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RC-18-1107 (4)Miami Shores Village RF,,r Building Department cr 6 018 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 _ _ �BY: � Tel: (305) 795-2204 Fax: (305) 756-8972 --- INSPECTION LINE PHONE NUMBER: (305) 762-4949 "7FBC�2)0 BUILDING Master Permit No. Rc -18 -11 PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION A] SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 3 21 I'VE 03 City: Miami Shores County: Miami Dade Zip: 3,3 /Jn Folio/Parcel#: 1 3 2 0 (ego 3i 7 Z ` l 0 Is the Building Historically Designated: Yes NO �< Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): I�:L ) �UOi A.1 Phone#: ' t�S� d f 10 Address:3 Z 1 U G G+ 3 2 ZZ G! City: i1 , LI lyl) j �w V-5 L Zip: p: ✓ :✓ / 5 Tenant/Lessee Name: Email: Phone#: CONTRACTOR: Company Name: p • 1,0 9 2 F[, 6&t_d (_ �/'Iy It2l�C 1 �� Phone#: Address: 21 U &) LIJ 'W riZ. 1> 1 . City: Inn ) tl ✓` J State: L, Zip: 3315 0 Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: IL VQ)A fQ 5) L) DIO Phone#:WS — :7 70 - 01 Address: 7 Z V AJ (� e-� 44' 3 1 Z City: 144, U vh i State: FL Zip: 33139 Value of Work for this Permit: $ S O0 o Square/Linear Footage of Work: Type of Work: ❑ Addition - ❑ Alteration C El New ❑ Repair/Replace ❑ Demolition Description of Work: R tzf �1�-USS J f (010 D QAU lliy,7 S Specify color of color thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Structural Reviews $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ �� (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip 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 ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded noticeW 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 �• Signatur OWNER or AGENT CON CTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this J G day of CY. I (^iFIC (.-. 20 1 yi by lv day of 6i70W,,<- 120 I q by ELI ZgQ£ f H If (-1J6Lk) who is personally known to 6) 0 1 Olf wharf ersonally kno to me or who has produced L 1(0)'jr,' as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: \ Print: Print: 1 b ",131naell it FaDon Seal: __ issl GG082163 Comm ���V"¢'' Ismael A Pa n Seal: �� Commission # GG082163 _`'_ ;d Expires; March 13, 2021 rl� Expires: March 13, 2021 Bonded thru Aaron Notary Bonded thru Aaron Notary ad.' APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Fort Dallas Truss Company, LLC. 'FOR DALLAS o-ao RUSS COMPANY. L4C,_ Re : 18115: RESIDENTIAL Site Information: Project Customer: HEAVEN BOUND Lot/Block: Site Name: 321 NE 93 ST Site Address: MIAMI SHORES St: FL Zip: 7035 SW 44th ST Miami, FL 33155 Tel: (305) 667-6797 Fax: (305) 667-0592 Job Name: RESIDENTIAL ADDITION Subdivision : ...... .... ....% .... . ..... General Truss Engineering Criteria & Design Loads (Individual Truss Desi�r'ri MawinIF Show""'• . .. . •..••• Special Loading Conditions): ...... • • Design Code: FBC2017/TP12014 Design Program: 8.21 Mar 12 2018 Roof Load: 55.0 psf FlodF Load: ... • N//t • • • • • • • Wind Code:ASCE7-10 C-C for members and forces & MWFRS for reactions Wind Speed: 175 mph ' • �' ; • • • • • • • This package includes 9 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 10/09/18 CJ7 A0036370 2 10/09/18 HG1 A0036371 3 10/09/18 11 A0036372 4 10/09/18 J3 A0036373 5 10/09/18 J5 A0036374 6 10/09/18 T1 A0036375 7 10/09/18 V12 A0036376 8 10/09/18 V4 A0036377 9 10/09/18 V8 A0036378 SHOP DRAW!" d REVIEW NO EXCEPTIONS TAKEN ( REJECTED. ❑ NOTE COI.,(, ENTS ❑ RF-SUBMIT ❑ REVIEW FOR GCNERAL CON"ORMANCE WITH Ti-!E DN!GN CONCI ' f Ai _'C 17a,. C- DOCUMENTS. MarklrC3 _ i, ,ts hall ,o, be construed as relieving the CON- TRACT& , -- c .)I ,v;,,: the protect p xis a,-d specifi, ations, nor depa w �r.`ror�, Trap CONTRACTOR remains rc ,)onsible for details cr,1 .i..-curacy, for confirrising and correlat'no quantities, job conditions and r'Imc sions, for selecting fab,ication, and for performing his work in safe manner. By 0 l . Date 10,11, 2018 Signature M. HAJJAR & ASSOCIATES, INC. The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. Truss Design Engineer's Name: Jose Martinez, P.E. 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. OCT 092018 J0,7E M tructi:, in 1*4 f. 5t. Street Hialeah, FL 33010 Phone (305) 667-6 r 97 (Florida P.E. 031509' Page 1 of 1 Engineers Name Date Fort Dallas Truss Co. LLC. To: Delivery 7035 SW 44'St. Miami, FL. 33155 HEAVEN BOUND Job Number: 18115 (305) 667-6797 Fax: (305) 667-0592 25220 SW 197 AVE. Page: 1 Project: RESIDENTIAL Block No: MIAMI, FL 33031 Date: 10/09/18 16:10:33 Model: Lot No: Contact: Site: Office: Deliver To: Account No: 095299896 321 NE 93 ST Designer: / Name: Phone: (786) 298-1216 Salesperson: OVIEDO MENENDEZ Fax: Quote Number: MIAMI SHORES, FL 33138 P.O. Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 07-00-02 02-08-14 OA H�ht: 02-Q4-09 • • • • • • • • • • ....1. 2 CJ7 DIAGONAL HIP 2.48 • 2X4/2X4 • • • 14-01-00 01-I1-04 01-11-04 OA H;Igt:•0%J 13 • • 1 HG1 2X4/2X6 HIP GIRDER 3.50 •.•• • • • • •..•.• • • • • • • 01-00-00 01-11-04 OA 1111ht: 01-02-13 • �..�� 4 J1 CORNER JACK 3.50 •••. 2X4/2X4 •••••• : .••••. 03-00-00 01-11-04 OA Ittt J t:-13 • • • • •4 � 4 J3 CORNER JACK 3.50 •••••• 2X4/2X4—•0• •••••• • -r•.r0 OS-00-00 01-11-04 OA Ilgftt*02-04-13 • • • . . • ) J 3 J5 JACK -OPEN 3.50 • • • 2X4/2X4 14-01-00 01-11-04 01-11-04 OA Hght:. 02-11-15 6 _ 13 T1 COMMON 3.50 2X4/2X4 12-00-00 OA Hght 01-09-00 7 V 12 2X4/2X4 VALLEY 3.50 04-00-00 OA Hght: 00-07-00 8 1 V4 GABLE 3.50 2X4/ 08-00-00 OA Hght: 01-02-00 9 V8 GABLE 3,50 2X4/2X4 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by 9 Arch. or ENG of Record using MiTek 20/20 software. O C T Q 2018 Truss Design Engineer's Name: Jose Martinez, P.E. JOSS MAH 111 ..r 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) consulting Gyms - r ISt 24 _� a eah, FL 33010 NOTE: The seal on these drawings indicate acceptance of Phone (305) 667-6797 professional engineering responsibilty for the truss (Florida P.E. 031509) components shown. Engineers Name Date 18115 CJ7 Diagonal Hip Girder 2 1 Job Reference(optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8.210 s Mar 12 2018 MiTek industnes, Inc. Tue I D: W xY6Ah4nu0p U Q9pq DN W PZOyciE4-zym bw2fV P PzMcOtXBVDOs7 L -2-8-14 3-9-1 5 7-0-2 2x4 11 4 5 N 0 Scale = 1:18.0 10 2 W 1 '7\• •••••• • • ! • • 2x4 B1 LJ ••_! •••••• 11 •••••• 2x4 11 '••••• :•••M= ••••• 6 • • • • • • • • • • • • • • • • • • • •••••• • •••••• — 3-9-15 3-99-155 — - - — F - — • • •7-602 3-�03 • • • • • • • • • • • • • • Plate Offsets (X Y)-- [2:0-1-6 Edgej •_•,' •' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.01 2-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.46 Vert(CT) -0.04 2-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 36 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=376/Mechanical, 2=530/0-10-15 (min. 0-1-8) Max Horz2=162(LC 4) Max Uplift7=-240(LC 8), 2=-474(LC 4) Max Grav7=386(LC 17), 2=530(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-530/106 BOT CHORD 2-11=-179/497, 8-11=-179/497, 8-12=-179/497, 7-12=-179/497 WEBS 3-8=0/256, 3-7=-520/187 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. I;; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 lb uplift at joint 7 and 474 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-10=-90 Trapezoidal Loads (plf) Vert: 10=0(F=45, B=45)-to-4=-152(F=-31, B=-31), 4=-92(F=-31, B=-31)-to-5=-98(F=-34, B=-34), 2=-2(F=9, B=9)-to-6=-35(F=-8 , B=-8) Job ruSS Truss Type oty Ply HEAVEN BOUND CONSTRUCTION A0036371 18115 HG1 HIP GIRDER 1 1 >ALLAS TRUSS CO. LLC., MIAMI, FL. 8.210 s Mar 12 20 I D: W xY6Ah4n uOp UQ9pq DN W PZOyciE4-SPs Ph 5-0-0 9-1-0 14-1-0 1-11-4 —� 5-0-0 4-1-0 5.0.0 47 -- 4x5 — 3.50 12 3 12 4 k Industries, Inc. Tue Oct 9 16:18:03 201 pmnF_CHYEbw5DPdzhuZsnW mia i 16-0-4 Scale = 1:30.2 •••• • ••••• •••••• •••• ••••• •• •• •• • •••••• • • • • • •••••• 5-0-0 I 9-1-0 , • • 14-1-4 • • • • • •••••• 5-0-0 4-1-0 5-0-0 • • • � • • • • • Plate Offsets (X,Y)-- [2:0-7_1,-0-0-81, [3:0-5-4,0-2-01,15:0-7-1,0-0-91 _ _a. • CSI. DEFL. in (loc) I/dell Ud LOADING (psf) SPACING- 2-0-0 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) 0.14 8-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.64 Vert(CT) -0.19 8-9 >853 180 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code FBC2017lTP12014 Matrix-S Weight: 75 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (ib/size) 2=1392/0-8-0 (min. 0-1-10), 5=1392/0-8-0 (min. 0-1-10) Max Horz2=80(LC 4) Max Uplift2=-940(LC 4), 5=-940(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-10-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2969/1625, 3-12=-2783/1593, 4-12=-2783/1593, 4-5=-2948/1612 BOT CHORD 2-13=-1490/2764, 9-13=-1490/2764, 9-14=-1499/2804, 8-14=-1499/2804, 7-8=-1456/2744, 7-15=-1456/2744, 5-15=-1456/2744 WEBS 3-9=-136/524, 4-8=-166/556 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 940 lb uplift at joint 2 and 940 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Girder carries hip end with 5-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 414 lb down and 196 lb up at 9-1-0, and 414 lb down and 196 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-143(F=-52), 4-6=-90, 2-9=-20, 5-9=-32(F=-12), 5-8=-20 Concentrated Loads (lb) Vert: 9=-321(F) 8=-321(F) 'Job.- - — — Tuss Frus—s-Type — y18115 ill rner Jack 17 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL. ID:WxY6Ah4nu0pUQ9pgDNWI r 1 1-11-4 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.00 TC 0.57 TCDL 15.0 Lumber DOL 1.33 BC 0.09 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPl2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 4X7— goes** • • 0 • • • 1-0-0• • • • • 1-0-0 • • •� • • DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2 >999 360 Vert(CT) -0.00 2 >999 180 Horz(CT) 0.00 3 n/a n/a A0036372 18:12 2018 Paae 1 • • PLATES• • GRIP MT20 244/190 Weight: 9 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer In_s:allation guide. REACTIONS. (lb/size) 3=-155/Mechanical, 2=427/0-8-0 (min. 0-1-8), 4=9/Mechanical Max Horz2=86(LC 6) Max Uplift3=-155(LC 1), 2=-468(LC 6) Max Grav3=197(LC 6), 2=427(LC 1), 4=209(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 3 and 468 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Corner Jack A0036373 4 1 1 18115 J3 FORT DALLAS TRUSS CO. LLC., LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 16:18:122018 Page 1 rhC6agNYHmyV6Dv 3-U-V 1-11-4 -- 3-0-0 Scale = 1:9.7 v Cl) r� 3x6 = • • • • 3-0-0 • • •• • • 3-0-0 • • • SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 Lumber DOL 1.33 BC 0.31 Vert(CT) -0.02 2-4 >999 180 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a Code FBC2017/TP12014 I �L Matrix-P Weight: 15 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=28/Mechanical, 2=437/0-8-0 (min. 0-1-8), 4=26/Mechanical Max Horz 2=134(LC 6) Max Uplift3=-47(LC 10), 2=-410(LC 6) Max Grav3=28(LC 1), 2=437(LC 1), 4=226(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 3 and 410 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 'Job, Truss Fruss Type oty Ply 18115 JS Jack -Open 3 1 1 HEAVEN BOUND CONSTRUCTION A0036374 8.211s mar 1" I D: W xY6Ah4nu0pUQ9pq DN W PZOyciE4-9L 1-11-4 5-0-0 es, Inc. Tue Oct 9 16:18:13 2018 Page 1 m0ka?1 WydfOgE8SFpK76pDyV6Du • • • 5-0-0 00 • • • 0­1 Plate Offsets (X,Y)_[2 0-3-0 Edge] • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 SPACING- 2-0-0 CSI. Plate Grip DOL 1.00 TC 0.74 Lumber DOL 1.33 BC 0.65 Rep Stress Incr YES WB 0.00 Code FBC2017/TP12014 Matrix-P DEFL. in (loc) I/dell L/d Vert(LL) -0.03 2-4 >999 360 Vert(CT) -0.12 2-4 >458 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Scale = 1:13.4 M C •s•••• Weight: 21 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabiiizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=157/Mechanical, 2=508/0-8-0 (min. 0-1-8), 4=46/Mechanical Max Horz2=183(LC 6) Max Uplift3=-157(LC 10), 2=-422(LC 6) Max Grav3=157(LC 1), 2=508(LC 1), 4=246(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint 3 and 422 lb uplift at joint 2. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 'Job. Truss Truss Type 18115 T1 Common 13 JobHEAVEN BOUND CONSTRUCTION 1 Reference (ootional) A0036375 -1-11-4 7-0-8 1-11-4 7-0-8 3.50 12 11 m vi N 10 2 2x4 v 1 i Q L 14 3x6 = Plate Offsets (X,Yj-- 4x5 = 3 7 6 20 1 3x4 = 12 •••••• t • • • i•a \3 4 •. 7-0-8 Scale = 1:29.7 •�•— LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) 0.07 2-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.91 Vert(CT) -0.26 2-7 >623 180 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.03 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 57 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-7-3 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=942/0-8-0 (min. 0-1-8), 4=942/0-8-0 (min. 0-1-8) Max Horz2=-96(LC 11) Max Uplift2=-630(LC 6), 4=-630(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-1 0=-1 340/634, 10-11 =-1 244/643, 3-11 =-1 238/652, 3-12=-1238/652, 12-13=-1244/643, 4-13=-1340/634 BOT CHORD 2-14=-445/1185, 7-14=-445/1185, 6-7=-445/1185, 6-15=-445/1185, 4-15=-445/1185 WEBS 3-7=0/361 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2)-1-11-4 to 1-0-12, Interior(1) 1-0-12 to 4-0-8, Exterior(2) 4-0-8 to 7-0-8, Interior(1) 10-0-8 to 13-0-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 630 lb uplift at joint 2 and 630 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard lob- Truss uss ype ty y HEAVEN BOUND CONSTRUCTION 18115 V12 Valley 1 1 A0036376 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8.210 s Mar 12 2018 MiTek Industries, Inc. Tue Oct 9 16,18:14 2018 Page 1 I D:W xY6Ah4nuOpUQ9pgDNW PZOyciE4-dXOZ?zOiaJdFbUb5L5FpYF2Bh31DzZ5P2_sfLfyV6Dt 6-0-0 __ 12-0-0 6-0-0 6-0-0 Scale = 1:18.8 3.50 F12 4x5 = 2 o T1 T1 • • •••••• • •••••• m ST1 • • • • •�• • • • • • w••• •�•• 3 •••••• •••••• •••• ••••• 5 4 6 • • • • • 3x4 2x4 II •• •• • • • • • • •• 3xIZ- •••••• • • • • • • • • •••••• ••••• 12-0-0 • • • • • • • • • • • 12-0-0 • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 35 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=234/12-0-0 (min. 0-1-8), 3=234/12-0-0 (min. 0-1-8), 4=628/12-0-0 (min. 0-1-8) Max Horz 1=53(LC 10) Max Upliftl =-1 47(LC 6), 3=-154(LC 11), 4=-275(LC 6) Max Grav 1=303(LC 23), 3=303(LC 25), 4=628(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-470/469 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint 1, 154 lb uplift at joint 3 and 275 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard V4 LLC.,P GABLE 2-0-0 3.50 ,12 2 4-0-0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 30.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) TCDL 15.0 Lumber DOL 1.33 BC 0.00 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) BCDL 10.0 Code FBC2017lTPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=133/4-0-0 (min. 0-7-6), 3=133/4-0-0 (min. 0-7-6) Max Horz 1=16(LC 10) Max Upliftl=-99(LC 6), 3=-99(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.4 in (loc) I/defl L/d PLATES GRIP n/a n/a 999 MT20 244/190 n/a n/a 999 0.01 3 n/a n/a Weight: 6 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation juide. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS.for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 1 and 99 lb uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard JOB. I russ I fuss I ype Uty Fly HEAVEN BOUND CONSTRUCTION A0036378 18115 V8 GABLE 1 i Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8.210 s Mar 12 2018 MiTek Industries, Inc. Tue Oct 9 16:18:16 2018 Page 1 I D: W xY6Ah4nuOpU Q9pgDN W PZOyciE4-Zw8JQe 1 y6wtzgnlUTW H Hdg7Z9tV I R UYiV I LmQXyV6Dr 4-0-0 8-0-0 4-0-0 4-0-0 Scale = 1:14A 3.50 F12 0 N 1 5 2x4 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.00 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 45 = 2 ST1 4 2x4 11 6 8-0-0 8-0-0 CSI. DEFL. in (loc) I/defl L/d TC 0.27 Vert(LL) n/a n/a 999 BC 0.28 Vert(CT) n/a n/a 999 WB 0.11 Horz(CT) 0.00 3 n/a n/a Matrix-P • • • • • • goo 0 V • • 3 • • • • • •••••• •••• ••••• • • • • • • • • • • • • • 2x4 � • •••••• • • • • • • • • • • • • • • • • 00*00 •• • •• • • • PLATES GRIP MT20 244/190 Weight: 22 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide. REACTIONS. (lb/size) 1=160/8-0-0 (min. 0-1-8), 3=160/8-0-0 (min. 0-1-8), 4=336/8-0-0 (min. 0-1-8) Max Horz 1=32(LC 10) Max Upliftl =-1 03(LC 6), 3=-106(LC 7), 4=-134(LC 6) Max Grav 1=268(LC 23), 3=268(LC 25), 4=362(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-262/296 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 1', Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 1, 106 lb uplift at joint 3 and 134 Ib uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard T-0" CORNET SET CORNERJACK COMMON JACK TYP. \ i END JACK--_./-.' PARTIAL ROOF LAYOUT TOP CHORD CONNECTION CONER JACKS - USP (2) MP3 7'-0" JACKS - USP (2) MP3 5'-0" JACKS - (2) 8d NAILS 3'-0" JACKS - (2) 8d NAILS l'-0" JACKS - (2) 8d NAILS MIN. P= 1.4 12 MAX. P=6.5 I 1 / 3 �3' 0" BOTTOM CHORD CONNECTION CONER JACKS-SKH26 UR OR HJC26 MAX 7'-0" JACKS - USP (2) MP3 5'-0" JACKS - (2) 8d NAILS T-0" JACKS - (2) 8d NAILS V-0" JACKS - (2) 8d NAILS QMON JAQK NOTE: THIS DESIGN HAS BEEN CHECKED FOR 175 MPH WINF LOAD. WALL HGT. 30' MAX PROVIDE FOR UPLIFT AT BEARING WALL CONNECTIONS 925 Ibs LUMBER STRESS INCREASE 1.33 PLATE STESS INCREASE: 4NMail design loads:---_._-_---.—..__.___...j CCORDING TO NATIONAL DESIGN SPEC.}; ,FOR GROUP 11 SPECIES(S.P.) �Bd COMMON NAILS = 78 Ibs (SHEAR) 10d COMMON NAILS = 94 ibs (SHEAR) ...... ...... .... ...... .... . ..... ...... .... ..... .... .. . ...... • • • • •••••• CCORDING TO MIAMI DADE BUILDING CODE COMPLIANCE OFFICE/PRODUCT )NTROL DEVISION) -3 HURRICANE CLIP-366 Ibs (UPLIFT 100%) W/ (8) 8d x 1-1/2" N.O.A. No. 07-0306.10 .PBF BUTTERFLY HANGER =367 Ibs (UPLIFT 100% & DNWRD w/ (15) 6d N.O.A No. -0208-.07 ,H26 UR = 870 Ibs UPLIFT/900 Ibs REACTION (UPLIFT 100% DNWRD) W/ (12) 16d N.O.A. i. 07-0214.20 IC26 = 1975 Ibs UPLIFT/2020 ibs REACTION (UPLIFT 100% DNWRD) W/ (28) 16d N.O.A. Nc -0214.20 MAXIMUN ALLOWABLE LOADS: UPLIFT (10, ROOF (125 T.C. NOTE: UPLIFT (10 ROOF (125 MINIMUM GRADE OF LUMBER LOADING (PDF) LL I 7'-0" 2x4 No. 2 SP TOP 30.0 FLORIDAUD NG 3'-0" 2x4 No. 2 SP !BOTTOM 10.0 CODE 2014 WEB 2x4 No. 3 SP SPACING 24" O.C. ^� `— � 365 Ibs JACK SIZE T-0" 5'-0" T-0" 1'-0" 365lbs NAILS NAILS NAILS 900 Ibs U/2020 Ibs R 1170 Ibs NAILS NAILS NAILS 0 C T 0,9 ►� Ml,$,,,,. A c T • No ©: STATE OFOR �� TRUSS CONNECTORS 7-30-15 r JANUARY 1, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE R MiTek Industries_ Cheslerfielrf Mn Paae 1 of 1 MiTek Industries, Inc. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) X-BRACE 24'O.C. 48"O.C. 72" O.0 BAY SIZE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D ^_- 10'-0' 1610 1886 1886 2829 • • • • • • • • ••• 12'-0' 1342 1572 1572 2358 3143 3143 47!o • 4715 • 6 • • • 9 7074 so** 6-- •solo •o• 14'-0' 1150 1347 1347 2021 so*• :so 16'-0' 1006 1179 ( 1179 1768 1 2358 2358 351810 • • • � 18,-0- 894 1048 1048 1572 •o• • 3143 1 4715•o••t• ••�• 805 943 943 1414 1886 1886 3689 • •20'-0" so• J Bay size shall be measured in between the centers of a pair of diagonals or x-bracing. - - - 000000 GENERAL NOTES TYPE BRACING MATERIALS • • DIAGONAL 1 BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL&PA/F FORCE WTO THE POOR ANDIOR CE'LNG DIAPHRAGM. THE DIAPHRAG" IS TO BF: DESIGNF JJ iY A cys, LIED • • • PROFESSIONAL. o o • 1 X 4 IND, 45 SYP 2. THESE CALCULATIONS ARE BASED ON IATF RAI. BRACF CARRYING 2% CF THE WFB FORCE • • • A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN FUCH A MANNFR THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NAILF'D AT EACH END AND EACH IM I�RIJEDW TE TRUSS WITH 2 ad i0.131. 2.5') FOR i O SRAC'.S 2-10d (0.131'. 3"I FOR 2Q and 2x4 BRACES, AND 3-10d (0. 131'4") FOR 2X5 BRACES. " -' " — 4 CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-W 10,131'X2.5-) NAILS FOR 10 LATERAL BRACES, 2-10010 131'4') NAILS FOR 26 and 2x4 LATERAL BRACES, AN03-10d (0 131'.3') FOR 2x5 LATERAL BRACES B 2 X 3 #3, STD. CONST (SPF, DF, HF, OR SYP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY 5. FOR ADDn10NAL GUIDANCE REGARDING DESIGN AND NSTALLATION OF BRACINNG, CONSULT C 2 X 4 #3, STD. CONST (SPF, DF, HF, OR SYP) OS8 99 TE:4IPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1-03 GUIDE TO GOOD PRACTICE FOR HANDLING. NSTALLNG & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES. JOINTLY PRODUCED BY WOOD TRUSSCOUNCILOFANERICAand TRUSSPLATE INSTITUTE. w WOL'Im"Xon 4,,,V xAw.lp MLt g D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7 REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE g, TABULATED VALUES ARE BASED ON A DO... 1 15 FOR STABILIZERS: FOR A SPACING OF 24" O C. ONLY, MITEK'STABIL:ZER' TRUSS BRACING SYSTEMS CAN Be ,UPSTITUTED FOR TYPE A. B. C AND D BRACING MATERIAL CROSS BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM CRAZING IS REWIRED AT PITCH BREAKS. STABILIZERS VAY BE REPLACED WITH WOOD CLOCKING. SEE'STABILiZER' TRUSS ERACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. -- \ DIAGONAL BRACE s^\� y CONTINUOUS LATERAL BRACE 1 (SEE NOTE 4) -'�, �" _. elf ` '• , 4 ` lll(YYYr Horizontal Blocking r1, X-BRACING (REQUIRED FOR 72'O.C.I FOR 24" AND 46' O.C. SINGLE DIAGONAL IS SUFFICIENT. (One leg of X-bracing shown dashed for drawing clarity. TRUSS VvFs This leg will require horizontal blocking MEMBERS to the top and bottom chord so It attaches to the brace plane.) ` This information is provided as a recommendation to assist in the requirement for permanent bracing of the Individual truss web members. Additional bracing may still be required for the stability of the overall •oof system. The method shown here Is just one method that can be Used to provide stability against web buckling. I JANUARY 1, 2009 R, T-BRACE / I -BRACE DETAIL ST - T-BRACE MiTek Industries, Chesterfield, MO Page 1 of 1 Note: T-Bracing / (-Bracing to be used when continuous lateral bracing is impractical. T-Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I -Brace MiTek Industries, Inca webs to continuous lateral braced webs. • • Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing fbr One•My'i?tiss 1x4or1x6 f 10d 8o.c. :s•:pe: cified Continuous uous :• '•••'• •2x4 or 2x6 or 216d 8" o.c. :. • •FMV of L4.ral BGcing • Note: Nail along entire length of T-Brace / I -Brace Web Size •... jo o o 00 2 00 0, • (On Two-Ply's Nail to Both Plies) - • 0 • • • 2x3 or 2x4 1U 11 T-Brace•fx4 (•) I-BraC2' •; • 2x6 : x6 ;*)*-T-Brach 2x6 I -Brace j 2x8 2x8 T•Brace ;'211tBrace. • �• . • - - 1- •... • • •• • •• • • • Nails • • • Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing SPACING Web Size I 1 2 F - --- 1 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace WEB \ 2x6 2x6 T-Brace 2x6 l Brace 2x8 2x8 T-Brace 2x8 I -Brace_ T-BRACE ci if I OCT 09 2018 JOSS MAC- r i 1' ct ura Consulting ram; ct Nails Section Detail 24 S. 8 ��"''�• ,C.leah, FL 33010 T-Brace Phony; (305) 667-6797 (Florida P.E. 031509) Web Nails T-Brace / I -Brace must be same species and grade (or better) as web member. - (') NOTE: If SYP webs are used in the truss, i x4 or 1 x6 SYP braces must be stress Web Y rated boards with design values that are equal to (or better) the truss web !-Brace design values. For SYP truss lumber grades up to #2 with 1 X bracing material, use IND 45 for T-Brace/I-Brace' Nails For SYP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/I Brace. Plated Truss � sm, ' HHC / HJC / HJHC / HTHJ Hip/Jack Connectors a l�ra�`,J STRUCTURAL CONNECTORS M.7k HHC — Designed to support hip/hip truss/rafter. Contact USP when using in mul`.i-ply applications. HJHC — Allows for hip/hip support and hip/jack/hip installations. HJC & HTHJ — Used to s%multaneously hang a combinaticn of hips and jacks off girder trusses. These hangers fit both left-hand and right-hand applications. An open back design allows for retrofit installations. Materials: HNC, HJC, & HJHC —12 gauge, HTHJ —18 gauge Finish: G90 galvar:izing Options: See Specialty Options Chart Codes: See page 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17. 0 45" --.• i] --A— 44' Typical HJC/HTHJ Installation top view 1.3/4' L H 6. " �6 3•ir4" Ric I{ HTHJ t Typical HJC/HTHJ Installation 45' p '.r 45' R Typical HHC installation top view i•7B' H HHC Typical HJHC installation top view A 3r4» I N; E f0-112' 3•114" HJHC Oescrl on USP Stock No. Ref. Ma Steel Gtu a H In Fastener Scbedule' OFISP *watele Loads Pm)' S•P•F A:bwab's Loads (Lbs.)' Coda net. Supported Supported Member Supporting Mernber per KIP per Jack Moor Roo! U r't' Floor Roof Juplue 10DX 11S% 1257E 160% 100% 116% 125% 100% 0 2 x bright/left HJC26 LTHJA26, THJA26, THJ1125 12 5.3/8 16 16d 5 7 10d 2335 2740 29M 1840 2180 2510 MS 1955 10, R8, 2 x 8 d httleft HJC28 12 7.1/8 20 i6d 6 1 6 10d 2980 3425 3505 1940 2725 2355 2155 19C5 2x6leirniral H14C26 T A26' 12 12 5•Nl6 20 16d s :Od Moo 3505 M30 2725 = = 1510 130 2 x 6teiminal HHC28 7-3/16 24 16d 1 '8 10d 3505 35M 3505 2410 2805 ZW5 2805 1930 2 x6 teftnal HJHC26 12 Wile 20 16d 5 1 2 10d 3100 3505 3505 2410 27Z5 2815 2815 1935 2 x8termlral HJHC28 12 7.3116 24 16d 6 2 tOd 35n5 3505 3505 2410 2820 2820 2920 1940 2 x6rermMzl Hn1J26.18 t6 5 i6 16d 7 5 '6d 2190 2520 2740 1790 1520 2110 2110 1225 10,Re, F5 HJC Specialty Options Chart Option rip Truss Skew Range 30' to 60' Allowable Loads 100% of table load Ordering Add SK, angle of h!l required, to product number. Ex. HJC26_SK55 S 3angle (0* �5 :, max) Typical HJC (skewed) installation with alternate skew angle top view 1) Uplift toads have been Increased 60%for ofnd or seismic loads, no further increase shai± be permitted. 2) Loading published for total load of hip P lack connection. 3) NAILS: tOd nails are 0148" dia x 3' ong 16d Halls are O.162- dia x 3.1/2' long New products or updated product Information am designated In blue font 1.3t4' I t1 Vades w )i 3'tr4' 9'max width HJC (skewed) 199 Florida Building Code Online Pagel of 3 ,(ja NpafhilCntj BUS Hame I Lag In j User Registration Hat TOpits Submit Surcnargc Stall a Pacts PuO:kattor s r8C Its" 8CIS Sae Mao Links Search BusinYesLa Professikal � 7 ProductApprovalai '�'" USER: Public User • • Regulation • • • • • • I Product Aoaowel Mrnu > P+9dytt or Anal+rnt•on cra+rh y CtxR"SaS1:.a1s.:1 y Application Ostall • • • • • • • • • 415 .' ft a ' FL17236-Itt • •••••• • Apptfcatltin Type Revision • • • • • • Code Version 20I4 as • • • • • • • Application Status Approved 41,69410 • Comments Archived Product Manufacturer Address/Phone/Email, Authorized Signature 7echnlcal Representative Address/Ption a/Email Quality Assurance Representative Address/Phone/EmaY Category Subcategory Compi'ance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract E.pfration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code `AP;reved by DBPR Awavals by 06PR sha4 be rAiM,1 1h: ratified bg err ice • aid/or the Comm£sslon 4 rr•Cessary, • • • • • • • •••••• • • • • • (� •••••• • • • •• • •• • USP Structural Connectors, a Mitek Company 00 As • • • 14305 Southcross Drive Suite 200 Bumsvre, MN 55306 (952)898�8602 )collinsom•.com 11m COf ins P.E. JcolllnsQamd.com Jim Collins, P.E. 14305 South Cross Drive Suite 200 Burnsvi1e, Mh 55306 1952) 891 .8602 1CO:..nsomll xcwn Todd Asche 14305 Southcross Drive Suite 200 Gurnsv13c, MN 55306 ( 952) 893�8602 tasenemma.cem Structural Components Wood Connectors Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC ICC Evaluation Service 12/31/2020 Terrence E. Wolfe P.E ® Validation Checklist - Hardtopy Received £i A723(� P«_ rti. I 'Ssti^;f.4:-e---- erj rtl�valuation net Standjrd Y.rliat AMPA N.D.$ 2012 ASTM D7147 2011 http://www.floridabuilding.org/prlpr app dtl.aspx?parani=wGEVXQwtDgvOQpGQvtVmP... 618/2015 Florida Building Code Online Page 2 of 3 Product Approval method Dote Submitted Date validated Dale Pending FBC Approval Dale Approved Date Revised Kithod 1 Option C 041D612015 04/07/2015 04/11/2D15 06/051201S 1Summary of Products • • a • • is • FL a Nodalf Number or Name Description a • • • • • 41,164,41 17236.1 BN264, SN284 Breakfast Nook Ha er Limits of Use Installation Instructions Approved for use In HVHZ: No Approved for use outside t1VHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: RRllulres supplementary connection for minimum 700r uptiR for use In HVMZ, EL17236 R 1 [I ESR•3441_18N DSC FT. GTil i'tt trronS a•yy+nr) .nr Verified By. ICC Evaluation Service, LEA • 000000 Created by Independent Third Party; 4060 • Evaluation Reports FL17236 RZ Ag ESR•3448 , (BN 05C t:1 111 HCV 5 anchll_ `� 1%1 17236.2 JFTCI, FTCIF, FTC2, FTC2F, FrC32 Floor Truss Clip Limits of Use Installation Instructions Approved for use In HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: F1i7236 At IF E5R-3446... IBM DS - �C Gt f,T "C91RS asrhen).pttf Verified By: ICC Evaluation Service, LLC • • • • • • Created by Independent Third Party: • • • Evaluation Reports • • ELLUX 4 P n 17236,3 GT2T4B, GT2T68, GT2788, 1711`3T46, GT3T46H, GT3T66,GT3T66H, GT3T8B, 1GT4T65H, Irder Truss Hanger e • • GT3T8BH, GT4T48, GT4748H, GT4T65, GT4TBB, GT4TBBM, GTSTSBH .Limits of Use nstallatlon Instructlons Approved for use In HVHZ: No Approved for use outside HVHZ: Yet fL172]6 R 1 fi ESP-3448.. j8N DSC FTC GT GTU HCPRS anchoni.tvif Verlfied By. ICC Evaluation Service, LLC Impact Resistant: MIA Created by Independent Third party; Design Pressure: NIA Others Evatuation Reports rU7236 A . 44 17236.4 G GUTE,O, GTU100 Girddef Truss Nan er Limits of Usa Installation Instructions Approved for use In HVHZ: Yes Approved far usa outsido HVHZ: Yes Impact Resistant: NIA Design Pressure: N/A Other: FL17236 Ali It £SR•344¢,, fBN DSC Ft� GT GTU HCPjt� anshq� tit Verified By: ICC Evaluator Service, LLC Created by Independent Third Party: Evaluation Reports a 17236.5 IHCPRS Hurricane/Seismic Anchor Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A FL17236 R I It AR-1448—JR-4 DSC EIC CTfATU M -PRS an hors) df Verified By ICC Evacuation Service, LLC Created by Independent Third Party, Evaluation Reports - Other: FL17236 A - 446 BN DSC FTC HCPRLggSt2MLpdf 17236.E HGAI0 Hurricane Gusset Angle Limits of Use Installation Instructlerie Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: NIA Other: FL17275 R i it ESA-3448,,,(8t1 DSC FT{ GT GTV HCPRS anchoj).odf Verified By: ICC Evaluation Service, LLC Created by Independent ;bird Party. Evaluation Reports U1721fiRI Ag g R-3448 t6N OSC FTC GT Q H PR h Hurricane/Selsmlc Anchor 117236.7 IHHCP2 Llmlts of Use Installation Instructions Approved for use In HVHZ: Yes FL17236 R I, It CSR-3448_38M DSC FTC GT_G_TL_I t'tCPRS amhors).nnf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: MIA Design Pressure: NIA Other; Created by Independent Third Party: Evaluation Reports F A R• 44 H R f 17236.8 1,1T4J26.18, HIC26, HJC28 Hip/Jack Connectors Limits of Use Installation Instructions Approved for use in HVHZ: Yea Approved for use outside HVHZ: Yes Impact Resistant: N/A I FL17236 A A ESP-3448 1et4 DSC FTC CT (,TV, HCPAS archonl tilt Verified By: [CC Evaluation Service, LLC Created by Independent Third Party: Design Prossure: N/A (Evaluation Reports Other: rL17Z36 R I AE g2t,3442N f 17236.4 LDSC4L/R, DSC4L/R Drag Strut Connectors . Limits of Use Installation Instructions Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: MIA Design Pressure: MIA FL17236 R t It FSR-3443 _194 DSC FTC GT GrV HCPRS anchorsl.pdf verified By: FCC Evaluation Service, LLC Created by Independent Tltird Party: Evaluation Reports Other: i F 4 r' ; C-' 11 HCPAS-1r f 17236.10 JRT16A, RTIG•2 RT20 Strap R+her Tie Limits of Use ,Installation Instructions Approved for use In HVHZ: Yes EL17236 R1 11 FcR-1444„ fEN DSC FTC CT Glu HCPFIS anchor' ddf Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: _ Verified By; ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17235 R AE £ F 4a 6t1 CSC _GTy MCPR n r r 17236,11 RT3A, RT4, RT5, RT6, RT7, RT7A, R76A, Strap Rafter Tie RT 10, RT15 http:/iNvww.floridabuilding.org/pr/pr_app. dtl.aspx?param=wGEVXQwtDgvOQpGQvtVmP... 618/2015 Florida Building Code Online Page 3 of 3 , Limits of Use Installation Instructions i Approved for tree in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: N/A oealgn Pressure: N/A FL172M R1 )i E$R•] dd8...l Btt D5C FjC f,T rTU HCPRS anrhor5) ndf Verlf:ad By: ICC Evaluation Service, LLC Created by Independent Third Party CvAWatian Reports Dthtr: 172 6 R AE sR• 448. BN DSC FT T 7 H{pR h rs 17236.12 SBPA 5f PB Plate Llmlts df use Installation Instructions Approved for use In HVH2: Yes Approved /or use outside HVH2: Yes Impact Resistant: N/A Design Pressure: N/A Othar: r1 1122h R 1 1 p$R 71 fBN D51 FTC GT CTU HCPRS rxh -t1 ndf Verifed By, ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports Aj PR Chars) f 17236.13 1STC24,STC26,STC28 scisso, Truss CHp Limits of Use Approved for use to HVHTt Yes Approved for use outside HVH2: Yes Installation Instfvctbns • FL17215 R 1 II_ESR.-3448...(64 05C FT • • O� HCPRK, rnyP'CWA Verified By: ICC Evaluation Servlcc, LLC �f Impact Resistant: N/A Design Pressure: N/A Other: Created by Independent Thrd Party • • • • as is 0060 Evaluation Reports • -QiR A •••••• •••• •••••• • Contact Us :; 1gJd Nhrth MonrtK�treel. Te hha.sr! Ft 17199 than— 850.467. Leta • • • The State of Florida is an AAJEED rm • • • • pbyer. Cedv.reht 2Lb74o11 Stets of Flnnda. : pnvaw 5tat!ment :: Accessibility 5 a+ rn!nt : R fan,t ;!n*(• • • • • Under Florida law, emau addresses are public rcdords. it you do not want your e-mail address released ih response to a puck•r•oras ttqut•[, do not send• dectsnnlc mMl to this shbty. Instead. contact the *MCC by phone or by traditional met. it you have any questions, please mntact 850 437.* J/. •Pueuant to Secu"55075 (1), Florida Statutes, effective Detdper 1, 2pt2, a[ensees licensed under Chapter 45$, F.S. mutt provide the Departmem with an M oil address It they sai ere. The email% Provided may be used for offival comrwnrcabon with the ocensee. However email addresses are pub:;C retard. If you do not wish to supply a Rena•sl•rddess, Please "Ida the Department wan an ema:1 address which can be made available to the o4olic. To determine is you are a ht ensee under Chapter 455. F.S.. please clkM `fs.7.•. `duPProduct Approval Accepts- I:2J ® EE 13 fP ItsrAlpi http:/iwww.floridabuilding.org/pr,lpr app_dtl.aspx?paratn=wGEVX+QwtDgvOQpGQvtVmP... 608/2015