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BP-05-1473 (5) Miami Shores Village Building Department 10050 N.E2nd Avenue,Miami Shores,Florida 33138 p ; 3 A" t 0 ' Tel:(305)7952204 Fax:(305)756.8972 j l BUILDING Permit No. PERMIT APPLICATIONY 11 2006 Master Permit No��?��-1 U FBC 2001 Permit Type(circle): Bun Elec 'ca Plum ' Mechanical Roofing Owner's Name(Fee Simple Titleholder) n Phone# � 1"�M!4 Owner's Address ``_, City� Sbce5�S State� .►LJa Zip-- 11317 Tenant/I.essee Name Phone# Job Address(where the work is being done) City_ Miami Shores Village County Miami-Dade - Zip • �� Is Building Historically Designated. YES NO Contractor's Company Name C�'l Phone# .06-01? Contractor's Address ,� h cm► ill fG State T U 71 An Zip J �g Qualifier State Certificate or Registration NoCE.-Q52JWSlCertificate of Competency NotMtS"4�j"''� a T Architect/Engineer's Name(if applicable) Phone# - —'2.5 $Value of Work For this PermA 1 •OQ Square Footage Of Work: Type of Work: WAddition ❑Alteration []New ❑ Repair/Replace ❑Demolition Describe Work: x�r,�t,�t,�r*,r,aa*,�,��,r,�,�*a,��af,�,��F�,�,�w,�,�,�,��,�,�w,�,�,�,�#,�,�,�,��e,x�►a�,rf,��,� • Submittal Fee$ Permit Fee$" CCF$ CO/CC. Notary$ Training/Education Fee$ Technology Fee$ Scanning$ -CXQ Radon$ Zoning Bond$ Code Enforcement$ Structural Plan Review$ Total Fee Now Due$ (Continued on opposite side) i " 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,BEATERS,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$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment Also, a certfled copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged Signature Signature < � Owner or Agent Contractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day-of ,20 ,by :day of—�' —� .2006 by who is personally known to me or who has produced who is rsonall rnow me or who has produced As identification and who did take an oath ,•:` v' ' end$ Oft did take an oath. NOTARY PUBLIC: NOTARY L Z Sign: Sign: �FOF �Q 7ffi7t Print: Print: My Commission Expires: My Commission Expires: • 9#ffi##+kE8+1t488kd8$S1«###$dlQRiffi$B*k*8#M$61k8k#$N#8�##�kK#E4$kk#$ kRR#RB# R`k$/k#$ RBA$$#8#RB#S#RRkbBiB$$#+Rk�k@$ APPLICATION APPROVED.BY: f r . Plans Examiner Engineer Zoning chc 05/13103 Permit Invoice Report 8111 To CHRISTINE PACHECO Invoice Number: RC-5-06-24820 10418 2 Avenue NE Invoice Date: May 15,2006 Miami Shores Village,FL 33138- Permit Number: BP2005-1473 Return to: Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL 33138-0000 Permit Type: Residential Construction Date Fee Name Fee Type Fee Amount 05/15/2006 Scanning Fee Calculated $6.00 05/15/2006 Miscellaneous Fee -TeSS Calculated $35.00 Total Fees Due: $41.00 NAY 1.7 PAID C- C Monday,May 15,2006 f .. .. . . . % .. . . . . . . . . . . . . . ... . . . . ... . . . .. .. . . . . . .. . . . . . . .. . . . . . . . . 000 . . ... ... . Engineering Cover Sheet .. . . . .• ..• 0: . . ... . . . . .. . . . . . . .• . This cover sheet is provided as per Florida Statute 61G15-31.003 in lieu J signing%W G 0. •' 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. EL Reb. Eng.No 36205 3320 Paddock Road Weston, FL 33331 y 0 (954) 600-7123 �a Project Name: ORONI CONSTRUCTION # 3-12-06 MR. PACHECO-REIDENCE _ 10418 N.E. 2 AVENUE �� MIAMI SHORES,FLORIDA 11 2006 Building Authority: MIAMI SHORES,FLORIDA Design Load: 30+ 15 +0+ 10 PSF Building Code: FBC2004/TPI2002/ASCE7-02 Software Used: MiTek @10/20 2000 Ver. 6.2 OFFICE Aft Aft Project Engineer of Record: UUMPY 9 �112-7-,o%o ' TO: Job 4mtier • • Page:•i i .:01 i i i i •i• Project: Block No: Date: 05-07-2006-12:08:02 AM Model: Lot No: Project ID: 3-12-06 Contact: site: Office: Deliver To: AtbottZQ: • 3cZ1489-iL1 . . • .. eri D t • n* • • • • Name: �� • • • • • • Phone: Saleepersott 000 ••• • • F Quota Number- ax- Tentative Deliv Date: •• Profile: Qty: Truss Id: Span: Truss Type: Slope: Reactions: '• • • • • •• • .. . . • . . •.. .. 3-0-0 Joint 1 Joint 3 8 PI 6-0-0 COMMON 3.00 289 Ibs. 289 lbs. 21 Is.each -3,00 -174lbs. -197lbs. 4-1-8 Joint 11 Joint 7 8 T1 18-9-0 COMMON 3.00 1247 lbs. 800 Ibs. 93 lbs.each 0.00 -697 Is. -477 Ibs. 0-6-0 Joint 1 Joint 2 Joint 3 1 V03 4-0-0 ROOF TRUSS 3.00 63 Is. 126 Ibs. 63 Ibs. ® 61bs.each 0.00 -57 lbs. -99 lbs. -57 Is. 1-0-0 Joint 1 Joint 3 1 V07 8-0-0 ROOF TRUSS 3.00 310 Ibs. 310 lbs. Q� 20 Ibs.each 0.00 -193 lbs. -193 tbs. p 1-6-0 Joint 1 Joint 4 Joint 3 ,►. _ 1 Vll 12-0-0 ROOF TRUSS 3.00 220 lbs. 653 lbs. 220 lbs. 34 Ibs.each 0.00 -125 Ibs. -394 lbs. -125 Is. 2-0-0 Joint I Joint 4 Joint 3 1 V15 16-0-0 ROOF TRUSS 3.00 315 Ibs. 860 Is. 263 Is. 42 Ibs.each 0.00 -180 Ibs. -497 lbs. -143 Ibs. 2-6-0 Joint 1 Joint 9 Joint 8 Joint 7 int 6 1 V19 20-0-0 ROOF TRUSS 3.00 214 Is. 590 lbs. 412 Ibs. 401 lbs. lbs. 52 Is.each 0.00 -119 Ibs. -348 Ibs. -212 lbs. -242 lbs. - 811 s. -0-0 Joint I Joint 9 Joint 8 Joint 7J int 6 1 V23 24-0-0 ROOF TRUSS 3.00 304 Ibs. 779 Ibs. 323 Ibs. 422 lbs. Is. 62 lbs.each 0.00 -166 Ibs. -466 lbs. -153 Ibs. -260 Ibs. 10 Ibs. -6-0 Joint I Joint 10 Joint 8 Joint 7 5 Joint1 V28 28-0-0 COMMON 3.00 3161bs. 8441bs. 589 lbs. 5941bs. toint 3lbs. 19178 Ibs each 0,00 -1761bs. -501 lbs. -293 tbs. -3541bs. 701bs. -21 • . •.• . • . .•. ` 3.12-06 P1 COMMON 8 1 •• •• • • • •• •• • Job Reference o n :• • • Royai rues Corp,Hialeah Gardena,FL 33016,Eddy Davies 6.200 s Oct 18 2005 •ek In 6I�c. un a 0700: Page 1 6-0-0 6-0-0 • ••• • • • •• i i i• 2K4 11a •i • :44.1:16.2 3.00 F12 i i • i2 •• • • • • • ••• •• 1 2x4 11 fV e- 2x4 11 6-0-0 6-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.59 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.14 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matra) Weight:21 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SYP No.2ND purlins, except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=289/6-0-0,3=289/6-0-0 Max Horz 1=111(load case 2) Max UpIMft 155(load case 2),3=-183(load case 2) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-62/46,2-3=236/209 BOT CHORD 1-3=-10/10 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)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 3)Gable requires continuous bottom chord bearing. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 155 Ib uplift at joint 1 and 183 Ib uplift at joint 3. 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1,3. 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENG(NEE STATE OF FLORIDA#36205 3320 PADDOCK ROAD,WESTON,FL 3333 MAY 0 8 206 Jobm . w ••• . • • ••• • 3-12-M �Tl COMMON 8 1 •• •• • • • •w •• • Job Referene*e o •na :•: : • Royal Truss Corp,Hialeah Gardens,Fl-33016,Eddie Davies 6.200 s Oct 18 2005 wok Ind• •,,%C. un 07 00: :23 Page 1 3-4-0 9-3-4 15-2-8 — '- 18-9-0 34-0 5-11-4 5-11-4 • ••• • 3408 • •• i i i• • •i •i • iS&4,1:32.9 3.00 12 • ix�= ••• ••• • • 5 •• • . •c•3xg r r- •• ••i • i• 6• 3x4 3x4 • • • • 3x5 2 '.1 3x4= 11 10 9 8 7 2x4 11 30= 3x8= 2x4 I I 4x4= 3-0-0 3r4-p 9-34 15-2-8 18-9-0 3-0-0 04-0 5-114 5-114 3-6-8 Plate Offsets X,Y): [2:0-2-0,0-1-8 [5:0-2-8,0-2A,, 10:0-1-120-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.53 Vert(LL) 0.06 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.28 Vert(TL) -0.12 8-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrbc) Weight:94 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 44W 5 oc BOT CHORD 2 X 4 SYP No.2ND purlins, except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 11=1247/0-8-0,7=800/0-8-0 Max Horz 11=230(load case 2) Max Uplift11=-626(load case 2),7=-438(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-181/379,2-3=1368/659,3-4=1251/667,4-5=-697/361,5-6=-654/371,6-7=-776/447 BOT CHORD 1-11=-314/192,10-11=-31410,9-10=-748/1265,8-9=74811265,7-8=7f24 WEBS 2-11=-1110/659,2-10=718/1591,4-10=124/176,4-8=725/446,5-8=-161/171,6-8=-433x197 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;146mph(3-second gust);h=15ft;TCDL=5.0psf;BCDL=5.Opsf;Category II;Exp C;enclosed; C-C Interior(1);Lumber DOL=1.33 plate grip DOL=1.00. 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 626 Ib uplift at joint 11 and 438 Ib uplift at joint 7. LOAD CASE(S) Standard JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA#36205 3320 PADDOCK ROAD,WESTON,FL 33331 MAY 0 8106 •• •• • • • •• •• • 312-06 V03 ROOF TRUSS 1 1 • * • • • • • • Job Reference o na ••• • • • Royal Truss Corp,Hialeah Gardens,FL 33016,Eddie Davies 6.200 s Oct 18 •ek Ind %;ije. un a 7 o0: Page 1 2-0.0 4-0-0 -- J r 2-0-0 3x4= • 2-"• • • • •• i i i• • •i •i � i Scent s 1:6.6 • • • • • • • • • • 2 • • ••• ••• • • 3.00 12 •• • •• ••• •• • • • • • • • • • • • • • • • • • • • • . . ••• •• 44)-0 4-0-0 Plate Offsets X, 2:0-2-0Edge] LOADING(pet) SPACING 2-0-0 CSI DEFL in (ioc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight:6 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 44W oc purlins. BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. REACTIONS (lb/size) 1=6314-O-0,2=126/"-0,3=6314-" Max Uplift1=-560oad case 2),2=98(load case 2),3=-56(Ioad case 2) FORCES (lb)-Maximum Compression/MaAmum Tension TOP CHORD 1-2=-12117,2-3=-12/17 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)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. 3)This truss requires plate inspection per the Tooth Count Methal when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 56 Ib uplift at joint 1,98 Ib uplift at joint 2 and 56 Ib uplift at joint 3. 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. LOAD CASE(S) Standard JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA#36205 3320 PADDOCK ROAD,WESTON,FL 33331 MAYO 8 . • ••• • • • ••• 3.12 V07 ROOF TRUSS 1 1 • • • • • • • • • • Job Reference o '0n ••• • • • Royal Truss Corp,Hialeah Gardens,FL 33016,Eddie Davies 6.200 s Oct 18 2006 ffreK In ,jnc.• 9V 07 00' :26 OW Pagel 40-0 8-0-0 i 4-0-0 • 48+41 ••• ••• •• •• • • • • • • • •• • • 0 • 0 shale a 13.3 • • • • • • • • • • 3x4= 3.00 12 ••• i i ••• i•• i•• ••• • ••• • • • • •• • •• • • • • • ••• •• 3 1 2x6% 2x6 ZZ 8-0-0 r 8-0-0 Plate Offsets X 2:0-2-0Ed e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.22 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.24 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matra) Weight:21 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SYP No.2ND purlins. BOT CHORD Rigid ceiling directly applied or 9-5-1 oc bracing. REACTIONS (Ib/size) 1=310/8-0-0,3=310/8-0-0 Max Uplift1-176(load case 2),3=176(load case 2) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-547/423,2-3=-547/423 BOT CHORD 1-3=-379/507 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;146mph(3-second gust);h=15ft;TCDL=5.Opsf;BCDL=5.Opst Category II;Exp C;enclosed; C-C Interior(1);Lumber DOL=1.33 plate grip DOL=1.00. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 176 lb uplift at joint 1 and 176 Ib uplift at joint 3. LOAD CASE(S) Standard JOHN A. ILT'ER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA#36206 3320 PADDOCK ROAD,WESTON,FL 33332 • .•. • ... Job -1 fuss 1russ lype 312-08 V11 ROOF TRUSS 1 1 •• •• • • • •• •• • Job Referei o•onal :0* • • • • Royal Truss Corp,Hialeah Gardens,FL 33016, ddie Davies 6.200 s Oct 18 2005•ITek In ,1nc.•Su 07 0046:7&3 JW Page 1 640-0 1240-0 6-0-0 ••• ••• o Stale*1:19.9 • • • •• •• • • • • • • • • • • • • ••• ••• • • 4x6= •• • • • •• ••• •• 3.00 12 • • • • • • • • • • ••• • • • • •• •• •• • • • • • ••• •• 1 3 2x6= 2x4 11 2x6 zz 12-0-0 12-0-0 Plate Offsets X 2:0-3-0,0-2-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.31 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.19 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2004ITP12002 (Matrbc) Weight:34 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SYP No.2ND purlins. OTHERS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=203/12-0-0,3=203/12-0-0,4=653/124)-0 Max Upliftl=1 14(load case 2),3=114(load case 2),4=-347(load case 2) Max Grav 1=220(load case 3),3=220(load case 4),4=653(load case 1) FORCES (lb)-Maximum Compression/Maiamum Tension TOP CHORD 1-2=-64/43,2-3=-64/43 BOT CHORD 1-4=0119,3-4--0/19 WEBS 2-4=-489/356 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;146mph(3-second gust);h=15ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed; C-C Interior(1);Lumber DOL=1.33 plate grip DOL=1.00. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 114 Ib uplift at joint 1, 114 Ib uplift at joint 3 and 347 Ib uplift at joint 4. LOAD CASE(S) Standard JOHN A. ILT'ER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA#36205 3320 PADDOCK ROAD,WESTON,FL 33391 MAY 0 8108 312-06 V15 ROOF TRUSS 1 1 ♦ • • • • • • • • • Job Referewce o on! ••• • ♦ • Royal Truss Corp,Hialeah Gardens,FL 33016,Eddie Davies 6.200 s Oct 18 ITek I u JneS 07 :� Page 1 r— 8.0-0 14-0-0 8-0-0 •• •6-0-0 • ••• • •• • • •• • • • • • ♦• • • • • • kale*112"=1' • •• • • • • • • • • • ••• ••• • • 5x8= •• • • • •• ••• •• 3.00 12 •• i♦i i i i i i♦ ♦• •• • • • • • ••• •• 3 1 I� 3x5 2x4 II 3x4 14-0-0 14-0-0 Plate Offsets X 3:0-1-120-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in Coe) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.57 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.36 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2004frP12002 (Matra) Weight:43 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 64)-0 oc BOT CHORD 2 X 4 SYP No.2ND purlins. OTHERS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 104W oc bracing. REACTIONS (Ib/size) 1=300/14-0-0,3=234/1"-0,4--860/14-M Max Uplift1=165(load case 2),3=-131(load case 2),4=-448(load case 2) Max Grav1=315(load case 3),3=263(load case 4),4=860(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=94/58,2-3=4061 BOT CHORD 1-4--0/28,3-4=028 WEBS 2-4=-M/459 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)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. 3)This truss requires plate inspection per the Tooth Count Methal when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 165 Ib uplift at joint 1, 131 Ib uplift at joint 3 and 448 Ib uplift at joint 4. LOAD CASE(S) Standard JOHN A. ILT'ER, P.E. REGISTERED STRUCTURAL ENG114MR STATE OF FLORIDA#36205 3320 PADDOCK ROAD,WESTON,FL 33331 MAYO e 2 J-00 • ••• • • ••• • • 3-12-M V19 ROOF TRUSS 1 1 • • •, • • • • • • • Job Reference o onal ••• • • • Royal Truce Corp,Hialeah Gardens,FL 33016,Eddie Davies 6.200 s Oct 18 2005 ITek I ,inc,•S MJV 0100 :* page 1 10-0-0 16-0-0 , 10-0 0 000 • •••••6-0-0 • • • •• •• • • • • • •• • • • • • 9t:als• 1:27.5 • • • • • • • • • • • • ••• ••• • • 44= •• • • • •• ••• •• 3.00 12 3 •• i•i i l i i i• •• • • • • • • • • •• • • • • • ••• •• 2x4 11 2x4 I I 2 4 2x4 11 5 LHJ L] 1 10 2x4 11 2x4 11 2x4 11 2x4 11 16-0-0 16-0-0 Plate offsets X [3:0-2-0,0-2-81 LOADING(pal) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.36 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.17 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrix) Weight:53 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 64W oc BOT CHORD 2 X 4 SYP No.2ND purlins, except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid riling directly applied or 64-0 oc bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) 1=214/16-0-0,6=37M 64W,8=412/16-0-0,9=565/16-0-0,7=385/16-0-0 Max Horz 1=580oad case 2) Max Uplift1=-105(load case 2),6=-140oad case 2),8=1820oad case 2),9=321(load case 2),7=224(Ioad case 2) Max Grav 1=214(load case 1),6=37(load case 1),8=412(load case 1),9=580(load case 3),7=401(load case 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=51/57,2-3=-55/75,3-4=-4481,4-5=-8/39,5-6=-31/20 BOT CHORD 1-9---419,8-9=-",7-8=-419,6-7=-4/9 WEBS 3-8=-346230,2-9---451/341,4-7=-3321254 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)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. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 105 Ib uplift at joint 1,14 Ib uplift at joint 6,182 Ib uplift at joint 8,321 Ib uplift at joint 9 and 224 Ib uplift at joint 7. LOADCASE(S) Standard JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA#36205 3320 PADDOCK ROAD,WESTON,FL 33331 MAY 0 . . ... . . . ... .• .. • . • •. •. • 3.12-06 V23 ROOF TRUSS 1 y Ply 1 • • • • • • • • • • Job Refere;ce o onad ••• • • • Royal ruse Corp,Hialeah Gardens,FL 33016,Eddie Davies 6.200 s Oct 18 2005 trek IrTUSM.InC•94—MV 07 004. Page 1 r 12-0-0 18-0-0 1240-0 • ••• 64M • • •• • • • •• L.16%1:30.9 •• • • • • •• • • • • • • • • • • • ••• ••• • • ••• ••• 44= •• • • • •• ••• •• 3.00 12 3 •• i•i i l i i V •• 2x411 • i i ••� Rx411i•9 ••• 2 4 2x4 11 5 1 Li Li 3x5 is 2x4 11 2x4 11 2x4 11 2x4 11 18.0.0 18-0-0 Plate Offsets [1:0-2-4,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loo) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.65 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.34 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2004/rP12002 (Matra) Weight:62 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6-0-0 oo BOT CHORD 2 X 4 SYP No.2ND purlins, except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oo bracing. OTHERS 2 X 4 SYP No.3 REACTIONS (Ib/size) 1=304/18-",6=19/18-M,8=323118-0-0,9--765/18-0-0,7=422118-0-0 Max Horz 1=960oad case 2) Max Uplift1=147(load case 2),6=-80oad case 2),8=1270oad case 2),9=431(load case 2),7=2400oad case 2) Max Grav 1=304(load case 1),6=21(load case 4),8=3230oad case 1),9=7790oad case 3),7=422(load case 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-64/87,2-3=-59/86,3-4=-40176,4-5=-3142,5-6=-19/14 BOT CHORD 1-9=6f7,8-9=-6f7,7-8=-6/7,6-7=-6/7 WEBS 3-8=286/181,2-9=-593/446,4-7=-341/268 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;146mph(3-second gust);h=15ft;TCDL=5.Opst BCDL=5.Opsf;Category ll;Exp C;enclosed; C-C Interior(1);Lumber DOL=1.33 plate grip DOL=1.00. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 147 Ib uplift at joint 1,8 Ib uplift at joint 6,127 Ib uplift at joint 8,431 Ib uplift at joint 9 and 240 Ib uplift at joint 7. LOAD CASE(S) Standard JOHN A. I LTE R, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA#36205 3320 PADDOCK ROAD,WESTON,FL 33331 MAY 0 82008 JOD • • .•. . • • .•• •• •• • • . •• •• . 3-12 V28 COMMON 1 1 • • •, • • • • • • • Job Refere;ce o on I ••• • • • Royal russ Corp,Hialeah Gardena,FL 33016,Eddie Davies 6.200 a Od 182006 Rek I u •Inc•34P NW 07-*6:V,0X Page 1 8-2-3 14.0.0 19-9-13 23-3-0 , 8-2-3 5-9-13 5-943 90* • • • •• i• • •i •i � 9•c,Wb&1:40.0 • • • • • • • • • • 000 000 0 4x6= 3.00 12 3 00• • • • •• ••• •• • ••• • • • • •• • 2x4 I I ••• •1441; • i•• ••• 2 4 3x4 11 5 1 IN 3x5% 10 9 8 7 6 1 2x4 11 3x4= 2x4 11 2x4 11 2x4 11 8-2-3 14-0-0 19-9-13 23-3-0 , 8-2-3 5-9-13 5-9-13 3-5-3 Plate Offsets X,Y): [1:0-2-4,0-1-81,13:0-M,0-2-81,[5:0-2-4 0-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.00 TC 0.76 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.35 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2004/TPI2002 (Matrbo Weight:78 Ib LUMBER BRACING TOP CHORD 2 X 4 SYP No.2ND TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc BOT CHORD 2 X 4 SYP No.2ND purlins, except end verticals. WEBS 2 X 4 SYP No.3 BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. REACTIONS (lb/size) 1=316r23-3-0,5=93r23-3-0,10=82lr23,3-0,8=589/23-3-0,7=573/23-3-0,6=18/23-3-0 Max Horz 1=720oad case 2) Max Uplift1=-157(load case 2),5=-69(load case 2),1 0=-463(load case 2),8=-2500oad case 2),7=-328(load case 2) Max Grav 1=316(load case 1),5=93(load case 1),10=844(load case 3),8=589(load case 1),7=5940oad case 4),6=19(load case 4) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-88/69,2-3=-90/132,3-4---821127,4-5=-41/41,5-6=0/0 BOT CHORD 1-10=0/19,9-10=0/19,8-9--0/19,7-8=0/19,6-7=0/19 WEBS 2-10=-6W/492,3-8=-4931320,4-7=-489t373 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-02;146mph(3-second gust);h=15ft;TCDL=5.Opsf;BCDL=5.Opsf;Category 11;Exp C;enclosed; C-C Interior(1);Lumber DOL=1.33 plate grip DOL=1.00. 3)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 4)Gable requires continuous bottom chord bearing. 5)Bearing at joint(s)5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 157 lb uplift at joint 1,69 lb uplift at joint 5,463 Ib uplift at joint 10,250 Ib uplift at joint 8 and 328 Ib uplift at joint 7. LOADCASE(S) Standard JOHN A. ILTER, P.E. REGISTERED STRUCTURAL ENGINEER STATE OF FLORIDA#36205 3320 PADDOCK ROAD,WESTON,FL 33331 MAY 082006 E • • • • ••• • • • ••• •• •• • • • •• •• • • • • • • • • • • • • • • • • • • • upp ng ru Continuous Brad�g24"p;c •' •• In areas without pW.•stteaAg : • : 0 06• . • ••• ••• • . .. . . . •• ••• •. . ••• • • . • •• • • . . • • 00 Valley Trusses Valley Truss u— Strap C 48"o.c. (see note) �uppo ng trusses 24",o.c. Partial Roof Layout 12 pitch �4to7 Supporting Truss Valley Trusses @24"o.c. Design Loads:30:t,15+0.+-10 PSF, 33%DOL, ; Wind Speed 146 MPH.,10 PSF Dead load If U Lumber:2x4 Nw..2.ND SYP-min•.°chords 2x4 No.3 SYP min.webs 6"wedge nailed to truss w/2-8d toe-nails,or bevel cut bottom chord of valley truss 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. Customer: Royal Truss liter Engineering Ltd. Co. 3320 Paddock Road Job: Valley Detail , � Project: I Weston, FL 33331 � Date: 1/26/04 { 954-600-7123 John A liter, P.E. FL Reg Eng. #36205 Scale: NTS I :J This safety alert symbol is used to attract your DANGER: A � R;degjgnftesp cpndltlon attention! PERSONAL SAFETY IS INVOLVEDI When where failuretoiolloZ+ &r9cV*s o(hoW warn- you see this symbol-BECOME ALERT-HEED ITS Ing will most likely result In serious personal MESSAGE. injury or death or damage to structures. A CAUTION: A CAUTION identifies safe operating WARNING: AIRPING pee*IbW*a dltionpractices or indicates unsafe conditions that could Awherefailuretgfoflg*lns;WcUbascdurd? ultin to structures severe personal Injury or damage to structures. result in personal injury or damage p j ry g HIB-91 Summary Sheet ® " oo 40 . COMMENTARY and RECOMMENDATIONS for �•• ••� HANDLING INSTALLING & BRACING METAL TRUSS PLATE INSTITUTE 583 D'Onofrfo Dr.,Suite 200 PLATE CONNECTED WOOD TRUSSES® Madison,Wisconsin 53719 (606)833-5900 It is the responsibility of the Installer (builder, building contractor, lJcensed personnel Inthewoodtruss Industry,but must,due tothe nature of responsibilities contractor, erector or erecdon contractor) to properly receive, unload, store, involved,be presented as a guide forthe use of a qualified building designer or handle, Install and brace metal Mate connected wood trusses to protect lite and Installer.Thus,theTruss Plate Institute,Inc.expressly disclaims;any responsibility property.The installer must exercise the same high degree of safety awareness as fordamages wising fromthe use,appiication or reliance onthe recommendations with any other structural material.TPI does not intend these recommendations to and information contained herein by building designers,installers,and others. beinterpretedes superiortotheprojectArchiteasorEngineer's design specification Copyright®by Truss Plate Institute,Inc. All rights reserved.This document or for handling,installing and bracing wood trussesfora particularrooforfloor.These any part thereof must not be reproduced in any form without written permission recommendations are based upon the collective experience of leading technical of the publisher.Printed in the United States of America CAUTION The builder,buildlrt�cotltttacto AUTIONt 1 tem rary bracing shouido less contractor,erector•o 'e esti n<contr 2x4 gra �mar�ied�i mbar. oonnec ons vised to obtain and�res'd tie ere tion C �,�sFhoui ben de�w�tti min uin�a2i6�c1A1 A mentiry and Recommendations for Hand ig i misses assumed 2.on-center or1ess 'AII multi010 - ,. r � s. f �9t� £ stalling & Bracing Metal Plateortnect� W bvsse shou' d !>�'connected togetle�i •, a, , r..r b Trusses,HIB-91'from the Truss PIa!itenstitute . dance with design drawings prior to tnstallaton._. t;. . J n TRUSSSTORAGE '= "`')£CAU'rt1O'N :Trusses`sh`ouid.'nod unl aded onyough to ainAor unwev�e.n suifaces' which could °Cause damage to the truss. t 8'-10' 8''10' Trusses stored horizontally should be sup- ported on blocking to prevent excessive Trusses stored vertically should be lateral bending and lessen moisture gain. braced to prevent toppling or tipping. IAWARNING: Do'not break banding until installa- DANGER: Do not store bundles uprigM-t�nisss . tion begins or lift bundled trusses by the bands.' properly braced. Y. DANGER: Walking on trusses which are lying FA WARNING: Do not use damaged trusses ; ,, flatIsextremely dangerous and should ps ltv A prohibited. Frame 1 .. . . ... . • • ••• ,. WARNINQlq,�Doi not attach-cables;,ch `Y`'r' iNING*Do not IN single fusses wtttt>s�ggs hooks to the we members, / greate`rttan.30 ti" ie peak. K�-9 c Ao= MECHANICAL- 000 or I .INSTAL LATION` 0 0*0 . .•. msloo Tag Approximately Approximately Tag Une '/s truss length �/•truss length Una • • Truss spans lose than 301. Lining devices should be connected to i i i i i • i the truss top chord with a closed-loop attachment utilizi materials such as Strongback/ Spreader Bar slings,chains,cables,nylon strapping, SpreaderBar 10' Toe In Toe In 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 Approximately i Approximately the lifting device until the ends of the f '/z to%truss lenuth truss are securely fastened and tempo- %to V4 truss length. Less than or equal to 60' rary bracing is installed. Greater than 6o' Tag Une Tag Spreader Bar Une Strongback/SpreaderBar 10' 10' Toe In Toe In At or above mid-height ADDroximatelti b Approximately - }. � '/a to%truss len V3 to 34 truss length Less than or equal to 60' Une Tag T Greater than 60'. Une Ila, 0, - e a"dNf6�reitt eM e;Mfg n ng accordant t tFt:TPl' � Roc an sl s t� 0 l W {�$.. peel// -• ; ' + M`' Plate Conr>e��ed wooal xNko� p«r-. 01118 t8t 8 @ 8 �r,.s . . .119..fs,possible� .na: ..�r7�.,>-•;. CRC0I�NDd�B CNn�:BUILDING IN`f'ERi01 ' BRACING �. .., . LbING'EXTERiOR M• 'a \ � wOB TOP Choc/ Typhud ver0cal 9nd win k 'T .plan Z.140- /� glookirg 00, Ground brae• �. }'__ �✓ (Gav) 1ZTopChord�GBy %.r'a Groin Brace , Verticals(GRV) ' Ground bran• -w. '� r `' _ •4•.,y'- 1a .+ Ground brow - v 01 b: ` roup of trust Ground Oa(ES) • — Now. N /I Backup strut `. can \ , around 1t 1 seer 990k* It TO twrbso dam McMber with b ground stakes- ACAUTl t r zh, idl , e ION•Around bracing„required for all Installettons. Aj' Frame 2 .. • • •.. • . • •a• • • • as •• • •. 9i a " " I&CHORD � ''` TOP..CI♦O'ItVi" lAGbNAL�B�LE • 12 MINIMUM LATERAL BRACE SPACING D 4 or greater ( .� SPAN PITCH SPACING Bg� �h"""` 0 • r' u. i• Up to 32' 4112 •8' • • 5• Over 32'-48' 4/12 •66 • • • Over 48'-60' 4/12 5, 6 14 / Over 60' See a registered professional e$nogiineeeer / HF-Hem---Fir -Lardr ; 36;s"Slirv�ne�-ttitr Continuous Top Chord All lateral braces Lateral Brace / lapped at least 2 Required trusses. T— Ur or Greater I Attachment Required r 4•�e � Topehrordsthatareletwelly branad oaabuofde ndbnaing.Dbyonalbreoingshouldbena8sd to the underside of thetop chord when purlins e aro attached to the topside of 9a top chard i er r ry�o z p 5' 6AE i i < IVIE: a TOPCHORD ' ti„i,:{:. n �N MUM” , TOP CHORD DUIGONALBRACE` . 7 LATE. 64 BRACE SPACING(DBgj„ 12 � SPAM Dif=ERECE SPACING(LBy-� SP DF,.:+•SPF/H F::..*.*'*:* s/ Uo to 28' 2.5 7' 17 12 Over 28'-42' 3.0 6' 8 6 Over 42'-60' 3.0 1 5' 5 3 Over 60' See a registered professional engineer DF-Douglas Fir-Larch SP-Southern Pine HF-Hem-Fir SPF-Spruce-Pine-Fir Continuous Top Chord \\ \ Lateral Brace --�` All lateral braces �\ Requires lapped at least 210'or �- trusses. Attachment \ \ Required 1 �0 Q Top chords that are laterally braced can buckle nal brio a�ga�niagonall br�6 gt�ld be dingo. ^ry to the underside of the top chord when purlins are attached to the topside of the top chard. SCISSORS TRUSS Frame 3 BgTrOli Re �. iPITCH . : r LOT= { r l S 4 7 r Mom a x ;at ri�z�-•� fi? ,� ��:. �t :y,. r C - k .Ti r3 r �ya p v, ( F .4.tF�� ,. a'' S Z4 y�t-��„+J��"�.;.. .yy ry�� &x �� e� r'1'k'� • C �J ..� 1�4'��..�Y • ±'hr ��Zh� �;� 1 d.y,, >."� �'°'tw��+��y -'t;s�uL.�.�.,^�.5y-"A,. "3` -y=-®as..u.ar.`.uclfit',br_:.,.5 7't'J .s`-- KL ..:.*. _ s 1 ,,e r'i-.� • K a^yu ? ru..�� A 5 ^�� ►fir''... s _ i t �A' • • •e• • • • •e• as 00 • • • •• •• • 2x4/2x6 PARALLEL : doatinu®us. • • • TOP CHORD ; TopC u*u : : • : •:• TOP CHORD DIAGONALBRACE CHORD TRUSS MINIMUM LATERAL BRACE SPACING (DN Lateral Brace SPAN DEPTH SPACING(LBS) #tres m w Topon,rdalh te •r,na y ,cea.,oa�kle R.q:ired usss T \ • SP/DF SPF/H F topeeoranda•usecoUapeeHthem isnodiago- . • • 10ior G3neater • v •� Up to 32' 30" 8' 16 10 nal brschW Diagonal bracing should be nailed • • •• • • • • •-,•'• to the underside of the top chord when purgra • • • • • Over 32'-48' 42" 6' 6 4am atiached to ria topside of the top chord • • •a• •i• •••Ir ••• • Over 48'-60' 48" 5' 4 2 Over 60' See a registered professional engineer Attachment DF-Douglas Fir-Larch SP-Southern Pine ••Rggif ref ;'. •• �" HF-Hem-Fir SPF-Spruce-Pine-Fir so 20��e ; : �•• : : i•• of y� 107, s� y e or greater 1 The end diagonal brace t for cantilevered End diagonals are trusses must be stability and must be du placed on vertical both ends of the truss system. webs in Una with ' the support �• x -.. - � a,� ;c+i..1r;S,;ry,w,W,�,,��,,�.,,. w• �`lag.., „ _ _. r ",.,'�..� li� .� 4.. - �WARNING•�aUuretofotiowth recom a t;ttionscou� uft M }Jas(�,eversre}ona .inury.�')l- amag,��y tru ° r build gs c4` �'+9"X rK. EYirt.Yix33 N. �(fa• t..M 'ata 1M S�.K `Atf RA iy 11" - 4x �ARALEL CHORD TRUS$ TOP CHORD Continuous Top Chord —\ Tepah«dsthetwelaterally braced can buckle Lateral Brace natt�ng. e�abon Required -F� loth•underaldeattlotop chord when Furans 10'or Greater aro dtaohod to the topside of the top chord Attachment / 1y Required IS 30�(Ogs1 6 Trps� / Trusses musthave lum- \ ber oriented in the hori- zontal direction to use this brace spacing. End diagonals are stability and must be dup both ends of the truss system. Frame 5 12 •• •• • • • •• •• • TOP CHORD \\3ori • 8i• lei i • 0 •s• greater TOP CHORD' DIAGONAL BRACE \\ N, /�a✓ MINIMUM LATERAL GRACE SPACING(DBS) SPAN PITCH SPACING(LBS) I#trusses] \�� , •• SPF • F • Re • ••• ••• SP F U to 24' 3/12 8' 17 12 `,�\\ r'l0 vie • i �• • • • e• Over 24'-42'1 3/12 T 10 1 6 °�� h ' • Over 42'-54'1 3/12 1 6 1 4 �\\ \, `!� ••• • • Over 54' 1 See a re istered professional engineer DF-Douglas Fir-Larch SP-Southern Pine v \�" `` •• \ •• •'• e• HF-Hem-Fir SPF-Spruce-Pine-Fir �,°' �•� \\ ' • • e i•• ••• ��5Q \ All lateral braces \ \ lapped at least 2 \ trusses. Diagonal brace \ also required on \ end verticals. Continuous Top Chord Lateral Brace Required Topchorde thatare lahway bracod can WwWe toye#m=WcaweaoNopwff wmie watega 1('or Greater nalbrack*DbgwalbraoinpaboaldbeneVed to the underside of the top chord when puraft arc attached to the topd&of the top chord. Attachment MONO;TRUSS ' ' _ Required �' ;M.•�i�• �'b b.'ri3 3;K' !RW�;LKt1s�:{rr' -.. ...�!4.Y'}L'.:j-' tarp::+�-,2_^t�_ .:�;w ... .: a _ •.' a ' NI G" a11u�-..Io•.ollowthh 0fflmendations could g*¢k*il` i . '!9!*st+ "$S. ' —"'M'F,�'r ..t. ash � .°�41r•L J�. .. '-•wF rr ~ s e e o triju o:da a to bvsss or bulldingt3 �•'� r,�J}��,i• ti .tri.. +�K. .�i � �4.:♦'7rF475!a I�',w�.`', INSTALLATION TOLERANCES: Bow Length Lon) PLUMB b(iri)` :oi5o' o(n)' _.............. :j::............................ of 12" 1/4" 1' ±,n° Lesser 4" V200 or 2" 36" 3/4" 3' " 4' l 60" 1-1/4" 5' Lon) Lon) l 72" 1-1 6' 84" 1-3/4' 7' ' 1 96' 2" 8' 17 Truss i 108" 2" 9' Depth i .............::::::................................. ...................... DM) l Lesser of i L/200 or 2" I Lesser of D/50 or 2" Lon) L/200 L(ft) Lon) L/200 L(ft) Maximum Y." 50" 4" 4.2- 200" 1" 16.7' Misplacement Plumb 1 250" 1-1/4" 20.8' Line 150" 3/4" 12.5' 300" 1-1/2" 25.0' OUT-OF-PLUMB INSTALLATION TOLERANCES. OUT-OF-PLANE INSTALLATION TOLERANCES. DANGER: Under no circumstances should WARNING: Do not cut trusses. construction loads of any description be placed A. on unbraced trusses. Frame 6 STATE, OF FLOr.IDA ChN'^RAX #: 13-80-26528 EZPAR7MENT 0 HEA:,^H DATE FAIR: ONSITE SEWAGE TRLATi I!Z-_ AND DJISP3SAL SYSTF14 FEE PAID : CONSTRUCTION PERMT RECEIPT : C TDSNBR : 05-3048- -N CONSTRUCTION PERMIT FOR: K 1 New Syster, j ]Existing -S ste [ ]11o1:U g Tank j Innovet_-va tither_ j Repa.-r [ lAbandonment ] Temporary ( NA { APPLICXIT: Faatacc, Mario & Christine AGENT: SA0990924, Suarez Guillermo PROPERTY STREET ADDRESS: 10418 NE 2 Ave Miami FL 33138 LCT: 4 _ BLOCK: 121 SUBDIVISION11: Maami. Shores { (Se^tianJTcwnshi�a%RangAPaiae% Nc., ; j PROPERTY ID 4: 11-2136-013-0640 [OR TAX ILS NLr0E.P.1 SYSTEM NrJST BE CGNSTRUC^ED IN P—,C+.CORDAWCE WITH SPECIFICATIONS AND STANDARDS OF CHAPTER 64E-6,FACDEPARTMENTF�PPRC4AL OF SY8`iEA1 J4+E8 NOT Gt1ARANTEE SATISFACTORY EEREOP,MAIICE FOR ANYSP3'.CZkIr TIE PERIOD. ANY CHANGE 1N X6TERIAT FACTS WHICH SERVED AS A BASIS FOR ISSUMICE OF THIS PERMIT, REQUIRE THE APPLICA14T TO MODIFY ThE PERMIT APPLICATION. SUCH MODIFIC.ATIONS MAY RESULT IN THIS FERMIT BEING MADE MULL AND VO'�D. IS$Uk-NCE OF TIS PERMIT DOES HOT EXEMPT THE APFM.ICANT FROM COMPLIANCE WITH OTHER FE'DERP.L, STATE OR LOCAL PERMITTING RxQUIRED FOR PROPERTY DEVELOPMENT. :3YSTE14 DESIGN :AND SPECIf1CATIONS T ` lOtSO I Gallons,SEPTIC TAN1fC MULTI-CHAMBEREC/IY SERIES: 1Y t is r 0 '.Gallons MULTI-CL.PMBERED/IN SERIES: (Y j N j 0 ]GALLONS GREASE INTERCEPTOR CA,?A.:TTY K [ 0 ]GALLONS DC,SING TANK CAPACITY [ 0 ]GALLONS 0 [0 : DCSES PER 24 FIRS # PUMPS j 0 ] D 571 ]SQUAFE FEET PRICY pR,AINFIFLD :SYSTEM R 0 ] SQUARE FEET SYSTEM A TYPE SYSTEM: ( Y ]STANDARD ( N ] FILLED [ N IMOUND [ N ] I CONFLGURATtON: [ N a THEN%:d [ Y 3 3ED [ Nt ] N F LOCATICN TO SENCKM„ARX- F'ini.sahad rl t R4,lKd _ I ELEVATION OF PROPOSED SYSTEM SITE [ 19.7 ] [ INCK&8 ] j BELOW]BENCHMAWRETSRENCE POINT E BOTTOM OF DRAINTIELD TO BE [ 49.7 [ INCHES i Fes)BENCHMA-RK/RETERENCE FOIYT L C FILL REQUIRED. [ 0.0 ]INCRES EXCAVATION REQUIRED: ; 72.0 ] INCHES OTHER REMARKS. 1-Install 1.050 gal. category-3 septic tank equipped with an approved filter. 7-The licensed contractor installing the system is responsible for installing the minimm category of tank in asco*zdanoe with sec. 64E-6.01313) (f), FAC. 3-Install 571 of of e ,usfial+d. 4-Tnotall 42" of sliotly limited soil Mader fibs bOti.ram of drain i®ld. 5-Parimeter of excavation area shall be at least 2 ft. wider and longer than the proposed absortion. beet;or trench. 6-I:nviart alevati.on of drainfield to be no less then 7.87' N=. 7-1*ttom of drai.nfieeld elevation.to be no leans the NGVD, SPECIFICATIONS BY: Andre, Paul TITLE: APPROVED BY: .Andre, Paul TITLE: Professional Eng3: Dade CHD DATE ISSUED: 1/3106 °� E?:PIRATION DATE: 7/3/07 DA 4C16, 03/37 tabsoietes PreavioUs e.ftt:r::E khicth may acct be usead? t3toCk Number: 9744-001-40I8-0; (oBCQ?-e7n9-i036-1e t''e'age 1 G j Z7J� 'i b; A2.1{ a �?" ;u .AErj) �A� l.ed{1, ��t�j � 'T� �UUG �� 'iiE . - FEB U 7 2007 { EPP` A T M 5 u, tfA "6 PERMIT NO. n . DEPARTMENT OF HE TH`:. r C � EWAGE TREA`IMENT AND DISPOSAL SYSTEM .PNi: • STRUCTION`1NECTtCA APPROVAL APPLICANT. i .,_ .. AGENT: PROPERTY ADDRESS- LOT. BLOCK:, SUBDIVISION: -. � -0?4� PROPERTY ID#: CHECKED [X] ITEMS ARE NOT IN COMPLIANCE WITH STATUTE OR Rto..E ST .BE COIIREGTEQ. TANK INSTALLATION SETBACKS r [01] TANK SIZE[1] .Q [21 - [ 1 1271 SURFACE WATER FT- 1 T-[ 1 [02] TANK:MATERIAL [ ,, l 1281 DITCHES FT [ 1 [29] PRIVATE WELLS 1 FT [ l [03] OUTLET DEVICE :�•�-'�-- � ~+ [ I [041 MULTI-CHAMBERED( /N l [ 1 [301 ``' PUSUC WIGS4 '' --FT [ ] [05] OUTLET'F�ILT•�'ER « --R [ l [31] IRRIGATION'WELLS-- N I FT [ 1 [061 LEGEND 4 Aff-r L-2 [ 1 1321 POTABLE WATiR°:INE$ �`Qt f E 1 [07] WATERTIGHT "-- I l 1331 BUILDING FOUNDATION S" FT [ 1 [08] LEVEL _ ._ ' I l [34] PROPERTY--LINES ' .. `'FT [ l 1091 DEPTH TO L•JD [ 1 [351 OTHER - FT DRAINFIEL.D INST TION FILLED/MOUND ,,WrF=M [ 1 [101 AREA[1],2y Al [21 ("'Xi, SOFT,. [ 1 [36] DRAIN FIELD COVER [ l [11] DISTRIBUTION BOX HEADER ✓ [ 1 1371 SHOULDERS' [ 1 [121 NUMBER OF DRAINLINES _ [ ] [38] SLOPES I 1 [131 DRAINUNE SEPARATION [39] STABILIZATION [ 1 [141 DRAINLINE SLOPE [ I [15] DEPTH OF COVER ! ADDITIONAL"'iN091RMATION'"z [ 1 [16] ELEVATION[ABOVBSELOWJ BM [ 1 -[401 UNOBSTRVCTED AR [ 1 [171. SYSTEM LOCATION `� a ._... [ 1 1411 �'u`I'ORMWATER RUNOFF G [ 1 [181 DOSINPUMPS [ 1 [421 .ALARMS . ., 0A,, . U! `,1 1191 AGGREGATE SI ZB [ l [431 MAINTENANCE A6HEEMEN37 [ 1 [201 AGGREGATE-EXCESSIVE FINES [ 1 [441 BUILDING�AREA [ 1 [211 AGGREGATE DEPTH J j ' L 1 [451 LOCATION CONFORMS WITH SITE PLAN t [ ] [461:. ` FINAL�Sn GRAD FILL J EXCAVATION MATERIAL [ ] 1471 CONTRACTOR-r [ ] [22] FILL AMOUNT 4� ,J [ l [4$]` ... OTHER [ 1 [231 FILL TEXTURE C l [24] _ k AVATIO1tN DEPTH.`t " '` `'AJ3ANDONMENT r [ 1' [25] AREA REPLACED [ . l 1491 . TANK PUMPED _ [ 1. 1261 REPLACEMENT MATERIAL [ ] [50] tANK'CRUSHED&FCLLEL" _ 1+ EXPLANATION OF VIOLATIONS/REMARK$, CON$TRU6MA P�ROVEISAPPROVED]: CHD DATE. . FINAL Sl PP, RO �ISAPPROVEDjM�'�'' `— !"' ° !« CHD DATE: DH 4016(Page 2).10/97(Previous Edttl m May Be Used] Page 2 of 3