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530 NE 96 St (14)-:0 0. 0- ineerriticE Cover Sheet k.:0vct i pLoYi1 per FlariC:14 6 1Q15.31 003 in , I-i1.) of sheet, All irlcleX Sheet of lthetri.133 deg nS -ITTACthd Whicth ThO ideii&jo 11C1 date of each drawin:4. 1,1.?..nglileer of TrS Det.igh John A. 111:1r, P.E. FL Reg. Eng. No. 36205 3320 Paddock: R.oad Weston, FL 33331 (954) 600-7123 I 1 J t;t: tk ij c i jug A.uclic,;ic>/: MIAMI, FLORIDA DESIGN LOAM: 30+15+ 0+10 PSF. Lufld Cud: 1 C."001/ASCE 7/98 Sol:rw;ti . t..fiTc-1 2000 V 5.1 Project l' OBRA VIVA 530 N.E,96 ST. MIAMI,FLORIDA 'ROY 04 2614 4` To: 964 - Meyer 530 NE 96 ST. MIAMI Reaction Summary Job Number: Page: 1 Date: 10 -19 -2004 - 11:54:02 PM Project ID: 964 Project: 530 NE 96 ST. Block No: Model: Lot No: Contact: Site: Office: Deliver To: 530 NE 96 ST. MIAMI Account No: Designer: mtm Salesperson: Quote Number: Name: hone: pax: �entative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: // � 2 CJO4 4 - 2 - 15 ROOF TRUSS 2 -2 -2 3.18 0.00 Joint ls 5 Joint . 461 Joint lbs. lbs. I f 2 lbs. 63 Joint . 63 Ibs. 4 0 NOV 0 d 2004 -497 lbs. -4 lbs. J l �� / 6 CJ09 9 -10 -13 ROOF TRUSS 3- 8- 2 3.18 0.00 Joint 8 Joint 2 Joint 6 0 lbs. 746 lbs. 851 lbs. NOV 0 d 20 -443 lbs. -696 lbs. 1 GROl 15 - 0 - 0 ROOF TRUSS 3 - 4.50 50 0.00 Joint 13 Joint 2 Joint 7 Joint 14 NOV lbs. b. 17764 4 lbs. 1764 lbs. 0 O lbs. 0 4 20a - 11441bs. -1144 lbs. (I) 2 -Ply GRO2 29 - 10 - 0 2X4/2.X6 ROOF TRUSS 3- 8- 4 4.50 0.00 Joint 2 Joint 11 r 3171 lbs. 3821 lbs. NOV ! O V O 1004 - 2304 lbs. - 2731 lbs. �M� 2 1 (I) 2 - Ply GRO2A GRO3 29 - 10 - 0 2X4/2X6 7 - 0 - 0 2X4/2X6 ROOF TRUSS MONO TRUSS 3 - 8 - 4 4.50 0.00 2 4.50 ll - 8 - 77 0.00 Joint 2 Joint 11 NOV 3517 lbs. 4070 lbs. V 0 LI 2004 -2532 lbs. -2894 lbs. a� Joint I Joint 1710 lbs. 1710 lbs. NOV O4 2001 -1131 lbs. -1203 lbs. 1 GRO3A 7 - 0 - 0 2X4/2X6 MONO TRUSS 2.11_8 4.50 0.00 Joint Joint 54 NOV O 4 2(1 1570 lbs. 2225 lbs. -1035 lbs. -1555 lbs. 1 CR04 14 - 4 - 0 2X4/2X6 ROOF TRUSS 3 - 8- 4 4.50 0.00 Joint 7 Joint 2 Joint 4 NOV 0 4 2004 0 lbs. 1705 lbs. 1444 lbs. -1115 lbs. -912 lbs. 1 CR05 9 - 0 - 0 ROOF TRUSS 2- 2- 4 4.50 0.00 Joint 9 Joint 2 Joint 5 Joint 10 NOV O 4 2004 0 lbs. 770 lbs. 770 lbs. 0 lbs. -709 lbs. -709 lbs. 2 1101 29 - 10 - 0 ROOF TRUSS 4- 5- 4 4.50 0.00 Joint 15 Joint 2 Joint 8 Joint 16 O V 04 2004 O lbs. 1817 lbs. 1817 lbs. 0 lbs. !!�� -1153 lbs. - 1153lbs. 1 2 H02 29 - 10 - 0 ROOF TRUSS 4- 5- 4 4.50 0.00 Joint 15 Joint 2 Joint 8 Joint 16 NOV O 4 2004 0 lbs. 1817lbs. 1817lbs. 0 lbs. -1153 lbs. -1153 lbs. � a 2 H03 29 - 10 - 0 ROOF TRUSS 4- 5- 4 4.50 0.00 Joint 15 Joint 2 Joint 8 Joint 16 NOV 0 4 2004 O lbs. 1817 lbs. 18171bs. O lbs. -1153 lbs. -1153 lbs. 16 JOl 1 - 0 - 0 ROOF TRUSS I - 5 4 4.50 0.00 pI 457 2 J 3 Joint 4 Ito O V O 200 457 Ibs. 465 lbs. 19 lbs. -933 lbs. -176 lbs. 4 14 J03 3 - 0 - 0 ROOF TRUSS 2 - 4.50 0 4 4.50 0.00 Joint 5 Joint 2 Joint 3 Joint 4 NOV �� O V O 2004 lbs. 53 lbs. O lbs. 447 lbs. 26 o J -502 lbs. -51 Ibs. d C ' O 1 JO3A 3 - 0 - 0 ROOF TRUSS 5- 8 4.50 0.00 NOV Joint 1 Joint 2 Joint 3 N O V O 4 2004 145 lbs. 119 lbs. 53 lbs. -74 lbs. -132 lbs. 11 J05 5 - 0 - 0 ROOF TRUSS 2- 11 - 4 4.50 0.00 Joint 5 Joint 2 Joint 3 Joint 4 \l n V O 4 /UM 0 lbs. 517 lbs. 156 lbs. 93 lbs. -378 lbs. -173 lbs. J / 1 JO5A 5 - 0 - 0 2- ROOF TRUSS 2- 8 4.50 0.00 �{ Joint 1 Joint 2 Joint 3 NOV O V O 4 210 268 lbs. 219 lbs. 98 lbs. -160 lbs. -235 lbs. N- Joint 6 Joint 2 Joint 5 Joint l 4 0 0 lbs. 61 6101bs. 180 lbs. 148 lbs. NOV O � 2UI -418 lbs. -117 lbs. -153 lbs. 13 J07 7 - 0 - 0 3- ROOF TRUSS 4 4.50 50 0.00 1 TOl 15 - 0 - 0 3- ROOF TRUSS 10 - 8 4.50 0.00 Joint 8 Joint 2 Joint 4 Joint 9 0 lbs. 1001 lbs. 1001 lbs. 0 lbs. p� 1� -641 lbs. -641 lbs. 4O V 04 200 - 1 TO1A 15 - 0 - 0 3 - ROOF TRUSS 10 - 8 4.50 0.00 Joint 7 Joint 2 Joint 4 0 lbs. 1018 lbs. 775 lbs. aa�� I -656 lbs. -451 lbs. N 0 V 0 4 2014 - - e TO: 964 -Meyer 530 NE 96 ST. MIAMI Reaction Summary Job Number: Page: 2 Date: 10 -19 -2004 - 11:54:02 PM Project ID: 964 Project: 530 NE 96 ST. Block No: Model: Lot No: C Site: Office: Deliver To: 530 NE 96 ST. MIAMI - Account No: Designer: mtm Salesperson: Quote Number: ?lame: Phone: Fax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: 3 TO1B 15 - 0 - 0 ROOF TRUSS 3 10 - 8 4.50 0.00 Joint 7 Joint 2 Joint 4 0 lbs. 1028 lbs. 785 lbs. 0 -682 lbs. -492 lbs. 0 n If 0 4 70 'I� 1 T02 14 - 4 - 0 ROOF TRUSS 3- 9- 0 4.50 0.00 Joint 7 Joint 2 Joint 4 991 J 0 lbs. 991 lbs. 746 lbs. qr NOV n �. -662 lbs. -470 lbs. N 0 2( 1 T03 9 - 0 - 0 ROOF TRUSS 2- 9- 0 4.50 0 Joint 2 Joint 4 674 lbs. 674 lbs. ItI n 1I 0 l+ 20 -644 lbs. -644 lbs. : ` - �� - � 11 T04 29 10 - 0 ROOF TRUSS b - 7 - 14 4.50 0.00 Joint 12 Joint 2 Joint 8 Joint 13 NOV 0 4 200L 0 lbs. 1817 lbs. 1817 lbs. 0 lbs. '" N l/ -1103 lbs. -1103 lbs. 2 V02 2 - 0 - 0 ROOF TRUSS 0 - 90 0 4.50 0.00 Joint . Joint NOV 0 4 2004 32 lbs. 32 2 lb bs. . 2 VO4 0.00 4 - 0 - 0 ROOF TRUSS 1- 6 - 0 4.50 Joint l Joint 3 7 168 lbs. 168 lbs. NOV 0 4 ry 004 -91 lbs. -131 lbs. V06 6 - 0 - 0 ROOF TRUSS 2 -3 -0 4.50 0.00 Joint Joint3 NOV 04 200f 278 lbs. 278 lbs. 4 - 149lbs. - 214lbs. JOHN A. ILTER, R.E. REGISTERED STRUCTURAL ENGINEE STATE OF FLORIDA #36205 T-12n PADDOCK ROAD, WESTON, F!. 3333:i. NOV 0 4 200! e Job 964 Truss CJO4 Truss Type ROOF TRUSS Qty 2 Ply 1 964 -MEYER Job Reference (optional) 5.200 a Jan 16 2004 MiTek Industries, Inc. Tue Oct 19 23:34:30 2004 Page 1 • - 2 -9 -15 ( 4 -2 -15 ( 2 -9 -15 4 -2 -15 5hife I* 1:32. 3 3.18 12 2 6 2x5 - 1 4 2x5 = 1.5x4 II 9-1 4 -2 -15 0 -1 -9 4 -2 -15 LOADING (psf) TCLL 30.0 TCOL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 CSI TC 0.57 BC 0.12 WB 0.00 (Matrix) DEFL in (loc) Weft Lid Vert(LL) -0.01 2 -4 >999 240 Vert(TL) -0.02 2 -4 >999 180 Horz(TL) -0.14 5 n/a n/a PLATES GRIP MI120 249/190 Weight 23 lb LUMBER BRACING TOP CHORD 2 X 4 SYP SS TOP CHORD Sheathed or 4 -2 -15 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb /size) 2= 464/0 -10 -4, 4 =27 /Mechanical, 3=- 3/Mechanical, 5= 0/0 -1 -8 Max Horz 2= 141(load case 3) Max Uplift2=- 496(load case 3), 3=- 3(load case 1) Max Gray 2= 464(Ioad case 1), 4= 63(load case 2), 3= 2(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-6=0/56, 2 -6 =0/57, 2 -3= -55/0 BOT CHORD 2-4=0/0 WEBS 3- 4 =0/0, 1-5=0/0 NOTES 1) Wind: ASCE 7-98; 146mph (3- second gust); h =12ft; TCDL= 5.Opsf; BCDL= 5.Opsf; Category II; Exp C; partially; C -C Interior(1); Lumber DOL =1.33 plate grip OOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 496 lb uplift at joint 2 and 3 lb uplift at joint 3. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =l 33 Uniform Loads (plf) Vert 1.6 = -90 Trapezoidal Loads (plf) Vert: 6=- 0(F =45, B= 45)- to3=- 95(F = -3, B = -3), 2=- 2(F =9, B= 9)- to- 4=- 21(F = -1, 8 = -1) JOHN A. I LYE R, P• E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 ;\ MI! e - Job 964 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 Truss CJO9 - 2 -9 -15 2 -9 -15 Plate Offsets (X Y): (2•0.4- 5,0 -1 -8) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 - 01 -9 0 -1 -9 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina NO Code FBC2001 /ANSI95 Truss Type ROOF TRUSS REACTIONS (lb/size) 6= 851 /Mechanical, 2= 746/0 -10 -4, 8= 0/0 -1 -8 Max Horz 2= 703(load case 3) Max Uplift6=- 675(load case 3), 2=- 422(load case 3) CSI TC 0.99 BC 0.83 WB 0.33 (Matrix) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-9=0/56, 2 -9 =0/57, 2.3 =- 1049/195, 3 -4 =- 223/0, 4 -5= -15/0, 4-6=-450/504 BOT CHORD 2-7=-796/973, 6.7 =- 796/973 WEBS 3- 7= 0/197, 3-6=-876/550, 1 -8 =0 /0 5 -2 -13 5 -2 -13 5 -2 -13 5 -2 -13 Qty 6 Ply 1 1 964-MEYER DEFL in (loc) l/defl Ltd Vert(LL) 0.04 6-7 >999 240 Vert(TL) -0.06 6 -7 >999 180 Horz(TL) -0.10 8 n/a n/a Job Reference (optional) BRACING TOP CHORD Sheathed or 3 -6 -9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-11-2 oc bracing. NOTES 1) Wind: ASCE 7-98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 675 lb uplift at joint 6 and 422 lb uplift at joint 2. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pIf) Vert: 1 -9 = -90 Trapezoidal Loads (plf) Vert: 9= 0(F =45, B= 45)- to- 4=- 217(F = -63, B = -63), 4 =- 217 (F = -63, B=- 63)- to- 5=- 223(F = -66, B = -66), 2=- 2(F =9, B= 9)- to- 6=- 49(F = -15, B = -15) 5.200 s Jan 16 2004 MITek Industries, Inc. Tue Oct 19 23:34:31 2004 Page 1 9 -10 -13 4 -8 -0 9 -10 -13 4 -8 -0 PLATES GRIP MI120 249/190 Weight 50 lb JOHN A. ILTER, RE. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, Fl. 33331 Nnv o A 2004 Scale = 1:22.3 2.5x6 II 5 Job 964 Truss GR01 Truss Type ROOF TRUSS 6- Ply 1 964 -MEYER Job Reference (optional) 5.200 a Jan 16 2004 Welk Industries, Inc. Tue Oct 19 23:34:31 2004 Page 1 -2-0 -0 3 -10 -5 7 -0 -0 � 8 -0 -0 1 11 -1 -11 ) 15 -0 -0 , 17 -0 -0 � � � 2 -0 -0 3 -10 -5 3 -1 -11 1 -0 -0 3 -1 -11 3 -10 -5 2 -0 -0 Scale = 1:34.2 4x5 = 4x5 = 4 5 4.50 12 3 3x4 MI x4 3 6 or 9 1 2x4 = L i y a 2x4 = hr hr c 3 el ►/1, 8 N 'c'— 4x5 = 12 11 10 9 4x5 — _� 4x5 `� I 011 1x4 II 6x6 = 6x6 = 1x4 11 3-10-5 ) 7-0-0 I 8 -0 -0 1 11 -1 -11 j 15-0 -0 150 A A -8 0 -1 -8 3 -10 -5 3 -1 -11 1 -0 -0 3 -1 -11 3 -10-5 0 -1 -8 Plate Offsets (X,Y): (2:0.2- 9,0 -0- 21,[7:0- 2- 9,0 -0 -21 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 !nor NO Code FBC2001 /ANSI95 CSI TC 0.80 BC 0.76 WB 0.25 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) 0.16 10 >999 240 Vert(TL) -0.20 9-10 >868 180 Horz(TL) 0.09 14 n/a Na PLATES GRIP MII20 249/190 Weight 79 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3-0-5 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-4-4 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb /size) 2= 1764/0.7 -4, 7= 1764/0 -7 -4, 13= 0/0 -1 -8, 14= 0/0.1.8 Max Uplift2=- 1143(load case 3), 7=- 1143(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/63, 2 -3 =- 3387/2047, 3-4=-3155/2024, 4 -5 =- 2968/1970, 5 -6 =- 3155/2024, 6 -7 =- 3387/2047, 7 -8 =0/63 BOT CHORD 2- 12=- 1746/3056, 11- 12=- 1746/3056, 10- 11=- 1683/2968, 9 -10 =- 1746/3056, 7- 9=- 1746/3056 WEBS 3-12=-7/113, 3 -11 =- 194/99, 4 -11 =- 501/846, 5 -10 =- 501/846, 6.10 =- 194/99, 6-9=-7/113, 1- 13 =0/0, 8- 14 =0 /0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 13, 14. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1143 lb uplift at joint 2 and 1143 lb uplift at joint 7. 7) Girder carries hip end with 7 -0-0 end setback 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 705.81b down and 459.71b up at 8-0-0, and 705.81b down and 459.71b up at 7 -0 -0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (pIf) Vert 1- 4 = -90, 4- 189( F = -99), 5- 8 = -90, 2- 11 = -20, 10.11=- 42(F = -22), 7- 10 = -20 Concentrated Loads (lb) G JOHN A. ! LYE r� • Vert: 11=-706(F) 10=-706(F) REGISTERED STRUCTURAL ENGINEE" STATE OF FLORIDA #36205 4320 PADDOCK ROAD WESTON FL 3333 NOV O 1 MU f Job 964 Truss GRO2 Truss Type ROOF TRUSS City 1 Ply 2 964 -MEYER Job Reference (optional) s Jan 16 2004 MITek Industries. Inc. Tue Oct 19 23:34:32 2004 P 5.200 I -2 -0 -0 I 2 -0 -0 4 -1 -0 1x4 11 2 1 4.50 FT 4x5 = 4 -1 -0 I 7 -0 -0 2 -11 -0 4x8 = 4 11 -0 -6 4 -0 -6 1x4 II 5 3x4 % _ -e 3x4 3 10 d 1 21 20 19 18 17 16 15 14 13 2x4 I 1 3x4 = 5x6 = 2x8 I I 3x8 = 3x4 = 2x4 I I 5x8 = 4x8 = 4 -1 -0 I 7 -0 -0 11 -0 -6 4 -1 -0 2 -11 -0 4 -0 -6 1 ] 15 -0 -12 4 -0 -6 15 -0 -12 4 -0 -6 1 3x9 = 3x5 = 1x4 I I 6 7 8 1 18 -11 -6 3 -10 -10 18 -11 -6 3 -10 -10 1 1 22 -10 -0 I 25 -9 -0 29 -10 -0 3 -10 -10 2 -11 -0 5x8 = 9 22 -10-0 I 25 -9 -0 I 29 -10 -0 3 -10 -10 2 -11 -0 4 -1 -0 Plate Offsets (X,Y): [1:0- 2- 4,0.0.8], [2:0.4- 0,0 -0- 6],[4:05. 12,0.2- 4],[9:0.5.8,0 -2- 8],[11:0- 3- 0,0 -2- 1],[12:0- 2- 4,0 -0 -8] 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 NO Code FBC2001 /ANSI95 REACTIONS (lb/size) 2= 3171/0 -7 -4, 11=3821/0-7-4 Max Uplift2=- 2303(load case 3), 11=- 2730(load case 3) CSI TC 0.76 BC 0.98 WB 0.54 (Matrix) LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plz.te Increase =1.33 Uniform Loads (plf) Vert: 1.4 = -90, 4.8 = -90, 6- 9=- 189(F = -99), 9- 12 = -90, 2- 17 = -20, 15- 17= -42(F = -22), 11.15 = -20 Concentrated Loads (Ib) Vert: 17=- 1710(F) 15= 706(F) DEFL in (loc) I/defl L/d Vert(LL) 0.56 17 >629 240 Vert(TL) -0.69 16-17 >507 180 Horz(TL) 0.13 11 n/a n/a FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/70, 2 -3 =- 7057/4169, 3 -4 =- 7199/4542, 4 -5 =- 9659/6219, 5 -6 =- 9659/6220, 6 -7 =- 10903/7036, 7 -8 =- 10903/7038, 8-9=-10903/7038 9.10 =- 900515727, 10 -11 =- 8742/5275, 11-12=0/70 BOT CHORD 2- 21=- 3642/6499, 20- 21=- 3642/6499, 19-20=-3939/6737, 18- 19=- 7497/12159, 17 -18 =- 7497/12159, 16- 17=- 7497/12159, 15-16=-508 ,14 -15 =- 4669 / 8064, 13 -14 =- 4669/8064,11.13 =- 4669/8064 WEBS 3-21=-292/382, 3 -20 =- 327/420, 4- 20=- 44/267, 4-19=-2268/3562, 5-19=-314/295, 6- 19=- 3037/1957, 6- 17=- 1150/1879, 6-16=-1575/99 8 -16 =- 742/571,9.16 =- 1901/3002,9 -15 =- 508/960, 10 -15=- 426/570, 10 -13 =- 342/416 /8477 PLATES GRIP MI120 249/190 Weight: 366 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 3 -5 -13 oc purlins BOT CHORD 2 X 6 SW No.2ND BOT CHORD Rigid ceiling directly applied or 5 -8.9 oc bracing. WEBS 2 X 4 SYP No.3 *Except' 6.172X6 SYP No.2ND OTHERS 2 X 4 SYP No.3 1 31 -10 -0 I 4 -1 -0 2 -0 -0 Scale = 1:59 3 11 4x6 1 1x4 11 0 12 [a NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0 -8 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 146mph (3- second gust); h =22ft; TCDL= 5.Opsf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2303 lb uplift at joint 2 and 2730 lb uplift at joint 11. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 706.OIb down and 463.3lb up at 22 -10- a N 1710.Olb down and 1122.21b up at 15-0-12 on bottom chord. The design/selection of such special connection device(s) is the responsibi' of oth rs. H' ` A. (L fl 't tG ISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33332 NOV 0 c 2004 age 1 Job 964 Truss GRO2A Truss Type ROOF TRUSS City 1 Ply 2 5.200 964 -MEYER Job Reference (optional) s Jan 16 2004 MTek Industries. Inc. Tue Oct 19 23:34:32 2004 Pa 1 -2 -0 -0 2 -0 -0 4 -1-0 1x4 11 2 4 -1 -0 4.50 12 4 -1 -0 4 -1-0 7 -0 -0 2 -11 -0 4 7 -0 -0 2 -11 -0 5x8 = 11 -0 -6 4 -0 -6 11 -0 -6 4 -0 -6 14 -4 -12 3 -4 -6 1x4 II 5 14 -4 -12 3 -4 -6 3x9 = 6 18 -11 -6 4 -6 -10 4x5 = 1x4 II 7 8 22 -10 -0 25 -9 -0 3 -10 -10 2 -11 -0 5x8 = 9 29 -10 -0 3x4 3 x 4 -- _ 11 1x4 II o '3 • II , ca 12 to 3x8 = 21 20 19 18 17 2 x 4 I I 3x4 = 6x6 = 3x9 I I 3x10 = 18 -11 -6 4 -6 -10 16 15 14 13 4x7 = 3x9 = 3x4 = 2x4 II 4x6 = 22 -10 -0 3 -10 -10 REACTIONS (lb /size) 2= 3517/0 -7.4, 11= 4070/0 -7 -4 Max Uplift2=- 2531(load case 3), 11=- 2893(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/70, 2 -3 =- 7905/4728,3 -4 =- 8190/5191,4 -5 =- 11010/7106,5.6 =- 11010/7106,6.7 =- 11899/7690,7 -8 =- 11899/7690,8 -9 =- 11899/7690, 9.10 =- 9708/6189,10 -11 =- 9394/5702,11 -12 =0/70 BOT CHORD 2.21 =- 4164/7289, 20.21 =- 4164/7289, 19.20 =- 4550/7669, 18 -19 =- 8517/13714, 17 -18 =- 8517/13714, 16.17 =- 8517/13714, 15- 16=- 5514/9138 ,14 -15 =- 5066/8671,13 -14 =- 5066/8671,11.13 =- 5066/8671 WEBS 3-21=-395/450, 3 -20 =- 424/571, 4-20=-78/312, 4 -19 =- 2595/4059, 5- 19=- 224/224, 6.19 =- 3467/2245, 6-17=-1537/2472, 6-16 =- 2159/1377, 8-16 =- 816/632, 9-16=-2166/3409, 9 -15 =- 539/1000, 10-15=-463/626, 10- 13=- 378/441 25 -9 -0 29 -10 -0 2 -11 -0 31 -10 -0 4 -1 -0 2 -0 -0 Scale = 1 59.3 4 - 1 - 0 Plate Offsets (X,Y): [1:0- 2- 4,0.0.8], [4:0 -5- 8,0.2 -8], (7:0.2- 8,Edge), (9:0 -5 -8,0 2 -8], [12:0.2 - 4,0.0.8], (18:0- 3- 0,Edge] 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 NO Code FBC2001 /ANSI95 CSI TC 0.87 BC 0.92 WB 0.61 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD BOT CHORD 2 X 6 SYP SS *Except* BOT CHORD 11 -14 2 X 6 SYP No.2ND WEBS 2 X 4 SYP No.3 *Except* 6-17 2 X 6 SYP No.2ND OTHERS 2 X 4 SYP No.3 LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert 1- 4 = -90, 4- 6 = -90, 6.9=- 189(F = -99), 9.12 = -90, 2- 17 = -20, 15- 17=- 42(F = -22), 11- 15 = -20 Concentrated Loads (lb) Vert: 17=- 2225(F) 15=- 706(F) DEFL in (loc) Udefl Lid Vert(LL) 0.58 16 -17 >601 240 Vert(TL) - 0.72 16-17 >487 180 Horz(TL) 0.12 11 n/a n/a Sheathed or 3 -1 -3 oc purlins. Rigid ceiling directly applied o 3320 PLATES GRIP MI120 249/190 Weight: 367 lb 6 -2 -0 oc bracing. NOTES 1) 2 -ply truss to be connected together with 0.131'x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Bottom chords connected as follows: 2 X 6.2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0 -8 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connection have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2531 lb uplift at joint 2 and 2893 lb uplift at joint 11. JOHN A. IL TER, [� L !'kp P„ E. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 706.OIb down and 463.31b up a 2225.01b down and 1460.21b up at 14 -4 -12 on bottom chord. The design/selection of such special connection device(s) is the responsibili . ED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 PADDOCK ROAD, WESTON, FL 33331 iflll f '. 7004 go i 4 Job 964 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SW No.2ND WEBS 2 X 4 SYP No.3 *Except* 2-5 2 X 6 SYP No.2ND Truss GR03 3x5 = SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina NO Code FBC2001 /ANSI95 REACTIONS (lb/size) 1= 1710/0 -7 -4, 4= 1710 /Mechanical Max Horz 1= 228(load case 3) Max Uplift1=- 1050(load case 3), 4=- 1138(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 2365/1378, 2.3 =- 53/26, 3-4=-99/94 BOT CHORD 1 4 -5 =- 1447/2163 WEBS 2.4 =- 2445/1635,2 -5 =- 957/1645 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 1- 4=- 432(F= -412), 1.3 = -90 Truss Type MONO TRUSS 4 -0 -12 4 -0 -12 4 -0 -12 4 -0 -12 CSI TC 0.52 BC 0.91 WB 0.50 (Matrix) Qty Ply 1 964 -MEYER 5.200 s Jan 18 2004 MI 7 -0 -0 2 -11 -4 7 -0-0 2 -11 -4 DEFL in (lac) Udefl Lid Vert(LL) 0.06 1 -5 >999 240 Vert(TL) -0.08 1 -5 >999 180 Horz(TL) 0.01 4 n/a n/a BRACING TOP CHORD Sheathed or 3-6-9 oc purlins, BOT CHORD Rigid ceiling directly applied o NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 p grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1050 lb uplift at joint 1 and 1138 lb uplift at joint 4. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). REG 332 Job Reference (optional) ek Industries, Inc. Tue Oct 19 23:34:33 2004 - Page 1 late 1.5x4 II 3 4 4x4 = PLATES GRIP MI120 249/190 Weight. 38 lb except end verticals. 5-5-12 oc bracing. NOV (' 1. 2004 Scale = 1:15.8 JOHN A. ILTER, STERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 PADDOCK ROAD, INESTON, I L 33331 Job 964 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.2ND WEBS 2 X 4 SYP No.3 *Except* 2 -5 2 X 6 SYP No.2ND Truss GR03A 1 3x6 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2001 /ANSI95 REACTIONS (lb/size) 1=1570/0-7-4, 4= 2225 /Mechanical Max Horz 1= 228(load case 3) Max Uplift1=- 961(load case 3), 4=- 1487(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1.2 =- 3185/1902, 2 -3 =- 51/28, 3- 4=- 106/99 BOT CHORD 1.5 =- 1934/2926, 4 -5 =- 1934/2926 WEBS 2 -4 =- 3307/2186, 2- 5=- 1413/2356 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert: 4- 5=- 414(F= -394), 1.3 = -90 Concentrated Loads (lb) Vert: 5=- 1444(F) Trapezoidal Loads (Of) Vert 1=- 110(F=- 90)- to- 5=- 212(F= -192) Truss Type MONO TRUSS 4 -0 -12 4 -0 -12 4 -0 -12 4 -0 -12 CSI TC 0.62 BC 0.81 WB 0.67 (Matrix) BRACING TOP CHORD BOT CHORD Qty 1 Ply 1 964 -MEYER Job Reference (o 5.200 s Jan 18 2004 M 7 -0 -0 2 -11 -4 7 -0 -0 2 -11 -4 DEFL in (loc) 1/defl Lid Vert(LL) 0.06 5 >999 240 Vert(TL) -0.07 1 -5 >999 180 Horz(TL) 0.02 4 n/a n/a Sheathed or 3-0-0 oc purlins, Rigid ceiling directly applied o NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 p grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Refer to girder(s) for truss to truss connections, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 961 lb uplift at joint 1 and 1467 lb uplift at joint 4. 5) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1444.01b down and 923.81b up at 4 -0 -1 bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). REGI 3320 tional) ek Industries, Inc. Tue Oct 19 23:34:33 2004 Page 1 except end verticals. r 4 -11 -8 oc bracing. late on 1.5x4 II 3 4 5x5 = PLATES GRIP MI120 249/190 Weight 38 lb 1 (11! O O. 2004 Scale = 1:15.8 JOHN A. ILTER STERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 PADDOCK ROAD, WESTON, F. 33331 Job 964 Truss GR04 Truss Type ROOF TRUSS Qty 1 Ply 1 964-MEYER Job Reference (optional) 5.200 a Jan 16 2004 MITek Industries. Inc. Tue Oct 19 23:34:34 2004 • -2 -0 -0 2 -0 -0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 6 SYP No.2ND WEBS 2 X 8 SYP No.2 OTHERS 2 X 4 SYP No.3 - ° i1 -8 0 -1 -8 REACTIONS (lb /size) 4= 1444 /Mechanical, 7=0/0-1-8, 2=1705/0-7-4 Max Horz 2= 69(load case 3) Max Uplift4=- 848(load case 3), 2=- 1065(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2 =0/69, 2- 3=- 3286/1895, 3-4 =- 3276/1888 BOT CHORD 2- 6=- 1647/2967, 5- 6=- 1647/2967, 4.5 =- 1647/2967 WEBS 3.6 =- 802/1609, 1-7=0/0 LOAD CASE(S) Standard 1) Regular. Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert 1- 3 = -90, 3.4 = -90, 2.4 = -20 Concentrated Loads (Ib) Vert: 6=- 1412(F) 7 -0 -0 7 -0 -0 7 -2 -0 7 -2 -0 BRACING TOP CHORD BOT CHORD 7 -4 -0 7 1 2 r9 0 -2 -0 0 -2 -0 14 -4 -0 7 -0 -0 14-4 -0 7 -2 -0 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 Inv: NO Code FBC2001 /ANSI95 CSI TC 0.90 BC 0.71 WB 0.17 (Matrix) DEFL in (loc) 1/defl Vert(LL) 0.14 4-6 >999 Vert(TL) -0.18 4.8 >928 Horz(TL) 0.04 4 n/a Ud 240 180 n/a Weight. 69 lb Sheathed or 2-7-15 oc purlins. Rigid ceiling directly applied or 5-4-5 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.88; 146mph (3- second gust); h =22ft; TCOL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 848 lb uplift at joint 4 and 1065 lb uplift at joint 2. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1412.Olb down and 835.1lb up at 7-0-0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PLATES GRIP MI120 249/190 NM/ 0 4 2004 Scale = 1 -1 28.5 JOHN A. ILTER, P E. REGISTERED STRUCTURAL ENGINEE STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 Page 1 Job 964 Truss GR05 Truss Type ROOF TRUSS 6 Ply 1 964 -MEYER Job Reference (optional) 5.200 s Jan 16 2004 MITek Industries. Inc. Yue Oct 19 23:34:35 200 -2 -0 -0 2 -0 -0 1 4.50 ; 12 3 -0 -0 3 -0 -0 3 -0 -0 3 -0 -0 4x4 = 6 -0 -0 3 -0 -0 6 -0 -0 3 -0 -0 4x4 = 4 9 -0-0 3 -0 -0 9 -0 -0 3 -0-0 Plate Offsets (X,Y): [2:0 3.6,0. 1.8],[5:0 -3- 6,0.1 -8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 SPACING 2 - Plates increase 1.33 Lumber Increase 1.33 Rep Stress Ina NO Code FBC2001 /ANSI95 REACTIONS (lb/size) 2= 770/0 -7.4, 5= 770/0.7 -4, 9= 010.1.8, 10= 0/0.1.8 Max Uplift2=- 708(load case 3), 5=- 708(load case 3) CSI TC 0.66 BC 0.37 WB 0.05 (Matrix) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1.2 =0/63, 2 -3 =- 888/641, 3- 4=- 770/628, 4- 5=- 888/641, 5.6 =0/63 BOT CHORD 2 -8=- 420/758, 7 -8 =- 419/770, 5-7=-420/758 WEBS 3.8= 0/162, 4- 7= 0/162, 1- 9 =0/0, 6- 10 =0/0 LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.33 Uniform Loads (plf) Vert 1- 3 = -90, 3- 4=- 99(F = -9), 4.6 = -90, 2.8 = -20, 7.8=- 22(F = -2), 5 -7 = -20 Concentrated Loads (Ib) Vert: 8= -83(F) 7= -83(F) DEFL in (loc) UdefI Vert(LL) 0.03 7-8 >999 Vert(TL) -0.04 7-8 >999 Horz(TL) -0.04 9 n/a L/d 240 180 n/a BRACING TOP CHORD BOT CHORD Sheathed or 5-11-7 oc purlins Rigid ceiling directly applied o REGI 3320 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =12ft; TCDL= 5.Opsf; BCDL= 5.0psf; Category II; Exp C; partially; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9, 10. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 708 lb uplift at joint 2 and 708 lb uplift at joint 5. 7) Girder carries hip end with 3.0 -0 end setback 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 82.51b down and 76.OIb up at 6 -0 -0, and 82.51b down and 76.Olb up at 3-0-0 on bottom chord. The design /selection of such special connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9 0 -1 -9 PLATES GRIP MI120 249/190 Weight: 42 lb 8-6-8 oc bracing. 11 -0 -0 2 -0 -0 NOV 0 a 2QD4 Scale _ 1:23.2 Page 1 N JOHN A. ILTER, RE. STERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 PADDOCK ROAD, WESTON, F1.33331 °4 a Job 964 Truss Not Truss Type ROOF TRUSS Qty 2 Ply 1 964 -MEYER Job Reference (optional) 5.200 s Jan 16 2004 MTek Industries, Inc. Tue Oct 19 23:34:36 2004 Page 1 -2 -0 -0 4 -10 -5 9 -0 -0 14 -11 -0 ( 20 -10 -0 24 -11 -11 29 -10 -0 X 31 -10 -0 [ 2 -0 -0 4 -10 -5 4 -1 -11 5 -11 -0 5 -11 -0 4 -1 -11 4 -10 -5 2 -0 -0 Scale = 1:61.4 4x8 = 1x4 II 4x8 = 4.50 FIT 4 5 8 tx4 � t; ^ 1x4 3 1 2 2x4 = 2 6 2x = 4 1 i o — 9 ' 4x5 G 14 13 12 11 10 ° 3x4 = 3x8 = 3x4 = 4x5 3x4 = 3x4 = 41 9 -0 -0 14 -11 -0 20 -10 -0 I 29 -10 -0 29 -11 -9 0-1 -8 9 -0 -0 5 -11-0 5 -11 -0 9 -0 -0 0 -1 -9 Plate Offsets (X Y)• [2:0 -4- 100 -2- 0] - 5.4 4],[6:0.5- 4 -2- 4] 100 -2 -0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.89 Vert(LL) 0.38 12 >927 240 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.82 Vert(LL) -0.47 12 >742 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.18 16 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight: 149 lb LUMBER BRACING TOP CHORD 2 X 4 SW No.2ND TOP CHORD Sheathed or 2 -10 -14 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4 -3 -10 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb /size) 2= 1817/0 -7 -4, 8=1817/0-7-4, 15= 0/0 -1.8, 16= 0/0.1.8 Max Uplift2=- 1152(load case 3), 8=- 1152(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/63, 2- 3=- 3531/2177, 3- 4=- 3142/1960, 4- 5=- 3447/2304, 5.6= 3447/2304, 6 -7 =- 3142/1960, 7.8 =- 3531/2177, 8.9 =0 /63 BOT CHORD 2 -14 =- 1856/3194, 13 -14 =- 1562/2900, 12- 13=- 1562/2900, 11- 12=- 1562/2900, 10- 11=- 1562/2900, 8.10 =- 1856/3194 WEBS 3 -14 =- 341/317, 4 -14 =- 29/376, 4.12 =- 455/791, 5 -12 =- 555/493, 6 -12 =- 455/791, 6 -10=- 29/376, 7-10=-341/317, 1-15=0/0, 9- 16=0/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3- second gust); h =22ft; TCDL= 5.Opsf; BCDL= 5.Opsf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 15, 16. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1152 lb uplift at joint 2 and 1152 lb uplift at joint 8. LOAD CASE(S) Standard JOHN A 111ER, P0EV REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, R. 33333 NOV 0 A 2004 Job 964 Truss 1102 µQ'3 Truss Type ROOF TRUSS Dry Ply 1964-MEYER 1 Job Refere(optional) MITe 5.200 s Jan 16 2004 MRek Industries, Inc. Tue Oct 19 23:34:37 2004 Page 1 -2-0-0 4 -10 -5 ( 9 -0 -0 14 -11 -0 ( 20 -10 -0 24 -11 -11 29 -10 -0 -10 -0 ) 31 2 -0 -0 4 -10 -5 4 -1 -11 5 -11 -0 5 -11 -0 4 -1 -11 4 -10 -5 2 -0 -0 Scale = 1:61.4 4x8 = 1x4 II 4x8 = 4.50 FIT 4 5 S 6 3 !S co !MI ar4 = 2 �_ ` 8 2x4 n �/- _. le-4 t 4x5 ' 14 13 12 11 10 , o 3x4 = 3x8 = 3x4 = 4x5 a 3x4 = 3x4 = • -0 -8 9 -0 -0 14 -11 -0 ( 20 -10 -0 29 -10 -0 29 -11 -9 0 -1 -8 9 -0 -0 5 -11 -0 5 -11 -0 9 -0 -0 0 -1 -9 Plate Offsets (X,Y): [2:0 -4. 10,0 -2 -0], [4:0- 5- 4,0 -2- 4],[6:0 -5- 4,0.2.4], [8:0-4-10,0-2-0] LOADING (ps0 SPACING 2-0-0 CSI DEFL in (loc) 1 /defl Ltd PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.89 Vert(TL) 0.38 12 >927 240 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.82 Vert(TL) -0.47 12 >742 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.18 16 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight 149 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 2-10-14 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4-3-10 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb /size) 2= 1817/0 -7 -4, 8= 1817/0 -7 -4, 15= 0/0 -1.8, 16=0/0-1-8 Max Uplift2=- 1152(load case 3), 8=- 1152(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/63, 2 -3=- 3531/2177, 3-4 =- 3142/1960, 4-5=-3447/2304, 5 -6 =- 3447/2304, 6 -7 =- 3142/1960, 7-8=-3531/2177, 8-9=0/63 BOT CHORD 2 -14 =- 1856/3194, 13- 14=- 1562/2900, 12- 13=- 1562/2900, 11- 12=- 1562/2900, 10- 11=- 1562/2900, 8-10=-1856/3194 WEBS 3 -14 =- 341/317, 4 -14 =- 29/376, 4 -12 =- 455/791, 5-12=-555/493, 6.12 =- 455/791, 6 -10 =- 29/376, 7 -10 =- 341/317, 1- 15 =0/0, 9- 16 =0/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 148mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) Provide adequate drainage to prevert water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Provide mechanical connection (by cthers) of truss to bearing plate at joint(s) 15, 16. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1152 lb uplift at joint 2 and 1152 lb uplift at joint 8. LOAD CASE(S) Standard JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 3333E NO I / 0 d 2004. Job 964 1 Truss J01 Plate Offsets (X,Y): [1:0. 2.4,0.0. 81,(2:0.1 - 8,0.1.41 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND OTHERS 2 X 4 SYP No.3 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/63, 23=- 102/166 BOT CHORD 2 -4 =0/0 LOAD CASE(S) Standard SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 Truss Type ROOF TRUSS CSI TC 0.88 BC 0.01 WB 0.00 (Matrix) REACTIONS (113/size) 3 = -175 /Mechanical, 2= 457/0 -7 -4, 4 =9 /Mechanical Max Horz 2= 188(load case 3) Max Uplift3=- 175(load case 1), 2=- 896(load case 3) Max Gray 3= 419(load case 3), 2= 457(load case 1), 4= 19(load case 2) Qty 16 BRACING TOP CHORD BOT CHORD Ply 964 -MEYER 1 Job Reference (optional) 5.200 s Jan 16 2004 MITek Industries, Inc. Tue Oct 19 23:34:38 2004 Page 1 1 DEFL in (loc) 1/defl Ud Vert(LL) -0.00 2 >999 240 Vert(TL) 0.19 1 >131 180 Horz(TL) 0.00 3 n/a n/a NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; partially; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 3 and 896 lb uplift at joint 2. 1 -0 -0 1 -0-0 PLATES GRIP MII20 249/190 Weight 9 lb Sheathed or 1-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. fl!f O n. 2004. 3 JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WES1ON, FL 33337 :5.6 Job 964 Truss J03 Truss Type ROOF TRUSS Oty 14 Ply 1 964 - MEYER Job Reference (optional) 5.200 S Jan 16 2004 MiTek Industries. Inc. Tue Oct 19 23:34:38 2004 Paoe 0 -1 -7 3 -0 -0 3 -0 -0 j LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND OTHERS 2 X 4 SYP No.3 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2= 0/63, 2 -3 =-83/1 BOT CHORD 2.4 =0 /0 WEBS 1 -5 =0 /0 LOAD CASE(S) Standard CSI TC 0.65 BC 0.07 WB 0.00 (Matrix) REACTIONS (lb/size) 3 =28 /Mechanical, 2=447/0-7-4, 4 =26 /Mechanical, 5= 0/0 -1 -8 Max Hors 2= 230(load case 3) Max Uplift3=- 50(load case 3), 2=- 501(load case 3) Max Gray 3= 26(load caso 1), 2= 447(load case 1), 4= 53(load case 2) DEFL in (loc) I /deft Lid Vert(LL) -0.00 2 -4 >999 240 Vert(TL) -0.01 2-4 >999 180 Horz(TL) -0.08 5 n/a n/a BRACING TOP CHORD SOT CHORD Sheathed or 3 -0 -0 oc purlins. Rigid ceiling directly applied o NOTES 1) Wind: ASCE 7-98; 146mph (3- second gust); h =22ft; TCDL= 5.Opsf; BCDL= 5.Opsf; Category II; Exp C; partially C -C Interior(1); Lumber DOL =1.33 pl grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 3 and 501 lb uplift at joint 2. ate PLATES GRIP M1120 249/190 Weight 15 lb 10-0-0 oc bracing. JOHN A. ILTER, RE, REGISTE STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 3333) NOV 0 A 2004. Scale = 1:10.5 Job 964 Truss JO3A Truss Type ROOF TRUSS Oty 1 Ply 1 LOADING (psf) TCLL 30.0 TCOL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND LOAD CASE(S) Standard 1 2x4 — SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Inc( YES Code FBC2001 /ANS195 REACTIONS (Ib/size) 1= 145/0 -7 -4, 2n119/Mechanical, 3 =26 /Mechanical Max Herz 1= 104(load case 3) Max Upliftl=- 73(load cas 3), 2=- 131(load case 3) Max Gray 1= 145(load cave 1), 2= 119(load case 1), 3= 53(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2= -61/37 BOT CHORD 1-3=0/0 4.50 12 3 -0 -0 3 -0 -0 3 -0 -0 3 -0 -0 BRACING TOP CHORD BOT CHORD 964 -MEYER Job Reference (optional) NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 1 and 131 lb uplift at joint 2. 6.200 s Jan 16 2004 MITek Industries, Inc. Tue Oct 19 23:34:39 2004 Page 1 3 CSI TC 0.16 BC 0.07 WB 0.00 (Matrix) DEFL in (loc) 1 /defl Ud Vert(LL) -0.00 1-3 >999 240 Vert(TL) -0.01 1 -3 >999 180 Herz(%) -0.00 2 n/a n/a PLATES GRIP MI120 249/190 Weight: 9 lb Sheathed or 3 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. NOV \ 0 n. 2004 Scale = 1:7.6 JOHN 4, lat , RE A EalsTEFIED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD WESTON, F1.33332 Job 964 Truss J05 Truss Type ROOF TRUSS Qty 11 Ply 1 964 -MEYER Job Reference (optional) Industries, Inc. Tue Oct 19 23:34:39 2004 Page 1 5.200 s Jan 16 2004 MfTek -2 -0 -0 5 -0 -0 i 2 -0 -0 5 -0 -0 3 Scale: 4.50 12 2 2x4 = 5 1 4 2x4 = 5 -0 -0 1�8 1 -8 5 -0 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.47 Vert(LL) -0.03 2 -4 >999 240 M1120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.22 Vert(TL) -0.06 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2001 /ANSI95 (Matrix) Weight 22 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5 -0 -0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (lb /size) 3= 156 /Mechanical, 2= 517/0 -7 -4, 4 =46 /Mechanical, 5= 0/0.1 -8 Max Horz 2= 241(load case 3) Max Uplift3=- 172(load case 3), 2=- 377(load case 3) Max Grav3= 156(load case 1), 2= 517(load case 1), 4= 93(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1.2 =0/63, 2- 3= -98/43 BOT CHORD 2 -4 =0 /0 WEBS 1-5=0/0 NOTES 1) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL= 5.Opsf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by ethers) of truss to bearing plate at joint(s) 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint 3 and 377 lb uplift at joint 2. LOAD CASE(S) Standard HN JO i ,d , P� ' N'dIS'1 FIED ST URAL ENOi Ni ER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL. 3333; NOV (' A 2004 Job 964 Truss JO5A Truss Type ROOF TRUSS Qty 1 Ply 1 5.200 964 -MEYER Job Reference (optional) s Jan 16 2004 MfTek Industries. Inc. Tue Oct 19 23:34:40 2004 2x4 = Plate Offsets (X,Y): [1:0- 1- 50.0.6] LOADING (pat) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND SPACING 2 -0 -0 Plates Increase 1.33 Lumbcr Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 REACTIONS (lb/size) 1= 268/Mechanical, 2= 219 /Mechanical, 3 =49 /Mechanical Max Horz 1= 174(load case 3) Max Upliftl=- 142(load ccse 3), 2=- 234(load case 3) Max Gray 1= 268(load ca-,e 1), 2= 219(load case 1), 3= 98(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1.2 =- 100/63 BOT CHORD 1 -3=0/0 CSI TC 0.55 BC 0.24 WB 0.00 (Matrix) 5 -0 -0 5 -0 -0 5 -0 -0 5 -0 -0 DEFL in (loc) I/defl Lid Vert(LL) -0.03 1-3 >999 240 Vert(TL) -0.07 1-3 >863 180 Horz(TL) -0.00 2 n/a n/a BRACING TOP CHORD BOT CHORD Sheathed or 5-0-0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) Wind: ASCE 7-98; 146mph (3- second gust); h =22ft; TCDL= 5.Opsf; BCDL= 5.Opsf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by ethers) of truss to bearing plate capable of withstanding 142 lb uplift at joint 1 and 234 lb uplift at joint 2. LOAD CASE(S) Standard PLATES GRIP MI120 249/190 Weight 16 lb 3 JOHN k ILTER, RE REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 NOV 0 2OO Rige 1 le = 1:9.3 Job 964 Truss J07 Truss Type ROOF TRUSS Qty 13 Ply 1 964 -MEYER Job Reference (optional) 5.200 s Jan 16 2004 MlTek Industries. Inc. Tue Oct 19 23:34:40 2004 1 -2 -0 -0 2 -0 -0 7 -0 -0 7 -0 -0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress 'nor YES Code FBC2001 /ANSI95 CSI TC 0.50 BC 0.46 WB 0.12 (Matrix) REACTIONS (lb /size) 4= 148 /Mechanical, 2= 610/0.7 -4, 6= 0/0.1.8, 5 =180 /Mechanical Max Horz 2= 304(load case 3) Max Uplift4=- 152(load case 3), 2=- 409(load case 3), 5=- 94(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/63, 2 -3 =- 433/226, 3-4=-66/40 BOT CHORD 2.5 =- 363/329 WEBS 1- 6 =0/0, 3.5 =- 348/384 DEFL in (loc) I /defl L/d Vert(LL) -0.11 2 -5 >705 240 Vert(L) -0.22 2 -5 >352 180 Horz(TL) -0.06 6 n/a n/a BRACING TOP CHORD Sheathed or 6 -0 -0 oc purlins. BOT CHORD Rigid ceiling directly applied o NOTES 1) Wind: ASCE 7-98; 148mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.Opsf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 4, 409 lb uplift at joint 2 and 94 lb u joint 5. LOAD CASE(S) Standard plate plift at PLATES GRIP MI120 249/190 Weight: 33 lb 9 -6-4 oc bracing. NOV 04 2004 Scale 1: InS 5 JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 age 1 Job 964 3 2x4 = 1 r, -2 -0 -0 2 -0 -0 2 -0 -8 0 -1-8 Plate Offsets (X,Y): 12:0 -1. 120 -1 -81, 01:0.1. 12,0.1.81 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 LOAD CASE(S) Standard Truss T01 3x4 = 4.50 FTY SPACING 2 -0 -0 Plates Increase 1.33 Lumbcr Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 REACTIONS (Ib /size) 4= 1001/0 -7.4, 3= 0/0 -1 -8, 9= 0;0 -1 -8, Max Uplift4=- 640(load crse 3), 2=- 640(load ca FORCES (Ib) - Maximum Compression /Maximum Tension TOP CHORD 1.2 =0/63, 2- 3=- 1307/700, 3- 4=- 1307/700, 4- BOT CHORD 2.7 =- 460/1112, 6.7=- 4b0/1112. 4.6 =- 460/111 WEBS 3- 7= 0/332, 1- 8 =0/0, 5 -9 =0/0 NOTES 1) Unbalanced roof live loads have been considered for this d 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =22ft; TCDL grip DOL =1.33. 3) This truss has been designed for a 10.0 psf bottom chord 1 4) Provide mechanical connection (by ethers) of truss to bear 5) Provide mechanical connection (by others) of truss to beer Treas Type ROOF TRUSS 2 7 -6 -0 7 -6 -C 7 -6 -0 7 -6 -0 2=1001/0-7-4 se 3) =0/63 CSI TC 0.67 BC 0.46 WB 0.11 (Matrix) 4x9 = 3 Qty 6 x4 I I 3x4 = DEFL in (loc) I/defl Ud Vert(LL) -0.07 2-7 >999 240 Vert(LL) -0.15 2 -7 >999 180 Horz(TL) 0.05 9 n/a n/a BRACING TOP CHORD BOT CHORD Ply 064 -t ".EYER 15 -0 -0 7 -6 -0 esign. =5.0pcf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Intericr(1); Lurnber DOL =1.33 plate vo load nonconcurront with any other live loads per Table 1607.1 of IBC -00. ng plate at joint(s) 8, 9. ng plate capable of wlthata1ding 640 Ib uplift at joint 4 and 640 Ib uplift at jdnt 2. Job Reference (optional) 5.200 s Jan 16 2004 MITek Industries, Inc. Tue Oct 19 23:34:41 2004 Page 1 15 -0 -0 150 -9 7 -3 -0 0 -1 -9 Sheathed or 4 -7 -8 oc purlins. Rigid ceiling directly applied or 8 -4 -14 oc bracing. 2x4 = 1 •r 9 5 PLATES GRIP M1120 249/190 Weight: 62 Ib 17 -0 -0 2 -0 -0 Scale = 1:33.6 JOHN A. ILTER, RE. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 NOV 0 A 2004 Job 964 Truss TO1A Truss Type ROOF TRUSS Qty 1 Ply 1 564 -MEYER Job Reference (optional) 5.200 s Jan 16 2004 M Tek Industries. Inc. Tue Oct 19 23:34:41 2004 N c N rF 2x4 = -2 -0 -0 2 -0 -0 -0 -8 0 -1 -8 4.50 Fri 7 -6 -0 7 -6 -0 7 -6 -0 7 -6 -0 1x4 II 3x4 = late 15 -0 -0 7 -6 -0 15 -0 -0 7 -6 -0 Plate Offsets (X,Y): [2:0.1- 12,0.1- 8],[4:0 - 3.6,0 -1 -8] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress !nor YES Code FBC2001 /ANSI95 REACTIONS (lb /size) 4= 775/0 -7 -4, 7= 0/0 -1 -8, 2= 1018/0 -7.4 Max Horz 2= 62(load case 3) Max Uplift4=- 450(load case 3), 2=- 655(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/63, 2- 3=- 1373/761, 3.4 =- 1367/756 BOT CHORD 2 -6 =- 580/1175, 5.6 =- 580/1175, 4 -5 =- 580/1175 WEBS 3- 6= 0/340, 1 -7 =0 /0 CSI TC 0.72 BC 0.56 WB 0.11 (Matrix) DEFL in (loc) l/defl Lid Vert(LL) 0.15 4 -6 >999 240 Vert(TL) -0.23 4.6 >766 180 Horz(TL) -0.03 7 n/a n/a BRACING TOP CHORD Sheathed or 4 -4 -3 oc purlins. BOT CHORD Rigid ceiling directly applied o NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C-C Interior(1); Lumber DOL =1.33 grip DOL =1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 lb uplift at joint 4 and 655 lb uplift at joint 2. LOAD CASE(S) Standard PLATES GRIP MI120 249/190 Weight: 56 lb r 8.11.8 oc bracing. JOHN A. ILTER, P.E. REGISTERED STRUCTURAL. ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 Nrili 0 4 2001 Scale = 1:29.4 3x5 Page 1 9 v Job 964 LOADING (pst) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCOL 10.0 -2-0-0 2 -0 -0 Plate Offsets (X Y) [2:0 -1- 12,0 -1 -8) LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 4= 785 /Mechanical, 7= 0/0 -1 -8, 2= 1028/0 -7 -4 Max Hors 2= 62(load case 3) Max Uplift4=- 456(load case 3), 2=- 661(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1 -2 =0/63, 2- 3=- 1405/780, 3-4=-1397/773 BOT CHORD 2 -6 =- 598/1205, 5 -6 =- 598/1205, 4- 5=- 598/1205 WEBS 3-6=0/345, 1 -7 =0/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 146mph (3- second gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 456 lb uplift at joint 4 and 661 lb uplift at joint 2. LOAD CASE(S) Standard Truss T01B -0 -8 0 - 1 - 8 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 Truss Type ROOF TRUSS 7 -6 -0 I 15 -0 -0 7 -6 -0 7 -6 -0 7 -6 -0 I 15 -0 -0 7-6 -0 CSI TC 0.73 BC 0.58 WB 0.11 (Matrix) Qty 3 3 DEFL in (loc) Udefl L/d Vert(LL) 0.16 4-6 >999 240 Vert(LL) -0.25 4 -6 >704 180 Horz(TL) -0.03 7 n/a n/a BRACING TOP CHORD BOT CHORD 4x9 = Ply 1 964 -MEYER Job Reference (optional) 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Oct 19 23:34:42 2004 Page 1 7 -6 -0 Weight: 56 lb Sheathed or 4 -2.13 oc puffins. Rigid ceiling directly applied or 6-9-8 oc bracing. PLATES GRIP M1120 249/190 Scale = 1:29.5 4x5 = JOHN A. ILTER, RE. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 i\!OV O d 1001 Job 964 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 -2 -0 -0 i 2x4 = 2 -0-0 Truss T02 0-1 -8 Plate Offsets (X,Y): [4:03. 6,0.1.81 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No 2ND WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 4.50 12 SPACING 2 -0 -0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 REACTIONS (lb /size) 4= 746 /Mechanical, 7= 0/0 -1 -8, 2= 991/0 -7.4 Max Horz 2= 62(load case 3) Max Uplift4=- 435(load ccse 3), 2=- 643(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1.2 =0/63, 2 -3 =- 1329/739, 3.4 =- 1320/732 BOT CHORD 2- 6=- 564/1138, 5 -6 =- 564/1138, 4 -5 =- 564/1138 WEBS 3-6=0/327, 1 -7 =0/0 LOAD CASE(S) Standard Truss Type ROOF TRUSS 7 -2 -0 7 -2 -0 7 -2 -0 CSI TC 0.67 BC 0.54 WB 0.10 (Matrix) Qty 1 7 -2 -0 � 14-4 -0 4x8 = 3 1 Ply 1 964 -MEYER 6 5 3x4 = 1x4 II 3x4 = 3x5 DEFL in (loc) 1/defl L/d Vert(LL) 0.14 4 -6 >999 240 Vert(TL) -0.21 4 -6 >803 180 Horz(TL) 0.03 4 n/a n/a BRACING TOP CHORD Sheathed or 4 -5 -12 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-1-1 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3 -secoa d gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by uthors) of truss to bearing plate at joint(s) 7. 6) Provide mechanical connection (by cthors) of truss to bearing plate capable of withstanding 435 lb uplift at joint 4 and 643 lb uplift at joint 2. Job Reference (optional) 6.200 s Jan 16 2004 MiTek Industries, Inc. Tue Oct 19 23:34:42 2004 Rage 1 7 -2 -0 14 -4 -0 7 -2 -0 PLATES GRIP MI120 249/190 Weight. 54 lb JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33333 NOV 0 A 2004 Scale = 1:28.2 Job 964 Truss T03 Truss Type ROOF TRUSS 1 y 1 964-MEYER Job Reference (optional) 5.200 s Jan 16 2004 MiTek Industries, Inc. Tue Oct 19 23:34:43 2004 Page 1 -2 -0 -0 4 -6 -0 9 -0 -0 11 -0 -0 I I I I j 2 -0 -0 4 -6 -0 4 -6 -0 2 -0 -0 Scale = 1:22.1 4x4 = 3 4.50 12 air 2 4 0 1x4 II 25 1x4 11 Io hail =11 5 1 6 ' — .all 3x4 = 1x4 II 3x4 = ' II 4 -6-0 9 -0 -0 I { I 4 -6 -0 4-6 -0 Plate Offsets (X,Y): [1:0.2- 4,0.0.8j, (5:0- 2- 4,0 -0 -81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /defl Lid PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.96 Vert(LL) -0.01 2-6 >999 240 MI120 249/190 TCDL 15.0 Lumber Increase 1.33 BC 0.23 Vert(TL) 0.42 5 >67 180 BCLL 0.0 Rep S'ress Incr YES WB 0.07 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2001 /ANS195 (Matrix) Weight 42 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed or 5.1-0 oc purlins. BOT CHORD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 2= 674/0 -7 -4, 4= 674/0.7.4 Max Uplift2=- 643(load case 3), 4=- 843(load case 3) FORCES (lb) - Maximum Compression /Maximum Tension TOP CHORD 1-2=0/63, 2 -3 =- 567/66 3-4=-567/66, 4 -5 =0/63 BOT CHORD 2- 6= 0/437, 4 -6 =0/437 WEBS 3 -6 =0/205 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- second gust); h =12ft; TCDL= 5.Opsf; BCDL= 5.Opsf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 643 lb uplift at joint 2 and 643 lb uplift at joint 4. LOAD CASE(S) Standard JOHN A. ILTER P.E7 REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 3333:. N011 04 2004 Job 964 Truss T04 Truss Type ROOF TRUSS Qty 11 Ply 1 064 -MEYER Job Reference loptlonal) s Jan 16 2004 MITek Industries, Inc. Tue Oct 19 23:34:43 2004 Page 1 5.200 -2 -0 -0 7 -9 -13 14 -11 -0 22 -0 -3 29 -10 -0 31 -10 -0 ] � 2 -0 -0 7 -9 -13 7 -1 -3 7 -1 -3 7 -9 -13 2 -0 -0 Scale = 1:60.3 4.50 12 5x8 = 5 3x4 3x4 1x4 \ \ g 1x44 •-, 3 A rt 7 2x4 = 2 dl I \ 0 8 2x4 = o iii II \_ 11 �N � 1 � 4x5% 11 10 5x7 = 5x7 = 4x5 -011 -8 10 -0 -0 19 -10 -0 ] 29 -10 -0 29 11 -9 I 0-1 -8 10 -0 -0 9 -10 -0 10 -0 -0 0 -1 -9 Plate Offsets (X Y): [2:0 -4- 10,0- 2- 0],(::0 -4. 10,0 -2 -0j [10:0-3-8,0-3-41, [11:0- 3- 8,0 -3 -4) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.87 Vert(LL) 0.29 2-11 >999 240 MI120 249/190 TCDL 15.0 Lumbcrincrease 1.33 BC 0.87 Vert(TL) -0.53 2 -11 >658 180 BCLL 0.0 Rep S.ress Ina YES WB 0.49 Horz(TL) 0.22 13 n/a n/a BCDL 10.0 Code c8C2001 /ANS195 (Matrix) Weight: 136 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Sheathed. BOT CH9RD 2 X 4 SYP No.2ND BOT CHORD Rigid ceiling directly applied or 4 -4 -11 oc bracing. WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 REACTIONS (lb/size) 2= 1817/0 -7 -4, 12= 0/0.1.8, 13= 0/0 -1.8, 8= 1817/0 -7 -4 Max Uplift2=- 1102(load :a33 3), 8=- 1102(load czce 3) FORCES (lb) - Maximum Compressio :/Maximum Tension TOP CHORD 1-2=0/63, 2- 3=- 3431/1 '58, 3 -4 =- 3008/1791, 4-5=-2892/1813, 5-6=-2892/1813, 6 -7 =- 3008/1791, 7- 8=- 3431/1958, 8-9=0/C3 BOT CHORD 2.11 =- 1626/ 3085, 10.11 =- 944/2098, 8- 10=- 1626/3085 WEBS 3-11=-653/585, 5-11 =- 490/967, 5- 10=- 490/967, 7- 10=- 653/585, 1- 12 =0/0, 9- 13 =0 /0 NOTES 1) Unbalanced roof live loads have bee', considered for this design. 2) Wind: ASCE 7 -98; 146mph (3- secor.d gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12, 13. 5) Provide mechanical connection (by '.thers) of truss to bearing plate capable of withstanding 1102 lb uplift at Joint 2 and 1102 lb uplift at joint 8. LOAD CASE(S) Standard JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 3333: NOV 0 4 2001 Job 984 Plate Offsets (X,Y): [2:0- 2- 4,0 -4 -9] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND LOAD CASE(S) Standard Truss V02 SPACING 2 -0 -0 Plates Increase 0.90 Lumber Increase 0.90 Rep Stress Inc, YES Code FBC2001 /ANSI95 REACTIONS (lb /size) 2=16/2-0-0,1=16/2-0-0 Max Gray 2= 32(load case 2), 1= 32(load case 2) FORCES (lb) - Maximum Compression /Maximum Tension BOT CHORD 1 -2=0/0 Truss Type ROOF TRUSS CSI TC 0.00 BC 0. 03 WB 0.00 (Matrix) 2 -0 -0 2 -0 -0 2 -0 -0 2 -0 -0 Qty 2 1x4 II Ply 1 964 -MEYER • +������� + � +��������� • � • • • ������������� • ��4 • •• • V-44;4074. 4 DEFL in (loc) Udefl Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 n/a n/a BRACING BOT CHORD Rigid ceiling directly applied o NOTES 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 2) Gable requires continuous bottom chord bearing. Job Reference (optional) 5.200 s Jan 16 2004 MITek Industries, Inc. Tue Oct 19 23:34:44 2004 Page 1 PLATES GRIP M1120 249/190 Weight 5 lb r 10.0.0 oc bracing. JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 3320 PADDOCK ROAD, WESTON, FL 33331 Nl 0 V 0 2004 Scale = 1:4.9 Job 964 Truss VO4 Truss Type ROOF TRUSS Qty 2 Ply 1 5.200 964 -MEYER Job Reference (optional) s Jan 16 2004 MiTek Industries. Inc. Tue Oct 19 23:34:44 2004 I 2x9 4 -0 -0 4 -0 -0 4 -0 -0 4 -0 -0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 REACTIONS (lb /size) 1= 168/4 -0.0, 3= 168/4.0.0 Max Harz 1= 105(load case 3) Max Upliftl=- 90(load ca. a 3), 3=- 130(load case 3) FORCES (lb) • Maximum Compression /Maximum Tension TOP CHORD 1- 2=- 61/39, 2- 3=- 137/145 BOT CHORD 1.3 =0/0 LOAD CASE(S) Standard SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 CSI TC 0.21 BC 0.09 WB 0.00 (Matrix) DEFL in (loc) 1/defl L/d Vert(LL) n/a • n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 n/a n/a BRACING TOP CHORD BOT CHORD Sheathed or 4-0-0 oc purlins, Rigid ceiling directly applied o NOTES 1) Wind: ASCE 7 -98; 146mph (3- secor.d gust); h =22ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by rthers) of truss to bearing plate capable of withstanding 90 lb uplift at joint 1 and 130 lb uplift at joint 3. REGI 3320 PLATES GRIP MI120 249/190 Weight: 12 lb except end verticals. 10 -0-0 oc bracing. late 1.5x4 II 1.5x4 II NOV 0 4 2001 age I Scale = 1:7.8 JOHN A. ILTER, P.E. TERED STRUCTURAL ENGINEER STATE OF FLORIDA #36205 PADDOCK ROAD, WESTON, FL 33331 Job 964 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SW No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 LOAD CASE(S) Standard Truss V06 • 2x4 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2001 /ANSI95 REACTIONS (lb /size) 1= 278/6.0 -0, 3=278/6-0-0 Max Horz 1= 173(load case 3) Max Upliftl=- 148(load ccse 3), 3=- 213(load case 3) FORCES (lb) • Maximum Compression /Maximum Tension TOP CHORD 1 -2 =- 100/64, 2- 3=- 227/238 BOT CHORD 1 -3 =0/0 Truss Type ROOF TRUSS 6 -0 -0 6 -0 -0 6 -0-0 6 -0 -0 BRACING TOP CHORD BOT CHORD Qty 2 Ply CSI TC 0.57 BC 0.26 WB 0.00 (Matrix) 964-MEYER Job Reference (off 5.200 s Jan 16 2004 M DEFL in (loc) 1/defl Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 n/a n/a Sheathed or 6.0.0 oc purlins, Rigid ceiling directly applied o NOTES 1) Wind: ASCE 7 -98; 148mph (3- second gust); h =22ft; TCDL= 5.0psf; BCOL= 5.Opsf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 p grip DOL =1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 lb uplift at joint 1 and 213 lb uplift at joint 3. JOH REGISTERE STATE 3320 PADD Iona!) ek Industries, Inc. Tue Oct 19 23:34:45 2004 Page 1 late 2 Weight: 20 lb except end verticals. r 10-0-0 oc bracing. 1.5x4 II 1.5x4 II PLATES GRIP MI120 249/190 N A. ILTER, P.E. D STRUCTURAL ENGINEER OF FLORIDA #36205 K ROAD, WESTON, FL 33337 NOV 0 4 2004 Scale = 1:12.8 Mark Span Top Chord Reaction Bottom Chord Reaction 10# Top Chord Connection (2), 16d Toe -nails Bott. Ch. Connection (2). 16d Toe -nails Gravity 45# Uplift 77# J1 l' - 0" J3 3' - 0" 135# 179# 30# (2), 16d Toe -nails (2). 16d Toe -nails J5 5' - 0" 225# 331# 50# (3), 16d Toe -nails _ (2). 16d Toe -nails J7 7' - 0" 315# 395# 70# Hurricane Clip (2). 16d Toe -nails January 14, 2004 Eddie Davies Royal Truss, Inc. Medley, FL Titer Engineering, Ltd. Co. 3320 PADDOCK ROAD, WESTON, FL 33331 PHONE (954) 600 -7123 • FAX (305) 512 -9424 • E -MAIL ILTER @FELLSOUTH.NET Re: End Jack Connection Detail- Top chord to corner jack/Hip girder Dear Eddie, As you requested, I investigation the connection requirements for open -ended jacks in a standard corner set based on the following parameters: Spacing: 2' - 0" o.c. - . _ Gravity Load: 30 + 15 + 0 + 10 PSF Wind Load: 146 MPH, Components and Cladding loads, ASCE 7 -98 per FBC 2001 Occupancy category II, exposure C, 25 ft. above ground, 10 PSF dead load. Lumber: 2x4 No. 2 SYP minimum top and bottom chord (no webs) Pitch: 2:12 to 6:12 16d Toe -Nail Capacity = 154 * .83 * .77 * 1.33 = 130# Approved Hurricane Clip Min. capacity 400# each direction If you have any questions regarding this matter, please do not hesitate to call. Sincerely, John A. Iiter, P.E. FL Reg Eng. No 36205 Valley Trusses Supporting Truss liter Engineering Ltd. Co. 3320 Paddock Road Weston, FL 33331 954 - 600 -7123 r4•i M I �_� AI YAW MAI 41.74:1/.0 .1111111111.1_q i I I Partial Roof Layout 12 pitch Q 4 to 7 Valley Trusses © 24" o.c. � I // 6" wedge nailed to truss w/ 2 -8d toe - nails, or bevel cut bottom chord of valley truss Continuous Bracing © 24" o.c. in areas without plyw. sheathing Notes: (a) Provide cont. bracing on verticals over 6' - 3 ". Connect bracing to verticals w/ 2, 10d nails. Bracing must be tied to a fixed point at ends. (b) Max. spacing for vertical studs is 6' - 0 ". (c) Conn. for uplift with min. 1 -1/4" 16 ga. twist strap at 4' - 0" o.c. with 4, 10d nails each side of strap. (ASCE 7 -98, FBC 2001) (d) Brace top chords of supporting trusses with plywood sheathing or 2x4 cont. bracing at 24" o.c. John A. liter, P.E. FL Reg Eng. #36205 Valley Truss Strap © 48" o.c. (see note) Supporting trusses @ 24" o.c. Design Loads: 30 + 15 + 0 + 10 PSF, 33% DOL Wind Speed 146 MPH, 10 PSF Dead load Lumber: 2x4 No. 2 ND SYP min. chords 2x4 No. 3 SYP min. webs Customer: Royal Truss Job: Valley Detail Project: Date: 1/26/04 Scale: NTS JJob Truss Piggy base Truss Type ROOF TRUSS Notes: Brace structural top chord at 2' 0" o.c. max. Attach to top or bottom chord of supporting truss with 2, 10d nails. Bracing to be secured at each end and diagonally braced as required by project engineer or architect Note: Vertical members may be connected to supporting truss with 3x6 Nail -on plate, using (8), 1 -1/2" long, 11 gage nails per plate LOADING (psf) SPACING TCLL 30.0 Plates Increase TCDL 15.0 Lumber Increase BCLL 0.0 Rep Stress Ina BCDL 10.0 Code II nI 8 I 2x4 rR) II 2x4 cont. bracing spaced at 24" o.c., conn. to base truss and piggyback truss w/ (2), 16d toe nails. Bracing to be properly secured at ends. Piggyback Hip Detail 2 -0 -0 1.33 1.33 YES Qty BRACING TOP CHORD BOT CHORD NOTES 1) This truss has been designed for the loads generated by 146 mph winds at 25 ft above ground level located 10 mi from the hurricane oceanline. ASCE 7 -98 components and cladding external pressure coefficients for the interior (1) zone and 5.0 psf top chord and 5.0 psf bottom chord dead load are being used. The design assumes occupancy category II, terrain exposure C and internal pressure coefficient condition I. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 liter Engineering, Ltd. Co. 3320 Paddock Road Weston, FL 33331 (954) 600 -7123 Ply 4x4 Required Web Bracing: Web Length up to 4' - 0" : No Bracing Web Length 4' - 0" tp 8' - 0 ": 2x4 "T" -Brace Sheathed or 2 -0 -0 oc purlins. Rigid ceiling directly applied LUMBER TOP CHORD BOT CHORD WEBS John A. liter, P.E. FL Reg. Eng. No. 36205 2 X 4 SYP No.2 2 X 4 SYP No.2 2 X 4 SYP No.3 MIAMIDAOE IMO PRODUCT CONTROL NOTICE OF ACCEPTANCE United Steel Products Company 703 Rogers Drive (P. O. Box 80) Montgomery ,MN 56069 The expense of such testing will be incurred by the manufacturer. APPROVED: 03/31/2001 64095000I Ipc200011templateslnocice acceptance cover page.dot Internet mail address: postmaster @,huildingcodeonline .eons MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE METRO-DADE FLAGLER BUILDING 140 WEST FLAGLER mum. SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAN (305) 375 -2905 CONTRACTOR LICENSING SECTION (305) 375.2527 FAX (305) 375 -2535 CONTRACTOR ENFORCE:11ENT DIVISION (3(15) 375 -2966 FAX (305) 373 -2905 Your application for Notice of Acceptance (NOA) of Face Mount Joist Hangers under Chapter P. of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida Building Code. PRODUCT CONTROL 1)1\'ISION (305) 375 - 2902 FAX (305) 372.6330 ACCEPTANCE NO.: 01 0327.04 EXPIRES: 06/04 /2006 Raul Rodriguez. Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. Francisco J. Quintana, R.A. Director Miami-Dade County Building Code Compliance Office cpe I'fomepage: http : / /www.buiidingcodeonline.conl United Steel Products Company. ACCEPTANCE NO: 01- 0327.04 APPROVED: kAT 3 1 2001 EXPIRES: 06/04/2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 97- 1215.07, which was issued on 06/04/98. It approves wood connectors; as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), I994 Edition for Miami -Dade County. For the locations where the actual loads as determined by SFBC Chapter 23, do not exceed the design load indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The United Steel Wood Connectors shall be fabricated and used in strict compliance with the following documents: Drawing No. HJC /JUS /SKI sheet I and 2 of 2, titled "Face Mount Joist Hangers ", prepared by United Steel Products Company, dated 03/20/01 with no revisions. The drawings shall bear the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 Allowable loads are for Southern Pine or better with a specific gravity of 0.55 and moisture content of 19% or less. 3.2 Allowable loads are based on testing per ASTM D1761 and calculations per National Design Specifications for Wood Construction 1991 Edition & 1993 Errata. 4. INSTALLATION 4.1 The wood connectors shall be installed in strict compliance with the approved drawings. S. LABELING 5.1 Each wood connector shall bear a permanent label with the manufacturer's name or logo, city, state and the following statement: "Miami -Dade County Product Control Approved ". 6. BUILDING PERMIT 6.1 Application for Building Permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings as identified in Section 2 of this Notice of Acceptance, clearly marked to show the hangers and angles selected for the proposed installation. 6.1.3 Any other document required by the Building Official or the SFBC in order to properly evaluate the installation of these products. Candido Font, PE, Sr. Product Control Examiner Product Control Division United Steel Products Company. END) ()FM'S ACCEPTANCE 3 ACCEPTANCE NO.: 01- 0327.04 APPROVED: MAY 3 1 2001 EXPIRES: 06/04/2006 NOTICE OF ACCEPTANCE STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been tiled and the original submitted documentation, including test - supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; h) The product is no longer the same product (identical) as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; d) The engineer who originally prepared, signed and scaled the required documentation initially submitted is no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and /or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. S. Any of the following shall also be grounds for removal at'this Acceptance: a) Unsatisfactory performance of this product or process. h) Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purpose. 6. The Notice of Acceptance number preceded by the words Miami-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. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. Candido font, PE, Sr. Product Control Examiner Product Control Division PRODUCT CODE STEEL GAUGE DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (lb¢.) V i i•1 0 A 15/16 I HEADER (4) 1Cd (2) JCIST 80 x 1 1/2 DOWN X 483 UPLIFT N/A JL24 . 20 1 9/16 l 7/8 3 1 I/2 JL2G • 20 . 1 9/16 4 3/4 1 1/2 15/16 (6) led <4) 80 x 1 1/2 670 N/A JL28 • 2D I 9/16 6 3/8 I 1/2 15/16 (IC) 100 (6) 80 x 1 1/2 1120 753 JL2ID • 2D • 1 9/16 8 1/4 1 1/2 15/16 C14) 100 (8) 80 x 11/2 1560 • 995 JL262 . 18 . 3 1/16 5 2 1 1/4 (8) 16d (4) 8d 1075 N/A JL202 IB • 3 1/16 7 2 I 1/4 (121 160 (6) 80 1610 803 JL2102 ' lB 3 1/16 8 2 I I/6 (:4) :60 (8) 8d 1880 1070 PRODUCT CODE STEEL GAUGE DIMENSIONS (in.) FASTENER SCHEDULE A- LOVABLE LOADS (.bs.) V i H D A HEADER -.015T DOWN UPLIFT SK1426 ' 16 • 1 9/16" 5 1/4 • l 7/8 1 3/16 (6) 16d I (6) 10a x 1 1/2 805 - N/A 1 Miter cut required on eno uF Jois. to oc'•+V vu olioaob.c w...: 2 Minimum header thickness shal be 2 Inches Fo^ 160 nADt'. 3 Allo.oble DOWN load listed is of 1308 Duration of Load. • 4 Uplift Loads listed as N/A had uplift capacity less than the required 700 pounds. 5 SKI-126 1s skewed Right or LeFt TYPICAL SKHEGL INSTALLATION I Mininun header thickness shot be 1 3/4 inches far 00 nails and 2 inches For IGd nails.' 2 AI(C.Cble DOW 4 toad l steel is at 1037 Duration of Load 3 Uplift Loads i5ied os N/A had uplift Capacity less :hon the require* 700 pounds. TYPICAL J -26 -2 INSTALLATION SKH26L JL26 -2 GENERAL NOTES U 2) 3) 4) 5) STEEL SHALL CON -ORM TO ASTM A653, STRUCTURAL GRADE 33; U.O.N. AND A MINIMUM GALVANIZED COATING OF G -60 FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED B A SHORT TERM DJRATION FACTOR OF 33% FDR VIND LOAD CONDITION. NO FURTHER INCREASE ALLUW£il. ALLOWABLE DOWN LOADS ARE NOT INCREASED by ShORT TERM DJRAT ION FACTOR ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CUNSTRUCTION 1991 EDITION 6 1993 ERRATA, FOR SOUTHERN YELLOW PINE <GA 0.55 OR BETTER) I TEST PERFORM IN ACCORDANCE VITH ASTM 01761 UNITED STEEL PRODUCTS CO 7D3 ROGERS DRIVE MONTGOMERY MN 56069 FACE MOUNT JOIST HANGERS DATE: _ 03 /R.P%41— DRAWING NUMBER: FLJC, /JI,S/ /JL SHEET NUMBER: _a _o= S;dri FliiL' 11 :11 ;.. PLY 14A ,3:i .. 0/ -0327. G 4 THOMAS A. KOL DEN, P.E. CIVIL NUMBER FL 1150999 PRODUCT CODE STEEL GAUGE DIMENSIONS 6n.) DIMENSIONS On.) FASTENER SCHEDULE W ALLOWABLE LOADS (Ibs D W HEADER H D A HEADER JOIST IB .• DOWN UPL1f7 1/8 • HJC26• 12 • 5 7/0 5 3/B 3 1/4 1 3/4 (16) 16d (12) IDd ' 2245 " 1550 • HJC28' 12 5 7/9' 6 3/4 • 3 1/4'(1 3/41 (2D) 16d (14) lad ID , 2805 - ? 2015 11/16 PRODUCT CODE STEEL GAUGE DIMENSIONS 6n.) FASTENER SCHEDULE ALLOWABLE LOADS (lbs.) W H D A HEADER JOIST DOWN UPLIFT JUS24. IB .• 1 9/16 3 1/8 • 1 3/4 1 . C4) 10d • (2) 10d • m 645 - N/A am • JuS26 IA • 1 9/16 4 12/16 1 3/4 1 • (4) lCd (4) 100 840 ' 060 • •USe9 ' ID , 1 9/16. 6 11/16 1 3/4 1• (6) lWd'i (4) 10d ' 1065 • 860 • JUS210 • le / 1 9/16' 7 13/16 1 3/4 1 • (8) led • I (4) 10d 129D ' BAD ' 1 1 PubUSh'D toad is for total of hip at 45 degrees and Jock of SO degrees combined.. 2 Mlninyn header thickness shall be 2 Inches For 16d nails. • 3 Allowable DOWN load listed is at 1E0Y. Duration of Loos. • TYPICAL HJC INSTALLATION TYPICAL JL'S INSTALLATION Specified Joist nails shall be nstalled at 30 tc 45 degrees horizontally Such that they penetrate through the And of the joist and Into the header. 2 Minimum header thickness shall be 1 3/4 Inches for 10d nails. ' 3 Allowable DOWN load listed Is at IOC.( Duration of Load. - 4 Uplift Loads listed as N/A had uplift capacity less than the required 70C pounds. GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653, STRUCTURAL GRADE 331 U•G ' ANC A MINIMUM GALVANIZED COATING OF G -60 2) FASTENERS ARE COMMON WIRE NA:LS UNLESS OTHERWISE NOTED' 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED B A SNORT TERM DURATION FACTOR GE 33% FOR WIND LOAD CONDIT:ON, NO FURTHER INCREASE ALLOWED,' 4) ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERM DURATION FACTOR 5) ALLOWABLE LOADS ARE BASED GN THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 1991 EDITION I. 1993 ERRA'A, FOR SOUTHERN YELLOW PINE f6= 0.55 OR BETTER) 6 TEST PERFORM IN ACCORDANCE WITH ASTM 01761 MAY •3_1.2001 J / - 0 5 2 7.6. UNITED STEEL PRODUCTS CO 703 ROGERS DRIVE MONTGOMERY MN 56069 FACE MOUNT JOIST HANGERS DATE: __P3/e9L2 DRAWING NUMBER: HJC /JUS /S(H /JL S:-EE"' NUMBER: _j Pr THOMAS A. KOLDEN, P.E. CIVIL NUMBER FLU50899 • Product Colt Orsrlp tion DA rc Ion9 P34 timers Both Combined Peskin Loads (Ibs. header . Meader Hp truss Jo T-e.c Porral 7072 Up'•iFt 1379 M i NeAt Batts MJH 06L/R H p/Jatte Hanger 296 Rii*,t an Left 5 -1/4' 1.3-164 None 7 -16d 9-160 1920 109) 174177 26L/R Hip/Jock Hanger 206 Ripnt a- Left 7.1/6' I6 -I61 None T -ISO 0 -1641 2360 2105 P ^ouC t Code Desc^Gtian L'Arn,1Cne rationers 3es Loads fib4.) A 0 Per clan tUahft 71339) PA cm) Post Ahor 494 nc 3.5/6 3 -3/0' 3.139 265 3 -167 3 -lad M. 073 _� 3-5/6' 7 -9•0• 3 -0571 1310 PA 4969 9059 Anchor 456 3-5/9' 3 -910' l!4 -7Qy 473 p-id 167 6-164 20 /• -� 1365 PA 616 Post Anchor 6s6 5 -3/9 3 -916' 6 -1671 2000 I6d 20:1 9 77 099 Post *echo- 895 7.5/9 7 -5,0' 16775 —±:10.1 4 -161 2015 Proauet ' Co* Description C ens(an9 Fastener9 tesi9n Loads ft A 0 Per Flea Uplir (4331C1 PC 444 Post Cap 404 3 -5/B' 3 3/6 3 -199 035 3 -167 3 -lad M. 073 _� 3-5/6' 7 -9•0• PC 496 Post Cep 496 3 -16a 903 PC 696 Pont C9p 696 5-519' 5-5/9' p-id 167 6-164 20 PC RIO Post Coo 0X0 7.5/0' 7 -5 /B' 6 - 1771 16 6 -1671 2000 HIP & JACK CONNECTORS (HEAVY) POST ANCHORS Notes 1 . NateriaU 7 gouge C3 /16') ASIA A3S 2. Noll on the header Shall have a nininun penetration of 2' 13 CA. CALVANIZC'0 StCEL 5/32' 3!A. ote 1 . Homan concrete strength Cc. 2306 psi 2. Po9t anchor connection to Concrete is cm l /2' dla. Anchor Solt enbedded • ninirw.n of 4' 0 )4 r 4 4u4 edge distance far Anchor Bolt locatlen for PA 4540 and PA 4960 Post Anchor Is I -3/4' 4. Knipe., edge detor1e for Anchor Bolt location for PA 606 and PA 012 Post Anchor .5 3' A PA 4360, 606, 999 hove 1.0 nosnting holes in the bottom 6. Nod pene traticn L 011 69 a n.ninon of l -3/4' For 109 noit9 and 2' Far 164 tusks PAST CAPS 19 CA. GALVANIZED STCCL Note L Nail penetration shall be o nln6.un of 1-3/4' For 104 naps and 2' Far 162 noes kFNFRAI NOTE 10 STEEL SHELL CONCORN TO ASIN A653. STRU :TURAI. GRADE 337 UA.N. AND A NININUM GALVANIZED COATI/TO Or 0 -60 27 FASTENERS ARE CIIMNDN WIRE NAILS UNLESS OTHERVISE AOTCO 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED RA A SHIA I RN DURATION FACTOR OF 3310 TOR WIND LOAD CONDITION. NO FURT)37 INCREASE ALLDVEG. 4) ALLOWABLE DOWN LOADS ARC NOT INCREASED It SHORT TERN DURATION FACTOR 5) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS rot 44000 CCITSTRUCTION 1991 EDITION 1 1993 ERRATA, FOR SOUYAERN YELLOW PING CO. 639 CR BETTER) A TEST PER !N ACCORDANCE '9(FN ASTN 0:761 FOR Or?iCE USE • „� A, LJt4P1Yf18 u11u IBE ;u)I F.oTlu1 Bu110IBA 647E ;LITE M 5 2001. IIY _ FI"DUS1 G]fi6C1 oViSIM B111tfl)5O CODE C9IfiL1i11iCE flFFI ACCLPV,BCE 86.00- l7 J UNITED STEEL PROOJCTS CO 703 ROGERS DRIVE MONTGOMERY 14N 55369 WCCD CONNECTORS BATE. _!79t/39._ DRAWING NUMBER - Jys_- 26 -2C - SHEET 741iP9E9' _ J ar a THOMAS A. KOLOEN, PE. CIVIL NUMBER FLRO.3099 STOCK NO. STEEL GAUGE GAA DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS (Ibs) (n) Header' Joist F = 460 psi F = 625 psi Up ift W H D Qty - Type Qty - Type 100% 115% 125% 100% 115% 125% 133% 160% SKH 24 16 1 3% 1 4 - 16d 4 - 10d x 1'/% 510 510 510 510 510 510 505 565 I SKH 26 16 19 /16 5% 1' /e 6 - 16d 6 - 10d x 11/2 810 890 ' 890 310 890 890 760 910 SKH 28 16 1 7% 1 ' /e 10 - 16d 8 - 10d x 1% 1350 1465 1465 1350 1465 1465 1015 1215 SKH 210 16 1 9% 1' /e 14 - 16d 10 - 10d x 1% 1790 1790 1790 1790 1790 1790 1265 1520 SKH 26 -2 16 3 4% 1% 6 - 16d 6 - 10d 810 930 1015 810 930 1015 905 1085 SKH 28 -2 16 3 6% 1 10 - 16d 8 - 10d 1350 1555 1690 1350 1555 1690 1205 1360 SKH 210 -2 _ _ 16 3 8'/2 1 14 - 16d 10 - 10d 1890 2175 2365 1890 2175 2365 I 1505 1565 SKH 212 -2 16 3 10% 1% 16 - 16d 10 - 10d 2160 2485 2700 2160 2485 2700 1505 1565 SKH 36 16 2 4% 1 6 - 16d 6 - 10d x 1% 810 930 1015 810 930 1015 760 910 SKH 38 16 2 6% 1 10 - 16d 8 - 10d x 1% 1350 1555 1585 1350 1555 1585 1015 1215 SKH 310 16 2 8% 1% 14 - 16d 10 - 10d x 1% 1890 2175 2250 1890 2175 2250 1265 1520 SKH 312 16 2 10% 1% 16 - 16d 10 - 10d x 1% 2160 2485 2500 2160 2485 2500 1265 1520 SKH 1520 16 1 9% 1% 14 - 10d 10 - 10d x 1% 1340 1340 1340 1340 1340 1340 1265 1520 SKH 1524 16 1 11% 1% 16 - 10d 10 - 10d x 1% 1810 1990 1990 1810 1990 1990 1265 1520 SKH 1520 -? 16 3'/ 8% 1% 14 - 10d 10 - 10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 1524 -2 16 3 10% 1' /e 16 - 10d 10 - 10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 SKH 1620 16 1"/ 9 1% 14 - 10d 10 - 10d x 1% 1340 1340 1340 1340 1340 1340 1265 1520 SKH 1624 16 1 11 1' /e 16 - 10d 10 - 10d x 1% 1810 1990 1990 1810 1990 1990 1265 1520 SKH 1720 16 1 13 /16 9 1% 14 - 10d 10 - 10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 1724 16 1 11 1% 16 - 10d 10 - 10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 SKH 2020 16 2 9 1% 14 - 10d 10 - 10d x 1% 1580 1820 1980 1580 1820 1980 1265. 1520 SKH 2024 16 2 11 1% 16 - 10d 10 - 10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 SKH 2320 16 2 8% 1% 14 - 10d 10 - 10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 2324 I 16 2% 10% 1% 16 - 10d 10 - 10d x 11/2 1810 2080 2260 1810 2080 2260 ( 1265 1520 SKH 2520 16 2 8% 1% 14 - 10d 10 - 10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 2524 16 2 10% 1% 16 - 10d 10 - 10d x 11/2 1810 2080 2260 1810 2080 2260 1265 1520 SKH 2620 16 2 8 1% 14 - 10d 10 - 10d x 1% 1580 1820 1980 1580 1820 1980 1265 1520 SKH 2624 16 2 10 1% 16 - 10d 10 - 10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 TABLE 7 - SKH SERIES 1 Minimum header thickness shall be 1 inches for 16d common nails and 1% inches for 10d common nails. Table 7 continued on next page. - 0 to 0 0 w M IA M I•DADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA} United Steel Products Co. 703 Rogers Drive. Montgomery, MN 56069 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Wood Connectors EHUH & UH Series. APPROVAL DOCUMENT: Drawing No.MD0603A, titled "EHUH SERIES & UH SERIES" sheet I & 2, with no revisions, dated 06/09/03, prepared by United Steel Products Company signed and sealed by R. W. Lutz, PE, bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance (NOA) number and approval date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA #00- 0822.01 and consists of this page 1, evidence page & approval document mentioned above. The submitted documentation was reviewed by Candi Font PE. c 1-109 H NIIAMI DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 NOA No: 03-0611.05 Expiration Date: August 21, 2008 Approval Date: October 2, 2003 Page 1 United Steel Products Company. A 1. DRAWINGS Drawings prepared by United Steel Products Company, titled "EHUH SERIES & UH SERIES ", Drawing No. MD0603A, sheets No. 1 & 2, dated 06/09/03 with no revisions, signed and sealed by R. W. Lutz, PE. B TEST Test reports on wood Caudel, PE. Report No. 1. PT # 96 -0904 2 PT # 96 -0905 3 PT 496 -0907 2. PT # 96 -0901 3. PT # 96 -0902 4. PT # 96 -0903 5. PT # 96 -0908A 5. PT 96 -1009A 6 PV - I 96 -1015 NOTICE OF ACCEPTANCE: EVIDENCE PAGE connectors per ASTM D1761 by Kleinfelder, signed and sealed by C. R. Wood Connector UH 26 UH 28 UH 210 ST 201 ST 201 ST2 -202 EHUH 26 EHUH 28 EHUH 210 E - 1 Direction Down & Up Down & Up Down & Up Down & Up Down & Up Down & Up Down & Up Down & Up Down & Up C CAM.CULATIONS Report of Design Capacities prepared for Hughes Manufacturing., Inc. Product Model No. of Pages Date 1. EHUH Series 1 through 24 02/28/96 2 UH Series 1 through 27 12/15/96 3 ST Series 1 through 15 12/15/96 Date 09/30/96 09/30/96 10/02/96 09/30/96 11/05/96 11/06/96 11/06/96 01/29/97 03/04/97 Signature T. F. Devening, PE T. F. Devening, PE. T. F. Devening, PE D STATEMENTS 1. No Change letter issued. by United Steel Products Company. on 04/26/00 and signed by R. C. Brunson. 2. No interest letter issued by Thomas F. Devening Consulting Engineer, on 01/28/97, signed and sealed by T. F. Devening, PE. 3. Cert;ficate of Merger between Hughes Manufacturing Inc. and United Steel Products Co. by The Secretary of the State of Minnesota, on 02/14/2000 C dido F. Font PE. Sr. Product Control Examiner NOA No 03- 0611.05 Expiration Date: August 21, 2008 Approval Date: October 2, 2003 PRODUCT CODE JOIST SIZE DIMENSIONS FASTENER DESIGN LOADS W H A HEADER JOIST DOWN UPLIFT EHUH26 2X6 1 5/8 5 1/4 3 1/2 20 -16d 10 -10d X 1 1/2 2385 1200 EHUH26N 2X6 1 5/8 5 1/4 3 1/2 20 -HN20A 10 -HN20A 3160 1730 EHUH28 2X8 1 5/8 7 1/4 3 1/2 28 -16d 14 -10d X 1 1/2 3470 1845 EHUH28N 2X8 1 5/8 7 1/4 3 1/2 28 -HN20A 14 -HN20A 4110 2515 EHUH210 2X10 1 5/8 9 1/4 3 1/2 32 -16d 16 -10d X 1 1/2 3965 2110 EHUH210N 2X10 1 5/8 9 1/4 3 1/2 32 -HN20A 16 -HN20A 4700 2875 EHUH26 -2 (2) 2X6 3 1/8 5 3/8 3 1/2 22 -16d 11 -10d X 1 1/2 2875 1690 EHUH26 -2N (2) 2X6 3 1/8 5 3/8 3 1/2 22 -HN20A 11 -HN20A 3285 2195 EHUH28 -2 (2) 2X8 3 1/8 7 3/8 3 1/2 32 -16d 14 -10d 4185 2155 EHUH28 -2N (2) 2X8 3 1/8 7 3/8 3 1/2 32 -HN20A 14 -HN20A 4775 2790 EHUH28 -3 (2) 2X8 5 1/8 6 13/16 3 1/2 40 -16d 16 -10d 5190 2645 EHUH28 -3N (2) 2X8 5 1/8 6 13/16 3 1/2 40 -HN20A 16 -HN20A 5335 2850 EHUH210 -2 (2) 2X10 3 1/8 9 3/8 3 1/2 40 -16d 16 -10d 5190 1645 EHUH210 -2N (2) 2X10 3 1/8 9 3/8 3 1/2 40 -HN20A 16 -HN20A 5335 2850 EHUH46 4X6 3 9/16 5 1/8 3 1/2 22 -16d 11 -10d 2875 1690 EHUH46N 4X6 3 9/16 5 1/8 3 1/2 22 -HN20A 11 -HN20A 3285 2195 EHUH48 4X8 3 9/16 7 1/8 3 1/2 32 -16d 14 -10d 4185 2155 EHUH48N 4X8 3 9/16 7 1/8 3 1/2 32 -HN20A 14 -HN20A 4775 2790 EHUH410 4X10 3 9/16 9 1/8 3 1/2 40 -16d 16 -10d 5190 2715 EHUH410N 4X10 3 9/16 9 1/8 3 1/2 40 -HN20A 16 -HN20A 5335 2850 EXTRA HEAVY CONN ECT R 14 GAUGE NOTE 1.) PENETRATION OF FASTENER IN HEADER IS 2 FOR 16d NAIL & 1 3/4" FOR HN20A NOTE 2.) PENETRATION OF FASTENER IN JOIST IS 1 1/2° GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33) U. O. N. 2> FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A SHORT TERM DURATION FACTOR OF 33% FOR WIND LOAD CONDITIONS. NO FURTHER INCREASE IS ALLOWED. 4) ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERM DURATION FACTOR. • L, BEd €.Ems .Cr I iyi:`aar :zr¢t Co Da _ • 0 P, 3aua& b.TwaC .±x'40 Division 02 EHUH26 -2 SHOWN ttDc • NTS UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE (507) 364 - 7333 NAME: EHUH SERIES DATE: 6/9/03 SHEET: 1 OF 2 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 DRAWING NO. MDC603A MDADE PRODUCT CODE JOIST SIZE DIMENSIONS FASTENERS DESIGN LOAD A B H W V HEADER JOIST 16c1 1 U P LIFT 100 % UPLIFT UH210' 2X10 3 1 9 1/4 1 5/8 3 3/4 16 5 2320 900 2800 1440 UH24' 2X4 3 1 3 1/4 1 5/8 3 3/4 4 2 580 - - -- 700 - - -- UH26 2X6 3 1 5 1/4 1 5/8 3 3/4 g 3 1160 720 1400 785 UH28' 2X8 3 1 7 1/4 1 5/8 3 3/4 12 4 1740 735 2100 1110 UH36 3X6 3 1 4 3/4 2 5/8 4 3/4 8 3 1160 - - -- 1400 700 UH46 4X6 3 1 5 1/4 3 5/8 5 3/4 10 3 1450 - - -- 1750 700 GENERAL NOTES UH28 SHOWN 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVANIZED COATING OF G60. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 1997 EDITION FOR SOUTHERN YELLOW PINE (G= 0.55 OR BETTER AND MOISTURE CONTENT OF 19X OR LESS) ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM D1761. 4) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A DURATION FACTOR OF 33X FOR WINDLOAD CONDITION NO FURTHER INCREASE IS ALLOWED. UPLIFT JOIST HANGER U -TYPE 18 GAUGE NOTES: . NAILS ON JOIST SHALL BE LONG ENOUGH TO BE DRIVEN THROUGH BOTH PLATES & CLINCHED. 2. PENETRATION OF FASTENERS IN HEADER & JOIST SHALL BE 2' FOR 16d NAILS & 2 3/8' FOR 20d NAILS, 4 .—cwa1 a C R piying with t0 vdds ^S:; ;• Cod Dzte 0 02. NGAt MISaoi Dade Division — �--- -- • ISTIA . 0 et Centres UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE (507) 364 -7333 NAME: UN SERIES DATE: 6/9/03 SHEET: 2 OF 2 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 DRAWING NO. MD0603A MDADE MIAMI 'BUILDING CGDE'. COIAPf OFFICE (licco) pRonte.'f CONTROL. DIVISION NOTICE Off' ACCEPTANCE (NOA) United Steel Products Co_ 703 Rogers Driie. Montgoont y, MN 56069 SCOPE: This NOA is Uciit issuod mulct .Lr. .3;4)1 ..Line tukh alud fcgL"•Lititai's s'uertnit►6 the woe- uds. The documentation submitted has been rim wc4 by, Miami-Dade County Product Contnul Division and :twcepted by the hoard of Pules and Appeals (BORA) to he us,:d in Miami Daft, County and other areas where attow'►c1 by the Authority Hiving Jurisdiction (MU). This NOA sha3i not he valid alter the expiration [date stated below. The Miami -Dade County Product Cur;:rot Division (In Mimi Dade County) anchor the At- J (m armis cgh than Mani Dade County) tesciw the n }ht co have this ptrod.it't or :material testa d for quality assurance purposes_ If this product or material fails to perform in the accepted meaner the nano facturer will ii em the expense of such testing and the. AID may inunediarcly revoke. modify, or suspend the use of such product or material within their jurisdiction.. HCPRC reserves the ri)at to revoke this ac cptanec, of it 1s d ten nirted by Mia mi.Dadti county Product Control Division that this product or material fails to zreet the requirements of the apph e. hlc 1►44dr0g coik. This product is approved as &scribed herein., and has been designed to comply with the High velocity Humesne Zone of the Florida Buitdtng Code. DESCRIPTION_ Wood Connectors JHA & TIIFI APPROVAL DOCUMENT: Drawing No I IN,. Shoes I throne)) 2 of ?, titled Series t.Trussiloist Hangers) & lull Series (Slat Nail Truss Hanger)," dated 16 /2102, prepared by United Steel Products Company sn, led and se- by R W Lutz_ PE bearing the Miami -Dade County Product Control Retev ul stamp wr h the Notice of Acceptance (NOA) number and expiration date by the Miauni•Dade County Product Control Division. MISSILE T'41PACT RATiNC; None LABELING: Etch unit shall bias a permanent label with the rr,.anufae urces name or logo. city, state arts fbllt)wrtie, statertr:'ia. 'hliatni =Dada County Product Control Appm cd ", unless otherwise noted herein. RENEWAL of it NOA shall be considered a&T a renewal application has b tiled and there has been nu change in the apg.li ^-ahle building code negatively affecting the performance of this product. ER.MINATICN ot`this N()A WIN o cttr after the expiration date or if there has been a revision or change. in eta materials, use, wailer manufacture of the product or proeess. Misuse of this NOA as an entiornad of any product, fur sates, advertising ur any other purposes shall azttnmancally terminate. this NOA Failure to comply with any section if this NOA shall he Cause for' tattlittatiOn and reinuval of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County. Florida. and followed by the expiration dale may be dasptayed in advertising literature. If any portion of the NOA as displayead, then it shall be done in its eiitimy. INSPECTION; A copy of this entire NOA shall be provided to the user by the manufacturer or its distnhators and shall be available. for inspection at the job site at the rest of the Building Oflia ial. This NOA re ewe NOA rf nt) -11 28.02 and consists of this page I as well as approval document mentioned above. Fhe suhmitied dccumentation wa., r?viewed by Candido F. Font PE. M AMI -DADE COUNTY, FL')ItDA 11 5I.: C} ADD l'1 -AGI :R 311 11.fp1Nc; 1011 WK.Sr FI- AGI.t:1t STREET, stw 161}3 !rliffiNg, FLORIDA a 3 Di ► - ts 3 (31;.5) 375.2901 1.ut NOA No; 02- 19T.1i2 ; par itlun Dal- December 02, 7Uii! Approval Date: December 26, 7.1H)2 Page I JHA29 JHA213 JHA218 JHA2 -213 JHA2 -218 JHA413 JHA418 JHA424 MATERIAL JOIST THICKNESS WIDTH 18 GA 18 GA 16 GA 18 GA 16 GA 18 GA 16 GA 16 GA 1 1/2 1 1/2 1 1/2 3 3 3 1/2 3 1/2 3 1/2 W 1 5/8 1 5/8 1 5/8 3 1/8 3 1/8 3 5/8 3 5/8 3 5/8 DIMENSI ❑NS H 10 13 1/2 17 1/4 12 1/2 16 1/2 12 1/4 16 1/4 22 A 6 6 6 5 3/16 5 3/16 5 1/16 5 1/16 5 1/16 FASTENERS DESIGN LOADS (LBS) GIRDER/ TRUSS/ NORMAL UPLIFT HEADER JOIST NAILS NAILS 100% 133% (18) 16d (18) 16d (24) 16d (18) 16d (24) 16d (18) 16d (24) 16d (30) 16d (6) 10d (6) 10d (6) 10d (6) 10d (6) 10d (6) 10d (6) 10d (6) 10d 2114 2114 2125 3105 3650 3105 3650 3650 892 892 883 1216 1142 1216 1142 1142 PRODUCT (1) GIRDER /HEADER GENERAL NOTES 1) STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33. AND A MINIMUM GALVINIZED COATING OF G90. 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. 3) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION :997 EDITION FOR SOUTHERN YELLOW PINE (Ga 0.53 OR BETTER AND MOISTURE CONTENT OF 19% OR LESS, ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM 01761. 4) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A DURATION FACTOR OF 33% FOR WINDLOAD CONDITION. NO FURTHER INCREASE IS ALLOWED. NAILS SHALL HAVE LOAD SHARE FASTENING SYSTEM Mimi Da. e Product Cootro! Division UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE (507) 364 -7333 NAME. JHA SERIES (TRUSS /JOIST HANGERS) DATE. 11/26/02 SHEET 1 OF 2 ROBERT W. LUTZ PROFESSIONAL ENGINEER (STRUCTURAL) FLORIDA REG. NO. 55409 DRAWING NO.s* 1102 MDADE A MINIMUM PENETRATION OF 2" PRODUCT CODE MATERIAL THICKNESS JOIST WIDTH DIMENSIONS FASTENERS DESIGN LOADS (Ibs) NORMAL UPLIFT W H HEADER TRUSS 100% 133% TUH 26 16 GA 1 1/2 1 9/16 5 5/16 (16) 16d (8) 16c1 3042 1350 TUH 28 16 GA 1 1/2 1 9/16 7 1/16 (22) 16d (10) 16d 3314 1908 TUH 26 -2 16 GA 3 3 1/8 5 1/4 (16) 16d (8) 16d 3042 1350 TUH 28 -2 16 GA 3 3 1/8 7 (22) 16c1 (10) lbd 3650 1908 GENERAL NOTES STEEL SHALL CONFORM TO ASTM A653 STRUCTURAL GRADE 33, AND A MINIMUM GALVINIZED COATING OF G60. FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED. ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS FOR WOOD CONSTRUCTION 1997 EDITION FOR SOUTHERN YELLOW PINE (G= 0.55 OR BETTER AND MOISTURE CONTENT OF 19% OR LESS) ALL TESTS PERFORMED IN ACCORDANCE WITH ASTM D1761. ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED BY A DURATION FACTOR OF 337. FOR WINDLOAD 16 GAUGE GALVIN (1) GIRDER /HEADER NAILS SHALL HAVE A MINIMUM PENETRATION OF 2 ", UNITED STEEL PRODUCTS COMPAN) 703 ROGERS DRIVE, MONTGOMERY, MN. 56069 PHONE (S07) 364 -7333 NAME' TUH SERIES (SLANT NAIL TRUSS HANGER) DATE; 11/26/02 SHEET1 2 OF 2 LOAD SHARE FASTENING SYSTEM I DRAWING NOM 11n2 f i441nr3tl a . n ' uv CoUtnu9 I vi1ioi ROBERT W. LUTZ PROFESSIONAL ENGINEER < STRUCTURA FLORIDA REG. NO. 55409 1 MDADE • r This safety alert symbol is used to attract your A attention! PERSONAL SAFETY IS INVOLVEDI When you see this symbol - BECOME ALERT - HEED ITS MESSAGE. CAUTION: A CAUTION identifies safe operating practices or indicates unsafe conditions that could result in personal injury or damage to structures. HIB - 91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES° It is the responsibility of the installer (builder, building contractor, licensed contractor, erector or erection contractor) to properly receive, unload, store, handle, install and brace metal plate connected wood trusses to protect life and property. The installer must exercise t. same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiorto the project Architect's or Engineer's design specification for handling, installing and bracing wood trussesfor a particular roof orfloor. These recommendations are based upon the collective experience of leading technical CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor is: ad -.. vised to obtain and read the entire booklet , CP .: mentary and Recommendations for Handling, In= stalling & Bracing Metal Plate Connected Wood, Trusses, HIB -91" from the Truss Plate Institute; Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. WARNING: ak bi- tion begins or Do lift not bundled bre trusses andng by until the bands installs . WARNING: Do not use damaged trusses. TRUSS STORAGE CAUTION: Trusses should not be pnloaded on rough terrain or uneven surfaces which could cause damage to the truss. Frame 1 DANGER: A DANGER designates a condition A where failure to follow instructions or heed warn- ing will most likely result in serious personal injury or death or damage to structures. WARNING: A WARNING describes a condition where failure to follow instructions could result in severe personal injury or damage to structures. -dgin TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833 -5900 personnel inthe woodtruss Industry, but must, due tothe nature of rosponsibilities involved, be presented as a guide for the use of a qualified building designer 01 installer.Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and othors Copyright ° by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: All temporary bracing should be no less than 2x4' grade 'marked lumber. All connections should .be made with minimum of 2 -16d nails. All trusses assumed 2' op-center or less. All multi -ply trusses' should: be connected together in accor- dance with design drawings` prior: to Installation. Trusses stored vertically should be braced to prevent toppling or tipping. DANGER: Do not store bundles upright unless properly braced. DANGER: Walking on trusses which are lying flat is extremely dangerous and should be strictly prohibited. WARNING: Do not attach cables, chains, or tit hooks to the web members. 1 rt trues of bract(d g oup of busses A 60 /or less Tag AP Approximately Line/ nd brc r (EB) • Ground brace Islets (LBO) 1 /2 truss length Spreader Bar Toe In Toe In Spreader Bar Toe In - CAUTION: Temporary bracing shown In this summary sheet is adequate for the installation of trusses with similar configurations. Consult a registered professional engineer if a different bracing arrangement is desired. The engineer may design bracing• in accordance with TPI "s Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, DSB -89, and in some cases determine that a wider spacing is possible, GROUND BRACING:BUILDING INTERIOR Truss spans less than 30'. Approximately 1/2 to 3 truss len a th Less than or equal to 60' Approximately 1 /2 to 35 truss len • th Less than or equal to 60' or less 2nd floor I• I Approximately 1 /a truss length Tag Line Tag Line Ground brace / vertical (GBV) Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Ground brace ' `diagonals (GBp) - Note: 2nd floor system shall have adequate capacity to support ground braces. let floor Tag Line MECHANICAL "INSTALLATION CAUTION: Ground bracing required for all installations. Frame 2 A WARNING: Do not lift single trusses with spans greater than 30' by the peak. Backup ground stake Tag Line At or above t mid - height Tag Line Strongback/ SpreaderBar 1' Appro ti to it Driven ground etakee -/ Strongback/ SpreaderBar Greater than 60' Approximately 36 to'/, truss length Greater than 60' A Typical vertical attachment S rut (ST) i i i // t 0 .� ximately uss length 10' y Typical horizontal tie member with multiple stakes (HT) GROUND BRACING: BUILDING EXTERIOR r ` rV\ Ground Brace .I) • • / I Vertical°(GBv) • =furl I» 1 �_ End Wall Side Plan Blocking Grou d. brace tat true-a of braced lateral (LBW group of trusses • End brace (EB) SPAN MINIMUM PITCH DIFFERENCE TOP CHORD LATERAL BRACE SPACING(LB5) TOP CHORD DIAGONAL BRACE SPACING (DBS) [# trusses] SP /DF SPF /HF Up to 28' 2.5 7' 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer SPAN ' MINIMUM PITCH TOP CHORO LATERAL BRACE SPACING(LB5) TOP CHORD DIAGONAL BRACE SPACING (DBS) [# trusses] SP /DF SPF /HF Up to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer • Top chords that are laterally braced can buckle together and cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purline are attached to the topside of the top chord. 12 4 or greater A WARNING: Failure to follow these recommendations could result in severe personal injury or damage to trusses or buildings. OF - Douglas Fir -Larch HF - Hem -Fir Continuous Top Chord Lateral Brace Required SP - Southern Pine SPF - Spruce- Pine -Fir All lateral braces lapped at least 2 trusses. Frame 3 DF - Douglas Fir -Larch HF - Hem -Fir All lateral braces lapped at least 2 trusses. 12 5� G• o • co ry Q • SP - Southern Pine SPF - Spruce- Pine -Fir Continuous Top Chord Lateral Brace —� Required 10' or Greater PITCHED TRUSS (K 7 Top chords that are laterally braced can buckle together and cause collapse it there is no diayo nal bracing. Diagonal bracing should be nmlvd to the underside of the top chord when pw has are attached to the topside of the top chui d. SCISSORS TRUSS SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LBS) BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) [# trusses] SP /DF SPF /11F Up to 32' 4/12 15' 20 15 Over 32' - 48' 4/12 15' 10 7 Over 48' - 60' 4/12 15' 6 4 Over 60' See a registered professional engineer 4 Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. A WARNING: Failuretofollowthese recommendations could result in severe personal injury or damage to trusses qr buildings. WEB MEMBER PLANE 12 � 0 0 . 4 or greater Permanent - continuous lateral bracing •� as specified by the truss engineering. Frame 4 DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Pine SPF - Spruce- Pine -Fir All lateral braces lapped at least 2 trusses. BOTTOM CHORD PLANE Cross bracing repeated at each end of the building and at 20' ��. Intervals. / // _T\ 4, 11‘, _--\, k ,---____-7- t ' �9a O 1 � �� X15 SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LB TOP CHORD DIAGONAL BRACE SPACING (DB (# trusses] SP /DF SPF /HF Up to 32' 3o" a' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer i The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. All lateral braces lapped at least two '— trusses. DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce- Pine -Fir A WARNING: Failure to follow these recommendations could result In severe personal injury or damage to trusses or buildings. 4x2 PARALLEL CHORD TRUSS:TOP CHORD Top chords that are laterally braced can buckle togetherand cause collapse if there isnodiago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purline ate attached to the topside of the top chord. All lateral braces lapped at least two trusses, End diagonals are essential for stability and must be duplicated on , both ends of the truss system. End diagonals are essential for stability and must be duplicated on both ends of the truss system. Frame 5 2x4/2x6 PARALLEL CHORD TRUSS Top chords that are laterally braced can buckle togetherand cause collapse it there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purllns are attached to the topside of the top chord. 30 (Des) /. Tru SPF /HF o/ Continuous Top Chord Lateral Brace Required Continuous —� Top Chord Lateral Brace Required 10" or Greater Attachment Required - -- 30" or greater - 31 Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. SPAN MINIMUM PITCH TOP CHORD LATEI :AL BRACE SPAt lrIG(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBS) [# trusses] SP /DF 17 SPF /HF 12 . 1.1 - 1210 24' 3/12 8' Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a rec istered professional engineer OF - Douglas Fir -Larch HF - Item -Fir I opt 'with: that JI a laterally braced can buckle I l.gellRa and cau coil. pee it Ihelc Irmo diayo. hat I)1 Jell1J. UIJ Jo11J1 hl "cin° should be nailed to the under uide oi the lop chord when purlieu are eltoehed to the topaidc of the lop chord. L MONO TRUSS aximuin displacement Diagonal brace also required on end verticals. PLUMB Truss Depth o(in) Lesser of r D /50 or 2" Plumb Line SP - Southern Pine SPF - Spruce- Pine -Fir D(in) D/50 DM) 1' 12" 1/4" 24" 112' 2' 36" 3/4' 3' 48" 1" 4' 60" 1 -1/4" 5' 72" 1 -1/2" 6' 84" 1.3/4" 7' 96" 2" 8' 108" 2" 9' OUT -OF -PLUMB INSTALLATION TOLERANCES. WARNING: D. not cut trusses. 2q • f =46 12 \ , greater / ( <I9N. \ N B. \ N Required Attachment Required -- WARNING: Failure to follow these recommendations could result in Ai severe personal injury or damage to trusses or buildings. flNSTALLATION TOLERANCES 1 Frame 6 L(in) L1200 L(t1) 50" 100" 150" 1/4" 1/2" 3/4" 4.2' 8.3' 12.5' Length L(in) Continuous Top Chord Lateral Brace — 10" or Greater ...... . .. . . ...... Lesser of L.r2.00 or 2" 1 . BOW L(in) — L(In) L/200 L(tt) –256 7---71--i/-4"-- 200" 1" 16.7' 20.8' 300" 1 - 1/2" 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. All lateral braces lapped at least 2 trusses. f Lesser of L/200 or DANGER: Under no circumstances should construction loads of any description be placed on unbraced trusses. MIAM Jeld -Wen, Inc. 317525 H'iglnway 97 N. Chilogain, OR 97624 BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA) SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami Dade County Product Control Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AM may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Series "Jeld- Wen®" 6'8" W/E Outswing Opaque Insulated Steel Door w/wo Sidelites- Impact Resistant APPROVAL DOCUMENT: Drawing No. 5 -2104, titled "Outswing Opaque Wood Edge Steel Door Up to 107" x 6-8 Unit ", sheets 1 through 7 of 7, pm -pared by R.W Building Consultants, Inc., dated 9/11/01 with revision 3 dated 10/22/02, bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami Dade County Product Control Division. MISSILE IMPACT RATING: Large and Small Missile Impact LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement " Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided and shall be available for inspection at the job site at the requ This NOA revises NOA # 01- 1218.05 and, consists of this pa The submitted documentation was reviewed by Jaime Eisen, MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 its distributors mentioned above. NOA No 02- 1211.18 Date: August 15, 2007 Date: January 30, 2003 Page 1 Jeld- Wen Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED (For File ONLY. Not part of NOA) A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. S -2104, titled "Outawing Opaque Wood Edge Steel Door Up to 107" x 6-8 Unit", sheets 1 through 7 of 7, prepared by LW Building Consultants, Inc., dated 9/11/01 with revision 3 dated 10/22/02. B. TESTS 1. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Forced Entry Test, per SFBC 36032 (b) and TAS 202 -94 along with marked-up drawings and installation diagram of a DoorCraft series opaque wood edge steel door, prepared by Certified Testing Laboratories, Test Report No. CTLA 961 W, dated 10/23 /01, signed and sealed by Ramesh C. Patel, P.E. Submitted under NOA #01 121805 2. Test reports on 1) Air Infiltration Test, per FBC, TAS 202 -94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202 -94 3) Water Resistance Test, per FBC, TAS 202 -94 4) Large Missile Impact Test per FBC, TAS 201 -94 5) Cyclic Wind Pressure Loading per FBC, TAS 203 -94 6) Forced Entry Test, per FBC 3603.2 (b) and TAS 202 -94 along with marked -up drawings and installation diagram of DoorCrafft series OXXO configuration outswing and inswing opaque wood edge steel door, prepared by Certified Testing Laboratories, Test Report No. CTLA -696W, dated 11/01/01, signed and sealed by Ramesh C. Patel, P.E. C. CALCULATIONS 1. Anchor Calculations and structural analysis dated 12/2/02, prepared by LW. Building Consultants, Inc., signed and sealed by Lyndon F. Schimdt, P.E. Submitted under NOA #01 1218.05 2. Anchor Calculations and structural analysis, prepared by Wendell Haney, P.E., dated 12/15/01, signed and sealed by Wendell Haney, P.E. E -1 Jaime Eisen, P.E. Product Control Division NOA No 02-121118 Expiration Date: August 15, 2007 Approval Date: January 30, 2003 Jeld -Wen, Inc. NOTICE OF ACCEPTM4CE: EVIDENCE SUBMITTED (For File ONLY. Not part of NOA) D. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 01- 0718.08 issued to ODL, Inc. for "HP Propropylene Doorlight Assembly" dated 1/17/02, expiring on 1/17/06. 2. Tensile Test prepared by Certified Testing Laboratories, Test Report No. CTLA- 696WA/DADE01013, dated May 03, 2001, tested per ASTM E8/A370 or 0557, signed and sealed by Ramesh C. Patel, P.E. 3. Test reports No. J9906660 -001 for "Surface burning characteristics" per ASTM E-84 and "Self ignition test" per ASTM 1929 D, for polystyrene core dated April 8,1999, issued by Intertek Testing Services. 4. Notice of Acceptance No. 02- 0429.11, issued to Trinity Glass International, Inc. for "Trinity Lite Frame" dated 7/3/02, expiring on 7/3/07. E. STATEMENTS 1. Statement letter of conformance and no financial interest, dated 12/2/02, signed and sealed by Lyndon Schmidt, P.E. 2. Statement letter of no financial interest, dated 10/10/02, signed by Steve Frey. F. OTHER 1. Notice of Acceptance No. 01- 1218.05 issued to Jeld -Wen, Inc. for Series "DooiCraft®" 6'8" W/E Outswing Opaque Insulated Steel Door w /wo Sidelites" dated 10/15 /02, expiring on 10/15/07. E -2 4.1 .< 1. Ar Jaime Eisen, P.E. Product Control Division NOA No 02- 1211.18 Expiration Date: August 15, 2007 Approval Date: January 30, 2003 DESIGN PRESSURE RATING (WHERE WATER INFILTRATION REOURREMENT IS NEEDED) UNIT TYPE POSIINE BECAME SINGLE W/WO SIDEUTES +66.7 psf -70.0 psi DOUBLE W/WO SIDEUTES (WINDJAYBER 6 ASTRAGAL) +66.7 psi -70.0 psf DOUBLE W/WO SIDEUTES (IMPERIAL ASTRAGAL) +57.0 psf -57.0 psf TABLE OF CONTENTS SHEET # DESCRIPTION 1 GEt RAL NOTES AND TYPICAL El FAVATIONS 2 VFRI1CAL CROSS SECTIONS A. RILL OF MATERIALS 3 HORIZONTAL ;ROSS SECTIONS 4 HORIZONTAL CROSS SECTIONS at NOTES 5 ANCHORING LOCATIONS & DETAILS 6 ANCHORING LOCATIONS k GLAZING DETAIL 7 UNIT COMPONENTS JELD -WEN® Steel WOOD EDGE OPAQUE INSULATED STEEL DOOR OUTSWING 6d UNITS W /AND W CUT SIDELRES l OFNFRAL NOTES 1. THIS PRODUCT 6 DESIGNED TO COMPLY WITH THE FLORIDA BUILDING CODE. 2. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. .3. PRODUCT ANCHORS SMALL SE AS LISTED AND SPACED AS SHOWN ON DETAILS. ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 4. DESIGNED PRESSURE RATING SEE TABLE PAGE 1. 5. THIS SYSTEM MEET THE WATER REQUIREMENTS FOR 'NIGH VELOCITY HURRICANE ZONES'. SEE NOTE BELOW DESIGN PRESSURE CHART. 6. THIS SYSTEM REQUIRES WTNDBORNE DEBRIS EXTERNAL PROTECTION AS PRESCRIBED IN SECTION 1626.1 OF THE FLORIDA BUILDING CODE FOR THE SIDELITES ONLY. 7. SIDEUTES ARE AN OPTION AND CAN BE USED 1N A SINGLE OR DOUBLE CONFIGURATION. RESIDENTW. INSULATED STEEL DOOR (Common to all home conditions) Door Leaf Construction: Face sheets; 24 go. (0.020") minimum thickness, Galvanized steel A -525 commercial quality - MOO per ASTM 620 with yield strength Fy(ave.) ■23.675 psi. or de s• n• Expanded polystyrene with 1.0 to 1.25 tbs. density. cid -Wen Mc. • Pared Ca ust v ; The active and inactive panels are constructed from 24 go. (0. 020' min.) gafradred steel. The face sheet top and bottoms are bent 90' over the top and bottom roils. The top rail consists of Oft measuring 1.57' x 1.042' The bottom roil is roll famed 0.021" galvanised seal measuring 1.67" x 1.27" with a 1. 645' s 3.0" x 0.837' piece of pressed fiber board at each comer attached w/0.5' x 2.0" wire staples. The sides of the face sheet ore roll formed into the LVL latch stile and pine hinge stile measuring 1.67" The interior cavity is Filled with polystyrene. The face sheets are glued to the The sash is constructed from 2401 (0.020" min.) galvanized stets. The edges of the face sheet we bent MID' over the polystyrene core and glued to I. The sashes are routed to receive the COL (HP Poyprap)hne - TMrmoPd P6 30FMD391) & Trinity ate frames. The units ore glazed with 0.125' tempered gloss. The Ile &ernes are wet glazed on the exterior. Frame Construction; The frames are constructed from Pine jambs measuring 4.563" x 1.25 ". The head jambs are mortised and butt joined to the side jambs and attached with (3) 16 go. 2' x 7/16' crown wire staples. The units use a bump face threshold measuring 4.041 s 1.0. The threshold Is attached to the frame with (3) 1601. 2' x 7/16' crown wire staples. 0 7 4.5" OVERALL MAX. FRAME WIDTH 36.625" MAX. 38' MAX WIDTH t PANEL 1170TH I MAX. FRAME MD 38" MAX. PANEL WIDTH 14" MAX. PANEL WIDTH P . All. tAI!S ARE MEWII DaMitaBal 107" OVERALL MAX. FRAME WIDTH 36.625" MAX. .36' MAX. 14" MAX. PANEL WIDTH -}- PANEL A X PANEL WIDTH r W /ASTRAGAL I 1 1 - f - i 64-ACTIVE 1 1 61)-7 g D.L.O. in i N o g 70" OVERALL MAX. FRAME WIDTH ��-• 36" MAX. I PANEL WIDTH j 1 15.5" MAX. FRAME WIDTH 14' MAX. PANEL WIDTH 6' MAX. O.L.O. 15.5' MAX. FRAME WIDTH 14" MAX. PANEL WIDTH out. 09/11/01 arks N.T.S. owes en TJH om el RN 01141 •10 era: 5 -2104 oar _L 47 2. q) WAWA © Pat ELI =ELITE SASH 2 Z MAINLAND/ ifima gial 0 VERTIl:AI CROSS - SFCNON SEE NOTE 7 ' SHT. 4 SEE 4 5 SEE NOTE 3 SHT. 4 MUM R .125' MIN. GLASS INK. 1.75" MIN. PANEL THK. ■11111t:•:•:;111;14 a #9:13411. :•.' -‘111P1411CI11111. ONO ' t0111ED ' MINIM nor .,Ip4: r.,.:llLLll7/l ; r ;,,:,..t, .,.r, •ru,h :l.lZll♦ lirsna -a�w.y:� °t•:•;'��aaaa4�rlara ra:•:•l:►�17i�1� POIl Q3ffi'b111=111•11111111111111111:1•111111 r7111n al : 1 _1:40:24111111111C1171111111 ,t.. ■,. b.:[ ":1 t ! , )•111111•11111111 QiVLl�1 - 117 �ll✓' % trim iaii; •` 40. 1111 11:1N :r i1rr P ellir RIF FPIrti � .2:∎:,•:•: a. O E -iLt4111111 IB PONCI3i054 FI76-i1?'a` u:;l i n7`It'lt( I ?.T1 °72r^ 77 E1011. 4' •Ars EEIILMAIEYV: 3:i FFIFI is :d•1i `' ;xi] ;'j ('1•'' 1 •:il•'T> 1 ' F;11 •t'><ir:l'i.i -�� �: - ?7'1 .:..'�Cjr��r�'���' Fi�Tlil�'�T� =111 - t•....• 11 't.. FF1 ramign'iei 3 70. 4 a:la ,2EIn412 :m14 E1V33MINI EEl1- i4i.-11• IIIPI lw'i7wiia4011111111E1131MI Si: l'•� �I 311 - • . - • 2 ::':c 7 . WOOD C1 � L , rL 1fP. �Z[ 7iiii 1. ar ;•aiT,41:1Id •L•IIN• ILLI J1 ti :•. 1 i.2 !mil = 11111111.111•11 DM 09/11101 N. LS. DIN. sr TJH ww. a: RN S -2704 11W 2, a 7 INACTIVE ASTRAGAL RETAINER BOLTS (4) BOLTS TOTAL. (2) 8.0" L. x .312" DIA. 0 TOP ak (2) 8.0" L. x .312" OM. 0 BOTTOM AT ASTRAGAL W ITEM WINDJAMBER WR6SJ SEE DESIGN PRESSURE RATING CHART SHEET Ind -m SEE NOTE 1 SHT. 4 26 ACTIVE INACTIVE ASTRAGAL RETAINER BOLTS (2) TOTAL. (1) 9.0 L x .312" OIA. 0 TOP & (1) 9.0" L. x .312" DIA. 0 BOTTOM g a SEE NOTE 2 SHT. 4 OPTIONAL ASTRAGAL HORIWAL CROSS SECTION AT ASTRAGAL W/ITEM 118 IMPERIAL ASTRAGAL SEE DESIGN PRESSURE RATING CHART SHEET 1 ALUM. RETAINING SLIDE (3) 1.0 x 4.5 x 0.585" 013.659.9197 W INC ran. 09/11/01 seam N.T.S. voc. TJH am. Ian RR MOM KM 5-2104 SEE NOTE 9 SHT. 4 O m 0 0 ® q G r// /I ,. 4 Ili t _WI 0 . a t, N tikh.. " ,, 1111 1,0 MUMS r11 � n SEE NOTE ►w ,,.��1 6 SHY. 4 SEE NOTE 5 SHT. 4 Og Y SEE NOTE .3 SHT. 4 4 E SHT E 7 S N H 4 NOTES: 1. SPACING FOR /8 x I PFN SCREW ATTACHING THE WINOJAMBER ASTRAGAL TO THE INACTIVE DOOR IS AS FOLLOWS: TOP DOWN; 1.0", 3.0' & 5.0 ". FROM THE BOTTOM UP; 1.0: 3.0". 5.0 ", 20.0' d: 38.75 ". 2. SPACING FOR ITEM 41 /10 x 1' PM SCREW ATTACHING THE IMPERIAL ASTRAGAL TO THE INACTIVE DOOR IS AS FOLLOWS: FROM THE TOP DOWN & BOTTOM UP; 1.0: 2.5", 4.0", 5.5" 13.0: 18.0" a 26.0'. (14 PFH SCREWS TOTAL) 3. SPACING FOR /8 x I 1/2" PLASCREW IS AS FOLLOWS; TOP de BOTTOM; (2) SCREWS 3.0" IN FROM EACH HORIZONTAL CORNER. FROM THE TOP OF THE FRAME DOWN ON THE SIDES; 3.0 ", 13.0". 26.0. 39.0: 52.0" & 63.0'. 4. SPACING FOR BRAD TRIM NAIL 3/4" L. ATTACHING THE QUARTER ROUND TO THE SIDEUTE IS AS FOLLOWS; TOP & BOTTOM: 1.25" IN FROM EACH HORIZONTAL CORNER WITH (1) MORE NAIL IN THE MIDDLE. SIDES; 1.25" FROM EACH END & SIX MORE EQUALLY SPACED ON THE FIELD. 5. WHEN ATTACHING THE STRIKE PLATE TO THE JAMB AND BUCK USE /8 x 2 1/2' PFH WOOD SCREW. WHEN ATTACHING THE STRIKE PLATE TO THE JAMB AND SIDEUTE JAMB AT THE MULLION USE /8 x 2." PFH WOOD SCREW. 6. SPACING FOR /8 x 2.5" PFH WOOD SCREW ATTACHING THE MULLIONS TOGETHER IS AS FOLLOWS: 6.0" FROM EACH VERTICAL CORNER WITH (4) MORE SCREWS EQUALLY SPACED, A TOTAL Of (6) SCREWS PER EACH VERTICAL MULLION. 7. THE SIDELITE IS SECURED INTO THE SIDELITE JAMB WITH SILICONE CAULK ON THREE SIDES d; 3/8" r 3/8" 1/4 ROUND & BRAD TRIM NAIL r 3/4" L. 8. WHEN ATTACHING THE HINGE TO THE JAMB AND BUCK USE /10 x 2" PFH WOOD SCREW. WHEN ATTACHING THE HINGE TO THE JAMB AND SIDELITE JAMB AT THE MULLION USE /10 x 1 3/4" PFH WO00 SCREW. 9. THE MULLION CAP IS ATTACHED TO THE PRESSURE TREATED REINFOECEMENT WITH ITEM /44 A f ' TRIM NAIL SPACED A MAX. OF 12' ON CENTER. 10. SPACING FOR ITEM /50 THE /6 X 1 1/2" PANHEAD SCREW ON THE TRINITY SIDELITE FRAME IS AS FOLLOWS: FROM THE TOP DOWN ON THE SIDES (5) AT 3.25: 18.0625 ". 32.8125 ", 47.5625" & 62.625 ". THE TOP a BOTTOM (1) SCREW AT 4.4375 ". zOW!'AL c RDS_S SECIIOI AT SIDELITE TO LATC JAMB. TYP_ gg la .:Q 1.15" MIN. EMB. SEE NOTE 6 SHT. 4 .25" MAX. j SHIM THK. SEE NOTE e 9 SHT. 4 m 0 m I/ 0 I 0 Ur AT JAMB. CID EIIT£ TO HINGE MB. PR, 0 SEE NOTE 7 SHT. 4 .15" MIN. T COUNTERSINK • 1C SEE NOTE 8 SHT. 4 SEE NOTE SEE NOTE 3 SM. 4 4 SHT. 4 SEE NOTE .3 SHT. 4 217.8108 SEE NOTE 4 SHY. 4 SEE NOTE �`�,°'',,'''' 7 SHT. 4 , + ••atrsMJrII To L QQRP SE P R. gg ^a se NEW • Asosers as as 0 2 s g: ��iNalt. ale 813.659.9197 Mt 09/11/01 low N. T.S. coat. wet TJH ca. RW UMW ID.: 5 - 2104 DETAIL 0 HINGE TO JAMBS & DOOR SEE NOTE 5 SHT. 4 - 117 - d .- i t. STRIKE OPLATE ER mop F DOOR ANCHORING I OCATIONS E E NOTE SEE NOTE 11, s SKr. . VP 5E S NOTE 3SM.1 OFTTAII J STRIKE PLATES TO JAMBS SEE NOTE 5 SHT. 4 E •� OPTIONAL DETAIL H STRIKE PLATES TO IMPERIAL ASTRAGAL SINCI F DOOR W/sIOE11TES ANCHORING LOCATIONS OFTAI K �A� WI �R E SOLT HO LES ASTRAGAL RETAINER BOLT HOLES MUST SE DRILLED THROUGH THE THRESHOLD & INTO THE MASONRY DEEP ENOUGH FOR A 2' THROW SEE DETAIL G SHEET 5 OPTIONN DFTAIL K SILL RET I AM M IER BOLT THR OLD STRIKE PLATE �WeutDIN6 TANTS. INC 813.659.9197 aTL 09/11/01 SCAM N. T.S. as n: TJH oat RW aTACI Iq.: S -2104 wen „ Lar 7 n a 4.5' 3" 33. 3' •1]• • ..R • DOUBLE DfOR W /SIOFI ITFS ANCHORING LOCATIONS SEE NOTE 10 SHT. 4 0.5" GLASS BRE MS(ILA7ED TTNPFRFT1f.LAS$ 1711NDY LITE FRAME SEE DETAIL r SHEET 5 "W. •+ SEE DETAIL G SHEET 5 1/8" TEMPERED GLASS 3" AIR SPACE T1/ TEMPERED GSS JaZialOR n of 0.5" GLASS BITE tt ��TTyAI 1/9" 1NSLI�LA'IiPFNFD lAASc TRIM' LITE FRAME SEE NOTE 10 SHT. 4 IN ERIOR SING F DOOR ANCHORING LOCATIONS $g LIMO 1/8" TEMPERED GLASS 1/4" AIR SPACE 1/8` TEMPERED GLASS © / © SEE NOTE 3 SHT. 4 rT INTERIOR 0.5' GLASS BITE 1/8' TEMPERED CLASS r!'d �gg P. ggzR P g Lti g i 1NRe 09/11/01 WU. N.T.S. L1Ma LTr: TJH Dec tM RW DIMING N0.: 5 -2104 BKET a _Z • 1 r I ' lop 041 H SHEET 5 ,* 5 ' SEE NOTE 6 SHT. 4 SEE DETAIL • K SHT. 5 CO TIP. n a 4.5' 3" 33. 3' •1]• • ..R • DOUBLE DfOR W /SIOFI ITFS ANCHORING LOCATIONS SEE NOTE 10 SHT. 4 0.5" GLASS BRE MS(ILA7ED TTNPFRFT1f.LAS$ 1711NDY LITE FRAME SEE DETAIL r SHEET 5 "W. •+ SEE DETAIL G SHEET 5 1/8" TEMPERED GLASS 3" AIR SPACE T1/ TEMPERED GSS JaZialOR n of 0.5" GLASS BITE tt ��TTyAI 1/9" 1NSLI�LA'IiPFNFD lAASc TRIM' LITE FRAME SEE NOTE 10 SHT. 4 IN ERIOR SING F DOOR ANCHORING LOCATIONS $g LIMO 1/8" TEMPERED GLASS 1/4" AIR SPACE 1/8` TEMPERED GLASS © / © SEE NOTE 3 SHT. 4 rT INTERIOR 0.5' GLASS BITE 1/8' TEMPERED CLASS r!'d �gg P. ggzR P g Lti g i 1NRe 09/11/01 WU. N.T.S. L1Ma LTr: TJH Dec tM RW DIMING N0.: 5 -2104 BKET a _Z • T n 1 r 4.5625" DRILL TRU FOR A IS PFN MOO SCREW 2PLCS WOOD FRAME 4.041 " OUTSWI IMPFACL TNRESH_a D L ILE Ir .050" EXTRUDED ALUM1NAr4 O 3.0" (4 Iff DRILL TRU FOR .357" 01A. ASTRAGAL RETAINER BOLTS 1J OJAMBF11_ll WRRA1 STRIKF PI ATP STEEL PLATE 2.4375" LIFE FRAME OM NP POLYPROPYLENE (TNERMOFIL- P6- 30F110391) 1- - 1.75" --1 -- 2.521" -- 46 TRINITY LITE FRAME LUPOY EU -5007 1/2" GLASS FRAME O 1 V► LATCH SOT.E —11- -.125" .912' 1e1PEBIEL_ASIBE a to EXTRUDED AI UMINUM .075" WALL ASTRAGAL HAS (I) 9.0* L. x .312" DA. 7 0 TOP & (1) 9.0" L x .312" WA. BOLT 0 BOTTOM 0 r 1.67' •v : I•, :112I�1� -iltx 13 _.[L.140. tD COMPRESSION WEATHERSRIP San PDFI 0-LON OM 85Q 1.013" I- -1.75" -1 2.521 TRINITY I11F FRA16 LUPOY EU -5007 1" GLASS FRAME U 0 0 0 O .097" O 4 x 4 STEFI DOOR HINGE .097* THK. STEEL BY HAGER .25" 1 I- -L _JUL ___i ® DOOR STEEL EDGE CAP. BOTTOM .021" ROLL FORMED STEEL (WR68J 1-6063 EXTRUDED ALUMINUM 1.767" rT ASTRAGAL RTACLOAA N' d ts ASTRAGAL ) FLAS .312" Dd1. lV BOLTS 0 BOTTOM & (2) 8 .0" L x .312" 04l BOLTS O TOP 11.875" 16 014. VARIES W /LOCK USED Wf10Q LOCK ROCK. 1.71" 7NK, t s �oq�M6.Irtr1Yr11 KT i Tw+rs. 813.659.9197 onrr 09/11/01 I0i, N.T.S. g i°1111Plaar owl ro TJH am. 6n ITW oMwc MD.: S -2104 mar 7 or 7 Miami Shores Village 10050 NE 2nd Avenue Phone: 305 - 795 -2204 Printed: 6/30/2004 Applicant: MICHAEL Owner: MEYER JOB ADDRESS: 530 Contractor PORTO & GARCIA ROOFING Local Phone: 305 - 820 -7009 Parcel # PARC2004 -3 MEYER MICHAEL N.E. 96TH ST. ST. Legal Description: Signed: (Contractor or Builder) Building Permit Permit Number: BP2004 -857 Contractor's Address: 3550 N. W. 52 St. Permit Status: APPROVED Permit Expiration: 12/18/2004 Construction Value: $10,000.00 Work: RE -ROOF ALTUSA COLOR THRU TILE BY: Page 1 of 1 JUL 0 6 PAID Fees: FEE2004 -6517 FEE2004 -6518 FEE2004 -6519 FEE2004 -6520 FEE2004 -6521 Description Building Fee CCF Training and Education Fee Technology Fee Scanning Fee Total Fees: Amount $275.00 $6.00 $2.00 $6.88 $12.00 $301.88 Total Fees: $301.88 Total Receipts: $0.00 0 Signed: (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 responisibility for all work done by either myself, my agent, servants or employes. f BUILDING PERMIT APPLICATION FBC 2001 Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit Type (circle): Building Electrical Qualifier J D5 t . /",. Owner's Name (Fee Simple Titleholder) Owner's Address ZZD i � ()))** � 5v City VI ( 5l 4 e..5 State Tenant/Lessee Name Job Address (where the work is being done) C3 D N_ t'• 96 54 City Miami Shores Village County Miami - Dade Zip Is Building Historically Designated YES NO X Contractor's Company irne i o A T o Contractor's Address Iwo /t/•. Gt/,aTtic wa City Al; Apt: fear S State fL State Certificate or Registration No. Ccz_ o f 9 4-1- -G Certificate of Competency No. Architect/Engineer's Name (if applicable) Phone # $ Value of Work For this Permit h 9 o a, Type of Work: ❑Addition Describe Work: ❑ Alteration C ..ew . Submittal Fee $ ` ' Permit Fee $ * * * * * * * * * * * * * * * * * * * * * * * * * ** *F * * * * * * * * * * * * * * * * * * * ** Notary $ 'k" Training/Education Fee $ Scanning $ 13 - Radon $ Zoning Code Enforcement $ Structural Plan Review. $ Total Fee Now Due $ 1 (Continued on opposite side) Permit No. Master Permit No. Plumbing Mechanical Roofing Phone # Zip 53( Phone # c.•a g.f„. Phone # i nk 23 . W Z. MASAI ✓C 1)4 t v. 7 t d44 7 1 c e: 33o /! Zip Square Footage Of Work: // 725 ❑ Repair/Replace CCF $ Technology Fee $ * * * * * * ** I RECEIVED JUN 2 1 20"4 CO /CC �– 4.8.013 Bond $ ❑ Demolition Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and AIR CONDITIONERS, ETC 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. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT 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." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. My Commission Expires: APPLICATION APPROVED BY: Chc 05/13/03 Signature Signature Owner or Agent Contractor The foregoing instrument was acknowledged before me this The f• - . • mg instrument was acknowledged before me this day of , 20 _, by day of , 20 , by who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: My Commission Expires: ***************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** as identification and who did take an oath. ********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** JUN 2 2 2004 Plans Examiner Engineer Zoning t i High Velocity Hurricane Zone Uniform Roofing Permit Application MIAMI -DADE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION Master Permit No. Contractor's Name: El Low Slope Asphaltic Shingles CI Prescriptive BUR -RAS 150 Low slope roof area (ft.') I Section A (General Information) Process No. Are there Gas Vent Stacks located on the roof? ❑ Yes Job Address: Roof Category El Mechanically Fastened Tile Metal PaneUShingles Other: f 30 PIE qb sT Roof Type El Re- Roofing ❑ Recovering ❑ Repair ❑ Maintenance Page 2 Roof System Information Steep Sloped area (ft.) 17 2 �S Section B (Roof Plan orta Adhesive Set Til 0 Wood Shingles/Shakes If yes, what type? LJ Natural ❑ LPGX Total (ft.') X 72 Sketch Roof Plan: Illustrate all levels and sections, roof drains, scuppers, overflow scuppers and overflow drains. Include dimensions of sections and levels, clearly identify dimensions of elevated pressure zones and location of parapets. Perimeter Width (a'): I 3 Corner Size (a' ■ a'): 3 X 3 5 2 66 Page 1 of 1 V • • V High Velocity Hurricane Zone Uniform Roofing Permit Application Form M IAMI -DAOE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION Roof Stops: ,—vnr Root tttea Heigh i /61 Ridge VentI gort I i/A Method of The Attachment la /Al) t'rEc — S ARsrn hr Tie Madin 'delve: I � . Cap Spacing for Metal Roof Panels Feed: r Perimeters Owners: Perimeter ' A01. 1/4 Section 0 (Steep Sloped Roof System) Sloped System oesaiptlon Deck Tppt IPM' P(Ywood r Page 4 Drip Edge Fastener Type hntpi/www.co.miami. dale .II.us /blderoofingj,ermitutg/saction d 3.html w. 1777:0(.6,_ Litiatv..--..A.." 22 'miaow eight Bose - l cap ss:.i«i»rc 1 440* -F #o Roof Career ' - riLEs Roof Dowd y lwdvoeat swot 4 Pok A H -tco: wit Piny prti Edge Sae a Catoir We 26 P. .:135r3" Drip Etsap mallow T ry& IGalvinized Metal I 174"_. s NIs_- 4 "ec. IiOok StrpCeat p or ereketL YA 1 3/3/2002 Roof System WnufycoreKI A LMAt'2 (U_5.A) it,4.r.__._ —. Kass. of Acceptance Somber: , 04" 1 / 5: D Minlmunn Design Wind Presawe., N AppicaRU (from RA= $27 or CalostrOaroY Prnaz1:I 5,27- Pout tI 2O .?s p is r2O.38 # Madam Dee* Wind Pressen % Owen PCA speak Mw*I (p 5O V • • V High Velocity Hurricane Zone Uniform Roofing Permit Application Form M IAMI -DAOE COUNTY BUILDING DEPARTMENT ELECTRONIC APPLICATION Roof Stops: ,—vnr Root tttea Heigh i /61 Ridge VentI gort I i/A Method of The Attachment la /Al) t'rEc — S ARsrn hr Tie Madin 'delve: I � . Cap Spacing for Metal Roof Panels Feed: r Perimeters Owners: Perimeter ' A01. 1/4 Section 0 (Steep Sloped Roof System) Sloped System oesaiptlon Deck Tppt IPM' P(Ywood r Page 4 Drip Edge Fastener Type hntpi/www.co.miami. dale .II.us /blderoofingj,ermitutg/saction d 3.html w. 1777:0(.6,_ Litiatv..--..A.." 22 'miaow eight Bose - l cap ss:.i«i»rc 1 440* -F #o Roof Career ' - riLEs Roof Dowd y lwdvoeat swot 4 Pok A H -tco: wit Piny prti Edge Sae a Catoir We 26 P. .:135r3" Drip Etsap mallow T ry& IGalvinized Metal I 174"_. s NIs_- 4 "ec. IiOok StrpCeat p or ereketL YA 1 3/3/2002 i High Velocity Hurricane Zone Uniform Roofing Permit Application Form MIAMI .OADE COUNTY BUILDING DEPARTMENT ELECTRONIC .APPLICATION Section E (Tile Calculations) For Moment based Ile systems, chose either Method 1 or 2. Compare the values for Mr with the values from Mf. If the Mt values are greater than or equal to the Mr values, for each sea of the roof, then the the attachment method M acceptable. Method I Moment Based Tie Caleu186ons Per RAS 127' P t: 45- x A P2: - P 3:9S1 xA 4 4^ • �: 7 ■ art: , NoA iir: Goo-_ _ _ = Yrt• 753 NOA Mt: 04 M ' • �: _ s IWt1: '10,8 ltOA Mt: A' 'This Table must be used in conjunction with a list of moment based tile systems endorsed by the Broward county Board of Rules and Appeals. Page 5 mod = "Simplified TMs Calculation Per Table Balm"' Required &to at144tan the Table Belay: L . E- Mr Requbed Homed Resistance' . Mean Fair Roof Slope Z:12 3:12 4:12 5:12 i ,6:12 7 7:12 24.5 n.5 20.8 20" 31. 28.9 26.7 24.5 22.6 25' 30. 35.7 '41 26.6 33.4 28.5 262 25.4 1 37.7 362 32.6 30. 27.6 25.4 40 40.7 30.1 352 32.5 29. 27.5 i httpJ /www.co.miami. . fL ldg/ _permiting/ t a 3.htm 3/3/2D02 MM I�FDAt>E BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DIVISION NOTICE OF ACCEPTANCE (NOA Almar (USA), Inc. 6801 NW 77 Avenue Miami, FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such to revoke,. modify, or suspend the use of such product or material within their jurisdiction. diction. BORA reserves right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Altus' "S" Clay Roof Tile LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved ", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, the expiration date maybe displayed in, advertising literature. If any portion of the A Florida, and followed by be dorie`in its entirety. disppll ayed, then it shall INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of pages 1 through 7, The submitted documentation was reviewed by Frank Zuloaga, RRC 1 'd I9zz'ON M COUNTY, FLORIDA METRO -DADS PLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 NOA No.: 02-1115.03 Expiration Date: 12/16/07 Approval Date: 12 /12/02 Page 1 of 7 WVG£:II 7nn7 .ol.oan ROOFING ASSEMBLY APPROVAL Category: Roofing Sub- Category: Material: Trim Pieces Clip Clip Roofing Tiles Clay 1. SCOPE This renews roofing system using Altusa One Piece S' Clay Roof Tiles, as manufactured by Almar (USA), Inc.. and described in Section 2 of this Notice of Acceptance. For locations where the pressure requirements, as determined by applicable Building Code does not exceed the design pressure values obtained by calculations in compliance with RAS 127 using the values listed in section 4 herein. The attachment calculations shall be done as a moment based system. 2. PRODUCT DESCRIPTION Manufactured by Applicant Dimensions Altusa One Piece 'S' L =18'A" Tile W = 10.5" V2 thick nominal 3.25" high Length: varies Width: varies varying thickness L= 6" D =0.125" L 8th =2" W = IA" 0.05" thick 2.1 SUBMITTED EVIDENCE: Test Aaencv The Center for Applied Engineering, Inc. -The Center -for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. Celotex Corporation Testing PRI Asphalt Technology, Inc. Redland Technologies Teat Specifications TAS 112 TAS 112 PA 114 PA 114 Test Identifer 94-083 94.054 25. 7200 -1 Project No. 307025 Test #MDC -78 MTS 520649 CLF- 003 -02 -01 7161 -03; Appendix III Product DeacrIntiog High profile clay roof tile. For direct deck or batten nail -on, mortar set or adhesive set applications. Accessory trim, clay roof pieces for use at hips, rakes, ridges and valley terminations. Manufactured for each tile profile. Tile clip L Shaped tile clip Test Name/Report Date Static Uplift Testing April 1994 PA 101 (Adhesive Set) • - Static Uplift Testing May -1994- PA 101 (Mortar Set) Static Uplift Testing Feb. 1995 PA 102 (Quick -Drive Screws, Battens) Wind Driven Rain Oct. 1994 PA 100 PA 102(A) May 2000 PA 102 October 2001 PA 102 Dec. 1991 NOA No.: 02- 1115.03 Expiration Date: 12 /16 /07 Approval Date: 12/12/02 Page 2of7 7 •d 1977' Wb'9E; 1I Zlf17. 11.00n Table 1: Average Weight (W) and Dimensions (I x w ) Tile Profile Weight -W (Ibf) Length -1 (ft) Width -w (ft) One Piece 'S' Tile 8.9 1.52 0.875 Test ALTnev Redland Technologies Redland Technologies Redland Technologies Redland Technologies Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. 3. LIMITATIONS £ 'd IgU'oN Test Identifier 7161 -03 Appendix II Letter Dated Aug. 1, 1994 P0631 -01 PO402 Calculations Evaluation Calculations Evaluation Calculations Evaluation Calculations Evaluation Calculations Test Nome/Report Wind Tunnel Testing PA 108 (Nail -On) Wind Tunnel Testing PA 108 (Nail -On) Wind Tunnel Testing PA 108 (Mortar Set) Withdrawal Resistance Testing of screw vs. smooth shank nails Aerodynamic Multiplier 25 -7183 25 -7094 25 -7496 25 -7584 25- 7804b -8 25- 7804 -4 & 5 25- 7848 -6 Doc. 1991 Aug. 1994 July 1994 Sept. 1993 March 1999 March 1995 February 1996 April 1996 December 1996 3.1 Fire classification is not part of this acceptance. 3.2 For mortar or adhesive set tile applications, a static field uplift test shall be performed in accordance with RAS 106. 3.3 Applicant shall retain the services of a Miami -Dade County Certified Laboratory to perform quarterly test in accordance with TAS 112, appendix 'A'. Such testing shall be submitted to the Building Code Compliance Office for review. 3.4 Minimum underlayment shall be in compliance with the applicable Roofing Applications Standards listed section 4.1 herein. 3.5 30/90 hot mopped underlayment applications may be installed perpendicular to the roof slope unless stated otherwise by the underlayment material manufacturers published literature. 3.6 This acceptance is for wood deck applications. Minimum dock requirements shall be in compliance with applicable building code. 3.7 May be installed on slopes 7:12 and greater. 4. INSTALLATION 4.1 Almar 'Altura One Piece S' Clay Roof Tile and its components shall be installed in strict compliance with Roofing Application Standard RAS 118, RAS 119, and RAS 120. 4.2 Data For Attachment Calculations NOA No.: 02- 1115.03 Eiplradon Date: 12/16/07 Approval Date: 12/12/02 Page 3 of 7 wwor :11 7nn7 '01•3an Table 4: Attachment Resistance Expressed as a Moment - Mf (ft-WO for NaII.On Systems Tile Profile Fastener Type _ Direct Deck (Min 13/32" plywood) Direct Deck (Min, 19/32" plywood) Battens One Piece 'S' Tile 2.10d Ring Shank Nails 28.6 41.2 19.4 _ 1 -10d Smooth or Screw Shenk Nab 5.1 8.8 2.8 2 -10d Smooth or Screw Shank Nets 6.9 _ 9.2 7.3 1 .#8 Screw 28.7 28,7 N/A 2 .#8 Screws 58.2 58.2 26.8 1 -10d Smooth or Screw Shank Nail (Field Clip) 23,1 _ 23.1 19.0 1 -10d Smooth or Screw Shank Nail (Eave Clip) 29.3 29.3 24.0 2-10d Smooth or Screw Shank Nails (Field Clip) 27.6 27.6 38.6 2 -10d Smooth or Screw Shank Nags (Eave Clip) 38.1 38.1 41.8 1 Screw with Altuse Clip (See c , ip details) One Piece "S" Tile 1 Screw with clip (at the head of tile) 187.1 187,1 N/A One Piece "S" Tile 1 Screw with clip (at the water course of tile) 35.2 36.2 N/A 1. Screw must be installed in the Inside nail hole located nearest to the hump of the tile. Table 5: Attachment Resistance Expressed as a Moment Mt (ft -Ibf) for Two Patty Adhesive Set Systems Tile Profile Tile Application Minimum Attachment Resistance One Piece 'S' Tile Adhesive 29.33 2 See manufactures component approval for Installation requirements. 3 Flexible Products Company TileBond Average weight per patty 10.7 grams. Polyfoam Product, Inc. Average weight per patty 8 grams. Table 3: Rest ng l�oi nts due to Gravity - M (ft -Ibf Tile Profile 3 ": 12" or less - 4 ": 12" S": 12" 6 ": 12" 7 " :12" or greater One Piece 'S' Tile Battens Direct Deck Battens Direct Battens Direct Deck Battens Direct Deck Battens Direct Deck 4.47 5.35 4,40 / 5.27 f 4.31 5.18 4.20 5.03 4.08 4.89 ti d l9ll'ON NOANo.: 02.1115.03 Expiration Date; 12/16107 Approval Date: 12/12/02 Page 4 of 7 tVQ£:II Znn7. 'QI'0en Table 2: Aerodynamic Multipliers - A, (ft') Tile X (ft') a, Profile Batten Application Direct c Appllca ion one Place '3' Tile 0.253 0.274 ti d l9ll'ON NOANo.: 02.1115.03 Expiration Date; 12/16107 Approval Date: 12/12/02 Page 4 of 7 tVQ£:II Znn7. 'QI'0en Table 5A: Attachment Resistance Expressed as a Moment - Mf (ft-lbf) for Single Patty Adhesive Set Systems Tile Profile Tile Application Minimum Attachment iici? One Place 1 S' Tile Polyfoam PolyPro 24.50 Polyfoam PolyPromi 38.7 4 Large paddy placement of 63arams of POIYProTM. 5 Medium paddy placement of 24grame of PolyProm. Table 5B: Attachment.Reslstance Expressed as a Moment • Mf(ft•lbf) for Mortar Set Systems The Profile Tile Application Attachment Resistance One Piece 'S' Tile Mortar Set' 24.50 5. LABELING All tiles shall bear the imprint or identifiable marking of the manufacturer's name or logo, or following statement: "Miami -Dade County Product Control Approved ". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following; 6.1.1 This Notice of Acceptance. 6.1.2 Any other documents required by the Building Official or applicable building code in order to properly evaluate the installation of this system. PROFILE DRAWINGS ONE PIECE ° S' CLAY ROOF TILE NOA No.: 02- 1115.03 Expiration Date: 12 /16/07 Approval Date: 12 /12/02 Page 5 of 7 5 d l9Zl ' °N VL : < < zoos ' 91 ° O 9 d 19ll'91 CLIP WITH ONE (1) SCREW ATTACHED TO DECK CLIP DETAILS "SPANISH 8" TILE my ALTUSA M P.) 2.1/2" OVERLAP (COVERS PIN HOLE) CLIP PLACEMENT DETAIL SCREW IN THE INSIDE HOLE NEAREST TO THE HUMP OF THE TILE CLIP ECK NOA No.: 02- 1115.03 Expiration Date: 12 /16/07 Approval Date: 12 /12/02 Page 6 of 7 WVLC:U ZOOl '91' °84 SCREW (HOLDS CUP ONTO DECK) I i4»'oti 'SPANISH S• TILE BY ALTUSA (TYP.1 CLIP PLACCM!NT DETAIL CLIP DETAILS (CON'T) 2 112" OVERLAP (COVERS PIN ROLE) END OF THIS ACCEPTANCE SCREW IN THE INSIDE NAIL HOLE NEAREST TO THE HUMP OF TIM TILE 11/4' 1 3/4' We 3.00' DECK DECK GALVANIZED METAL CLIP 2 NOA No.: 02- 1115.03 Expiration Dote: 12/16/07 Approval Date: 12/12/02 Page 7 of 7 ° " 3 f/ Wdl£:II 70 en 1 04/21/0; NON 11:54 FAX 954 578 1042 MIA MMADE APPROVED: 06/14/2001 POLYFOAM PRODUCTS, INC. PRODUCT CONTROL NOTICE OF ACCEPTANCE Polyfoam Products, Inc. 2400 Spring- Stucbncr Road Spring ,TX 77383 -1132 MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE METRO -DADE FLAGLER BUILDING 141) WEST FLAGLER STREET. SUITE 1603 MIAMI, FLORIDA 33130 -1563 ( 375 -2901 FAX (305) 375 -2908 CONTRACTOR LICENSING SEC110N (305) 375.2527 FAX (305) 375 -255K CONTRACTOR ENFORCE:\IENr DIVISION (305) 375 -2966 FAX (305) 375 -290; PRODUCT CONTROL DIVISION Your application for Notice of Acceptance (NOA) of: Two Component Polyurethcnc Foam Adhesive under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This A(OA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify,. or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that this product or material fails. to meet the requirements of the South Florida Building Code. Hie expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01- 0521.02 EXPIRES: 05/10/2006 • (305) 375 -2003 FAX (305) 372 -6339 Raul Rodriguez. Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval pproval has been reviewed by the BCCO and approved by the puildin Code and Product Review Committee to be used in Miami-Dade County, Florida under the conditions set forth above. Francisco J. Quintana. R.A. Director Miami -D;Idc County Building Code Compliance Office 11 iO ucepCnec cover page.doi Internet mail address: postmaster 0buildingcedconliaecom I1111i Ilumen :tic: Mtn- / /win./ r• U4/Z1/03 MON 11:54 FAX 954 578 1042 Poly foam Products, Inc. ROOFING ASSEMBLY APPROVAL C' 'tcn°m Roofing alb-:at= Roof Tile Adhesive Materials: Polyurethane 1. SCOPE This approves Polypro© A11160 as manufactured by l'olyfuam Products, Inc. as described in Section 2 of this Notice of Acceptance. For the locations -where the design pressure requirements, as determined by applicable building code, does not exceed the design pressure values obtained by calculations in compliance with Roofing Application Standard RAS 127, for use with approved flat, low and high profile roof tiles system using Polypro®AI-I 160. Where the attachment calculations are done as a moment based system for single patty placement, and as an uplift based system for double patty systems 2. PRODUCT DESCRIPTION Manufactured by Test Applicant Dimensions • Product Polypro® AH 160 Specifications D�ccriptiott N/A PA 101 Two component N/A polyurethane gispcnsing Equipment loampro® RTF1000 ProPack ®30 & 100 N/A 2.1 Components or products manufactured by others: Any Miami -Dade County Product Control Accepted Roof Tile Assembly having a current NOA which list uplift resistance values with the use of Polypro AFI MO roof tile' adhesive. 2.2 Typical Physical Properties: Property Test Density ASTM D 1622 Compressive ASTM D 162 I Strength Tensile Strength ASTM D 1623 Water Absorption ASTM D 2127 Moisture Vapor ASTM E 96 Transmission Dimensional ASTM D 2126 Stability POLYFOAM PRODUCTS. INC. ACCEPTANCE No. : 01- 0521.02 Approval Date: June 14 2001 Expiration Date: Maw l0, 2006 Results 1.6 Ibs:/R.' . I8 PS1 to rise 12 PSI: Perpendicular to rise 28• PSI . Parallel to rise 0.08 Lbs✓Ft ,3.1 Perin / inch +0.07% Volume Change n -400 F.. 2 weeks +6.0% Volume Chan c (r� Humidity. 2 weeks • Dispensing Equipment Frank Zuloaga, RRC Product Control Examiner Q U IN U4 /L1 /UJ RIUA 11:55 FAA 854 570 1042 YOLYFOAM YRODUCTS,INC. • • • Polyfoam products, inc. ACCEPTANCE No. : 0I- 0521.02 Note: The physical properties listed above are presented as typical average values as determined by accepted ASTM test methods and are subject to normal manufacturing variation. 3. LIMITATIONS 3.1 Fire classification is not part of this acceptance. Refer to the Prepared Roof Tile Assembly for fire rating. 3.2 Polypro® AN160 shall solely be used :with flat, low, & high tile profiles. 3.3 Minimum underlayments shall be in compliance with the Rooting Application Standard RAS 120. . 3.4 Roof Tile manufactures acquiring acceptance for the use of Polypro® AH I60 roof tile adhesive with their tile assemblies shall test in accordance with PA 101. 3.5 Roof Tile manufactures acquiring acceptance for two paddy placement with the use of Polypro® AHI 60 roof tile adhesive with their tile assemblies shall test in accordance with PA 101 and with section 10.4 as modified herein. tr w F' = MS 3 4. INSTALLATION 4.1 Polypro® AHI60 be used with any roof tile assembly having a current NOA that lists uplift resistance values with the use or Polypro® AHI60. 4.2 Polypro® AIi160 shall be applied in compliance with the Component Application section and the corresponding Placement Details noted herein. The roof tile assembly's adhesive attachment with the use of Polypro® AI-1160 shall provide sufficient attachment resistance, expressed as an uplift based system, to meet or exceed the uplift resistance determined in compliance with Miami -Dade County Roofing Application Standards RAS 127. The adhesive attachment data is noted in the roof tile assembly NOA _ -- - 4.3 Polypro® AH 160 roof tile adhesive and its components shall be installed in accordance with Roofing Application Standard RAS 120, and f Products, Inc. Polypro® AHI60 Operating Instruction and Maintenance Booklet. 4.4 Installation must be by a Factory Trained 'Qualified Applicator' approved and licensed by Polyfoam Products, Inc. Polyfoam Products Inc. shall supply a list of approved applicators to the authority having jurisdiction. 4.5 Calibration of the Foampro® dispensing equipment is required before application of any adhesive. The mix ratio between the "A" component and the "B" component shall be maintained between 1.0 -1.15 (A) : 1.0 (B). The dispense timer shall be set to deliver 0.0175 to 0.15 pounds per tile as determined at calibration. No other settings shall be approved. ' 4.6 Polypro® A11160 shall be applied with Foampro RTF 1000 or ProPack® 30 & 100 dispensing equipment only. 4.7 Polypro® All 160 shall not be exposed, permanently to sunk Frank Zuloaba, RRC Product Control Examiner I¢J UU4 V's/ L1/ VJ MVO 11.00 raa 004 010 1U4L Polvfoam Products, Inc. rulary .M rItUDU(:rb, 1M . ACCEPTANCE No.: 01- 0521.02 4.8 Tiles must be adhered in freshly applied adhesive. Tile must be set within 2 to 3 minutes after Polypro® AH I60 has been:dispensed, 4.9 Polypro® AH 160 placement and minimum patty weight shall be in accordance with the 'Placement Details' herein, Each generic tile profile requires the specific placement noted herein. TileProfie Flat, Low, High Profiles High Profile (2 Piece Darrel) Flat, Low, High Profiles Flat, Low, High Profiles Table 1: Adhesive Placement For Each Generic Tile Profilc Placement Detail # 1 #1 #2 #3 Single Paddy Weight Two Paddy Weight Min. (grams) per paddy Min. rams 3 17/side on cap and 34 /pan 24 N/A N/A N/A 8 5. LABELING All Polypro® AHI60 containers shall comply with the Standard Conditions listed herein. 6. BUILDING PERMIT REQUIREMENTS 6.1 As required by the Building Official or applicable Building Code in order to properly evaluate the installation of this system. '4 Prank Zuloaga, RRC Product Control Examiner lIVU0 W.A/A1/VO raa vo4 Off, 104L l'UL1UAM?RODUCTS,jc. •. • • : Polvfonm Products. inc. ADHESIVE PLACEMENT DETAIL 1 SINGLE PATTY ACCEPTANCE No. : 01-0521.02 9 Place enough adhealre ID achlent 17 In 23 6 ,.P wlai i , 2 "' s igiva brims In eantara with du pan Ille P '"" . 3144 2) tam coven apildn dowel% Plus adhesive 112 le. To 1 IA. from outride ,dg al cow Ilk ' Then Inalall the ilk 1.1nderfayelant : 41 Ma fan . • man cover !Ik Altu1 In second con,. al ov Itonsav porike l obi ea. &teen lave ord p6ii and Paw Ilea ut Dinh al me inf. EMI clam Ifletthele huh Bo • 1 from/ sbann4 Nil Omagh Sok camas Opead Pokkup Hadar lannkudIkv • pigao al% iltednhq 5 Frank Zuloaga, RRC Product ContrO1 Examiner 10 U1.10 V9/ L1/ U) mUL`I 11; De rAb el 04 310 11142 YULYFUAM YMUDUC1'S, INC. 0 Polyfoarn Products, Inc. Eve Course ACCEPTANCE No.: 01-0521.02 ADHESIVE PLACEMENT DETAIL 2 SINGLE PtTTY Nall through plastk cement Unduhymenl Eive Course Eve Closure Nail through plastic content Underhyreent Pasch 6 Nall through plastic cement UndellaymeM =In. % N7 Fare Coupe Paddy (Beneath The) Fisch Weephok Ewe closure Drip edge Paddy (Beneath Tile) Fuck Eire Closes Frank Zuloaga, R.RC Product Control Examiner tel110 1 1.14/C1/UJ atm ran DU Polvfoam Products, Inc. Single paddy on lop of Ills Paddy (between tile) Paddy (under tile) Ewe Course • Nall through plastic cement Single paddy on top at the Single paddy under the Nall through plastic cement Nail through plastic cement . Undedayment Single paddy under tile ADHESIVE PLACEMENT DETAIL 3 DOUBLE PATTY 7 ACCEPTANCE No. : 01-0521.02 Single paddy between the Eave Closure 2 In. 71n. medium size paddy cave course only Fascia Single paddy under the Single paddy between the 2 In. I7 in. medium she paddy save course only Prank Zuloaga. RRC Product Control Examiner 41 . 1 1;nor Fasda %taphole Eave closure Drip edge U'*/ L1/ VJ 1 =WAN 11.VV a'L1L► VVV V.V iv =` ava.aav a.r aawa.vvavra..v• Poyfoam Products, Inc. ACCEPTANCE No.: OI- 0521.02 t. Renewal of this Acccptancc (approval) shall be considered after a renewal application has been filed and the original submitted documents, including test- supporting data, engineering documents. are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approval ". or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. c. If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession, 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5, Any of the following shall also bc grounds for removal of this Acceptance:. a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -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, 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall bc provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. 8. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acccptancc. 9. This Notice of Acccptancc consists of pages 1 through 8. END OF TINS ACCEPTANCE Frank Zuloaga, RRC Product Control Examiner