to 7 ":12 ", every third tile of every fifth course, beginning at the eighth course, shall be nailed with not less than one nail per tile. 6 Raul l 6driguez 1 D f SYSTEM LIMITATIONS 7 Raul o driguez Product Control No.: 95- 0317.11 1. The standard minimum roof pitch for Artesanos, Ltda. clay, mortar set tile applications is 2" rise in 12" run (2 ":12 "). The maximum roof pitch for mortar or adhesive set tile applications is 7" rise in 12" run (7 ":12 "). The Artesanos, Ltda. "2 Piece Handmade Tapered Mission Barrel Tile" tile profile has not been tested for nail -on applications, therefore, System A (Counter - Batten Application), System B (Direct Deck Nail On) and System C (Horizontal Batten Application) do not form part of this Approval. 3. System installation shall be in compliance with the system specifications outlined in this Product Control Approval. Mortar set tile shall be attached using an Approved mortar noted in this Approval, the data of which is noted in Table 2 of this Approval. The method of attachment utilized shall provide sufficient attachment resistance expressed as a moment to meet or exceed the required moment of resistance determined in compliance with Dade County Protocol PA 115 or PA 127. 4. For mortar set applications, the first three courses of tile shall be nailed with not less than one nail per tile. As an alternate, the first three courses of tile shall be applied in mortar over a single layer of minimum 12 ga. wire mesh with square openings of not less than 3 / 8 " which is mechanically attached to the deck with not less than one roofing nail every 1 ft'. For roof pitches from 6 ":12" to 7 ":12 ", every third tile of every fifth course, beginning at the eighth course, shall be nailed with not less than one nail per tile. 5. For mortar set tile applications, a field static uplift test by a Dade County accredited testing agency, in compliance with Dade County Protocol PA 106, shall be required not Tess than 30 days after application to confirm tile adhesion. The results of this testing shall be reported to the Building Official and the installer stating that the application has passed or failed PA 106 testing. If the application fails PA 106 testing, the report shall state which portion of the test was failed; Category 1 (examination for loose tile) or Category 2 (uplift testing of tile). Subsequent to testing, the installer may repair not more than 5% of field area tiles and 10% of perimeter area (i.e. ridge /rake) tile with Approved tile adhesive. The installer shall place an identifiable marking on each repaired tile for future reference. Any PA 106 re -test shall not include any marked tile. 6. For mortar set tile applications, 30/90 hot mopped underlayment applications may be installed perpendicular to the roof pitch prior to June 1, 1995 unless stated otherwise by the material manufacturer. Thereafter, 30/90 underlayment systems shall be installed parallel to the roof pitch in compliance with Appendix 'A' of Dade County Protocol PA 120. 7. All tiles shall bear the imprint or identifiable marking of the manufacturer's name or logo for identification in the field. 8. The Artesanos, Ltda. "2 Piece Handmade Tapered Mission Barrel Tile" tile profile has been tested for static uplift performance only, therefore, attachment calculations for installation in compliance with Dade County Protocol PA 115 or PA 127 shall be done as an 'Uplift Based System' SYSTEM LIMITATIONS (CONTINUED) 8 Raul Jfodriguez Product Control No.: 95 9. Applications for roofing permits shall include a completed Section II of the Uniform Building Permit, a copy of Artesanos' current specifications and details, a copy of this Product Control Approval and a copy of the Product Control Approval of any Roofing Component used in the proposed tile application. Reference shall be made to appropriate data for the required fi re rating. 10. The applicant shall retain the services of a Dade County certified testing laboratory to maintain quality control in compliance with the South Florida Building Code and related protocols. 11. Any amendments to these provisions shall be in compliance with Sections 203 and 204 of the South Florida Building Bode. Table 2: Minimum Characteristic Resistance Load - F' (Ibf) from PA 101 Testing Tile Profile Tile Application Attachment Resistance 2 Piece Handmade Tapered Mission Barrel Tile Mortar Set 78.90 Table 1: Average Weight (W) and Dimensions (I x w) from PA 102 Testing Tile Profile Weight -W (Ibf) Length -1(feet) Width -w (feet) 2 Piece Handmade Tapered Mission Barrel Tile 4.90 1.42 0.58 DATA FOR ATTACHMENT CALCULATIONS 9 Raul l driguez Product Control No.: 95-0317.11 (7 PROFILE DRAWINGS Product Control No.: 95-0317.11 N OM1 *� Z4 �, * cr N * * * * & � C� °` 3" 18" The Tiles Shall be Identified by This Stamp ARTEZANO'S WORLD CLASS ARTEZANO'S INC. (305)595 -9352 Made in EI Salado, Colombia. 7" ARTEZANOS, LTDA. "2 PIECE HANDNIADE TAPERED MISSION B A R R E L TILE" METRODADE METROPOLITAN DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING NOTICE OF ACCEPTANCE; STANDARD CONDITIONS BUILDING CODE COMPLIANCE DEPARTMENT SUITE 1603 METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 376-2908 1. Extensions of Acceptance may be considered after a new application has been filed and the supporting data, test reports no older than ten (10) years, have been re- evaluated. Any revision or change in the materials, use, or manufacture of the product or process shall automatically be cause for termination, unless prior approval is granted for revisions or change. 3. Any unsatisfactory performance of this product or process or a change in Code provisions shall be grounds for re- evaluation. All reports of re- testing shall bear the seal, signature and date of an engineer registered in the State of Florida. 4. This acceptance shall not be used as an endorsement of any product for sales or advertising purposes. 5. The Notice of Acceptance number preceded by the words Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 6. Product approval drawings, where required for permit applications, shall be provided to the applicant by the manufacturer or his distributors unless otherwise noted in the Notice of Acceptance. The prints need not be re- sealed by an engineer. 7. Failure to comply with the Standard Conditions shall be cause for termination of the Approval. This Approval supersedes all previous Approvals. Rau Rodriguez Product Control Division Supervisor E Tile Description Test Procedure Client: Arguelles & Arguelles 9455 S. W. 78th Street Miami, Florida 33173 Att. Mr. Daniel Arguelles Project Description L E TESTWELL CRAIG LABORATORIES & CONSULTANTS, INC. 3731 S.W. 47th Ave. #401, Davie, Florida 33314 Phone: (954) 584 -4475 - Fax: (954) 584 -3887 CERTIFICATE OF TEST AND ANALYSIS Date: 8/4/97 Lab #: ABM -50 Project: 1430 N.E. 101st Street Tech. R. Binns Miami Shores, Florida Permit #: 41228 Tile /Manufacturer: Artezanos, clay, barrel Test Required: South Florida Building Code Protocol PA 106 -95 The structure tested is located at the above listed address. The roof had been set with approximately 55 squares of roof tile. The tiles were a mortar set, clay, Barrel, roof tile manufactured by Artezanos, product control approval # 95- 0317.11. The roof was first examined for loose tile by lifting one hundred eighty six (186) field tiles and one hundred seventy eight (178) corner and perimeter tiles. Fifty four (54) single tiles, were randomly selected and tested. Thirty (30) tests were conducted in the field area, twelve (12) in the perimeter area, and twelve (12) in the corner areas. The single tiles were subjected to a concentrated uplift force measured with a manually operated, Chatillon mechanical dial push /pull gauge, series DPPH. The gauge was connected to a steel "L" shaped angle that was inserted under the nose of the tile and gradually pulled upward until reaching the required test pressure of 35 lbs. +/- 5 lbs. As the load was applied, observations for failure of the component and the attachment, if any, were recorded. Tests were performed in respective order as illustrated on the attached sketch. .o TESTWELL CRAIG LABORATORIES & CONSULTANTS, INC. Client: Arguelles & Arguelles Project: 1430 N.E. 101st Street Miami Shores, Florida Permit #: 41228 Completion Date: > 30 days as per client Required Testing Force: 35.0 + 5 lbf. Comments: The above listed test meets the South Florida Building Code, Protocol PA 106 -95 static uplift test criteria. The Protocol PA 106 -95 test reported in report No. ABM -50 has been performed in full accordance to the requirements of Dade County, with no deviations. Anthony t. Porcello President Date: 8/4/97 Tech. R. Binns Lab #: ABM -50 igakid, 8•D5. S e• Rahman, P.E. Reg. State of Florida # 50640 Field Field Perimeter Corner 1. pass 19. pass 1. pass 1. pass 2. pass 20. pass 2. pass 2. pass 3. pass 21. pass 3. pass 3. pass 4. pass 22. pass 4. pass 4. pass 5. pass 22. pass 5. pass 5. pass 6. pass 23. pass 6. pass 6. pass 7. pass 24. pass 7. pass 7. pass 8. pass 25. pass 8. pass 8. pass 9. pass 26. pass 9. pass 9. pass 10. pass 27. pass 10. pass 10. pass 11. pass 28. pass 11. pass 11. pass 12. pass 29. pass 12. pass 12. pass 13. pass 30. pass 14. pass 15. pass 16. pass 17. pass 18. pass .o TESTWELL CRAIG LABORATORIES & CONSULTANTS, INC. Client: Arguelles & Arguelles Project: 1430 N.E. 101st Street Miami Shores, Florida Permit #: 41228 Completion Date: > 30 days as per client Required Testing Force: 35.0 + 5 lbf. Comments: The above listed test meets the South Florida Building Code, Protocol PA 106 -95 static uplift test criteria. The Protocol PA 106 -95 test reported in report No. ABM -50 has been performed in full accordance to the requirements of Dade County, with no deviations. Anthony t. Porcello President Date: 8/4/97 Tech. R. Binns Lab #: ABM -50 igakid, 8•D5. S e• Rahman, P.E. Reg. State of Florida # 50640 •'TESTNELL CRAIG LABORATORIES & CONSULTANTS, INC. Client: Arguelles & Arguelles Project: 1430 N.E. 101st Street Miami Shores, Florida Permit #: 41228 30 Date: 8/4/97 Tech. R. Binns Lab #: ABM -50 tions. New Building To be constructed of Estimated Total cost of improvements Zone cubage required Distance to next nearest building Maximum live load to be borne by each floor I hereby submit all the plans and specifications for said building be sent to Pie]r'c e. 2701 - ...5. ?':�-- .69.th...Ct. -, -- MIAMI SHORES VILLAGE APPLICATION FOR BUILDING PERMIT Application is hereby wade for the approval of the detailed statement of the plans and specifications herewith submitted for the build- ing or other structure herein described. This application is made in compliance and conformity with the Building Ordinance of Miami Shores Village, Florida, and all provisions of the Laws of the State of Florida, all ordinances of Miami Shores Village and all rules and regulations of the iuilding Division of Miami Shores Village shall be complied with, whether herein specified or not. A copy of approved plans and specifications must be kept at building during progress of the work. ,19.22. Owner's Name and Address Charles Krebbs No. � s ass_.. Street... .E. Registered Architect and /or Engineer ,..... ,, :,.,:.- ..... Name and address of licensed contactor Pierce 771c e » „ cc# 10228 2701 S.W. 69th Ct -, Iiiami o Fl Location and legal description of lot to be built on: Lot Block Subdivision — Street and Number where work is to be done State work to be done and purpose of building (by floors)._ Replace entire shingle t..I.Q...r.Q.Cd white coated cement shingle tile roofing .iTh talled...Ac.co .ding...: g...bud,,ain ...G_Q.de..SxLegj,f,i.ca— Single family reajdence • _. bL- ..6i1uar. s and for no other purpose. Remodeling Addition Repairs No. of Stories. ...I Kind of foundation Roof Covering white cement sh]_o tile $ 57140.,00 11 At 13t l ea- la•,P The undersigned applicant for this building permit does hereby certify that he understands and accepts his obligations as an employer of labor under the 'Florida Workmen's Compensation Act, being Section 5966, Compiled General Laws of Florida, Permanent Supplement, and has complied with the provisions thereof, and will require similar compliance from all contractors or sub - contractors employed by him in the work to be performed under this permit; and will post or cause to be posted for inspection on the site of th work such public notice or notices as arc required by the Act. The undersigned agrees to employ only such subcon c rs, 9P work performed under this pennit, as are licensed by Miami Shores Village. Remarks (Signed). STATE OF FLORIDA, COUNTY OF DADE. j ss. Before me, the undersigned authority, a notary public, duly authorized to administer oaths and take acknowledgments, personally ap- peared - •- and who, being by me first duly sworn, upon oath deposes and says that he is the. of the above described construction, that he has carefully read the foregoing application, and that he did sign the same, and that all facts therein by him stated are tru 2- v' 7 Permit No.. L._ 14 d Date Read, Sworn to and Subscribed before me. Disapproved (Signed) Building Inspector BUILDING INSPECTION DEPARTMENT. 11430 N.Eo101St. Amount of Permit $ plan Cubage Size of Building Lot 71.y . All notices with reference to the building and its construction may Miami F1 331 Notary Public, State of Florida My Commission Expires to me well known, PL NING BOARD _.._......DATE Chairman Membcr Member _ Member ...._ ............. ....._..._ ............ _ Member sass.. _....._..._._..--- _sass._ Member Council Approved _ Date Disapproved Date NOTE: A charge of $1.00 will be made for making corrections or changes to this application nfter approval has been obtained from the Planning Board. A re-inspection fee of 31.00 will be charged when such re- inspection is made necessary by improper notice for inspection oe faulty materials and /or workmanship. Application is hereby made for the approval of the detailed statement of the plans and specifications herewith submitted for the build- ing or other structure herein described. This application is made in compliance and conformity with the Building Ordinance of Miami Shores Village, Florida, and all provisions of the Laws of the State of Florida, all ordinances of Miami Shores Village and all rules and regulations of the Building Division of Miami Shores Village shall be complied with, whether herein specified or not. A copy of approved plans and specifications must be kept at building during progress of the work. Owner's Name and Address.. Registered Architect and /or Engineer MIAMI SHORES VILLAGE BUILDING INSPECTION DEPARTMENT APPLICATION FOR BUILDING PERMIT r 7? - - Q Date l �J�C No / `f 3 Sti / /4l Name and address of licensed contractor.. Location and legal description of lot to be built on: Lot Block Subdivision State work to be done and purpose of building (by floors) etZ -mil / Street and Number where work is to be done STATE OF FLORIDA, COUNTY OF DADE. J ss Disapproved (Signed) Build' g Inspector Chairman Member Member ... Council Approved Date NOTE: A charge of $1.00 will be made for making corrections the Planning Board. A re- inspection fee of $1.00 will be charged materials and /or workmanship. and for no other purpose. New Building Remodeling Addition Repairs No. of Stories To be constructed of Kind of foun iatio 2�O Roof Covering Estimated Total cost of improvements $ �/ Amount of Permit $ Zone cubage required _Plan Cubage Distance to next nearest building. Size of Building Lot Maximum live load to be borne by each floor I hereby submit all the plans and specifications for said building. All notices with reference to the .building and its construction may be sent to The undersigned applicant for this building pennit does hereby certify that he understands and accepts his obligations as an employer of labor under the Florida Workmen's Compensation Act, being Section 5986, Compiled General Laws of Florida, Permanent Supplement, and has complied with the provisions thereof, and will require similar compliance from all contractors or sub - contractors employed by him in the work to be performed under this permit; and will post or cause to be posted for inspection on the site of the work such public notice or notices as are required by the Act. The undersigned agrees to employ only such s , tractors, on work to be performed under this permit, as are licensed by Miami Shores Village. Remarks (Signed) Before me, the undersigned authority, a notary public, duly authorized to administer oaths and take acknowledgments, personally ap- peared to me well known, and who, being by me first duly sworn, upon oath deposes and says that he is the of the above described construction, that he has carefully read the foregoing application, and that he did sign the same, and that all facts therein by him . s d are true. tt Permit No 634 3 Date ,Z` '- JT7 Read, Sworn to and Subscribed before me. Notary Public, State of Florida My Commission Expires PLANNING BOARD DATE Member Member Member Disapproved Date or changes to this application after approval has been obtained from when such re- inspection is made necessary by improper notice for inspection or faulty BUILDING ELECTRICAL PLUMBING ROOFING Owner of Building MIAMI SHORES VILLAGE, FLORIDA ❑ PERMIT N? 15713 a, Work to be performed under this Permit Architect Contractor or Builder Legal Lot II BI. Description Address of Building ._ . This permit is granted to the contractor or builder named above to construct the building or to install the equipment or device described in the application herefor in strict compliance with all ordinances pertaining thereto and with the understanding that the work will be performed in compliance with any plans, drawings, statements or specifications that may have been submitted to and approved by the proper municipal authorities. This Permit may be revoked at any time if the work is not done in compliance with such ordinances or if the plans are changed without authorization. A further condition upon which this permit is granted is the understanding that the contractor or builder named above assumes the responsibility for a thorough knowledge of the ordinances and regulations pertaining to the work covered hereby whether shown on the plans or drawings or in the statements or specifications and that he assumes responsibility for work done by his agents, servants or employees. Signed: 4 3" f.. .. BY --. INSPECTOR In consideration of the issuance to me of this permit I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either, myself, my agent, servant or employee. CONTRACTOR OR BUILDER Subdi- vision Value of Project $ / t` DATE 195 Contractor's License No Amt. of Permit $ BY AUTHORITY .�y —� Owner's Name and Address Guernsey Construct ion Co. MIAMI SHORES VILLAGE BUILDING INSPECTION DEPARTMENT APPLICATION FOR BUILDING PERMIT Application is hereby made for the approval of the detailed statement of the plans and specifications herewith submitted for the build- ing or other structure herein described. This application is made in compliance and conformity with the Building Ordinance of Miami Shores Village, Florida, and all provisions of the Laws of the State of Florida, all ordinances of Miami Shores Village and all rules and regulations of the Building Division of Miami Shores Village shall be complied with, whether herein specified or not. A copy of approved plans and specifications must be kept at building during progress of the work. Date /anuary 27, Registered Architect and /or Engineer Name and address of licensed contractor ehSe t e t a 1 ape is 1 t y Cm Location and legal description of lot to be built on: Lot 6 Block 1 Subdivision Miami Shores Bay Park ,19 No._ Street N . E. 13th Avenue Street and Number where work is to be done 1430 N. E. 101st Street State work to be done and purpose of building (by floors) Roofing on new residence ny — – -- - - - - -- and for no other purpose. New Building X Remodeling Addition Repairs No. of Stories one To be constructed of Kind of foundation Roof Covering t ile Estimated Total cost of improvements $ 1200.00 Amount of Permit $ 7.00 Zone cubage required _ —Plan Cubage Distance to next nearest building —Size of Building Lot Maximum live load to be borne by each floor__ I hereby submit all the plans and specifications for said building. All notices with reference to the building and its construction may be sent to The undersigned applicant for this building permit does hereby certify that he understands and accepts his obligations as an employer of labor under the Florida Workmen's Compensation Act, being Section 5966, Compiled General Laws of Florida, Permanent Supplement, and has complied with the provisions thereof, and will require similar compliance from all contractors or sub - contractors employed by him in the work to be performed under this permit; and will post or cause to be posted for inspection on the site of the work such public notice or notices as are required by the Act. The undersigned agrees to employ only such subcontractors, on work to be performed under this permit, as are licensed by Miami Shores Village. Remarks (Signed) SIaet___Nt_e°_tA . Spe_ciaLty__ Company STATE OF FLORIDA, COUNTY OF DADE. ss. Before me, the undersigned authority, a notary public, duly authorized to administer oaths and take acknowledgments, personally ap- peared and who, being by me first duly sworn, upon oath deposes and says that he is the of the above described construction, that he has carefully read the foregoing application, and that he did sign the same, and that all facts therein by him stated are true. Permit No 13 Date vS ' '1 "' �'�' Read, Sworn to and Subscribed before me. Disapproved _ Date ( Signed) Notary Public, State of Florida Building Inspector My Commission Expires to me well known, PLANNING BOARD DATE Chairman Member Member Member Member — Member Council Approved Date Disapproved Date NOTE:,A charge of $1.00 will be made for making corrections or changes to this application after approval has been obtained from the Planni g Board. A inspection fee of $1.00 will be charged when such re- inspection is made necessary by improper notice for inspection or faulty mate ' s and /or workmanship.