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262 NE 93 St (15)Project Engineer of Record: Engineering Cover Sheet This cover sheet is provided as per Florida Statute 61G15- 31.003 in lieu of signing and sealing each individual sheet. An index sheet of the truss designs is attached which is numbered and with the identification and date of each drawing. Engineer of Truss Design Package John A. Ilter, P.E. Reb. Eng. No 36205 3320 Paddock Road Weston, FL 33331 (954) 600 -7123 Project Name: NOTTOLI # 5 -15 -06 MR. ADOLFO GONZALEZ- ADDITION 262 N.E. 93 STREET MIAMI SHORES,FLORIDA Building Authority MIAMI SHORES,FLORIDA: Design Load: 30 + 15 + 0 + 10 PSF Building Code: FBC2004 /TPI2002 /ASCE7 -02 Software Used: MiTek ( 2000 Ver. 6.2 5 so ROYAL, TRUSS CORPORATION , 9550 NW 79 AVE. #5 HIALEAH,FL. 33019 Phone: 305-822-0020/21 Fax: 305 -822 -0029 TO Reaction Summary Job Number: Page: 1 Date: 05 -25 -2006 - 11:32:15 AM Project ID: 5 -15 -06 Project: Block No: Model: Lot No: Contact: Site: ice: Deliver To: Account No: Designer: Eddie Davies Salesperson: Quote Number: Name: Phone: Fax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: I _ CO 42 lbs, each 9 - 0 - 13 MONO TRUSS 2 -8 -11 2.47 0.00 Joint2 Joint? 624 lbs. 874 Ibs. -646 lbs. -569 lbs H9 94 lbs. each 21 - 5 - 0 HIP 3 - 3 - 13 3.50 0.00 Joint 2 Joint 7 1295 lbs. 1295 lbs. -964 lbs. -964 lbs. (2) 2 -Ply 1-167 98 lbs. each 21 - 5 - 0 HIP 2- 8- 13 3.50 0.00 Joint 2 Joint 8 i 2440 lbs. 2440 Ibs. I -1782 Ibs. -1982 Ibs. �� —.NE J1 8 Ibs. each 2 - 0 - 0 JACK 1 - 3- 5 3.50 0.00 Joint 2 Joint 3 Joint 4 .'c 283 lbs. 37 lbs. 19 lbs. �� -412 Ibs. -16 lbs. v. 0 i$ J3 11 lbs. each JS 17lbs. each 3 - 0 - 0 5 - 0 - 0 JACK JACK 1 - 6- 13 3.50 0.00 2 - 1 - 13 3.50 0.00 Joint 2 Joint 3 Joint 4 344 lbs. 61 lbs. 25 lbs. y -481 lbs. -21 lbs. `@ Joint 2 Joint 3 Joint 4 , 431 lbs. 174 lbs. 45 lbs. -499 lbs. -135 lbs. ■ J • 10 J7 23 lbs. each 7 - 0 - 0 JACK 2 - 8 - 13 3.50 0.00 Joint 2 Joint 3 Joint 4 I\ 532 lbs. 273 lbs. 65 lbs. �1 -541 lbs. -228 lbs 2 T1 88 Ibs. each 21 - 5 - 0 COMMON 3 -9 -13 3.50 0.00 Joint Joint 1295 lbs. 1295 lbs. 950 lbs. 950 lbs. ;% • Job 5 -15 -06 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 REACTIONS FORCES (Ib) TOP CHORD BOT CHORD I WEBS - 1 -10 -10 1 -10 -10 Continued on page 2 'Truss CJ7 Royal Truss Corp, Hialeah Gardens, FL 33016 1 3x5 = SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND 1 WEBS 2 X 4 SYP No.3 Truss Type MONO TRUSS 5-4 -7 5-4 -7 5-4 -7 5-4 -7 CSI TC 0.92 BC 0.49 WB 0.40 (Matrix) (Ib /size) 2= 624/0 -8 -0, 7= 874/0 -3 -8 Max Horz 2= 273(load case 2) Max Uplift2=- 590(Ioad case 2), 7=- 526(load case 2) I 4 1 Qty Ply I Job Reference (optional) 6.200 s Oct 18 2005 MiTek Industries, Inc. Thu May 25 11:33:15 2006 Page 1 BRACING TOP CHORD BOT CHORD 1 2x4 11 { DEFL in (loc) Vert(LL) 0.05 7 -8 Vert(TL) -0.10 8 Horz(TL) 0.02 7 - Maximum Compression /Maximum Tension 1 -9 =0/28, 2 -9 =0/28, 2 -3 =- 1347/425, 3 -4 =- 231/26, 4 -5= -14/0, 4 -7 =- 437/410 2 -8 =- 597/1290, 7 -8 =- 597/1290, 6 -7 =0/0 3- 8= 0/151, 3- 7 = -1161 /501 I /defl >999 >999 n/a 9 -8 -13 4-4 -6 9 -8 -13 4-4-6 Ud 360 240 n/a NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =15ft; TCDL= 5.Opsf; BCDL= 5.Opsf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 590 Ib uplift at joint 2 and 526 Ib uplift at joint 7. 5) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). REG! LOAD CASE(S) Standard 3320 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 PLATES MT20 Weight: 43 Ib 9 -1013 0 -2 -0 Scale = 1:19.9 3x5 11 4 5 3x5 = 1 1 1A7 2 5 Ha GRIP 244/190 Structural wood sheathing directly applied or 4 -11 -9 oc purlins, except end verticals. Rigid ceiling directly applied or 6 -10 -9 oc bracing. ?OIL ST/V 1. ')i' i'L0TDA PADD0CY 1010, t^E5';OZ, :''' 0 Job • i 5 -15 -06 I Truss 1 CJ7 Royal Truss Corp, Hialeah Gardens, FL 33016 Truss Type MONO TRUSS Qty Ply 4 1 Job Reference (optional) 6.200 s Oct 18 2005 MiTek Industries, Inc. Thu May 25 11:33:15 2006 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1 -9 = -90 Trapezoidal Loads (plf) Vert: 2=- 2(F =9, B= 9)- to- 6=- 49(F = -14, B = -14), 9= 0(F =45, B= 45)- to- 4=- 212(F = -61, B = -61), 4=- 212(F = -61, B=- 61)- to- 5=- 219(F = -65, B = -65) REGISTERED STRUCTURAL J-c /Dig 035236 3320 HADDOCK ROAD, t,"JESTO2, SSE NAY 252gn ,Job Truss 5 -15 -06 H9 Royal Truss Corp, Hialeah Gardens, FL 33016 -1-4 -0 1-4 -0 4x6 = LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 4 -11 -9 4 -11 -9 3.50 12 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TP12002 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 FORCES (Ib) TOP CHORD BOT CHORD WEBS 9 -1 -12 9 -1 -12 Truss Type HIP Plate Offsets (X,Y): [4:0- 5- 4,0 -2 -0], [5:0 -2- 12,0 -2 -0] 4x10 = 4 11 10 3x4 = 3x4 = CSI DEFL TC 0.60 Vert(LL) BC 0.63 Vert(TL) WB 0.21 Horz(TL) (Matrix) (Ib /size) 2= 1295/0 -8 -0, 7= 1295/0 -8 -0 Max Uplift2=- 885(load case 2), 7=- 885(load case 2) 9 -0 -0 12 -5 -0 16 -5 -7 4 -0 -7 3 -5 -0 4 -0 -7 12 -3-4 3 -1 -8 Qty Ply 2 1 Job Reference (optional) 6.200 s Oct 18 2005 MiTek Industries, Inc. Thu May 25 11:33:16 2006 Page 1 — ' 4x5 = 9 5 3x8 = BRACING TOP CHORD BOT CHORD in (Ioc) 0.20 9 -11 -0.48 2 -11 0.11 7 - Maximum Compression /Maximum Tension 1 -2 =0/33, 2 -3 =- 2900/1489, 3 -4 =- 2321/1188, 4 -5 =- 2193/1188, 5 -6 =- 2322/1187, 6 -7 =- 2900/1489, 7 -8 =0/33 2- 11=- 1278/2707, 10- 11=- 919/2192, 9 -10 =- 919/2192, 7 -9 =- 1278/2707 4 -11 =- 48/291, 5 -9 =- 48/289, 3 -11 =- 572/379, 4 -9 =- 194/196, 6 -9 =- 572/380 21 -5 -0 9 -1 -12 I /defl Lid >999 360 >524 240 n/a n/a 21 -5 -0 4 -11 -9 1 22 -9 -0 1 1-4 -0 Scale = 1:40.9, 4x6 = PLATES GRIP MT20 244/190 Weight: 95 Ib Structural wood sheathing directly applied or 3-3-2 oc purlins. Rigid ceiling directly applied or 5 -1 -13 oc bracing. NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -02; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) Provide adequate drainage to prevent water ponding. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. ��R�J i'i . r7A, 5) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for �'G3U0 o WA!. h� ��, ,z assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 `' 07 sit O flU ti332 at joint 2 and 885 Ib uplift at joint 7. hrH)OCX D, "J SMX, ',, ?o :: LOAD CASE(S) Standard 2 5 2 DA I Job 5 -15 -06 -1-4 -0 1 -4-0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 REACTIONS FORCES (Ib) TOP CHORD BOT CHORD WEBS 4x6 = Truss HG7 Royal Truss Corp, Hialeah Gardens, FL 33016 HIP 3 -11 -9 7 -0 -0 3 -11 -9 3 -0 -7 3.501 7 -1 -12 7 -1 -12 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr NO Code FBC2004/TP12002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 Truss Type 4x10 = 4 13 12 3x4 = 4x5 = 2x4 I I 5 11 3x8 = 3 -6 -12 3 -6 -12 (Ib /size) 2= 2440/0 -8 -0, 8= 2440/0 -8 -0 Max Uplift2=- 1625(load case 2), 8=- 1625(load case 2) ' Qt I Ply 2x4 Ps= 3 10 -8 -8 14 -5 -0 17 -5 -7 3 -8 -8 3 -8 -8 3 -0 -7 2 2 Job Reference (optional) 6.200 s Oct 18 2005 MiTek Industries, Inc. Thu May 25 11:33:17 2006 Page 1 10 -8 -8 14 -3 -4 Plate Offsets (X,Y): [2:0-3-5,0-0-21, [4:0-5-4,0-2-0], [6:0-5-4,0-2-0], [8:0-3-5,0-0-2] BRACING TOP CHORD BOT CHORD 4x10 = 6 10 3x4 = CSI DEFL in (Ioc) I /defl Ud TC 0.54 Vert(LL) 0.31 11 >814 360 BC 0.69 Vert(TL) -0.48 11 >517 240 WB 0.15 Horz(TL) 0.13 8 n/a n/a (Matrix) - Maximum Compression /Maximum Tension 1 -2 =0/33, 2 -3 =- 6447/3717, 3 -4 =- 6457/3807, 4-5=-6981/4236, 5 -6 =- 6981 /4236, 6 -7 =- 6457/3807, 7 -8 =- 6447/3717, 8 -9 =0/33 2- 13=- 3389/6057, 12 -13 =- 3503/6246, 11 -12 =- 3503/6246, 10 -11 =- 3503/6246, 8 -10 =- 3389/6057 4 -13 =- 299/818, 6 -10 =- 299/818, 5 -11 =- 696/606, 3 -13 =- 98/413, 4 -11 =- 582/982, 6 -11 =- 582/982, 7 -10 =- 98/413 2x4 7 21 -5 -0 7 -1 -12 21 -5 -0 1 22 -9 -0 1 3 -11 -9 1-4 -0 Scale = 1:40.9, 4x6 = Weight: 196 Ib 9 ,' Structural wood sheathing directly applied or 4 -7 -10 oc purlins. Rigid ceiling directly applied or 6 -8 -15 oc bracing. PLATES GRIP MT20 244/190 NOTES 1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 706 Ib down and 432 Ib up at 14 -5 -0, and 706 Ib down and 432 Ib up at 7 -0 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. 2) 2 -ply truss to be connected together with 10d Common(.148 "x3 ") Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. JOHN A. P.T7 y q Bottom chords connected as follows: 2 X 4 - 1 row at 0 -7 -0 oc. v3 ECISIT . R . � STRUCTURA Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Toad s Q °f Qr i��-0 31Ea 4 ?33 Ib down and 432 Ib up at 14 -5 -0, and 706 Ib down and 432 Ib up at 7 -0 -0 on bottom chord. The E�0'�n>rci �n / =SOZ design /selection of such connection device(s) is the responsibility of others. 3) All Toads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. PIy to ply connections have been provided to distribute only loads noted as (F) CoRfarfsf §64h2nrulse indicated. 'Job 'Truss I 5 -15 -06 HG7 Royal Truss Corp, Hialeah Gardens, FL 33016 Truss Type HIP Qty Ply 1 NOTES 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7 -02; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber' DOL =1.33 plate grip DOL =1.00. 6) Provide adequate drainage to prevent water ponding. 7) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1625 Ib uplift at joint 2 and 1625 Ib uplift at joint 8. 10) Girder carries hip end with 7 -0 -0 end setback. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 706 Ib down and 432 Ib up at 14 -5 -0, and 706 Ib down and 432 Ib up at 7 -0 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase =1.33, Plate Increase =1.00 Uniform Loads (plf) Vert: 1- 4 = -90, 4- 6=- 188(F = -97), 6- 9 = -90, 2- 13 = -20, 10- 13=- 42(F = -22), 8- 10 = -20 Concentrated Loads (Ib) Vert: 13=- 706(F) 10=- 706(F) 2 Z Job Reference (optional) 6.200 s Oct 18 2005 MiTek Industries, Inc. Thu May 25 11:33:17 2006 Page 2 JOHN A. RECISTFR; =) STRUC'i tflA.1; R'°:2 • STATF. OF FLORIDA f3s2o 3320 PAD ;( ROO, t,;1F8YA;L, 2.3M, CLAY25 Job 5 - 15 - 06 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 REACTIONS FORCES (Ib) TOP CHORD BOT CHORD 'Truss J1 Royal Truss Corp, Hialeah Gardens, FL 33016 LOAD CASE(S) Standard -1-4 -0 1-4 -0 ( LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND Truss Type JACK SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 (Ib /size) 2= 283/0 -8 -0, 4= 19/0 -3 -8, 3 =37 /Mechanical Max Horz 2= 116(load case 2) Max Uplift2=- 385(load case 2) - Maximum Compression /Maximum Tension 1 -2 =0/33, 2 -3 =-40/6 2 -4 =0/0 Qty Ply 8 2x1 — BRACING TOP CHORD BOT CHORD CSI DEFL in (Ioc) TC 0.35 Vert(LL) 0.00 2 BC 0.02 Vert(TL) -0.00 2-4 WB 0.00 Horz(TL) -0.00 3 (Matrix) Job Reference (optional) 6.200 s Oct 18 2005 MiTek Industries, Inc. Thu May 25 11:33:17 2006 Page 1 2 -0 -0 2 -0 -0 2 -0 -0 2 -0 -0 I /defl >999 n/a !NOTES I 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss requires plate inspection assurance inspection. 4) Refer to girder(s) for truss to truss c 5) Provide mechanical connection (by at joint 2. per the Tooth Count Method when this truss is chosen for quality onnections. others) of truss to bearing plate capable of withstanding 385 Ib uplift Ud 360 240 n/a Weight: 8 Ib 3 PLATES GRIP MT20 244/190 :5.6 Structural wood sheathing directly applied or 2 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. JOHN A. (IL Erb, REGISTERED SYRUCTU 3AL STATE OF FLORIELM O352,0rj 3320 PADDOCit ROAD, tMr8V01. :., C��y En LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 `Job ;Truss ITruss Type 1J3 JACK Royal Truss Corp, Hialeah Gardens, FL 33016 I 15 -15 -06 REACTIONS FORCES (Ib) TOP CHORD BOT CHORD -1-4 -0 1-4 -0 SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND - Maximum Compression /Maximum Tension 1 -2 =0/33, 2- 3 = -53/12 2 -4 =0/0 2x4 = (Ib /size) 3 =61 /Mechanical, 2= 344/0 -8 -0, 4= 25/0 -3 -8 Max Horz 2= 138(Ioad case 2) Max Uplift3=- 8(load case 2), 2=- 448(load case 2) !Qty Ply 8 1 Job Reference (optional) 6.200 s Oct 18 2005 MiTek Industries, Inc. Thu May 25 11:33:18 2006 Page 1 3 -0 -0 3 -0 -0 BRACING TOP CHORD BOT CHORD 3 -0 -0 3 -0 -0 CSI DEFL in (loc) I /deft Ud TC 0.48 Vert(LL) 0.00 2 * * "* 360 BC 0.03 Vert(TL) -0.00 2-4 >999 240 WB 0.00 Horz(TL) -0.00 3 n/a n/a (Matrix) PLATES GRIP MT20 244/190 Weight: 11 Ib NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h=l5ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 Ib uplift at joint 3 and 448 Ib uplift at joint 2. JOHN A. REGISTERED STRUC TIARA;_ LOAD CASE(S) Standard STATE OF FLORIDA c; 23a 3320 PADDOCX i30AD, Wy8T0i 3, Ma :, MAY 252V, 3 Scale = 1:7.3 Structural wood sheathing directly applied or 3 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. Job 'Truss , I 15 -15 -06 J5 I Royal Truss Corp, Hialeah Gardens, FL 33016 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER BRACING 'TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 5 -0 -0' BOT CHORD 2 X 4 SYP No.2ND oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. ' REACTIONS FORCES (Ib) TOP CHORD BOT CHORD -1-4 -0 1-4 -0 LOAD CASE(S) Standard SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TP12002 ;Truss Type JACK 2x4 = (Ib /size) 3= 174 /Mechanical, 2= 431/0 -8 -0, 4= 45/0 -3 -8 Max Horz2= 188(load case 2) Max Uplift3=- 134(Ioad case 2), 2=- 462(load case 2) - Maximum Compression /Maximum Tension 1 -2 =0/33, 2-3=-71/41 2 -4 =0/0 Qty Ply 8 1 I i I Job Reference (optional) 6.200 s Oct 18 2005 MiTek Industries, Inc. Thu May 25 11:33:18 2006 Page 1 5 -0 -0 5 -0 -0 5 -0 -0 5 -0 -0 CSI DEFL in (Ioc) I /defl Ud TC 0.48 Vert(LL) 0.00 2 * * ** 360 BC 0.10 Vert(TL) -0.04 2-4 >999 240 WB 0.00 Horz(TL) -0.00 3 n/a n/a (Matrix) NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss requires plate inspection assurance inspection. 4) Refer to girder(s) for truss to truss 5) Provide mechanical connection (by at joint 3 and 462 Ib uplift at joint 2. per the Tooth Count Method when this truss is chosen for quality Weight: ".7 Ib Scale = 1:10.6 3 PLATES GRIP MT20 244/190 connections. others) of truss to bearing plate capable of withstanding 134 Ib uplift JOHN A. LTEN, REGISTERED STRU3TURALZ�; STATE OF FLORIDA 035M 3320 r'■I)OOC:4 ROAD, Wt STON, !Job 5 - 15 - 06 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 REACTIONS FORCES (Ib) TOP CHORD BOT CHORD -1-4 -0 1-4 -0 Truss J7 Royal Truss Corp, Hialeah Gardens, FL 33016 LUMBER TOP CHORD 2 X 4 SYP No.2ND f BOT CHORD 2 X 4 SYP No.2ND 2x4 = Truss Type JACK SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 CSI TC 0.79 BC 0.21 WB 0.00 (Matrix) (Ib /size) 3= 273 /Mechanical, 2= 532/0 -8 -0, 4= 65/0 -3 -8 Max Horz 2= 234(load case 2) Max Uplift3=- 227(load case 2), 2=- 498(load case 2) - Maximum Compression /Maximum Tension 1 -2 =0/33, 2- 3= -93/64 2 -4 =0/0 Qty 7 -0 -0 7 -0 -0 7 -0 -0 7 -0 -0 BRACING TOP CHORD BOT CHORD Ply 10 1 Job Reference (optional) 6.200 s Oct 18 2005 MiTek Industries, Inc. Thu May 25 11:33:19 2006 Page 1 DEFL in (Ioc) Vert(LL) 0.00 2 Vert(TL) -0.16 2 -4 Horz(TL) -0.00 3 I /defl Ud * * ** 360 >481 240 n/a n/a NOTES 1) Wind: ASCE 7 -02; 146mph (3- second gust); h =15ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality j assurance inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 227 Ib uplift at joint 3 and 498 Ib uplift at joint 2. Weight: 23 Ib Structural wood sheathing directly applied or 6 -0 -0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. JOHN A. ULTER, LOAD CASE(S) Standard REGISTERED STRUCTURAL. EKVii :i\ STATE CF FLORIDA 0362X) 3320 PADDOC;( ROAD, WESTON, .3a1S :, 5 nu Scal %= 1:13.9 PLATES GRIP MT20 244/190 Job 5 -15-06 Royal Truss Corp, Hialeah Gardens, FL 33016 -1-4 -0 1-4 -0 LOADING (psf) I TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 FORCES (Ib) - TOP CHORD BOT CHORD WEBS 4x6 = Truss T1 LOAD CASE(S) Standard 5 -9 -13 5 -9 -13 3.50 12 7 -5-6 7 -5-6 LUMBER TOP CHORD 2 X 4 SYP No.2ND BOT CHORD 2 X 4 SYP No.2ND WEBS 2 X 4 SYP No.3 Truss Type COMMON n SPACING 2 -0 -0 Plates Increase 1.00 Lumber Increase 1.33 Rep Stress Incr YES Code FBC2004/TPI2002 10 10 -8 -8 15 -7 -3 4 -10 -11 4 -10 -11 9 3x4 = 3x4 = CSI TC 0.48 BC 0.64 WB 0.21 (Matrix) REACTIONS (Ib /size) 2= 1295/0 -8 -0, 6= 1295/0 -8 -0 Max Uplift2=- 872(load case 2), 6=- 872(load case 2) 2 1 Job Reference (optional) 6.200 s Oct 18 2005 MiTek Industries, Inc. Thu May 25 11:33:20 2006 Page 1 4x6 = 4 6 -6-4 13 -11 -10 Qty 'Ply 8 3x4 = DEFL in (loc) I /defl Vert(LL) 0.21 8 -10 >999 Vert(TL) -0.39 8 -10 >639 Horz(TL) 0.10 6 n/a BRACING TOP CHORD BOT CHORD Maximum Compression /Maximum Tension 1 -2 =0/33, 2 -3 =- 2886/1400, 3 -4 =- 2519/1241, 4 -5 =- 2519/1241, 5 -6 =- 2886/1400, 6 -7 =0/33 2- 10=- 1191/2686, 9- 10=- 762/1884, 8- 9=- 762/1884, 6 -8 =- 1191/2686 3- 10=- 491/353, 4 -10 =- 242/697, 4 -8 =- 242/697, 5 -8 =- 491/353 Structural wood sheathing directly applied or 3 -2 -0 oc purlins. Rigid ceiling directly applied or 5-4 -12 oc bracing. NOTES 1) Unbalanced roof live Toads have been considered for this design. 2) Wind: ASCE 7 -02; 146mph (3- second gust); h=l5ft; TCDL= 5.0psf; BCDL= 5.0psf; Category II; Exp C; enclosed; C -C Interior(1); Lumber DOL =1.33 plate grip DOL =1.00. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 872 Ib uplift at joint 2 and 872 Ib uplift at joint 6. JOHN A. GFER, REGISTERED STlRUC LiRAI, ;2S_ STATE 0332a :x320 PAi;00Crt (a0AD, W SY0ti, = �� 21 -5 -0 7 -5 -6 Ud 360 240 n/a 21 -5 -0 5 -9 -13 Weight: 89 Ib MAY 252M 1 22 -9 -0 I 1-4 -0 Scale = 1:40.1 6 \ 4x6 = PLATES GRIP MT20 244/190 January 14, 2004 Eddie Davies Royal Truss, Inc. Medley, FL Dear Eddie, Span John A. Ilter, P.E. FL Reg Eng. No 36205 Ilter Engineering, Ltd. Co. 9320 PADDOCK ROAD, WESTON, FL 39331 PHONE (954) 600 -7123 • FAX 512.9.124 • E-MAIL 1 LTERa11ELLSOUTH.NET Re: End Jack Connection Detail- Top chord to corner jack /Hip girder As you requested, 1 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 Mark J1 J3 3' -0" J5 J7 7' - Gravity I Uplift 1' •• 0" 45# 77# 5' -0" 135# 225# 315# Top Chord Bottom Chord Reaction Reaction 179# 331# 395# 10# (2), 16d Toe -nails (3), 16d Toe -nails Hurricane Clip 30# 50# 70# Top Chord Bott. Ch. Connection Connection (2), 16d Toe -nails (2). 16d Toe -nails (2). 16d Toe -nails (2). 16d Toe -nails (2). 16d Toe -nails If you have any questions regarding this matter, please do not hesitate to call. National Evaluation Service, Inc. jilik UNITED STEEL PRODUCTS COMPANY 703 ROGERS DRIVE MONTGOMERY, MN 56069 -1324 800 - 328 -5934 Info(a.USPconnectors.com www.USPconnectors.com 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 220413401 Phone: 703/931 www.nateval.orq Fax: 703/931 - 6505 5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041 - 3401 Phone: 703 /931 -2187 www.nateval.orq Fax: 703/931 -6505 TIONAL EVALUATION REPORT Report No. NER -510 Re- Issued May 1, 2003 DIVISION 06 — WOOD AND PLASTICS Section 06090 — Wood and Plastic Fastenings REPORT HOLDER: EVALUATION SUBJECT: USP LUMBER CONNECTORS Page 1 of 10 Copyright© 2003, National Evaluation Service, Inc. INTERNATIONAL CODE COUNCIL This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report. No independent tests were performed by the National Evaluation Service, Inc. (NES), and NESspecifcally does not make any warranty, either expressed or implied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. Page 2 of 10 National Evaluation Report No. NER -510 NATIONAL EVALUATION SERVICE, INC. Copyright© 2003 NES Product Evaluation Listing 1.0 SUBJECT 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT 3.0 DESCRIPTION 4.0 INSTALLATION 5.0 IDENTIFICATION 6.0 EVIDENCE SUBMITTED 7.0 CONDITIONS OF USE Re- Issued May 1, 2003 back to the NES home page 1.0 SUBJECT USP Lumber Connectors: 1.1 Butterfly Hanger CLBF Series 1.2 1.3 1.4 1.5 1.6 Rafter Clip and Stud Plate HCPRS Series Hurricane Anchor HCPL Series Truss Tie Down Strap (True Tie) HDPT Series Girder Truss Strap /Hold -Down SGP Series Joist Hanger HUS Series 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Structural connection for wood construction 3.0 DESCRIPTION 3.1 Models 3.1.1 Butterfly Hanger CLPBF Series: The Butterfly hanger is a U - shaped connector that supports structural lumber and is nailed to the face of the supporting wood member. It is die formed from No. 18 gauge galvanized steel. Refer to Table 1 for connector dimensions, fastener schedules and allowable loads. 3.1.2 Rafter Clip and Stud Plate HCPRS Series: The rafter clip and stud plate, fabricated from No. 18 gauge galvanized steel, are irregular- shaped connectors that connect the top and bottom plates to stud members. Refer to Table 2 for fastener schedules and allowable loads. 3.1.3 Hurricane Anchors HCPL Series: The Hurricane anchor is a framing anchor that connects rafter members to the double top plate or to stud members. The anchors are die formed from No. 20 gauge galvanized steel. Refer to Table 3 for anchor dimensions, fastener schedules and allowable loads. 3.1.4 Truss Tie Down Strap (True Tie) HDPT Series: The truss tie down strap is a 1 3/4- inch -wide strap that is U- shaped with 19- inch -long twisted ends. The strap straddles the top chord of a truss and connects to the double top plate. The strap is die formed from No. 18 gauge galvanized steel. Refer to Tables 4 for connector dimensions, fastener schedules and allowable Toads. 3.1.5 Girder Truss Strap /Hold - Down SGP Series: The girder truss strap is an L- shaped connector that resists tension forces only. The connector is used with an ASTM A1011 steel washer, measuring 3 by 3 by "/4 inches that has a long -slot hole, and a % -inch- diameter bolt. The strap is manufactured from 14 gauge steel. Refer to Table 5 for strap /hold -down dimensions, fastener schedules and allowable loads. 3.1.6 Joist hanger HUS Series: The HUS hangers are designed to support nominal 2x dimensional lumber and 1 -3/4 inch structural composite lumber. The joist hangers are fabricated from 16 gauge steel. The joist hangers are pre - punched for 16d common wire nails. The joist nails are driven at a 45° horizontally toward the header so as to penetrate through the joist end into the header, so that the joist is also toe - nailed to the header. Refer to Table 6 for joist hanger dimensions, fastener schedules and allowable Toads. 3.2 Design The design of the connected wood members shall be submitted to and acceptable to the local code official. Tabulated design loads for the connectors are based on the lowest load obtained from comparing: ® least test load that causes 1/8 inch (3.18 mm) deflection. • lowest ultimate test load with a safety factor of 3. • allowable fasteners and compression perpendicular -to -grain values in accordance with the 1997 AFPA National Design Specification® for Wood Construction, based on wood with a specific gravity of 0.55. Page 3 of 10 National Evaluation Report No. NER -510 NATIONAL EVALUATION SERVICE, INC. Copyright©, 2003 NES Product Evaluation Listing 1.0 SUBJECT 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT 3.0 DESCRIPTION 4.0 INSTALLATION 5.0 IDENTIFICATION , 6.0 EVIDENCE SUBMITTED 9.0 CONDITIONS OF USE Re Issued May 1, 2003 back to the NES home page The connected wood member shall be designed for the design loads. Allowable values are for connections in wood seasoned to a moisture content of 19 percent or less and used under continuously dry conditions. For connections in wood that is unseasoned or partially seasoned, the allowable loads in this report shall be multiplied by the moisture content factor, C specified in the applicable building code. 3.3 Materials 3.3.1 Steel: All devices listed in this report are fabricated from ASTM A653, SS Grade 33 steel, with galvanizing complying with ASTM A924, G60. Steel coated or galvanized thicknesses are No. 10 gauge (0.1345 inch), No. 11 gauge (0.1196 inch), No. 12 gauge (0.1046 inch), No. 14 gauge (0.0747 inch), No. 16 gauge (0.0598 inch), No. 18 gauge (0.0478 inch), No. 20 gauge (0.0359 inch) and No. 22 gauge (0.0299 inch). The uncoated minimum steel thickness of the connectors shall not be less than 95 percent of these listed thicknesses. 3.3.2 Wood: Lumber shall be nominal dimension lumber having a minimum specific gravity of 0.55, such as southern pine, with a moisture content of 19 percent or less. 3.3.3 Fasteners: Nails shall be common wire nails having a minimum bending yield strength, Fyb, of 90,000 psi. Common wire nails conform to the nominal sizes specified in Federal Specification FF- N -105B. Bolts have a minimum bendng yield strength, Fyb, of 45,000 psi. 4.0 INSTALLATION 4.1 General USP Lumber Connectors shall be installed in accordance with the manufacturer's published installation instructions. The . manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. The instructions within this report govem if there are any conflicts between the manufacturer's published installation instructions and this report. 4.2 Design Tabular load capacities are based on wood with a minimum specific gravity of 0.55 and a moisture content less than 19 percent. Tabulated allowable design loads are for loads of normal duration. Adjustments to these values shall be permitted for other durations of loading, i.e. plus 15 percent for two months duration (snow), or plus 33 percent for wind or seismic. Tabulated allowable design loads shall be reduced 10 percent for design load durations longer than 10 years. The resulting allowable design load after adjustment shall not exceed the maximum design load shown in the tables. 5.0 IDENTIFICATION Each of the USP Lumber Connectors covered by this report shall be labeled with the manufacturer's name /and or trademark, series designation and this National Evaluation Service evaluation report number, NER -510 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Calculations prepared and sealed by Dole J. Kelley, Jr., P.E. 6.2 Reports of Load Tests, prepared by ATEC Associates, Inc., for the following joist hangers and timber connector devices: CLPBF (Report No. 8555 dated November 19, 1992; and Report No. 33504 dated August 4, 1987); TPP4 (Report No. 4964 dated July 20, 1991); HCPR/L (Report No. 4955 dated July 10, 1991); HCPLR/L (Report No. 4954 dated July 10, 1991); HCPLR/L (Report No. 9805 dated October 21, 1993); HCPEL (Report No. 4996 dated July 17, 1991); HCPTA (Report No. 4402 dated May 7, 1991); HDPT2 (Report No. 9803 dated October 18, 1993); HCPRS (Report No. 7503 dated June 17, 1992); HA5(HCPRS) (Report No. 0583 dated November 30, 1988; and Report No. 7503 dated June 17, 1992). 6.3 Reports of Load Tests prepared by Product Testing, Inc., for the following joist hangers and timber connector devices: CPC44 (Report No. 94- 0036/6251 dated April 9, 1994); HDPT (Report No. 94- 0010/1349 dated Page 4 of 10 National Evaluation Report No. NER -510 NATIONAL EVALUATION SERVICE, INC. Copyright© 2003 NES Product Evaluation Listing 1.0 SUBJECT 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT 3.0 DESCRIPTION 4.0 INSTALLATION 5.0 IDENTIFICATION 6.0 EVIDENCE SUBMITTED 7.0 CONDITIONS OF USE Re- Issued May 1, 2003 back to the NES home page January 17, 1994); HCPFA (Report No. 94- 0029/6251 dated March 29, 1994). 6.4 Engineering calculations for HUS 2x ands 1.75x Joist hanger connector Series, signed and sealed by Thomas A. Kolden, P.E., 9 -13 -2002. 6.5 Test reports on Toad testing of HUS Series Joist hangers under ASTM D 1761, Stork Twin City Testing Corporation, Project No. 3018 02- 50331, September 6, 2002, signed by Scott W. Britzius and Derrick J. Swanson, P.E. 7.0 CONDITIONS OF USE The ICC -ES Legacy Evaluation Subcommittee for the National Evaluation Service finds that USP Lumber Connectors described in this report complies with or are suitable alternates to that specified in the 2000 International Building Code© with 2002 Accumulative Supplement, the 2000 International Residential Code© with 2002 Accumulative Supplement, the BOCA National Building Code /1999, the 1999 Standard Building Code©, the 1997 Uniform Building Coder"", and the 1998 International One and Two Family Dwelling Code subject to the following conditions: 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by the code official, shall be submitted at the time of permit application. 7.2 Connector loads are determined in accordance with the applicable Code. The allowable loads shall not exceed those shown in the tables of this report. Loads in the tables are predicated on the use of fasteners indicated in the tables, wood with a minimum specific gravity of 0.55 and lumber moisture content Tess than 19 percent. The scope of this Evaluation Report is limited to use of these connectors with lumber that has not been pressure treated with chemicals such as those for fire- retardant treatment and preservative treatment. 7.3 Allowable loads in the attached tables are for connectors only. All framing members shall be designed in accordance with the requirements of their appropriate design specifications as referenced in the applicable Code 7.4 Loads designated as "normal loads are permitted to be increased for duration of load in accordance with the 1997 AFPA National Design Specification® for Wood Construction up to the allowable tabulated for 115 %, 125 %, 133% and 160 %. 7.5 Calculations are to be submitted at time of permit application. The individual performing such calculations shall possess the necessary credentials regarding competency and qualifications as required by the applicable Code and the professional registration laws of the state where the construction is undertaken. 7.6 This report is subject to periodic re- examination. For information on the current status of this report, consult the ICC -ES website. Footnotes for Tables 1 through 6: (Refer to the bottom of each table for applicable footnotes.) 1. Design loads are based on calculations that assume a wood species having a minimum average specific gravity of 0.55, such as southern yellow pine. 2. Nails shall be common wire nails having a minimum bending yield strength, Fyb, of 90,000 psi. The nails shall also conform to the nominal sizes specified in Federal Specification FF- N -105B. Bolts shall have a minimum bending yield strength, Fyb, of 45,000 psi. 3. Header material shall be at least 3 inches thick. 4. Allowable loads are based on the lowest of the following: 4.1 Seat bearing of 460 psi. 4.2 Ultimate test load divided by three. 4.3 Test load producing 1/8 -inch deflection. 5. Uplift loads include a 331/3 percent increase for compliance with the Uniform Building Code and Standard Building Code, and a 60 percent increase for compliance with the BOCA National Building Code for wind or seismic load conditions. When using products in jurisdictions which have adopted the International Building Code, uplift loads include 331/3 percent for wind and seismic conditions and require use of load combinations of Section 1605.3.1 or 1605.3.2 of the International Building Code. No further increase is permitted. 6. Allowable loads are beyond the scope of this report for conditions where permanent load adjustment factor, 0.90, controls. 7. Connector installation shall be restricted to concrete construction. Concrete shall be normal weight having a minimum compressive strength of 2,500 psi. 8. Lateral loads are perpendicular to the rafter or joist. 9. Allowable loads are for the number of fasteners specified in the table installed in each end of the straps. Stock No. 1 lg 0lmons one (in.) Fastener Schedule Allowable Loads (Lbs.) W H Rafter Plats Stud F1 F2 Uplift 133% 160% 133% 160% 133% 160% HCPLL 20 1 -1 6 (4)6d (4)6d (4)6d• 145 145 95 95 400 480 (4)8d (4)8d (4)8d• 145 145 95 95 510 520 HCPLR 20 1 -1/2 6 (4)6d (4)6d (4)6d' 145 145 95 95 400 480 (4)8d (4)8d (4)8d• 145 145 95 95 510 520 Page 7 of 10 Table 3 — HCPL Series Notes: 1,2,6,8 'Applies to stud application. Figure 3 — HCPL Hurricane /Seismic Anchors H HCPL(L) shown ( HCPL(R) opposite bend) National Evaluation Report No. NER -510 MIAMIDAOE PRODUCT CONTROL NOTICE OF ACCEPTANCE United Steel Products Company 703 Rogers Drive (P. O. Box 80) Montgomery JAN 56069 Your application for Notice of Acceptance (NOA) of: Face Mount Joist Hangers under Chapter 8 of the Code of Miami-Dade County governing the use of Alternate IVlaterials 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 alter 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. :r this product or material fails to perform in the approved manner, I3CCO may revoke, modify, or suspend the use of such product or material immediately.. I3CCO 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. The expense of such testing will be incurred by the manufacturer: 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 COtMMMITTEE 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. APPROVED: 05/31/2001 its 095000 11pc2000 \1ceanplaceslnocice acceptance cover page.doc Internet Inail address: postmaster ,buildingcodconlinc.com MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING BUILDING CODE CON1PLRANCE OFFICE METRO-DADE FLAGLER BUILDING 140 WEST FLAGI PR STREET. SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2905 CON I'RA(1'03 LICENSING SECTION (305) 375 -2527 FAX (305) 375 -2555 C:ON 17tACFOlc F :\t +oRCENIE.\ DIVISION (305) 375 - 2966 FAX (3051375.2905 1'It0011(71' CONTROL 1)1 '1S10N (305) 375 -2902 FAX (305)372.6339 Francisco J. Quintana, R.A. Director Itii lam i -Dade County 13uilding Code Compliance Office llo inepage: http : / /www'.buildingcodconlinc.coni United Steel Products Company. ACCEPTANCE NO: 01- 0327.04 APPROVED: MY 3 1 2001 EXPIRES: 06/04/2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 1.Q 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), 1994 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 le approved drawings. 2. PRODUCT DESCRIPTION 2.11 The United Steel Wood Connectors shall be fabricated and used in strict compliance with the following documents: Drawing No. HJC /JUS /SKH /JL, sheet 1 and 2 of 2, titled "Face Mount Joist Hangers ", prepared by United Stu:! Products Company. dated 0320/01 with no revisions. The drawings shall bear the Miami -Dade County Product Control Approval stamp with the Notice of Acceptant number and approval date by the Miami -Dade Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.11 Allowable loads are for Southern Pine or better with a specific gravity of 0.55 and moisture content of 19% or less. �_. ,,..3.2 loads-are baser +.oa tcsting.per A$TM 0176.1 and cz-ticu1ations per National Design Specifications for Wood Couslniction 1991 Edition & 1993 Errata. 4. INSTALLATION . 4.11 .„-The wood connectors shall be installed in strict compliance with the approved drawings. 5. LABELING 5.9 Each wood connector shall bear a perntaucnt 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. 11.1 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, P133, Sr. Product Control Examiner Product Control Division United Steel Pwuducts Coinpatay_ ACCEPTANCE NO.: 01- 0327.04 APPROVED: 1AY 3 1 2001 EX1'IRESa 06/04/2006 NOTICE OF ACCEPTANCE STANDARD CONDIITIONS L Renewal of tt:i : Acceptance; (approval) shall bc considered after a renewal application has been filed and the original submitted documentation, including test- supporting data, engineering documents, arc no older chin eight (8) years. 2. Any and all a products shall bc 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 n) 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; 1)) The product is Ito longer the saMae product (identical) as the one originally approved; c) t f the Accept: nee holder has not complied with all the requirements of this acceptance, including the correct installation of the product; 4) The engineer who originally pmpared, signed and sealed 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 autoinatica'ly be :.: s _ cnusc . fAt' ie`reb',i!;ation of . icepphaatce°,tttnlas thrior . +.vritterr ;appro::il=ha:+ been.requestcd:(through the filing a)fa • revision appl ieation with appropriate fee) and granted by this office. • 5. • Any of the fo:9r,4via shall also be g ounds for removal of this Acceptance: • • a) Unsatisfactory performance cf this product or process. • b) Misuse of this Acceptance as ate cndors.ement of any product. for sales, advettising or any other purpose. 6. The Notice of Acceptance number preceded by the words Miami-Dade County, Florida, and fo1 owed by the expiration date: may be displayed in advertising Literature. if any portion of the Notice of 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 manufacturercr 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. a➢. This Notice of Acceptance consists of pages 1. 2 and this last page 3. END OF THIS ACCEPTANCE 3 Candido Font, PC, Sr. Product Control Examiner Product Control Division PRODUCT CODE STEEL GAUGE DIMENSIONS On.) DIMENSIONS Cm.) FASTENER SCHEDULE ALLOVAELE LOADS (lbs.) ALLOVABLE LOADS Clbs.) v D 14 HEADER 0 A HEADE9 JOIST UPLIFT DOVN UPLIF7 HJC26• I2 • 9 7/8 5 3/0 3 1/4 1 3/4 (16) I6d (l2) IOd • 2249 • ; 1953 • ! HJC20 • 12 5 7/8' 6 3/4 • 3 1/4' I 3/4 (20) 16d 0143 l0d 2805 • I 2015 • i PRODUCT CODE STEEL GAUGE DIMENSIONS On.) FASTENER SCHEDULE ALLOVAELE LOADS (lbs.) v H D A HEADER MST DOVN UPLIFT JUS24. 18 • 1 9/16 3 1/8 • 1 3/4 1 • 44) 1041• (2) 10d • 645 ' . N/A JU326 18 • 1 9/16 4 13/16 1 3/4 1• C4) 10c1" CO lad • 840 ' 060 J1-1S29 • 19 , 1 9/16. 6 11/16 1 3/4 1 • C6) 10d• (4) 1Od 1065 ' 860 • JUS210 I9 / 1 9/16' 7 13/16 1 3/4 1 • C8) 10d• (4) 10d 1290 ' 860 . 1 Published load 1s Far tots: of hip at 43 degrees, and Jock at 5O decrees r_onhlnad. 2 Mlnirun header thickness shot be 2 Inches Vor 16d nails. 3 Allowable DOVN land listed :s at 1COZ Durntian of Loa2. . TYPICAL HJC INSTALLATION SOaclFbd Joist Hillis snail be nstolled at 30 <a 45 deprave horizon ally such that penetrate through the end of the joist and Into 'he hoader. 2 Mlnenun I•,00dor thieknesa shall be 1 3/4 Inches For )0d nits. • 3 Allowable DOWN load listed Is at 100'4 Duration of Load. 4 Uplift Loads listed as N/A had uplIFt casualty less than I TYPICAL JUS INSTALLAT : ❑N the required 70C pounds. tney GENERAL. KITES 1) STEEL SHALL CCNFORM TO ASTM A653, STRUCTURAL GRADE 331 U.4N. • v10 A MINIMUM OA_VAN12E0 COATING OF C-60 2) .FASTENERS ARE COMMON VIRE NA :LS UNLESS OT v1SE NOTED 3) ALLOVAELE UPLIFT LOADS HAVE BEEN INCREASED 8 A SHORT TERN CURATICN FACTOR Cr 33% FOR VINO LOAD CONDIT :ON. NO FURTHER INCREASE ALLOWED. 4) ALLOWABLE DOWN LOADS ARE NOT INCREASED BY SHORT TERN DURATION FACTOR 5) ALLOVABLE LOADS ARE BASED CN THE NATIONAL DESIGN SPECIF!CArloMs r0R V000 CONSTRUCTION 1991 EDITICN 6 1993 ERRATA, FCR SOUTi+CRN YELLOW PINE (Gw 0.95 OR SETTER) 6 TEST PERFCIN IN ACCORDANCE VITH ASTM 01761 UNITED STEEL PRODUCTS CO 703 ROGERS DRIVE MONTGOMERY MN 56069 FACE MOUNT JOIST HANGERS DATA) _...02!..4 DRAW INC NUMBER: H4C KN/JL. SHEET NUMBER: . MA Y. .1,6 2001 • J/ 032744 THOMAS A. }GOLDEN, P.E. CIVIL NUMBER FL 1150899 PRODUCT CODE STEEL GAUGE DIMENSIONS On) FASTENER SCHEDULE ALLOWABLE LOADS (Ibs.) V V H H 0 A HEADER JOIST DOWN 500126 ' UPLIFT JL24 •• - 20 1 9/16 ' 3 _ 1 1/2 15/16 _ (4) 10d (2) 8d x 1 1/2 480 N/A .2L26 • 20 . 1 9/16 4 3/4 1 1/2 15/16 (6) 10d (4) 8d x 1 1/2 670 N/4 J1 • 20 1 9/16 6 3/8 I 1/2 le./16 (10) loo (6) 0d x 1 1/2 '120 750 JL210 • 20 • 1 9/16 8 1/4 1 1/2 15/16 (14) 100 (8) ad x 1 1/2 1560 • 995 J1-262 ' l8 . 3 1/16 5 2 1 114 (8) 16d (4) 80 1075 N/A .FL2B2 18 . 3 1 /1G 7 2 11/4 (12) 160 (6) 00 1610 DOD .8_2102 1 18 3 1/16 8 2 1 1/8 (14) :60 (0) 80 1880 1070 PR00UC7 C002 S76 L GAL/GE DIMENSIONS (l,) Fng IENER SCHEDULE 6LLpvABLC LCA OS (.lac.) V ( H D A HEADER 1 JOIST DOWN UPLIFT 500126 ' 16 • 1 9/16' 5 I/4 • 1 7/8 1 3/16 (6) I6d 1(6) 100 to 1 1 / 805 • 1/A 1 Miter tut required On ono of Joist to achieve al(owsb.e too0n.• 2 pininwv header thickness SIh4I be 2 Inches For 100 halls. • 3 Allowable DOWN load listed la of 100Z Duration or Load. 4 UplIPt Loads Iisted os N/A had won't capacity less than the requt.e0 700 pounds. 5 510126 is skewed Right Or LOPS TYPICAL SKH26L IN$TALLATION SKH26L I Minim. header thickness s?lal be 1 3/4 Inches roe Od nails and 2 Irchea for 160 nails.. 2 Allowable DOWN load 1 sted 1s at 1001. Duration or Load. • 3 Uplift Loads tiSted o5 N/A hod uplift Capacity teas than the required 700 pounds. TYPICAL J:26 -2 IISTALLATIO4 JL26 -2 GENERAL MITES 1) STEEL SHALL CONFORM TO ASTM 4653. STRUCTURAL GRADE 331 U.O.N. AND A MINIMUM GALVANIZED COATING OF G -60 2) FASTENERS ARE COMMON WIRE NAILS UNLESS OTHERWISE NOTED 3) ALLOWABLE UPLIFT LOADS HAVE BEEN INCREASED B A SHORT TERM DJ8FTIC" l FACTOR or 33'1 r38 WINE LOAD CONDITION. NO FURTHER INCREASE ALLOYED, 4) ALLOWABLE DOWN LOADS ARC NOT INCREASED BY SI-)RT 7E81 DURATION FACTOR 5) ALLOWABLE LOADS ARE BASED ON THE NATIONAL DESIGN SPECIFICATIONS raR V001) CONSTRUCTION 1991 EDITIONS 1993 ERRATA, FOR SOUTHERN YELL0V PINE (Gw 0.55 OR BETTER) 1 TEST PERFORM IN ACCORDANCE W1714 ASTM.. 01761 UNITED STEEL PRODUCTS CO 703 RDGERS DRIVE MONTGOMERY MN 56069 FACE MOUNT JOIST HANGERS DATE; _.P2/0.0../— DRAWING NUMBER' itg. /...sys/ c►U /.Jt. SHEET NUMBER' I,PI :?•I "Lr s4UCP A ' 4 ".r rzr TT 4/ r . 0/-0327.04 THCMAS A- KOLDEN, P.E. CIVIL NUMBER FL050899 c. , • ,' J ;; . t' • STOCK NO. STEEL GAUGE DIMENSIONS (in) FASTENER SCHEDULE ALLOWABLE LOADS (lbs) Header' Joist F = 460 psi FCL = 625 psi Up ift W H D Qty Type Q " Type 100% 115% 125% 100% 115% 125% ' 133% 160% SKH 24 16 1 3% 1% 4 - 16d r 4 - 10d x 1% 510 510 510 510 510 510 505 565 SKH 26 16 1 5'% 1% 6 - 166 6 -10d x 1% , 810 890 890 810 890 890 760 910 SKH 28 I 16 1 7% r 1% 10 - 16d 8 - 10d x 1'/2 1350 1465 1465 1350 1465 1465 1015 1215 SKH 210 16 1 9'% 1% 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% 1 14 - 16d 10 - 10d 1890 2175 2365 1890 2175 2365 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% r 14 - 10d 10 - 10d x 1% 1340 1340 1340 1340 1340 1340 1265 1520 , SKH 1524 16 1 11'% Vie 16 - 10d 10 - 10d x 1% 1810 1990 1990 1810 1990 1990 1265 1520 SKH 1520 -2 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% 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% 16 - 10d 10 - 10d x 1'A 1810 1990 1990 1810 1990 1990 1265 1520 SKH 1720 16 1 91/4 1% 14 - 10d 10 - 10d x 1% 1580 1820 1980 1580 1820 1980 - 1265 1520 SKH 1724 16 1 111/2 1% 16 - 10d 10 - 10d x 1% 1810 2080 2260 1810 2080 2260 r 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 16 2 10/2 1% 16 - 10d 10 - 10d x 1% 1810 2080 2260 1810 2080 2260 1265 1520 SKH 2520 16 2 8% 1% 14 - 10d 10 - 10d x 1% J 1580 1820 1980 1580 1820 1980 1265. 1520 SKH 2524 16 2 10% 1% 16 - 10d 10 - 10d x 1% 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. V to 0 0 N CO This safety alert symbol Is used to attract your attention! PERSONAL SAFETY IS INVOLVED! When you see thls 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 the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superiorto the projectArchitect's or Engineer's design specification for handling, installing and bracing wood trusses for 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. contract #. d , vised to obtain and read the entire booklet _'Com=. mentary and Recommendations for Handling; ,In;,_ stalling & Bracing Metal Plate Connected Wood; Trusses, HIB -91' from'the Truss Plate Institute. • 8' -10' 8' -10' Trusses stored horizontally should be sup- ported on blocking to prevent excessive lateral bending and lessen moisture gain. WARNING: Do not break banding until Installs- tion begins or lift bundled trusses by the bands. WARNING: Do not use damaged trusses. TRUSS STORAGE ' ';::CAUTION:_ Trusses should not A be unloaded on rough terrain or uneven surfaces which could cause damage to the truss. Frame 1 DANGER: A DANGER designates a condition where failure to follow Instructions or heed warn- ing will most likely result In serious personal Injury or death or damage to structures. ' A WARNING: A WARNING describes a condition where failure to follow Instructions could result In severe personal Injury or damage to structures. prohibited. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608) 833 -5900 personnel inthe wood truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or 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 others. 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' on- center or less. All multi -ply trusses should be connected together in accor: dance design drawings prior to Installation:` Trusses stored vertically should be braced to prevent toppling or tipping. r DANGER: Do not store bundles upright unless proper b race d . DANGER: Walking on trusses which are lying flat is extremely dangerous and should be strictly. Teg Line A . • WARNING: . Do not attach cables;, chains, , hooks to the web members: . ''' Spreader Bar Toe In or less 1 I Approximately Approximately Tag '/% truss length % truss length Une Truss spans less than 30'. Spreader Bar Toe In Approximately Y210 1 truss len • th Less than or equal to 60' Approximately Y2 to %truss len th Less than or equal to 60' GROUND BRACING:BUILDING INTERIOR /7 Toe In Tag Line Toe In MECHANICAL INSTALLATION 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. Tag Line Frame 2 A s:;WARNING: Do not lift single trusses with spans greater than 30' by the peak. Tag Une At or above mid - height Tag Line Strongback/ SpreaderBar Driven ground stakes Strongback/ SpreaderBar Approximately Y310 Yi truss length Greater than 60' 10' 10' Approximately 3'i to 35 truss length Greater than 60' CAUTION Terniporaiy,bracing ahownr In ,thts summary sheet;,Is :adequate for theInsta6lation of russes with similar configurations Consult rofesslonal engineer Ifa`different ;' a C. rtN Vi e. -. >.., Yu racing arrangement is: desired .The. engineer may destgb;b'�acing In. accordance with TP1's Recommended. Design Specification for. Temporary Bracing of' Met Plate Connected Wood :Trusses, DS&89; and,insome cases:determtne that a.wider spacing is "posslbie.: • ,..: (GROUND BRACING: BUILDING EXTERIOR CAUTION: Ground bracing required for all installations. Typical vertical attachment tre Blocking f= • • Strut Backup 4 . 1 /? (ST) ground Make Plan t Typical horizontal tie member with multiple stakes (HT) End Wall Sec Ground Brace Verticals GBV) ruses of be. r group of truss Mice (EB) SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) 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 SPAN MINIMUM PITCH DIFFERENCE TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBS) (# trusses) SP /DF SPF /HF Up 10 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 Top chords that are laterally brand can buckle togetherand cause collapse tf there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when puffins are attached to the topside of the top chord. DF - Douglas Fir -Larch HF - Hem -Fir Continuous Top Chord Lateral Brace —� Required 10' ar Greater SP - Southern Pine SPF - Spruce- Pine -Fir 12 4 or greater .WARNING:, Failure to follow these recommendations ooiild tesuit lut' severe personai,Injury or damage to trusses,or buildings ,� i; 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 i f AMreit - - Ae lPirAllr" SP - Southern Pine SPF - Spruce - Pine -Fir Continuous Top Chord Lateral Brace —� Required I PITCHED TRUSS I Top chords that are laterally braced cen 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 put !ins are attached to the topside of the top chord f SCISSORS TRUSS SPAN MINIMUM PITCH BOTTOM CHORD LATERAL BRACE SPACING(LBS) BOTTOM CHORD DIAGONAL BRACE SPACING (DBS) [# trusses] SP /DF SPF /HF 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 12 --� 4 or greater Bottom chord diagonal bracing repeated at each end of the building and at same spacing as top chord diagonal bracing. t WARNING , Failureto follow these recommendations could ` resuitIn severe personal Injury ordamage to trusses ;or buildings. , WEB MEMBER PLANE , r Permanent continuous lateral bracing as specified by the truss engineering. Frame 4 DF - Douglas Fir -Larch HF - Hem -Fir SP - Southern Plne SPIT - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. BOTTOM CHORD PLANE J Cross bracing repeated at each end of the building and at 20' Intervals. SPAN MINIMUM DEPTH TOP CHORD LATERAL BRACE SPACING(LB TOP CHORD DIAGONAL BRACE SPACING (DB [# trusses] SP /DF SPF /HF Up to 32' 30" 8' 16 10 Over 32' - 48' 42" 6' 6 4 Over 48' - 60' 48" 5' 4 2 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce- Pine -Fir The end diagonal brace for cantilevered trusses must be placed on vertical webs In line with the support. 4x2 PARALLEL CHORD TRUSS:TOP CHORD 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 purling are attached to the topside of the top chord. End diagonals are stability and must be dup both ends of the truss system. End diagonals are s stability and must be dup aft both ends of the truss system. Frame 5 2x4/2x6 PARALLEL CHORD TRUSS 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 puriins are attached to the topside of the top chord. Continuous - - -. Top Chord Lateral Brace Required 10' or Greater Attachment Required /i 30° or 2 greater • WARNING: Failure to follow t h e se re could result In severe personal Injury , or damage to trusses or buildings : Continuous Top Chord Lateral Brace Required 10 or Greater „f• , 31A. Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. SPAN MINIMUM PITCH TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD DIAGONAL BRACE SPACING (DBS) (#f trusses] SP /DF SPF /HF Up to 24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professional engineer D (in) D /50 D(ft) 12" 1/4" 1' 24" 1/2" 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' L(In) L/200 L(ft) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' L(in) L/200 L(11) 50" 1/4" 4.2' 100" 1/2" 8.3' 150" 3/4" 12.5' DF - Douglas Fir -Larch HF - Hem -Fir Diagonal brace also required on end verticals. 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 purling are attached to the topside of the top chord. MONO TRUSS Maximum Misplacement PLUMB Truss Depth D(in) • Ye Lesser of D /50 or 2" \_ Plumb Line Continuous Top Chord Lateral Brace Required SP - Southern Pine SPF - Spruce -Pine -Fir • W F ailure to follo these recommendatCons could esult lnc� l+r� • e ' y �'e 'b „ 'S^G'�tr�,,'/?s 4 e72 -• • ; - 1 tk `severe personal injury, f to trus s ",iw es o r y b u ildings J • ;, 4; .4.„ �"'. "".{'. s, ill � tuY :.�C .t,Ws7- 4:54 Pi�aK*43 V'. -. 4.n.. .R. .9i�•!I... I OUT -OF -PLUMB INSTALLATION TOLERANCES. 1 INSTALLATION TOLERANCES 1 Frame 6 L(in) Length L(in) All lateral braces lapped at (east 2 trusses. BOW t Lesser of L/200 or 2° L(in) OUT -OF -PLANE INSTALLATION TOLERANCES. Lesser of L/200 or 2" DANGER: Under no circumstances should A construction loads of any description be placed on unbraced trusses. Permit No: RC 05 -1241 Job Name: Renovation for the Garcia Res. Page 1 of 2 Building Critique Sheet 2 " REVIEW ITEMS L 2, 4, 6 & 7 BELOW, HAVE NOT BEEN CORRECTED ✓1 Address comments from Planning Zoning g review. . As per the requirements of the Florida Existing Code sect.707.5.1 "the registered architect or engineer shall provide all engineering evaluation and analysis that establishes the tructural adequacy of the altered structure ". February 24 2006 Submit Electrical, Plumbing, Mechanical and Roofing permit applications. reg u.i re d i = TiDC 44010 V(A separate permit application for Demolition of existing e ,ents and roof will be required. Truss layout sheet and truss engineering will be required to be submitted before the tie beam inspection. Plans and submittals are incomplete; therefore we cannot do a complete plan review until all the above items have been submitted. At that time a complete plan review will be done. Claudio Grande CB® 305 -795 -2204 text. 1430 Miami Shores Village Building Department 10050 N.E. 2 " Avenue Miami Shores, Fl 33138 Tel: 305- 795 -2204 Fax: 305-756-8972 IFoll w the procedures for submission of corrected plans for your Re- submitt 1. December 27, 2005 1. Address comments from Structural Engineer review. 2. As per the requirements of the Florida Existing Code sect.707.5.1 "the registered architect or engineer shall provide an engineering evaluation and analysis that establishes the structural adequacy of the altered structure ". 4. Provide a signed and sealed Letter of Intent or Scope of Work from the Special Inspector who will perform the required inspection for the proposed Engineered Unit Masonry design. . Submit Electrical, Plumbing, Mechanical and Roofing permit applications. 5. Plans to show a window /door buck detail as required in FRC � r 4410.2.3.1.6. ([ D A separate permit application for Demolition of existing elements and roof will be required. Truss layout sheet and truss engineering will be required to be 0- submitted before the tie beam inspection. Plans and submittals are incomplete; therefore we cannot do a complete plan review until all the above items have been submitted. At that time a complete plan review will be done. Follow the procedures for submission of corrected plans for your Re- submittal. Claudio Grande CBO 305- 795 -2204 ext. 430 Miami Shores Village Building Department 10050 N.E. 2" Avenue Miami Shores, Fl 33138 Tel: 305- 795 -2204 Fax: 305-756-8972 Permit No: RC 05 -1241 Sob Name: Renovation for the Garcia Res. Page 1 of 2 Building Critique Sheet / All i7e' L. ©/5 rte-/ (5 J'ed �JZe,n � k 5 '6n cl .C&Aie'd Miami Shores Village Building bepartment �¢ d,,2/ oz 6" 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Kermit No. 05 /2-41 Job Name C7o 734, e'S , 64/,-4 / . Date t`f 2 `E 5'3 5 ¢ STRUCTURAL. CRITIQUE SHEET it .ote z Jz.bz /dc Co ikimiY5 cd -Metes mac,- be Tie /5. c 2 french 1760r Me /4 h aeein s ivy fy/: j Pro ' /igc /- / vq-1 /S as' `iO s 14 �ti1U " ce. r-re c° . 1- Tv , Mica Sec, riled c e //c e 24Y' ©c, o is IS = e ern, Me /6 C=11 e corners aee "61 re q ka/ e //44 ,f-hoatel o of Cl "e a, 223. OS HZ. 10 2- 9°3 Bill To ADOLFO GONZALEZ GARCI 262 93 Street NE Miami Shores Village, FL 33138- Return to: Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138 -0000 Friday, June 9, 2006 Permit Invoice Report Invoice Number: RC -6 -06 -25151 Invoice Date: June 09, 2006 Permit Number: RC -12 -05 -1241 Permit Type: Residential Construction Date Fee Name Fee Type Fee Amount 06/09/2006 Scanning Fee Calculated $6.00 06/09/2006 Revision Fee - -"T R . Calculated $35.00 Total Fees Due: $41.00 RESTRICTIVE COVENANT DECLARATION OF USE PREPARED BY: KNO N BY THESE PRESENTS: WHEREAS, the undersigned ¢� {� 0Wa(QL—( x+ is/are the fee simple owner(s) of the following described property situated and being in Miami Shores Village, Florida: DECLARATION OF USE Lot(s) Block of (Subdivision), A.K.A. (address) ac), rN\. B ref c-'te¢ according to the plat thereof, as recorded in the Plat Book Page of the Public Records of Miami -Dade County, Florida, and • Whereas, the undersigned owner(s) 60\ga t eL — 6.cat t Lot(s) as a single building site, and the undersigned owner(s) do(es) hereby declare and agree as follows: 1. That the property will not be used in violation of any ordinances of Miami Shores Village or Miami -Dade County now in effect or hereinafter enacted. 2. That the property will be used for a single family residence That the use of the property or building will be as follows: NOW, THEREOF, for good and valuable consideration, the undersigned does) hereby declare that he/she. will not convey or cause to be conveyed the title to the above property without requiring the successor in title to abide by all terms and conditions set forth herein. - M FURTHER, the undersigned declare(s) that this covenant is intended and shall constitute a restrictive covenant concerning the use, enjoyment and title to the above property and shall constitute a covenant running with the land and shall be binding upon the undersigned, his/her successors and assigns and may only be released . by Miami Shores Village, or its successors, in accordance of said Village then in effect. WITNESS WHEREOF, the undersigned has/have caused hand(s) and seal(s) to be affixed hereto on this day of 20 Signature and Print My commission expires 6a(e,j4 NOT Signature and Print Signature and Print desire to utilize said • STATE OF FLORIDA): COUNTY OF MIAMI - DADE): I HEREBY CERTIFY that on this day personally appeared before me AW 0 Go; inkvCJA who is personally known to me or has produced F?. Whi)1 2 C!Z - 3' 56 (type of as identification and he/she acknowledge that he/she executed the foregoing, freely and voluntarily, for purposes there in expressed. SWORN TO AND SUBSCRIBED before me on this 5.g day cf uvek I, s ICA USSFIf{ DlAY � ` ` EXPIRES: October 20, 2009 7 , Bonded ThN Notary Ptak Unctormbro FLORIDA Pr pa by: GUARANTY TRUST & TITLE, INC. 1915 Hollywood Blvd. . Hollywood, Florida 330 WARRANTY DEED THIS INDENTURE, mad, this a4.s � _ aeta between: Frank A. Dannarh, a single man as Grantor*, whose address Is: 262 NE 93 Street, Miami), Florida 33138, and Adolfo Gonzalez- Garcia as Grantee °, whose mailing address is: 262 Eig 93rd Street, Miami, Florida 33138 ° Singular and plural are interchangeable as context requires. WITNESSETH: That the Grantor, for and In considera2lon of the sure of TEN DOLLARS ($•JQQ.00) and other valuable considerations to said Grantors In hand paid by said Grantee, the receipt whereW is hereby acknowledged, has granted, bargained and sold to the grantee and grantee's heirs forever the following described land located In the County of Miami -Dade, State of Florida . to -wet: Lot S, Block 26, MIAMI SHORES SECTION 1 AMENDED, according to the Plat thereof, as recorded In Plat Book 10, Page 70, of the Public Records of Miami -Dade County, Florida. Parcel ID plumber: SUBJECT TO easements, restrictions and reservations of record, i9 any, and taxes for current year and subsequent years. Said grantor does hereby fully warrant the title to said land, and will defend the same against the lawful claims of all persons whomsoever. IN WITNE€S WHE' , . Grantor has hereunto set grantor's ha and seal the day and year first above written. WITNESS 2. . d ,A.. anted Nam State of Florida County of Broward The 'E. instrument was acknowledged Dior me on or who i3/are personalty knowerno me or who has produced as identification and did o0 take an oath. (Sell) Pent Manse: , by Frank A, Deumarto, CommIssfc' : Pre,p+at by: gUARANTY TRUST & TiTLE, INC. - 1915 Hollywood Blvd. , Hollywood, Florida 33020 WARRANTY DEED THIS INDENTURE, made this ai` •44 ¢. may' between: Frank A. Demarco, a single man as Grantor *, whose address is: 262 NE 93 Street, Miami, Florida 33138, and as Grantee*, whose mailing address is: 262 NE 93rd Street, Miami, Florida 33138 • Singular and plural are interchangeable as context requires. WITNESSETH: That th Grantor, for and in consideration of the sum of TEN DOLLARS ($10.00) and other valuable considerations to said Grantors in hand pa!d by said Grantee, the receipt whereof is hereby acknowledged, has granted, bargained and sold to the grantee and grantee's heirs forever the following described land located in the County of Miami -Dade, State of Florida , to -wit: • Lot 5, Block 26, MIAMI SHORES SECTION 1 AMENDED, according to the Plat thereof, as recorded In Plat Book 10, Page 70, of the Public Records of Miami -Dade County, Florida. Parcel ID Number: SUBJECT TO easements, restrictions and reservations of record, if any, and taxes for current year and subsequent years. Said grantor does hereby fully warrant the title to said land, and will defend the same against the lawful claims of all persons whomsoever. IN WITNESS WHE written. Grantor has hereunto set grantor's ha r_t and seal the day and year first above . WITNESS 1. Printed Name W1TfNESS 2. Adolf, Gonzalez- Garcia Printed Name P - r -r ary PI Iic Print Name: r A Dsmarlo (Seal) State of Florida County of Broward The foregoing instrument was acknowledged before me on 6 4101` , by Frank A. Deanarlo, as identification and did I take an oath. has produced �a, ft ' r t e.E: f1 re. PAy CommIaslcr Expires: