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EL-19-2998Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Location Address rr)2if"LWif� Issue Date:12/30/2019 Parcel Number 82 NW 100TH TER, Miami Shores, FL 33150 1131010180360 :ontacts Permit No... EL-12-19-2998 Permit Type: Electrical - Residential Work Classification: Low Voltage Permit Status: Approved Expiration: 06/29/2020 ASSI SILES Owner SOUTH DOM ELECTRIC INC Contractor 82 100 TER 10SE MATOS 5860 NW 192 ST, MIAMI, FL 33015 Business: 3056265904 Description: LOW VOLTAGE Valuation: $ 4,250.00 Inspection Requests: Ll TotalSq Feet: 913.00 Fees Amount Application Fee - Other $50.00 CCF $3.00 DBPR Fee $2.23 DCA Fee $2.00 Education Surcharge $1.00 Permit Fee $98.75 Scanning Fee $3.00 Technology Fee $3.72 Total: $163.70 Payments Date Paid Total Fees Credit Card 12/23/2019 Credit Card J$163.70 12/30/2019 Amount Due: Building Department Copy In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify tha II the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction anq zoning. hermore, I authorize the above named contractor to do the work stated. Authorized / Applicant / Contractor / Agent Date December 30, 2019 Page 2 of 2 p� Miami Shores Village �\ Building Department g p 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS JOB ADDRESS: RECEIVED CAE 2 3 2019 .)aY: FBC 201 &T4 Master Permit No. gc - Qq- L lq Sub Permit No. Lc' i Z,- 19 j- 2 r l V ❑ REVISION ❑ EXTENSION ❑ RENEWAL ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Phone#: Address: City: State: Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: 5i2V / Y 00A6 Phone#: L?Q'� Address: 6�2C,© IV-CU q 2 5-2- -1 City: M 1A41 State: T- j Zip: Qualifier Name: 0SE AJ (s`J S Phone#: S O l State Certification or Registration #: A�GC ! ` , 00, 21 Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: ��// Value of Work for this Permit: $ `T' 12, Gb - (P Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: , I , ,1 TICE W� /LL�Cj Specify color of color thru tile: Submittal Fee $ '-:b - CZ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ 2 y� TOTAL FEE NOW DUE $ I i J V (Revised02/24/2014) Bonding Company's Name (if applicable) ' '• 0 Bonding Company's Address City State 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. 1 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 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. The foregoing instrument was acknowledged before me this day of D�M—B-C 2 .20 rf , by `�Sl S(JEC , who is personally known to me or who has produced- —t�04CJEe2 j- x CT NBC as CONTRACTORSignature*CbQ NZ; The foregoing instrument was acknowledged before me this l day of 'DCC--R M NL t- , 20 1 '-1 by l� I[✓ lyw—j 6 S who is er na wn to me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY P UC: NOTARY PUBLIC: Sign: Sign: Print: I N �l !J �-'� 1V'� ��1 * �b �� Print: Seal: ES 2W Seal: SINDIA ALVAREZ �'�°%°• o = • e z.- l MY COMMISSION i1 GG 238273 i 'Ti EXPIRES: Septembw 3,2022 ssss::sss s''s'>i��,4�s Ur LL ssssssssssssssssss��.sssss a��,s�,� APPROVED BY �� Ps Examiner ra Zoning Structural Review (Revised02/24/2014) Clerk �Ql�p;kc� CyjA-QYiQ 216120Z0 ' � 1 Shop ��ouw�rgs Shop ��ouw�rgs BUILDING PERMIT APPLICATION Miami Shores Village ENTERIED Building Department F 2020 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 $ INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 2q—A Master Permit No.Fve-0'-;-- 1q-- 6 10I Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION X SHOP CONTRACTOR DRAWINGS JOB ADDRESS: lad^ �W 100 -t'er City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: 11 _ 340'i •- 614 - 6a Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: '(I J — T' Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder):Ate► 6; I oq Phone#: Address: 7J�?- 0 -tom filer City: Awlyll 15&teS State: IFL Zip: Tenant/Lessee Name: _ Email: aIQ� ne#: CONTRACTOR: Company Name: - ` t-tAC d(I COIOVV41111 ��h'L-t� Phone#: Address: mt-4 NW e;'L& Ro t;)r. -4--nt City: Ft— a Zip: _37(2 Qualifier Name: Tglyyvkq JA& Valle- Phone#: State Certification or Registration tt: 6'61e'- 0 �. � Certificate of Competency #: _ DESIGNER: Architect/Engineer: Add City: hone#: State: _ Zip: Value of Work for this Permit: $ 0 Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: 6 IAv 12 0Ar-nLk) An�i Specify color of color thru tile: Submittal Fee $ Scanning Fee $ Technology Fee $_ Structural Reviews $ (Revised02/24/2014) Permit Fee $ _ CCF $_ Radon Fee $ DBPR $ Training/Education Fee $ CO/CC $ __ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUE $�� 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 sm 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 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 111i Signature le r OWN or AGENT NTRACTOR The foregoing instrument was acknowledged before me this 5- day of f 20 'ZO , by who is personally known to me or who has produced as The foregoing instrument was acknowledged before me this r day of _171 20 ?� by IAYn m i who is personally known to me or who las produced as identification and who did take an oath, identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: n Print: Jo n U Seal: Q�� CST RY Seal: John Udbardy S E OF FLORIDA NOTARY PUBLIC Comm# GG258075 STATE OF FLORIDA Expires 9N2/2= ; Comm# GG258075 APPROVED BY Plans Examiner �V Zoning 0•' Structural Review Clerk (Revised02/24/2014) LDaD IRUSCOMPAN C- Re : 19J35: SILES RESIDENCE Site Information: Project Customer: ASSI SILES Lot/Block: Site Name: 82 NW 100 TERRACE Site Address: MIAMI SHORES St: FL Zip: Fort Dallas Truss Company, LLC. 7035 SW 44th ST Miami, FL 33155 Tel: (305) 667-6797 Fax: (305) 667-0592 Job Name: SILES RESIDENCE Subdivision : General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017ITP12014 Design Program: 8.31 Aug 13 2019 Roof Load: 55.0 psf Floor Load: N/A Wind CodeASCE7-10 C-C for members and forces & MWFRS for reactions Wind Speed: 170 mph This package includes 12 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 01/27/20 CA A0054436 2 01/27/20 H1 A0054437 3 01/27/20 H2 A0054438 4 01/27/20 HG1 A0054439 5 01/27/20 J2 A0054440 6 01/27/20 A A0054441 7 01/27/20 J6 A0054442 8 01/27/20 S 1 A0054443 9 01/27/20 V 12 A0054444 10 01/27/20 V16 A0054445 11 01/27/20 V4 A0054446 12 01/27/20 V8 A0054447 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. ap- No'C Vie Se. tair- Is (-ovnP'7 w I `7 ors yt,�c�I CieS��h C°a"'A rov f t't d'e S"I o4 ik pro ie-d yeO T�-111 (U ACCEPTED UBMITTED EDGAR UNOZ P.E 21 ;p1 -� ." ••: : • • • • .. . .:....... • ... ':• :JAI 2 8 2020 Page 1 of 1 Engineers Name Date Fort Dallas Truss Co. LLC. 7035 SW 44'St. To: Delivery Miami, FL. 33155 ASSI SILES Job Number: 19335 (305) 667-6797 Fax: (305) 667-0592 1744 LENNOX AVE MIAMI BEACH, FL Page: I Date: 01/28/20 14:18:28 Project: SILES RESIDENCE Block No: Model: Lot No: Contact: Site: Office: Deliver TO: 82 NW 100 TERRACE Account No: 095301836 Designer: / Name: Phone: (305) 400-9461 Salesperson: PATRICIA CRUZ Fax: MIAMI SHORES, FL Quote Number: P.O. Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 2 0$-05-01 OA Hght 02-02-04 1 CJ$ DIAGONAL HIP 2,6g y " 2X4/2X4 1.24 1 F21-04-00 OA Hght: 02-09-15 2 H1 HIP 3.75 2X4/2X4 1.75 1 21-04-00 OA Hght: 03-05-07 3 H2 HIP 3.75 2X4/2X4 1.75 1 HG1 21-04-00 HIP GIRDER 3,7g OA Hght 02-02-07 4 2X4/2X6 1.75 5 02-00-00 OA Hght 00-11-07 4 J2 CORNER JACK 3,7g 2X4/2X4 4 J4 04-00-00 CORNER JACK 3.7g OA Hght: 0 1 -06-15 6 2X4/2X4 1.75 6 AJACK-OPEN 06-00-00 3.75 OA Hght: 02-02-07 7 2X4/2X4 1.75 4 21-04-00 OA Hght: 03-07-15 $ $1 SCISSORS 3.75 2X4/2X4 1.75 12-00-00 OA Hght: 01-10-08 9 1 V12 2X4/2X4 VALLEY 3,7g', / 1 16-00-00 OA Hght: 02-06-00 10 � V16 2X4/2X4 VALLEY 3.75 1 04-00-00 OA Hght: 00-07-08 11 V4 12X4/2X4 VALLEY 3,75 0$-00-00 OA Hght: 01-03-00 12 1 V$ 2X4/2X4 VALLEY 3.75 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 JAN 2 8 2020 components shown. . •. • •; • •. ... . • • • • Engineers 1la4e . • • • Date ••• • • • • ••• • 19,135 CJ8 DIAGONAL HIP GIRDER FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 3-8-8 _ 3-8-8 0 65x6 = ty Ply ASS) SILES A0054436 2 1 I0:L5TOrRDngAxr7BH1 s 2x4 11 3 4 Page 1 )zgpE4 Scale: 3/4"=1' 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 0.61 Vert(LL) 0.11 5-6 >470 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.57 Vert(CT) -0.15 5-6 >361 180 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 34 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=353/Mechanical, 6=583/0-11-5 (min. 0-1-8) Max Horz 6=179(LC 6) Max Uplift5=-193(LC 8), 6=-482(LC 4) Max Grav5=368(LC 19), 6=632(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-606/973, 3-5=-110/258 BOT CHORD 1-7=-945/621, 6-7=-945/621, 6-8=-1021/564, 5-8=-1007/580 WEBS 2-6=-324/793, 2-5=-540/1005 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-11-8 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left exposed ; 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 193 lb uplift at joint 5 and 482 lb uplift at joint 6. 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. 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) • • • • • • • • 0 0 • • Vert:3-4=60(F=90) • • • • • • • Trapezoidal Loads (plf) • • o Vert: 1=-0(F=10, B=10)-to-6=-106(F=-43, B=-43), 6=-106(F=-43, B=-43)-to-5=-233(F=-1 0-4 JA- vi; �� • • • ••• • ••• • • • • ••• • o cuss]Truss --Type ty y ASSI SILES 19J35 H1 Hip 1 1 A0054437 FORT DALLAS TRUSS CO LLC MIAMI FL Job Reference (optional) 8.310 s Aug 13 2019 MiTek Industries, Inc. Tue Jan 28 14:35:23 2020 Page 1 ID:L5TOrRDngAxr7BH 1 KisPELyOCYH-cmrzO7iYdNAA_b2GLcMFcrAxwoFj_dXjzK6M7izgpE2 2 8-0 8-M 13-4-0 18.8-0 21-4-0 248-0 5-4-0 5-4-0 5-4-0 2-8-0 4x7 = z7s111FT 4x5 = 5x6 = 5x6 = 1.75 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.11 8-9 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.81 Vert(CT) -0.22 8-9 >867 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=1174/0-8-0 (min. 0-1-8), 7=1174/0-8-0 (min. 0-1-8) Max Horz 10=-88(LC 11) Max Uplift10=-729(LC 6), 7=-729(LC 7) Scale = 1:35.8 19-4 q 0-8-0 21-4-0 2-0-0 PLATES GRIP MT20 244/190 Weight: 95 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-386/668, 2-11 =-1 809/840, 11-12=-1796/842, 3-12=-1728/857, 3-13=-1653/834, 4-13=-1653/834, 4-14=-1728/825, 14-15=-1797/811, 5-15=-1809/809, 5-6=-385/668 BOT CHORD 1-16=-610/368, 10-16=-610/368, 10-17=-726/513, 9-17=-717/519, 9-18=-730/1653, 8-18=-730/1653, 8-19=-717/518, 7-19=-726/513, 7-20=-610/368, 6-20=-610/368 WEBS 2-1 0=-1 050/792, 2-9=-1128/1894, 3-9=-9/277, 5-8=-1126/1894, 5-7=-1050/792 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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) -0-0-1 to 2-11-15, Interior(1) 2-11-15 to 3-9-1, Exterior(2) 3-9-1 to 17-6-15, Interior(1) 17-6-15 to 18-4-1, Exterior(2) 184-1 to 21-4-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; 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 729 lb uplift at joint 10 and 729 lb uplift at joint 7. 7) 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 • •• • • • • ••• • • ••• • • • • • • ••• • • • • • • • • • • • • ••• 90 • • • ••• • • • • • • •go* -- — --- 19J35 IH2 Hip 1 1 A0054438 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8.310 s Aug 13 2019 MiTek Industries, Inc. Tue Jan 28 14:35:26 2020 Page 1 ID:L5TOrRDngAxr7BH1 KisPELyOCYH-1 LW618kQwlZkr3nrOlvyEToMPOFkBOPAgIKOjOzgpE? I 2$-0 10-M 11-4-0 18-8-0 21-4-0 2 8-0 7-4-0 1-4-0 7-4-0 2-8-0 Scale = 1:35.8 4x9 — 4x5 = 5x6 = 175 F12 5x6 = 10-1-8 , 11-2-8 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 0.93 Vert(LL) -0.12 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.91 Vert(CT) -0.39 9-10 >493 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 97 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 10=1174/0-8-0 (min. 0-1-8), 7=1174/0-8-0 (min. 0-1-8) Max Horz 10=109(LC 14) Max Uplift10=-705(LC 6), 7=-705(LC 7) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-9, 5-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-245/560, 2-11=-1779/752, 11-12=-1766/762, 3-12=-1667/775, 3-13=-16001813, 4-13=-1600/813, 4-14=-1667/774, 14-15=-1767/761, 5-15=-1779/752, 5-6=-245/561 BOT CHORD 1-16=-499/215, 10-16=-499/215, 10-17=-615/361, 9-17=-604/367, 9-18=-612/1599, 8-18=-612/1599, 8-19=-604/367, 7-19=-615/360, 7-20=-499/215, 6-20=-499/215 WEBS 2-1 0=-1 075/805, 2-9=-918/1573, 3-9=0/339, 4-8=-112/315, 5-8=-917/1575, 5-7=-1076/805 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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) -0-0-1 to 2-11-15, Interior(1) 2-11-15 to 5-9-1, Exterior(2) 5-9-1 to 15-6-15, Interior(1) 15-6-15 to 18-4-1, Exterior(2) 18-4-1 to 21-4-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; 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 705 lb uplift at joint 10 and 705 lb uplift at joint 7. 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 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • • • • • • • • • • • • • ••• 00 • • • • • ••• • • • • • • • • • a • • ••• • • Y • • • • • • • a • • • 000 • o russ ,Truss Type Qty y A8S1 SILES 19J35 HG1 Hip Girder 1 A0054439 11 Job Reference (optional) FORT UHLLAS TRUSS ICJ. LLC., MIAMI, FL. 8.310 s Aug 13 2019 MiTek Industries, Inc. Tue Jan 28 14:35:28 2020 Page 1 ID:L5TOrRDngAxr7BH1 KisPELyOCYH-zjesSgmhSvpS5MxE8AyQJutk3p_WfuXT7cp7nvzgpDz 2 &-0 6-0-0 10-8-0 1541-0 18-M 21-4-0 2-8-0 3-4-0 4-8-0 4-8-0 3-4-0 2-8-0 4x9 = 3.75 12 2x4 11 49 = Scale = 1:35.4 N N ic; o O 3x4 = 10x10 % 10x10 1.75 i 12 2-M .2-8-0 6-1 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 NO BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W2: 2x4 SP No.2 15-2-8 CSI. DEFL. in (loc) I/defl L/d TC 0.79 Vert(LL) 0.26 10 >734 360 BC 0.70 Vert(CT) -0.35 10 >549 180 WB 0.65 Horz(CT) 0.08 8 n/a n/a Matrix-S REACTIONS. (lb/size) 12=1649/0-8-0 (min. 0-1-15), 8=1649/0-8-0 (min. 0-1-15) Max Horz 12=-63(LC 13) Max Uplift12=-1023(LC 4), 8=-1023(LC 5) 18-8-0 19-411 21-4-0 3-5-8 0-8-0 2-0-0 PLATES GRIP MT20 244/190 Weight: 112 Ib FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-252/682, 2-3=-2881/1539, 3-4=-3931/2190, 4-5=-3931/2190, 5-6=-2881/1556, 6-7=-252/682 BOT CHORD 1-13=-636/254, 12-13=-636/254, 12-14=-798/325, 11-14=-793/330, 11-15=-1396/2715, 10-1 5=-1 396/2715, 10-16=-1415/2715, 9-16=-1415/2715, 9-17=-793/376, 8-17=-798/372, 8-18=-636/254, 7-18=-636/254 WEBS 2-12=-1446/902, 2-11 =-1 717/3068, 3-11 =-1 10/460, 3-10=-722/1294, 4-10=-413/322, 5-10=-722/1294, 5-9=-114/465, 6-9=-1699/3068, 6-8=-1446/895 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; 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 1023 lb uplift at joint 12 and 1023 lb uplift at joint 8. 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 6-0-0 right side setback, 6-0-0 left side setback, and 4-0-0 end setback. ." "; ; ; �' ; ; •" 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 345 lb d(9wn and 157 Ibg4 at • • • • 15-2-8, and 345 lb down and 157 lb up at 6-1-8 on bottom chord. The design/selection of such connection deviie(s)'isth* . : ; ;'; ' • 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, 3-5=-83(F=7), 5-7=-90, 1-12=-20, 11-12=-20, 9-11=-72(F=-52), 8-9=-20, 7-8=-20 • • • • • • • • • • • Continued on page 2 ••• • • • • ••• • • • • • • • • • • • • ••• • • • ••• • • o � russ, russ ype ty y ' A0054439� 19J35 HG1 Hip Girder 1 1 �ASSISIIES Job Reference (optional) - I UM - I -- - LLV., m-, rL. LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11 =-275(F) 9=-275(F) t5'51u S AU lJ zu PJ M lex Incus[nes, Inc. I Ue Jan ZO 14:JO:zif Zulu rage z ID:LSTOrRDngAxr7BH1KisPELyOC H-zjesSgmhSvpS5MxE8AyOJutk3p_WfuXT7cp7nvzgpDz •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • • ••• • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • o russ ype ty y ASSI SILES 19J35 �J2 CORNER JACK 4 1 A0054440 rnoT neiIec Toi,ee rn „n u,e.., 1. Job Reference (optional) - n ua. es, n c. i ue uan co w.00:ca 'utv rage i ID:LSTOrRDngAxr7BHlKisPELyOCY-RwCEfAnJDDxJiWWQitTfs6Q2_DPNOU3cMGZgJLzgpDy 2-0-0 6 5 4 2x4 = imillill Scale = 1:7.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) 0.01 5 >559 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.34 Vert(CT) -0.01 5 >454 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 7 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=204/Mechanical, 2=-0/Mechanical Max Horz 4=-877(LC 19), 2=877(LC 19) Max Uplift4=-193(LC 6) Max Grav4=300(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-767/931 BOT CHORD 1-6=-877/759, 5-6=-877/759, 4-5=-877/759 WEBS 2-5=-327/335 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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; cantilever left exposed ;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 193 lb uplift at joint 4. 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. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard • •• • • • • ••• • • • • • • • • • • • • A0054441 19J35 J4 CORNER JACK 4 1 Job Reference (ootionah LLC., 0 ID:L5TOrRDngAxr76H1 6 5x6 N O 1 Scale = 1:10.6 2-M 2.8-0 4-M 2-M 0-8-0 1-4-0 Plate Offsets (X,Y)-- [2:0-3-0,0-2-12], [5:0-1-12 0-2-12] [6:0-3-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.33 Vert(CT) -0.00 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 15 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=11/Mechanical, 6=681/0-8-0 (min. 0-1-8), 5=-258/Mechanical Max Horz6=101(LC 6) Max Uplift3=-21(LC 20), 6=-533(LC 6), 5=-524(LC 20) Max Grav3=11(LC 1), 6=944(LC 20), 5=205(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-756/803 BOT CHORD 1-7=-746/753, 6-7=-746/753, 6-8=-896/773, 5-8=-895/774 WEBS 2-6=-788/929, 2-5=-842/975 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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; cantilever left exposed ;C-C for members and forces & MW FRS 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 21 lb uplift at joint 3, 533 lb uplift at joint 6 and 524 lb uplift at joint 5. 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 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • • ••• • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ob russ I russ I ype ty y ASSI SILES A005444, 9J35 J6 JACK -OPEN 6 1 Job Reference o tional FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8,310 s Aug 13 2019 MiTek Industries, Inc. Tue Jan 28 14:35:33 2020 Page ^ ID:L5TOrRDngAxr7BH 1 KisPELyOCYH-KhSNXgpGSR1B7pBxjXbOybjLgmCKFOCHtXuS6zgpD 0 5 5x6 = i Scale = 1:14.4 2-0-0 2 8-0 6-0-0 2-0-0 0 8-0 3-4-0 Plate Offsets (X,Y)-- [4:0-5-1 0-1-8j [5:0-3-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.41 Vert(CT) -0.04 4-5 >987 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 24 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=118/Mechanical, 5=595/0-8-0 (min. 0-1-8), 4=-60/Mechanical Max Horz5=151(LC 6) Max Uplift3=-105(LC 10), 5=-425(LC 6), 4=-169(LC 19) Max Grav3=118(LC 1), 5=636(LC 19), 4=188(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-676/787 BOT CHORD 1-6=-729/668, 5-6=-729/668, 5-7=-823/573, 4-7=-820/575 WEBS 2-5=-489/688, 2-4=-570/815 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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; cantilever left exposed ;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 105 lb uplift at joint 3, 425 lb uplift at joint 5 and 169 lb uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.0Ib 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 • • • • • • • • • • • a • • • • t • r • • • • • • • • • • • • • • • • • • • • • • Job Truss russ ype ty7-TASSISILESA0054443 19.135 S1 SCISSORS 4 Reference (optional) - L. tl.J 1u s Au I Nl`J MI I eK Inous[nes, Inc. I ue Jan zo -i 4:6D:J4 zuzu rage I ID:LSTOrRDngAxr76H1KisPELyOC H-ot?7itrSllZcpHONUQ3gZ97tWE2H3cZLVXGR?ZzgpDt 2 8-0 6 8-0 10-8-0 14-M 1 M-0 21-4-0 2-8-0 4-0-0 4-M 4-M 4-0-0 2-8-0 Scale = 1:35.2 45 = 4 0 N IM a 5x6 = 1.75 12 5x6 = 10-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) 0.09 10-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.62 Vert(CT) -0.15 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 97 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 12=1174/0-8-0 (min. 0-1-8), 8=1174/0-8-0 (min. 0-1-8) Max Horz 12=116(LC 10) Max Upliftl2=-696(LC 6), 8=-696(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-508/720, 2-13=-1656/727, 3-13=-1643/739, 3-14=-1591/653, 4-14=-1535/663, 4-15=-1535/677, 5-15=-1591/666, 5-16=-1643/694, 6-16=-1656/683, 6-7=-508/720 BOT CHORD 1-17=-663/502, 12-17=-663/502, 12-18=-780/625, 11-18=-773/630, 11 -1 9=-709/1539, 10-19=-706/1546, 10-20=-545/1546, 9-20=-549/1539, 9-21=-773/630, 8-21=-780/625, 8-22=-663/502, 7-22=-663/502 WEBS 4-1 0=-1 88/567, 5-9=-325/276, 6-9=-1022/1898, 6-8=-1037/660, 3-11=-325/276, 2-11 =-1 022/1898, 2-12=-1037/660 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-0-1 to 2-11-15, Interior(1) 2-11-15 to 7-8-0, Exterior(2) 7-8-0 to 13-8-0, Interior(1) 13-8-0 to 18-4-1, Exterior(2) 18-4-1 to 21-4-1 zone; cantilever left and right exposed ;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) 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 696 lb uplift at joint 12 and 696 lb uplift at joint 8. 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 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • • ••• • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 19,135 IV4 VALLEY GO. LLC., MIAMI, FL. 2-M 2-M I 1 1 ID:L5TOrRDngAxr7BH1 Kis 'AA- s 3.75 F12 2 3 1 T1 N No.2 131 No.2 4 2x4 % 2x4 4-M Jan A0054446 Scale = 1:7.4 4-M Plate Offsets (X,Y)-- (2:0-2-0,Edge] LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.07 BC 0.24 WB 0.00 Matrix-P DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) n/a n/a 0.00 3 I/dell n/a n/a n/a L/d 999 999 n/a PLATES GRIP MT20 244/190 Weight: 9 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=115/4-0-0 (min. 0-1-8), 3=115/4-0-0 (min. 0-1-8) Max Horz 1=-11(LC 11) Max Upliftl=-55(LC 6), 3=-55(LC 7) Max Grav 1=252(LC 22), 3=252(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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 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 55 lb uplift at joint 1 and 55 lb uplift at joint 3. 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 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • • • • • • • • • • • • • • ••• • • ••• • • • • ••• • • • • • • • • • • • • ••• • • • ••• • • o cuss cuss I ype Qty Ply 19J35 VS VALLEY 1 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL. ID:L5TOrRDngAxr7BH1 3x4 = 3.75 12 2 T1 N 1 131 No.2 J 4 Ph IM DEFL. in (loc) I/dell L/d LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER- BRACING- MiTek 2x4 A0054447 Scale = 1:14.4 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 0% 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 2-2-0 oc bracing. REACTIONS. (lb/size) 1=335/8-0-0 (min. 0-1-8), 3=335/8-0-0 (min. 0-1-8) Max Horz 1=-33(LC 11) Max Upliftl =-1 61 (LC 6), 3=-161(LC 7) Max Grav 1=352(LC 22), 3=352(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-492/513, 2-3=-492/513 BOT CHORD 1-4=-434/438, 3-4=-434/438 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) 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) 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 161 lb uplift at joint 1 and 161 lb uplift at joint 3. 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 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • • ••• • • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • o toss toss ype y ASSI SILES A0054444 19J35 V12 VALLEY Ty 1 Job Reference (optional) 1 3x4 o.o v s rug i � cu iv i eK muusmes, inc. i me dan zo 14:3J:4v LULU rage i ID:L5TOrRDngAxr7BH 1 KisPELyOCYH-c1 NPzxvCdbJIXCsXrh9EoQNt9f65TRCEuTjmCDzgpDn 12-M _ 4x5 = 3.75 F12 2 T1 5 4 2x4 11 12-0-0 12-M 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) n/a n/a 999 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 0.16 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 Scale = 1:18.8 3 3x4 PLATES GRIP MT20 244/190 Weight: 36 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=238/12-0-0 (min. 0-1-8), 3=238/12-0-0 (min. 0-1-8), 4=634/12-0-0 (min. 0-1-8) Max Horz 1=55(LC 10) Max Uplift1=-139(LC 6), 3=-146(LC 11), 4=-256(LC 6) Max Grav1=305(LC 23), 3=305(LC 25), 4=634(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-473/440 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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 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 139 lb uplift at joint 1, 146 lb uplift at joint 3 and 256 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 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• • • • •• •• 000 0 0 0 ••• 0 0 Job Truss I ruSS I ype Qty Ply ASSI SILES , A0054445 19J35 V16 VALLEY 1 1 Job Reference (optional) 8-0-0 8-M 3.75 F12 7 6 �1 0.3 i u s nug i 3 LV i a mi i eK mausuies, inc. i ue van Lo 19:3J:9L LVLV rage I ID:L5TOrRDngAxr7BH1 KisPELyOCYH-ZOU90cxT9DaTmW?wy6CitrSSxSkvxLCWLnDsH5zgpDl 16-M 5x6 1 2 STh 8 9 Scale = 1:25.0 1 1 3 3x4 10 5 4 11 3x4 2x4 I 3x4 = 16-M 16-M 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 0.96 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.82 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 49 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-6-8 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=332/16-0-0 (min. 0-1-13), 3=332/16-0-0 (min. 0-1-13), 5=885/16-0-0 (min. 0-1-13) Max Horz 1=-76(LC 11) Max Upliftl =-1 94(LC 6), 3=-203(LC 11), 5=-357(LC 6) Max Grav 1=347(LC 23), 3=347(LC 25), 5=885(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-661/529 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; 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) 0-11-7 to 3-11-7, Interior(1) 3-11-7 to 5-0-0, Exterior(2) 5-0-0 to 11-0-0, Interior(1) 11-0-0 to 12-0-9, Exterior(2)12-0-9 to 15-0-9 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) 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 194 lb uplift at joint 1, 203 lb uplift at joint 3 and 357 lb uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.O1b 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 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • 1. • • • • Y • • • • • • • • • • • • ••• • • • ••• • • GENERAL NOTES NOTES GENERALES Trusses are not marked in any way to identify the Los trusses no e5dn marrados de ningun modo que frequency or location of temporary lateral restraint idendfiquelafrecuendaolocalizacidnderestriccidnlateral and diagonal bracing. Follow the recommendations yarricstre diagonal tempordles. Use las recomendadones for handling, installing and temporary restraining de manejo, instalacion, mstricatin yamostre temporal de and bracing of trusses. Refer to BCSI - Guide to los trusses. Vea el folleto SM- Guia de Buena Practica Good Practice for Handling Installing Restraining taro el M=id Instaladdn. Restricdon yArr ostre de loss & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con Placas de Metal*** TlSt*** for more detailed information. pars information mas detallada. Truss Design Drawings may specify locations of Los dibuids de disefio de los trusses pueden especificar Permanent lateral restraint or reinforcement for Ias loc afizaciones restri 'on d a lateral ateral rmanente Pe o individual truss members. Refer to the SCSI- refuerzo en los mlembros indMaluales del truss. Vea la B3*** for more information. All other permanent hoja resumen 8CSI-83*** pat mas information. El bracing design is the responsibility of the building resto de los diseffos de arriostres permanentes son la designer. responsabilfdad del disenador del edifido. -WARNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. !ADVERTENCZA! E1 resultado de un manejo, levantamiento, instaladon, restriction y arrisotre inmrrecto puede ser la caida de la estructura o afro peor, heridos o muertos. ACM#fM Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, r' feet, hands and head when working with trusses. WAUFNLAff lldlice cautela at quitar las ataduras o Jos pedazos de metal de sujetar para evitar dan-o a " los trusses y prevenir la herida personal. Lleve el equipo protecdvo personal pars ojos, pies, 0 mans y cabeza cuando trabaila Con trusses. ACAUTWN Use mroAffy-ON mice special care in cuidado especial en windy weather or dlas ventosos o cerca near power lines de cables electricos o and airports. de aeropuertos. Spreader bar for truss HANDLING MANEJO e000e O O /�/ � 1170TMAvoid lateral bending. Evite la flexion lateral. Use proper rig- Use equipo apropiado ging and hoisting pat levantar e W*=3 The contractor is responsible for equipment. Improvisar. properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El Contratista lien la responsabilidad de redbir, descargar y almacenar adecuadamente los trusses en la obra. Descargue loss trusses en la Berra lino para prevenir el dan-o. r } © Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.). • Los trusses pueden ser descargaddsbire�ta �nt� en el suelo en aquel momento de )ireg almacenadds temporalmente enpontacto cor4el suelo despues de entrega. Si los tW*Ls astaiiiiin • guardados pars mas de una semana, ponga bloqueando de altura suficiente detras de la pila de los trusses a 8 hasta 10 pies en Centro (o.c.). 0 For trusses stored for more then one-,*&, coverer • bundles to protect from the:nvitbndteigt. • Para trusses guardados por as QQee uqQaa s�g�,,,_rta, cubra Ids paquetes para pro�Aos rTel•Tmb ente. Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of trusses. • • • • • Vea el folleto BCSI*** Para informacdn rues detAL lada sobre el manejo y almacenaA de los cusses: en area de trabajo. • 0 0 0 • 0 • DO NOT store NO almacene unbraced bundles verticalmente Jos upright. trusses sue/tos. DO NOT store or, NO almacene en tiers uneven ground. desigual. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DON'T overload the crane. NO sobrecargue la gr6a. NEVER use banding to lift a bundle. NUNCA use las ataduras Para levantar un paquete. 0 A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 IT). Use at least two lift points for bundles of top -WARNING chord pitch trusses up to 60' (18.3 m) and pa I- let chord trusses up to 45' (13.7 IT). Use at least Do not over load supporting structure with truss bundle. three lift points for bundles of top chord pitch iADVERTENCIA! No sobrecargue la trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de >45' (13.7 IT). trusses. Puede usar un solo lugar de levantar para pa- 0 Place truss bundles in stable position. quetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas paralelas de 30' o menos. Puse paquetes de trusses en una position Use por to menos dos puntos de levantar con estable. grupos de trusses de cuerda superior indfiada hasty 60' y trusses de cuerdas paralelas hasta 45' Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45, MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSS RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Using a single pick -point at the peak can damage the truss. El use de un solo lugar en el Pico pars levantar puede so or less tracer dan-o at truss. t At �- Approx. 112 �I Tagline truss length TRUSSES UP TO 30' (9.1 m) TRUSSES HASTA 30 PIES Locate Spreader bar A_Attach above or sUnback 10' (3 m) o.c. max. mid -height ag me I TRUSSES UP TO 60' Spreader bar 2/3 to 0 PIE m) _� �- 314 truss length TRUSSES HASTA 60 PIES Tagline TRUSSES UP TO AND OVER 60' (18.3 m) TRUSSES HASTA Y SOBRE 60 PIES -� 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en position con equipo de grija hasty que la restriction lateral temporal de la cuerda superior este instalado y el truss esta asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO © Trusses 20' © Trusses 30' - " t (6.1 m) or ' o de (9.1 m) or f ` less, support less, support at near peak. quarter points. l Soporte uar cerca al pim I lass cuartos loss trusses de tramo Jos Trusses u to 30' E- Trusses up to 20' -). t- p -► de 20 pies o 1 (6.1 m) trusses de 30 1 (9.1 m) menos. Trusses hasta 20 pies pies o menos. Trusses hasty 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL I= Refer to BCSI-B2*** for more ,00tTop Chord Temporary information. Lateral Restraint Vea el resumen BCSI-52*** para mas infor- (TCTLR) madon. 2A min. 0 Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arricstres de Berra pars el primer =9T truss directamente en linea Con cada una de las filas de restrictidn lateral temporal de la cuerda superior (vea la tabla en la prdxima Brace first truss Column). securely before erection of additional (S) DO NOT walk on trusses. unbraced trusses. NO camine en trusses Qsueltos. STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 0 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate loss ambstres de Berra. 2) Instate el primero truss y ate seguramente at arriostre de derra. 3) Instate los prdximas 4 trusses Con restricd6n lateral temporal de miembro corto (vea abajo). 4) Instate el a ostre diagonal al de la cuerda superior (vea abajo). 5) Instate arriostre diagonal para los plans de los miembros secundands pars estabilice los primeros cinm trusses i (vea abajo). 6) Instate la restrictidn lateral temporal y arnostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimlento en grupos de cuatro trusses hasta que todos loss trusses esten instalados. Refer to BCSI-B2*** for more information. Vea el resumen BCSI-B2*** para mas information. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICCIONIARRIOSTRE PARA TODOS PLANOS DE TRUSSES 0 This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriction y arnostre es pars todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de la column para la restriccOn y an iostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Up to 30' 10' (3 m) D.C. max. 9.1 m) 30' (9.1 m) - 8' (2.4 m) o.c. max. 45' 13.7 IT 45' (13.7 m) - 6' (1.8 m) o.c. max. 60'(18.3 m) 60' (18.3 m) - 4' (1.2 m) o.c. max. 80' 24.4 m)* *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). *Consulte a un Professional Registrado de Disen-o Para trusses mas de 60 pies. ' 0 See BCSI-82*** for TCTLR options. • Vea �ellBCSr-52*** Para las options de =LR. Refer to SCSI-B3*** for Gable End Frame restraint/bracingil A reinforcement information. Para informatidn sobre restriccidn/ TCTLR arrloslre/refuerzo pat Armazones Hasdales vea el resumen BCSI-B Note: Ground bracing not shown for clarity. 10" or Truss attachment Repeat diagonal braces for each set of 4 trusses. required at support s) ' Repita los arrisotres diagonales Para cada grupo de 4 trusses. Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! 11100 au W Q 1K r I x t _ s 10'(3 m) - 15' (4.6 m) max. Diagonal braces every 10 truss spaces 20' (6.1 m) max. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10' 3 m) or Diagonal bracing Repeat diagonal bracing Refer to 15' 14.6 m)' every 15 truss spaces 30' SCSI-B7*** for more ,��-�� (9.1 m) max. information. Vea el resumen BCSI-87*** para mas informacl6n. Apply diagonal brace to vertical J webs at end of cantilever and at bearinglo cations. Alle lat�mslrainl, lapped at least two trusses. *Tap chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chards. IS N TALLING - INSTALACION Tolerances for Out -of -Plane. Tolerancias pat Fuel -de -Plano. Maxx.. Bow D150 D (ft.) l Length ->•f 1 1/4" I. - " Max. Bow Lengih -� ; t 6mm 0.3m Max. Bow p 1 /2" 13 mm 2' 0.6 m t '= r 3/4" 3' -: Length s+' m Plumb 19mm 0.9IT r ./line 1" 4' 0 Tolerances for i 25 mm 1.2 m Out -Of -Plumb. 1-114" 5' TOlerantias pars D/50 max I 32 mm 1.5 IT fuel-de-Plo ,ado. 1-1/2" 6' 38 min) 1.8 m 1-3/4" T CONSTRUCTION LOADING 45min 2.1m CARGA DE CONSTRUCC16N 2" z8. 51 mm a2.4 m DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con la construccidn hasty que Codas las restric- Clones laterales y los arnostres esten colocadds en forma apropiada y Segura. DO NOT exceed maximum stack heights. Refer to SCSI-84*** for more information. NO exceda las alturas maximas de montdn. Vea el resumen SCSI-B4*** para mas information. d russ Length 7mm) 12.5' 3.8 m 14.6' 4.5 m 1" 16.7' 25 mm 5.1 m 1-1/8" 18.8' 29 mm 5.7 m 1-1/4" 20.8' 32 mm 6.3 m 1-3/8" 22.9' 35 mm 7.0 m 1-1/2" 25.0' 38 mm 7.6 m 1-3/4" 45 mm 6.9 m 2" x33.3' 51 mm 10.1 m NEVER stack materials near a peak or at mid -span. NUNCA amontone los materiales cerca de un pico. (S) DO NOT overload small groups or single trusses. c NO sobrecargue pequen-os grupos o trusses individuales. 0 Place loads over as many trusses as possible. Coloque lass cargas sobre Lantos trusses Como sea posible. 0 Position loads over load bearing walls. Coloque las cargas sobre las Paredes soportantes. ALTERATIONS - ALTERACIONES 1!ti Refer to BCSI-85.*** Truss bracing not shown for clarity. Vea el resumen BCSZ-B5.*** DO NOT cut, alter, or drill any structural member of a truss unless r v • specifically permitted by the truss design drawing.` 3� NO Corte, altere o perfore ningun miembro estructural de un truss, r a menos que este especificamente permiddo en el dibujo del diseno del truss. Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construction o han lido alteradds sin la autor- Jzadon previa del FabpcarjjgdQ Tryisseli, puaf/en hicerjtulo *sjm efecto la garanbra limitada del Fabricante de Trusses. • • • • • • • • "'Contact the Component ManufMurer for•torainfo•nation o•conwit a/tegistenal Design Professional for assistance. iu",rn"..uuunyrvrwun>uuuuwianarvi>ia>uwi w.uw Y•ur rVua.� �• NOTE: The truss -manufacturer and truss designer rely on the presumption that the contractor and crane operator (If applicable) are professlonals with the capability to undertake the work they have agreed to do w arty given project. If the contractor believes It needs assistance in some aspect of the construction project, It should seek assistance from a competent party. The methods and procedures outlined in this document a in[enQ@d�o nsure that Ut111e overall ccQQnstructbn h�W employed wal put the trusses into place sAr�LY. These recommendation f� handl IIling, resdSnirg and'bradng trus�saai! basedaLpon the colkctive expedence of leading I personnel involved with ss ign, ma facturetl in�lla�ry I�t must, due [o fire ne:ure 1)F responsidlitles involved, be presented only as a GUIDE fw use a uallfleJbuildinng4 desl�ner or m�Rract/t I[ is not Ine�nded t*at [IRse recommeMations be interpreted as superior to the building �9 s dRign specARation Ilr4landlRig, lA%tallMg, rAt2ining aRl braing trusses and h does not preclude the use of other equlvalen[ rfkthoRs foifesMining/bracing awtl prrlidirystability fss th�+alh•colu•xts, floors, roofs and all tiw; interrelated sWctural bulking compon• is as det rmined by tt• ssi•'actor. •hus, SBCA and4FPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and Information contained herein. •• • • ••• • SB ' • woo awscourc • • • TRUSS PLATE INSTITUTE 63D0 Enterprise LanA" Madillon, WI 597190 • • • IN N. Lee 6L, Ste. 312 • AlexandHa, VA 22314 608/274-4849 hbdnctty4.c: ! ! ! • - •__ • 7!3/683-1010-tpinst.org ... . . . ... . . . ...... . .... . . . . . . . . . . .... ....... . . . . . . . . . . . . . . . . .. . . . . . . 000 . . . . . . . . . ... . . ... . .. ... .. . . . . . . ......... . .. ... . . . . . .. JANUARY 1, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE R- MTek Industries, Chesterfield, MO Page 1 of 1 MiTek industries, Inc. X-BRACE 24"O.C. BAY SIZE BRACING MATERIAL TYPE A B Cr D to'-0" 1610 1886 1886 2829 12'-0" 1342 1572 1572 2358 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 181-0" 894 1048 1048 1572 20'-0" 805 943 943 1414 MAXIMUM TRUSS WEB FORCE (lbs.)i,,See note 7) 48"O.C. _ 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPEI A B C D C D 3143 3143 4715 4715 7074 2358 2358 1886 1886 tray size snail be measured in between the centers of a pair of diagonals or X-bracing. 3536 3143 i 4715 2829 - t TYPE BRACING MATERIALS --- GENERAL NOTES 1. DIAGONAL BRACNG IS REQUIRED TO TRANSFER THE CUMULA i NE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIFIED PROFESSIONAL. 1 X 4 IND, 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORGE, A -OR. 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE 1 X 4 #2 SRB (DF, HF, SPF) MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT rT INTERSECTS WEB MEMBERS AT APPROX, 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-&1 (0.131'x2S') FOR 10 BRACES. 2-10d (0.131'0') FOR W and 2A4 BRACES, AND 3-10d (0.131-4-) FOR 2* BRAC.ES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2 8d (0. 131'X2.5') NAILS FOR I LATERAL BRACES. B 2 X 3lt3, STD, CONST (SPF, OF, HF, OR SYP} 2.10d (0.131'A-) NAILS FOR 216 and 2x4 LATERAL BRACES, AND 3-10d (0.131-Xi') FOR 2.6 LATERAL BRACES S. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. -_ ------ 0. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING. CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) 038-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1-03 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED _______ --._-, .. - _. _ _-. „_.,.. WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS GOUNCL OF AMERICA and TRUSS PLATE INSTITUTE. ww•.woodiruss com and www7%Inst.og D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7, REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE II. TABULATED VALUES ARE BASED ON A DOL.. 1,15 rvrt SI ACHLILtMb: FOR A SPACING OF 24' O..C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A B. C AND D BRACING MATERIAL. CROSS BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REWIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER - TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION, X-EiHACING (REQUIRED FOR 72`0.C) FOR 24' AND 48. O.C. SINGLE DIAGONAL IS SUFFICIENT. (One leg of X-bracing shown dashed for drawing clarity. This leg will require horizontal blocking next to the top and bottom chord so it attaches to the brace piane.) 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 roof system. The method shown here is just one method that can be used to provide stability against web buckling. TRUSS WEB MEMBERS CONTINUOUS LATERAL BRACE 2,1 od NAILS (SEE NOTE 41 U lorizontal Blocking R •• ••• • • • • • •• • • • • • • • • { yyp • 0 _••r• • 0 / d (�}y(� • • ••• • • • ••• • • • • ••• • • • • • • • • ••• • • 0 • • • • • 0 • • • ••• • • • • • • • • • JANUARY 1, 2009 T-BRACE / I -BRACE DETAIL ST - T-BRACE R, NvIjTek ind,istries. Chesterfield, MC, Page 1 of 1 Note: T-Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T-Brace i I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I -Brace MiTek Industries, Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One -Ply Truss 1 x4 or 1 x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace ! I -Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 1 x4 ('} T-Brace 1 x4 (') I -Brace' 2x6 1 x6 ('} T-Brace 2x6 I -Brace 2x8 2x8 T-Brace MI -Brace Nails Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace WEB 2x6 2x6 T-Brace 2x6 I -Brace 2x8 2x8 T-Brace 2x81-Brace Nails Section Detail Fx T-Brace Web Nails Web Nails T-Brace / I -Brace must be same species Intl gradg (;6jetjerj ay 4b:nember. (') NOTE: If SYP webs are used in the trus , 1 #oIt fo JYP b�jjales rmVst be stress rated boards with design valuegt�al a*e equal t( , rbeGtep)ethe truss web design values. For SYP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 Vi Br e/1-Brace For SYP truss lumber grades up to #1 Yvlth 1aNybr4W4AN W�820?0 race. • • • • T-0" CORNET SET CORNER 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 R V-0" JACKS - (2) 8d NAILS MIN. P= 1.4 12 MAX. P=6.5 r 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 3'-0" JACKS - (2) 8d NAILS 1'-0" JACKS - (2) 8d NAILS COMMON JACK 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 Nail design loads: (ACCORDING TO NATIONAL DESIGN SPEC.) FOR GROUP 11 SPECIES(S.P.) d COMMON NAILS = 78 Ibs (SHEAR) 10d COMMON NAILS = 94 Ibs (SHEAR) CORDING TO MIAMI DADE BUILDING CODE COMPLIANCE OFFICE/PRODUCT JTROL DEVISION) HURRICANE CLIP-366 Ibs (UPLIFT 100%) W/ (8) 8d x 1-1/2" N.O.A. No. 07-0306.10 BF BUTTERFLY HANGER =367 Ibs (UPLIFT 100% & DNWRD w/ (15) 6d N.O.A No. 1208-.07 126 UR = 870 Ibs UPLIFT1900 Ibs REACTION (UPLIFT 100% DNWRD) W/ (12) 16d N.O.A. 07-0214.20 26 = 1975 Ibs UPLIFT/2020 Ibs REACTION (UPLIFT 100% DNWRD) W/ (28) 16d N.O.A. No. 1214.20 MAXIMUN ALLOWABLE LOADS: UPLIFT (100%) 365 Ibs ROOF (125 %) 365 Ibs JACK SIZE 7'-0" 5'-0" 3'-0" 365lbs NAILS NAILS 365lbs NAILS NAILS NAILS T.C. NOTE2 CORNER JACK 7'-0" 5'-0" T-0" 1'-0" UPLIFT (100%) 870 Ibs U/1975 Ibs R 367 Ibs NAILS NAILS NAILS j ROOF (125 %) 900 Ibs U/2020 Ibs R 1170 Ibs NAILS NAILS NAILS IF'LA I t J I t55 INUKLASt: MINIMUM GRADE OF LUMBER LOADING (PDF) LL T-0" 2x4 No.2 SP TOP 30.0 FLORIDA i BUILDING 3'-0" 2x4 No. 2 SP I BOTTOM 10.0 CODE 2014 WEB 2x4 No. 3 SP SPACING 24" O.C. TRUSS CONNECTORS • No 3 • • • :3T.A-CE:0F OR • • • • ••. Trhrr�rit��•- MITeV USF Plated Truss; Instaflation Gulde Structu ral-'Connec to rs Truss Hip/Jack Hangers HHC / Hie / HJHC./ HTHJ__Ufp/4�1�ectors UP Stock No, --flet, No, Fasterwer Schedule' Supporting Mambo? Supported Member per Hip Oty per Jack Oty Type Ta HJC26 LTHJA26, THJA26, THJU26 16 16d 5 I 7 lod HJC28 — .. 20 1 6d 6 —8 -1—Od HHC26 LTHJA26,, jIiJA26 20 16a 5 -- -- 10d HHC28 24 16d 6 -- -- 10d HJH(126 20 16d 5 2 10d HJHC28 —D 16d 6 2 10d HTHJ26-18 16 16d 7 5 16d 1) MAILS: 10d nails are 0.148" dia. x 3" long, 16d nails are 0,162, dia, x 3-1/2" long. 16d sinkers are 0, 148" dia. X 3-1/4' long and may be used where 10d commons are specified, Codes for HJCIHTHJ series: ER-3448 � FL 17236 4 LA City RR 25976 Typical HJC/HTHJ installation 45' 45, Typical HHC installation top view 1% FrAr , P1 4 45' 45, Typical HJHG installation top view 46 flic RTHJ •V: Phone: 1-800-328-5934 Wek-US.com e Pag8 . 9/15/26 8 Florida Building Code Oniine 7711 14 A- J7� Log In User Reg strakinn Hot Topits Submit Surcharge stats & facts ri.t�;O.-Ons C"taCt Us DOS sate 1,I)p Links For Id F1 � Product Approval 111, IUSER: Public User NN.ff 211 A r. EM9=Ape. !�Lr"!Pn� I LML.-LSLI—Arrl��"' 8pLLL5_*—.L_ > Application Detail Fl. t Application Type Code Version Application Status Comments Archived FL17236-R4 Revision 201-7 Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary, Product Manufacturer USP Structural Connectors, a MiTak Company Address/Phone/Email 14305 Soutt,cross Drive Suite 2GO Burrsville, MN 55306 (952) 698-8635 ewaiden@mii.com Authorized Signature Erin Walden ewa!den@,rii.com Technical Representative Erin Walden Address/Phone/Email 14305 Soutl*icross Drive ste 200 Burnsville, MN 55306 (952) 898-8602 ewalden@mii,com Quality Assurance Representative Todd Asche Address/Phone/Email 14305 Southcross Drive Suite 200 Burnsville, MINI 55306 (952) 898-8602 tasche@rrIii.cofrI Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity ICC Evaluation Service Quality Assurance Contract Expiration Date 12/31/2020 Validated By Terrence E. WolfcPE •••••••*0 Validation C:ecklist -:ia14gpy,*R4el:edC Certificate of Independence 6 64 C 00 00* 00 0 L122N_R3 Col C rt Qj F `lrication "'f lndapenesal;� f-r— Referenced Standard and Year (of Standard) 09 0•0 .. .. .. S .. % 0• Standard : : : : year .0 .0 ANSUAWC IOD9, 0 0 0 0 2015 ASTM D7147 0 2005 Equivalence of Product Standards 000 Certified By litip:/Iw�,w,t,Roridabuilding.org/pr/pr_,�tpp_.Otl.aspx?pararn=wGEVXGwtDqvOQpGQvtVmPSGTNLwfc9�**o XIZKm2D7AuppbtSpL7z4kygc/3d%3d 114 916/2018 Florida Building Code Online Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method L Option C 08121/2018 08/24/2018 08/30/2018 Summary of Products a FL x Model, Number or Name Description 17236.1 BN264, BN284 Breakfast Nook Hanger .-....__.. .... ...:__._......_a .. ...__ _....... Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: i 17236.2 mm DSC4L/R, LDSC4L/R . 1-_. .__..... ............... .. ... € Limits of Use E Approved for use in HVHZ: Yes E Approved for use outside HVHZ: Yes ( Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL17236 R4 lI ESR-3448,pdf Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: ! Evaluation Reports s.EL17236 Rj AE ESB-3448.pd Drag Strut Connector Installation Instructions FL17236R4 It ES11-344&fid Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Evaluation Reports FL17236 R4 AE ESR-3448.pdt 17236.3 fTCI, FTCLF FTC2 FTC2F FTC32 Floor Truss Clip Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17236 R4 11 ESR-340-11& i Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC �! Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: j FL1723o R4 AF FE5B-3448 _ _ . 17236.4 E GT2T2B, GT2T28H GT2T3B, Girder Truss Hanger .__- GT2T4B, GT2T6B, GT2T68H, GT2T88, GT3T3B, GT3T38H, GT3T4B, GT3T48H, GT3T6B, GTMBH, GT3T8B, GT3T8BH, GT4T4B, GT4T4$H, GT4T66 GT4T68H, GT4T8B, GTSTBBH _........ .... ...... ... . _..._. _.___._... Limits of Use Installation Instructions Approved for use In HVHZ: Yes FI-17235 R4 11 ESE-34,15,Pd Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: i El.1? _ _ ....- 17236.5 HCPRS Hurricare/Seismic Anchor Limits of Use 1 Installation Instructions Approved for use in HVHZ: No ; 1`07236 R4 11 ESR-3448.pdf Approved for use outside HVHZ: Yes j Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure. N/A E Evaluation Reports Other: j f41f2'36 •Ff,1 AE Its We • • • I 17236.6 HGA10 HurjFJne Cysc��+gIL" • • • • Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Ye, Impact Resistant: N/A Design Pressure: N/A Other: • •__.,.,0._t_ • • ........ Installation Instructions %L17 4 I E5,R-3•148.pdf Uer1F0d# ; ICC Evaluation Servie4, LLG ;Criated.6y Indf pdd(:nt:hird PiVf' : evoluotion "ports • • • • • • Ab•R4 ASAP?16UB pd • • • • • — - -------- ...-.............. . _ ......... � 17236-.7 HHCP2 Hurricane/seismic Anchor I _t i Limits of UseInstallation• a• • •• s i e 0 0 I Irrstnrciions• • • i l Approved for use in HVHZ: No CL1 3b•R € [�'€!!t-I3_'pdf� • Approved for use outside HVHZ: Yes Verified Bye IffO CW€ q[ion SenKe,aLlC http;/wArwiloridabuildingorg/pr1pr_spp_dI1 aspx?param--wGEVXQw(DqvOC)pGQvtVmPSGTNLvgc9CXIZKm2D7AuppbtSpL7z4kyg%3d%3d 2,14 Fastener Schedules DF/SP :..: F?4 • •:: Allowable Loads {Lbs.)2 • • • • Allowable toads (LAgf.: 'Supporting Supported Member Member per per Floor Roof Uplifts ftoor * •ReeT -Uph fe . .. .. • . ...... USP Steel H Hip Jack fl Type Description Stock No. Ref. No, Gauge (in) City Oty Type 140% i 15% i 25% 16094 t/° 11 i 1.25% • ffi0bi6 LTHJA26, •'• :••••: 2 x 6 right / left HJC26 THJA26, 12 5-3/8 16 16d 5 7 10d 2750 3055 3265 2345 2420 2685-•2750 1905 THJU26 2 x 8 right / left HJC28 12 i 7-1 /8 20 16d 6 8 10d 3385 3385 3385 2345 2760 2760 2760 1910 2 x 6 terminal HHC26 LTHJA26,THJA26 12 5-7/16 20 16d 5 -- 10d 3100 3505 3505 2130 2725 2800 2800 1870 2 x 8 terminal HHC28 -- 12 7-3/16 24 1 16d 6 -- 10d 3505 3505 3505 2410 2805 28051 2805 1930 2 x 6 terminal HJHC26 -- 12 5-7/16 20 16d 5 2 10d 3100 3505 3505 2410 2725 2815 2815 1935 2 x 8 terminal HJHC28 -- 12 7-3/16 24 16d 6 2 10d 3505 3505 3505 2410 2820 2820 2820 1940 2 x 6 terminal HTHJ26-18 -- 18 5 16 16d 7 5 16d 2295 2605 2695 1790 1985 2110 2110 1225 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) Loading published for total load of hip / jack connection. 3) NAILS: 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. 9f6/2i}18 Florida Building Code Online Impact Resistant: N!A Created by Independent Third Party: Design Pressure: N/A I Evaluation Reports Other; t FL1723+3 R4i EAR �' t 1Ft pi�f 17236.8 h.HCP4 'Hurricane/Seismic Anchor Limits of Use € Installation Instructions Approved for use in HVHZ: Yes Ft.17236 Rat If FSR-3448,pdf Approved for use outside IiVHt: Yes Verified ByICC Evaluation Service, LLC Impact Resistant: N/A ! Created by Independent Third Party: Design Pressure: N/A { Evaluation Reports Other. i FL17236 R4 AE ESR-3446.pdF .__.... 17236.9 H3C26, 1-QC28 Hip/Jack Connector Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17236 R4 if ESR 3�48.t Q[ Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure; N/A Evaluation Reports Other: F� 1723E R `E ESR 34<}8.p 17236.10 RT3A, RT4, RT5, R76, RT7, Hurricane Tie RT7A,RT7AT, RT10, RT15 _ _ .._._ --- s _........................ Limits of Use Installation instructions Approved for use In HVHZ: No ELT723Q..R4 II E R- 4.1Ref Approved for use outside HVHZ: Yes Verified By: Terrence E. Wolfe, RE, 44923 Impact Resistant; N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL17236 R4 AL PSR-344a.pd,f 17236.11 ----- RIBA, RT16-2, RT16A, RT16AR, RT2fi j Hurricane Tie - + ....... __ _......_.-........._._.__. --- Limits of Use Installation Instruct -ions Approved for use In HVHZ: Yes i rI li„} €24- i;_ESR• 4.7 pdf Approved for use outside HVHZ: Yes 'Verified By: Terrence E. Wolfe, P.E. 44923 j Impact Resistant: N/A ` Created by Independent Third Party: Yes i Design pressure: N/A ! Evaluation Reports Other: FL17�Z36 R4 AE F.SR-3448.pdf 17236.12 — f� SL3P4, SBP6 { Supplementary Bearing Plate Limits of Use Installation Instructions Approved for use In HVHZ: Yes Pi I7236 R+ 1: ESR-3448.Of Approved for use outside HVHZ: Yes 'Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design pressure: N/A Evaluation Reports Other: _ �._. _ _......._..__.. FL17236 R4 AE E5R-3448 pdf _...W...... ____....... _. 17236.13 I STC24, STC26, STC26 Scissor Truss Clip Limits of Use Installation Instructions Approved for use In HVHZ: No FL,t%7L6 R4 ii ESR-3 448.p tf Approved for use outside HVHZ: Yes Verified By. ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: NIA Evaluation Reports Other: L172 6 PAI AE ESft-3448,pdf T_ ___.___-_— _..-_.. _....._._.___- --- --...___...._..........._,.........__..___...__._ .. __.. ...._....- _._ ._ __ .,..i 117236.14 TSP Stud Plate Tie��—� Limits of use Installation Instructions Approved for use in HVHZ: Yes FL17236 R4 ii FSR-34 $.&df Approved for use outside HVHZ: Yes ' Venfied By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Pressure; N/A Evaluation Reports TDesign Other: FL17236 R4 AE PSR-3448.pif •• ••• • • • • • •• rinck tvr.:t • • • • • • • • S :f25 L :: 2rnt Fk;,:r ST-1— aWt.TOi',i^£sscr rL 3234a ah;+ne, t 2� i PZn 7tiC SSJCC of Florida Isan RA,1E10- nrnp!oyrr ;rTrP 2f..K!b� in •: Pr �;:ri:. ."r e: t{il y S;i7J!nNYt •PCittn eta Prn nt U"r Florida Caw, email addresses are Fubllc records. if you da not want your a -malt 1Idd4ss•c!¢asccP!n Ye*OnstRo SGu►llc•ficords 0-qu0st, do not soad electronic mall in this entity, instead, contact the bltce by phone or by tradrtlonal mall. V You ha* alAy c3lle tf'Ins, pee s1� Y•ont%ct f50.487•i 399. *Pur's♦lant to Section 455.275(t), Florida statutes, effective October I, 2012, Iicenices V<crsed under Chapter 455, F.5 m&t p!ov.��.tC I!),OCia7t enf #Yh an ClnaioHltdMS`!tr they ItavC one 7ht. L'mai;S p:rovlded may be used icy offic al communtcauon w th the 1lcrnset, i-However email addresses are P blic record. It you dri not wish to supply a personal address, please provide tree Department with an email address which can ire made avw able to the pab:ic. 'io detrrmine if you ;Ire a licensee under Chapter 45$, F.S., please click here , product' Approval Alliq%tst• • • • 0041, • • 0 �9;crt U i ••i i • •• •• • s • •• •• hUp;ltwwYv.floridabuildint3.crgfpripr_app_dtl.aspx?param=wGEVXQu,RDyvOQpGOvIVinPSGT'NLwfc9CX1ZKm2D7Atippbt5pL7zaky[1%3d%3d 3.14 916iki 8 Florida Building Code Online Credit Cad Safe tii:curt�ii.�xtc • • • • • • • • • • • • • • •• • • • • • • • • • • • • • • • • • http://wvA,u.iloridabuilding.org/pr/pr_npp dli.aspx?param=wGEVXQwtDgvOapGov,VinPSGTN1 w(c9CX1ZKm207AuppbtSpL7z4kyg%3d%3d V4 s Miami shores village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERM IT #: ��:' q DATE: VZI 101 2i� I, IQUA ❑ Contractor a Owner ❑ Architect I 1 c-K-) (1� (Name) Picked up 2 sets of plans and (other) Address: From the building depa And/or get County sta Shores Village Buil - 9 Signature: nt on this date in order to have corrections done to plans I understand that the plans need to be brought back to Miami Department to continue permitting process. PERMIT CLERK INITIAL: (SIGNATURE) RESUBMITTED DATE: 2 11 PERMIT CLERK INITIAL: S. A !7 �EN7FS IN 50 f�OR10�' PERMIT ADDRESS: 82 NW 100TH TER Miami Shores, FL 33150 PARCEL: 1131010180360 APPLICATION DATE: 03/21/2019 SQUARE FEET: 913.00 DESCRIPTION: ADDITION NEW MASTER BEDROOM BATHROOM AN EXPIRATION DATE: 07/14/2020 VALUATION: $91,916.80 W.I.0 NEW AIR CONDITIONING SYSTEM. AND INTERIOR REMODELING, REMOVE AND RELOCATE WATER HEATER, REMOVE AND RELOCATE WASHE AND DRYER. CONTACTS NAME COMPANY ADDRESS Contractor TAMMY MCNAIR CONSTRUCTION ELEMENTS INC 1951 NW SOUTH R D 1 MIAMI, FL 33125 Owner ASSI SILES 82 100 TER REVIEW ITEM STATUS REVIEWER Building v.1 Requires Re -submit Ismael Naranjo email: naranjoi@msvfl.gov Review item used to allow building to comment during a plan review Comments: 1. Outside agency approval require. Health, WASA, DERM, and Impact fees. 2. Structural approval require. 3. Provide satisfactory data demonstrating that a soil investigation is not require. Do not delegate design requirements to the contractor and or owner. FBC, Building 1803.2 4. R311.6 Hallways. The width of a hallway shall be not less than 3 feet (914 mm). 5. Provide HVHZ approve roof system with details and specifications. The systems under section 3 and 4 sheet A.3 do not meet the minimum requirements. 6. Provide beam reinforcement detail for the new opening leading into master bedroom. 7. Provide cat II safety glass at hazardous locations. R308.4 8. Provide energy calculations. FBC 2017 Energy Conservation Code. 9. Provide detail, itemized job cost estimate. Include cost of materials, labor, fixtures, built-in appliances, floor, wall finishes, overhead and profit. 10. Cloud in all changes, mark with delta and date. Do not remove void sheets. Building v.2 Requires Re -submit Ismael Naranjo email: naranjoi@msvfl.gov Review item used to allow building to comment during a plan review Comments: Pending the following comments. 2. Structural approval require. 3. Provide satisfactory data demonstrating that a soil investigation is not require. Do not delegate design requirements to the contractor and or owner. FBC, Building 1803.2 .. Soil statement provided on sheet A.1 does not meet the requirements of section 1803.2 5. Provide HVHZ approve roof system with details and specifications. The systems under section 3 and 4 sheet A.3 do not meet the minimum requirements. 9. Provide detail, itemized job cost estimate. Include cost of materials, labor, fixtures, built-in appliances, floor, wall finishes, overhead and profit. 10. Cloud in all changes, mark with delta and date. Do not remove void sheets. Building v.3 Approved Ismael Naranjo email: naranjoi@msvfl.gov Review item used to allow building to comment during a plan review Comments: Plans are ready to be approve once signed by mechanical and structural. Electrical v.1 Approved CARLOS SOSA email: EL@MSVFL.GOV Electrical v.3 Approved CARLOS SOSA email: EL@MSVFL.GOV Comments: NEED ELECTRICAL PERMIT. MAD SR. Mechanical v.1 Approved Mechanical v.3 Approved Planning v.1 Approved Review conducted by the planning and zoning department Jan Pierre Perez email: nu118 Jan Pierre Perez email: nu118 Travis Kendall email: kendallt@msvfl.gov February 06, 2020 10050 NE 2 Ave Miami Shores FL 33138 Page 1 of 2 Planning v.3 Approved Travis Kendall email: kendallt@msvfl.gov msvFl.gov Review conducted by the planning and zoning department Plumbing v.1 _ Requires Re -submit Maykel Massanet email: pl@msvfl.gov Comments: FBC 107.1 Health Department approval required Plumbing v.2 Approved Maykel Massanet email: pl@msvfl.gov Structural v.1 Structural v.2 Requires Re -submit Orlando Blanco email: null16 Requires Re -submit Orlando Blanco email: nu1116 Comments: 2NQ REVIEW AS OF 10/3/19 y ITEM N0:..1, AS -LISTED BELOW, IS STILL PENDING ,q - "I. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) REINFORCED MASONRY PER SECTION 2122.4 OF FBC 6TH EDITION (2017) CODE B) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) SOIL COMPACTION (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE Structural v.3 Approved Orlando Blanco email: null16 REVIEW ITEM STATUS REVIEWER Structural v.1 Requires Re -submit Orlando Blanco email: nulll6 Comments: 1. THE FINAL SHOP DRAWINGS SHALL BE REVIEWED AND APPROVED BY ARCHITECT OR STRUCTURAL ENGINEER OF RECO BEFORE BEING RE -SUBMITTED TO THE BUILDING DEPARTMENT. THE ARCHITECT OR STRUCTURAL ENGINEER OF RECORD MUST SPE, THESE SHOP DRAWINGS AND SPECIALTY ENGINEER'S DEIGNS CRITERIA COMPLY WITH HIS/HER ORIGINAL DESIGN AND LOADING COP FOR THE DESIGN OF HIS/HER PROJECT SPECIFICATIONS. ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE February 06, 2020 10050 NE 2 Ave Miami Shores FL 33138 Page 2 of 2 PERMIT ADDRESS: 82 NW 100TH TER PARCEL: 1131010180360 Miami Shores, FL 33150 APPLICATION DATE: 03/21/2019 SQUARE FEET: 913.00 DESCRIPTION: ADDITION NEW MASTER BEDROOM BATHROOM AN EXPIRATION DATE: 07/14/2020 VALUATION: $91,916.80 W.I.0 NEW AIR CONDITIONING SYSTEM. AND INTERIOR REMODELING, REMOVE AND RELOCATE WATER HEATER, REMOVE AND RELOCATE WASHE AND DRYER. CONTACTS NAME COMPANY ADDRESS Contractor TAMMY MCNAIR CONSTRUCTION ELEMENTS INC 1951 NW SOUTH RIVER DR, 911 MIAMI, FL 33125 Owner ASSI SILES 82 100 TER dina Rs. REVIEW ITEM STATUS REVIEWER Building v.1 Requires Re -submit Ismael Naranjo email: naranjoi@msvfl.gov Review item used to allow building to comment during a plan review Comments: 1. Outside agency approval require. Health, WASA, DERM, and Impact fees. 2. Structural approval require. 3. Provide satisfactory data demonstrating that a soil investigation is not require. Do not delegate design requirements to the contractor and or owner. FBC, Building 1803.2 4. R311.6 Hallways. The width of a hallway shall be not less than 3 feet (914 mm). 5. Provide HVHZ approve roof system with details and specifications. The systems under section 3 and 4 sheet A.3 do not meet the minimum requirements. 6. Provide beam reinforcement detail for the new opening leading into master bedroom. 7. Provide cat II safety glass at hazardous locations. R308.4 8. Provide energy calculations. FBC 2017 Energy Conservation Code. 9. Provide detail, itemized job cost estimate. Include cost of materials, labor, fixtures, built-in appliances, floor, wall finishes, overhead and profit. 10. Cloud in all changes, mark with delta and date. Do not remove void sheets. Building v.2 Requires Re -submit Ismael Naranjo email: naranjoi@msvfl.gov Review item used to allow building to comment during a plan review Comments: Pending the following comments. 2. Structural approval require. 3. Provide satisfactory data demonstrating that a soil investigation is not require. Do not delegate design requirements to the contractor and or owner. FBC, Building 1803.2 ** Soil statement provided on sheet A.1 does not meet the requirements of section 1803.2 5. Provide HVHZ approve roof system with details and specifications. The systems under section 3 and 4 sheet A.3 do not meet the minimum requirements. 9. Provide detail, itemized job cost estimate. Include cost of materials, labor, fixtures, built-in appliances, floor, wall finishes, overhead and profit. 10. Cloud in all changes, mark with delta and date. Do not remove void sheets. Building v.3 Approved Ismael Naranjo email: naranjoi@msvfl.gov Review item used to allow building to comment during a plan review Comments: Plans are ready to be approve once signed by mechanical and structural. Electrical v.1 Approved CARLOS SOSA email: EL@MSVFL.GOV Electrical v.3 Approved CARLOS SOSA email: EL@MSVFL.GOV Comments: NEED ELECTRICAL PERMIT. MAD SR. Mechanical v.1 Approved Jan Pierre Perez email: null8 Mechanical v.3 Approved Jan Pierre Perez email: nu118 Planning v.1 Approved Travis Kendall email: kendallt@msvfl.gov Review conducted by the planning and zoning department February 06, 2020 10050 NE 2 Ave Miami Shores FL 33138 Page 1 of 2 Planning v.3 Approved Travis Kendall email: kendallt@msvfl.gov Review conducted by the planning and zoning department Plumbing v.1 _ Requires Re -submit Maykel Massanet email: pl@msvfl.gov Comments: FBC 107.1 Health Department approval required Plumbing v.2 Approved Maykel Massanet email: pl@msvfl.gov Structural v.1 Structural v.2 Comments: 2ND REVIEW AS OF 10/3/19 Requires Re -submit Orlando Blanco email: nulll6 Requires Re -submit Orlando Blanco email: null16 ITEM NO. 1, AS LISTED BELOW, IS STILL PENDING ------------------------------------------------- ------------------------------------------------- 1. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) REINFORCED MASONRY PER SECTION 2122.4 OF FBC 6TH EDITION (2017) CODE B) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1) SOIL COMPACTION (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE Structural v.3 Approved Orlando Blanco email: nulll6 REVIEW ITEM STATUS REVIEWER Structural v.1 Requires Re -submit Orlando Blanco email: nulll6 Comments: 1. THE FINAL SHOP DRAWINGS SHALL BE REVIEWED AND APPROVED BY ARCHITECT OR STRUCTURAL ENGINEER OF RECO BEFORE BEING RE -SUBMITTED TO THE BUILDING DEPARTMENT. THE ARCHITECT OR STRUCTURAL ENGINEER OF RECORD MUST SPEI THESE SHOP DRAWINGS AND SPECIALTY ENGINEER'S DEIGNS CRITERIA COMPLY WITH HIS/HER ORIGINAL DESIGN AND LOADING COP FOR THE DESIGN OF HIS/HER PROJECT SPECIFICATIONS. ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE February 06, 2020 10050 NE 2 Ave Miami Shores FL 33138 Page 2 of 2 ,SNOREs Miami Shores Village Building Department 10050 NE 2"d Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 STRUCTURAL REVIEWS COMMENTS - AS OF 2/6/2020 Permit No.: RC19-619 Project Address: 82 NW 100T" TERR. Page 1 of 1 1. THE FINAL SHOP DRAWINGS SHALL BE REVIEWED AND APPROVED BY ARCHITECT OR STRUCTURAL ENGINEER OF RECORD BEFORE BEING RE- SUBMITTED TO THE BUILDING DEPARTMENT. THE ARCHITECT OR STRUCTURAL ENGINEER OF RECORD MUST SPECIFY THAT THESE SHOP DRAWINGS AND SPECIALTY ENGINEER'S DEIGNS CRITERIA COMPLY WITH HIS/HER ORIGINAL DESIGN AND LOADING CONDITIONS FOR THE DESIGN OF HIS/HER PROJECT SPECIFICATIONS. ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE ,SNRns Miami Shores Village Building Department 10050 NE 2"d Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 STRUCTURAL REVIEWS COMMENTS - AS OF 2/6/2020 Permit No.: RC19-619 Project Address: 82 NW 100T" TERR. Page 1 of I 1. THE FINAL SHOP DRAWINGS SHALL BE REVIEWED AND APPROVED BY ARCHITECT OR STRUCTURAL ENGINEER OF RECORD BEFORE BEING RE- SUBMITTED TO THE BUILDING DEPARTMENT. THE ARCHITECT OR STRUCTURAL ENGINEER OF RECORD MUST SPECIFY THAT THESE SHOP DRAWINGS AND SPECIALTY ENGINEER'S DEIGNS CRITERIA COMPLY WITH HIS/HER ORIGINAL DESIGN AND LOADING CONDITIONS FOR THE DESIGN OF HIS/HER PROJECT SPECIFICATIONS. ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE