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RC-16-3485 (4) -A Miami Shores Village Eo J jut Building Department 10" 10050 N.E.2nd Avenue,Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 5� FBC 201--t , BUILDING Master Permit No Re- /Z' /o v�o PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ROOFING ❑ REVISION ❑ EXTENSION [:]RENEWAL PLUMBING ❑ MECHANICAL E:]PUBLIC WORKS ❑ CHANGE OF CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Consttrruction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): /" (�/ (S /� �2�( ` r , Phoneitq- � `� 7 5�6/ Address: �n � Tj City:�`'9 11A t 5kdW State: Zip:J,3 I V I Tenant/Lessee Name: Phone#: Email: \/� ��a �` //c CONTRACT R:Company Name: ,-��f o��" " AGI VI" Phone#��7121 ✓0 Address: �✓ 1 w I / 74e City: jecSStat'e: E� Zip:J Jy Qualifier Name: �V( k-A,— G-0&'�CA� Phone#: State Certification or Registration#: f,�L 167 (Q Certificate of Competency#: DESIGNER:Architect/Engineer,: 1 Q Phone#: Address:`c, ( y v Vy �� 71 City: State: r��7Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: J -T d Type of Work: ❑ Addition C❑ Alteration ❑ Ne �� ElRepair/Replace ❑ Demolition Description of Work: J "rte hV W -1Okn S I n,Wk,3 Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ f Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address i City State Zip I 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..... i 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 a sence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. —X1( — Signature Signature OWNER or AGENT CON R TOR The foregoing instrument was acknowledged before me this The foregoing instrument was ackn wledged before me this (� day of v _,20 , by day of k r 20 by M CA i SSQ M 777, di)personally known to 5 V' who is person Iv known too me or who has produced -[f as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIl..,. C: + NOTARY PUBLIC: i Al , l Sign: .': MAHARAI K GMQ4L,E,1 ` „ 0MMISSI0N#GG 04460 "" 't omLL Print: A;= EXPIRES• tri Sea]: Thti Notary�'N1C lhWerwdi % ':� �•� N .,"�� ooded otary Public-State o1 Florida 4 My Comm.Fxpires May 19,201' ;. Commission # FF 106782 ************************************************************************************************************ APPROVED BY Plans Examiner Zoning { kh, Structural Review Clerk (Revised02/24/2014) '-J 0' TRUSS COMPANY., INC. Trusses & Building Materials 13980 SW 252 Street, Miami, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 C 0 ry www.decotruss.com WARNING: Extreme Care is required in Handling, Erecting and Bracing Trus , >5 er to TPI's "HIB-91 Summary Sheet", which is attached, t ngineering ', `ckage. BUILDING DESIGNER(ARCHITECT or ENGINEER of Recorded) nf�PP.OL,�-� It is your responsibility to determine that the dimensions conform to the architectural plaruandIrl ads utiliied herein meet or exceed the actual Dead Loads Specified and /or imposed" n�structure and ive Loads imposed by The Building Code. PERMANENT BRACING shall be designed and specified by the buildin esigner for the structural safety of the building. It shall be the responsibility of the building designer to indicate size, location and attachments for all permanent bracing as required by design analysis.The design and location of all bracing shall be such that they work together with other structural parts of the building (such as shear walls, portal frames, bearing walls, columns, beams etc.) to achieve total structural integrityerma nent Bo::� $e• •••• includes and is not limited to The Top Chord Plane,The Bottom Chord Plane and The Web Ml; bet Planq..jhe . • Anchoring/Strapping of trusses to walls,beams,ledgers etc.,shall be the responsibility of Th"ldyig Designdl•; ,.�.; Truss to Truss Connections shall be The Responsibility of The Truss Manufacture. (Refer to Documects ANSI/TW- • 95&WTCA-95 for further information) •••• • • .••• • •.... TRUSS ERECTOR/INSTALLER(Builder) •• •••• .. .. .... ...... The proper and safe erection of all the trusses is exclusively your responsibility. You ark cautioned to seak .• professional advice regarding the Erection / Installation and Bracing, which is ALWAYS requ rel to pnev a ntr• ••••:• toppling and dominoing. Top Chord, Bottom Chord and Webs shall be adequately braced,ps pVr the attached • HIB-91 Summary Sheet. You are also responsible to refer to the Truss Placement Plan and TheThgirfeeringWlf v ; • erecting Trusses,to insure proper placement. Not all trusses are symmetrical in loading and/or design. Proper Placement and/or direction are always required. Check all Flat Truss to insure they are not installed UPSIDE DOWN.Never cut or alter trusses in anyway.Never concentrate Building Materials,such as Plywood or Blocks on installed Trusses. Alterations to Trusses: "The act of cutting or attaching any item that the truss was not originally designed for" Trusses cannot be altered from the attached engineering designs, with out proper re-designing by a Florida Registered Engineer. We highly recommend to our customers to use our engineer, however to our knowledge there is no code that states you must use the engineer,who sealed the truss engineering and layout. However,it is of the utmost importance that, any Florida Registered Engineer who takes the task of designing repairs to trusses, should be extremely knowledgeable, not only in structural designs but also have experience designing trusses. Should any alterations be made to our design or manufactured item, the engineer, contractor and homeowner waive all warranties and liabilities by Deco Truss Company,Inc.,its officers and engineer. All future, questions regarding said structure and warranties will be held by the persons whom redesigned said trusses and altered them. ALWAYS REFER TO THE ATTACHED HIB-91 Summary Sheet Deco Truss Company, Inc. 13980 SW 252nd ST TRUSS COMPANY, INC. Miami, FL 33032 Trusses&Building Materials Tel: (305) 257-1910 Fax: (305) 257-1911 Re : 10110: ADDITION.- Site DDITION:Site Information: Project Customer:JESUS BRAVO Job Name ADDITION: MAZZITELLI Lot/Block: Subdivision Site Name: Site Address: 373 N.E. 1.01 STREET MIAMI SHORES St.- FL Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2014/TP12007 Design Program: 7.61 Jan 29 2015 Roof Load: 55.Opsf Floor Load: N/A Wind Code: Wind Speed: 175'mph This package includes 15 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 07/05/17 A2 A0042185 2 07/05/17 A3 A0042186 •••• 3 07/05/17 AG1 A0042187 • • • • 4 1 07/05/17 AG4 A0042188 •••••• ••� ••••�• 5 07/05/17 AG5 A0042189 • 6 07/05/17 CJ5 A0042190 0 •••• • • • • 7 07/05/17 FG1 A0042191 • • •••••• •••• ••••• 8 07/05/17 FG2 A0042192 • • • 9 07/05/17 11 A0042193 • 10 07/05/17 J3 A0042194 • • • • •••••• 11 07/05/17 J5 A0042195 • • • • • 12 07/05/17 V12 A0042196 •• • •••• i • • 13 07/05/17 V16 A0042197 14 07/05/17 V4 A0042198 15 07/05/17 v8 A0042199 t The seal on this index sheet indicates acceptance of professional engineering responsibility'. y'Aw= sole) for the truss design drawings listed above and attached. Y 9 9 Truss Design Engineer's Name: Mahmound Zolfaghari P.E. License Number#: 36921 Address: 13901 SW 108 Ave, Miami, FL 33176 Mahmound Zolfaghari,'P- `- Consulting Engine"ers-;: 13901 S.W. 108 Ave;. :� Miami,Florida 33176 NOTE: The suitability and use of each component for any particular build intN� 5-253-2428 Fax 305-235-424 ' " responsibility of the Building Designer, per ANSI/TPI 1-1995 Section 2. Florida Professional Engrgt;'cc+mseNo.36921 Special Inspector License No.66" Page 1 of 1 Engineers Name Date Job Truss Truss Type Qty Ply ADD:MAZZITELLI (RC) 10110 FG1 Flat Girder 1 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Wed Jul 05 13:25:43 2017 Page 1 ID:fh1 MEpZ9ZylwthtrXdbiipzGJhU-D3Pjp6YhP55JQ11 iKcpZENTDF6_5dfOOq?uH6?z?6rr 3-10-8 _ i 3-10-8 1 4x4= 2 2x4 11 Scale=1:12.6 T1 L LJ W1 W1 B1 5 3 4 2x4 11 44= 0-2-8(0-1-8) 0-2-8(0-1-8) 3-10-8 — 3-10-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES •4RfP TCLL 30.0 Plate Grip DOL 1.33 TC 0.15 Vert(LL) -0.01 3-4 >999 360 4. •MT20 ••?i44 1t o •••••• TCDL 15.0 Lumber DOL 1.33 BC 0.50 Vert(TQ -0.04 3-4 >958 240 40 • • 1 • BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a •• • •••• • •• BCDL 10.0 Code FRC2014rrP12007 (Matrix-M) ••••�(Veight:271b =0% •••••• LUMBER- BRACING- 000000 • • • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing & direct0wied or 3-10-1 oc pur ns, excepsefl tAls. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or•1 b0 ogbracing.•••••• WEBS 2x4 SP No.2 •••• • ••••• •••••• •••• ••••• REACTIONS. (Ib/size) 4=293/0-2-8 (min.0-1-8),3=293/0-2-8 (min.0-1-8) • • • Max Uplift4=-122(LC 3),3=122(LC 3) •• •• •••• ••••:• Max Grav4=430(LC 11),3=430(LC 12) •••••• • • FORCES. (lb)-Maximum Compression/Maximum Tension • • • • •••••• TOP CHORD 1-4=-161/88,1-2=0/0,2-3=-161/88 •••••• 0 0 BOT CHORD 4-5=-0/0,3-5=-0/0 ••• • •••••• WEBS 1-3=-0/0 •• • ••• • • • NOTES- •• 1)VMnd:ASCE 7-10,Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf,h=15ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS(envelope);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,3. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 122 Ib uplift at joint 4 and 122 Ib uplift at joint 3. 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)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)281 Ib down and 103 Ib up at 1-11-4 on bottom chord.The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=-90,3-4=-20 Concentrated Loads(lb) Vert:5=-192(F) Mahmound Zolfaghari,P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami,Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No.36921 Special Inspector License N0.1636'- Jou +' TFG Truss Type - Qty Ply ADD:MAZZITELLI (RC) 10110 Flat Girder 1 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Wed Jul 05 13:25:44 2017 Page 1 ID:fhi MEpZ9ZylwthtrXdbiipzGJhU-hFz5OSZJAPDA2RcuuKKonbOO?WGdM6GY3fdgeRz?6rt - , 3-10-8 , r 3-10-8 4x4= Scale:3/4"=1' 1 2 I T1 W1 W1 B1 5 3 4 4x4= 2x40-1 2-8(0-1-8) 3108 r 3-10-8 LOADING(psf) SPACING- 2-0-0 CSI.. DEFL. in (loc) I/deft L!d PLATES •03W TCLL 30.0 Plate Grip DOL 1.33 TC 0.15 Vert(LL) -0.02 3-4 >999 360 4 0 MT20 •0 6"f90 •••••• TCDL 15.0 Lumber DOL 1.33 BC 0.67 Vert(TL) -0.06 3-4 >712 240 4 0 • • BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a •0• • ••• • • BCDL 10.0 Code FRC2014/TPI2007 (Matrix-M) 0 ••,Height:30 Ib •0F?=0% 0 0•• • LUMBER- BRACING- 000000 • • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing direc()y�nppiled or 3-10- oc pugins, excepidhd4e?tiials. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or•1((}}U�-UU o%bracing.0.0 0 0 0 WEBS 2x4 SP No.2 0000 • 0000• 0 0 •000• REACTIONS. (Ib/size) 4=496!0-2-8 (min.0. 60:09: 1-8),3=496/Mechanical • Max Uplift4=-176(LC 3),3=-176(LC 3) •• •• 00:00000 •0•0•00 •••••• Max Grav4=521(LC 11),3=521(LC 12) • 0000•• • • FORCES. (lb)-Maximum Compression/Maximum Tension • 0 • • • 0000•• TOP CHORD 1-4=161/88.1-2=0/0.2-3=161/88 0•0•0 0 BOT CHORD 4-5=-0/0,3-5=-0/O a •0• 0 :0060: WEBS 1-3=-0/O 00 • 066 0 0 0 NOTES- 00: 1)VAnd: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);Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 176 Ib uplift at joint 4 and 176 Ib 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. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)597 Ib down and 211 Ib up at 1-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=-90,3-4=20 Concentrated Loads(lb) Vert:5=-597 Mahmound Zolfa,,hari,P.E. ( Consuiting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-42+48 Florida Professional Engineeringticense No.36921 Special Inspector License No.636'` Job_ ' Truss Truss Type Oty Ply [DID:MAZZITELLI (RC) 10110 AGI Common Girder 11ob Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Wed Jul 05 13:25:39 2017 Page 1 ID:fhi MEpZ9ZylwthtrXdbiipzGJhU-KHACzIVALtatygjx5nkd4XJRXVXdhoKpvNw3zEz?6rg -2-0-0 4-8-0 9-4-0 11-8-12 13-10-4 18-8-0 20-8-0 2-0-0 4-8-0 4-8-0 2-4-12 2-1-8 4-9-12 2-0-0 Scale=1:38.5 t 4x4= I 4 4.00 12 4x4 5 3x4 4x4 3 6 1 T , 4 WS � 19 2 16 7 1x4 II 1x4 II 1 Bt B1 8 r � r i 21 12 22 11 23 10 24 9 25 e i 15 17 20 18 4x4— 2x4 11 7x8= 3x6= 2x4 11 3x6— 0-8-0(0-1-12) 0-8-0(0-2-0) 4-8-0 9-4-0 , 11-8-12 -10-4 18-8-0 4-8-0 4-8-0 2-4-12 r 132-1. 4-9-12 Plate Offsets(X Y)- [1:0-2-2.0-0-81,[2:0-2-13,0-0-101,[5:G-1-0,0-2-01,[6:0-1-0,0-2-01,[7:0-0-9,G-0-71,f8:0-2-2,0-0-81,[11:0-4-0,0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud •PLATES•0 OQIjIP1` 064%* TCLL 30.0 Plate Grip DOL 1.33 TC 0.58 Vert(LL) -0.11 10 >999 360 • 6�IT20 141/190 TCDL 15.0 Lumber DOL 1.33 BC 0.79 Vert(TL) -0.26 11-12 >853 240 00 9 9•9 • • BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.06 7 n/a n/a • • • BCDL 10.0 Code FRC20141TP12007 (Matrix-M) •• •Weight:115 Ib 4=0% •••••• LUMBER- BRACING- •••••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direftry 1ppRE;0 or 2-10-52.%jjoos. • • BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7"4D*bracing. • 00000 WEBS2x4 SP No.2*Except* 0 0 0 0•• 0000 •0*00 • W5,W7:2x6 SP No.2 • • • OTHERS 2x4 SIP No.2 •• 90 0000 999999 • REACTIONS. (Ib/size) 2=1459/0-8-0 (min.0-1-12),7=1713/0-8-0 (min.0-2-0) ••:•: • •• Max Horz2=-85(LC 4) • • • • •••••• Max Uplift2=-593(LC 3),7=705(LC 4) • • • • • , 000.0• FORCES. (lb)-Maximum Compression/Maximum Tension 00 • *90 • • • TOP CHORD 1-2=0/58,2-16=-623/175,3-16=-2735/864,3-4=-2321/782,4-5=-2269!795,5-6=3022/1064,6-19=-3349/1137,7-19=-869/255,7-8=0/58 0 • BOT CHORD 15-17=-185/593,17-21=-813/2534,12-21=-813/2534,12-22=-813/2534,11-22=-813/2534,11-23=-863/2836.10-23=-863/2836,10-24=-982/3105,9-24=-982/3105,9-29L-982/3105, 20-25=-982/3105,18-20=-249/825 WEBS 3-12=-105/136,3-11=-477/223,4-11=-348/1079,5-11=-1110/455,5-10=-329/992,6-10=-534/199,6-9=-9/425,2-15=-947/495,16-17=-89/113,15-16=-924/306,2-17=-267/715,7-18=-1060/537, 19-20=-162/159,18-19=-1109/394,7-20=-311/855 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wnd: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);Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 593 Ib uplift at joint 2 and 705 Ib uplift at joint 7. 5)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. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)501 Ib down and 186 Ib up at 11-8-12,and 410 to down and 132 Ib up at 13-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-90,4-8=-90.15-18=20 Concentrated Loads(Ib) Vert:10=-476(F)9=-273 t l Mahmoun.d Zolfaghari,P.E. Cansultlne E:;1oieers 13901 S.1: J 08 Ave. Miami, F lerlda 33176 Phone 305-253-2428 Fax 205-235-4248 Florida Professional Engineering License No.36921 Special Inspector License No.636'' . ' Job ' Truss Truss Type Qty Ply 10110 A2 Common 1 1 [DD:MAZZITELLI (RC) ob Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Wed Jul 05 13:25:37 2017 Page 1 • ID:fh1 MEpZ9ZylwthtrXdbiipzGJhU-Ov2SY3UwpFKAiNZYzMi9?6D6jiovDt6WS3RyuLz?6i -2-0-0 4-8-0 9-0-0 9-8-0 , 11-8-0 2-0-0 4-8-0 4-4-0 0-8-0 2-0-0 Scale=1:22.9 4x4= t 4 3x4 T2 5. 4.00 12 12 1x4 3 T1 W2 W4 N I 10 2 1X4 II B1 F Li 6 11 14 7 15 S 6' 13 3x8= 6 0-8-0#?-6f 1 2642]6(0-1-8) 3x8 II 9-4-01180 9-4-0 2-4-0 Plate Offsets(X Y)— [1:0-2-2,0-0-81,(2:0-4-5,0-1-91,(2:0-3-5 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d •PLATES•• •••••• TCLL 30.0 Plate Grip DOL 1.33 TC 0.53 Vert(LL) -0.03 7-11 >999 360 • 44T20 244/190 • TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -0.49 7-11 >281 240 •• • 000 • • BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.02 2 n/a n/a • • • BCDL 10.0 Code FRC2014rrP12007 (Matrix-M) •• •%eight:63 Ib IFT=0% ••6 0 6• LUMBER- BRACING- of**** TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dirE*tfy app?go or 5-5-1,:ar IJV, exceptend verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2e200xoe bracing. • ••••6 WEBS 2x4 SP No.2 0 0 OTHERS 2x4 SP No.2 06.60• •906 00000 WEDGE ••60•• 6600 900000 Left:2x4 SP No.2 0 ••660• • • REACTIONS. (Ib/size) 2=835/0-8-0 (min.0-1-8),6=617/0-2-8 (min.0-1-8) • 0 • • 0009:0 Max Horz 2=21 O(LC 4) •0 0 0 0• Max Uplift2=-374(LC 4),6=-201(LC 4) 6 0• 0 •••• FORCES. (lb)-Maximum Compression/Maximum Tension • • TOP CHORD 1-2=0/58,2-10=-316/28,3-10=-1059/530,312=-466/214,4-12=-394/223,4-5=-411/252,5-6=-633/388 0 6 BOT CHORD 9-13=135/212,11-13=135/212,11-14=-598/963,7-14=-598/963,7-15=-11/7,6-15=-11/7 WEBS 37=-632/407,4-7=-105/231,5-7=325/589,2-9=-568/555,10-11=-70/285,9-10=-495/267,2-11=-342/457 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;End.,GCpi=0.18;MWFRS (envelope)and C-C Exterior(2)-2-0-10 to 0-11-1,Interior(1)0-11-1 to 6-4-0,Exterior(2)6-4-0 to 9-4-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 374 Ib uplift at joint 2 and 201 Ib uplift at joint 6. 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)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.. LOAD CASE(S) Standard Mahmound Zolfaghari,P.E. Consulting Engineers 1380) S.W. 108 Ave. Miami, Horida 33176 Phone 305-253-2428 Fax 305-2354248 Florida Professional EngineeringLicense No.36921 Special Inspector License No.6�3 I Job T11" Truss TypeOty Ply ADD:MAZZITELLI (RC) 0110 Monopitch 1 1 a Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Wed Jul 05 13:25:38 2017 Page 1 ID:fh1 MEpZ9ZylwthtrXdbiipzGJhU-s5cglPUYaZS1 KW81X3DOXKmHT5FbyOnfhjAWQnz?6d 2-0-0 4-9-0 — r 2-0-0 4-9-0 2x4 11 Scale=1:13.1 3 4.00 F12 9 W1 7 T1 2 1 1x4 II B1 1 A' 8 11 4 01 6 0. 10 2x4 II 0-8-0(0-*9)= 3x8 II 4-9-0 4-9-0 Plate Offsets(X Y)— [1:0-2-2,11-0-81,[2:0-2-5,0-1-61,[2'0-3-5 Edge) see LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (toe) 1/deft L/d PLATES• G 11P• TCLL 30.0 Plate Grip DOL 1.33 TC 0.53 Vert(LL) 0.03 4-8 >999 360 ••&4T20 ••274!190 ••••:• TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(TL) -0.12 4-8 >470 240 •• • 000 • • BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a • • • BCDL 10.0 Code FRC2014fTP12007 (Matrix-M) ••:•Weight:24 Ib •Ft=0% •'•••• 00000 LUMBER- BRACING- •••••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direitly%IEW or 4-9-(=0j 940 5 except Pod verticAs. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1Q-"•c bracing.• 00000 WEBS 2x4 SP No.2 • • OTHERS 2x4 SPNo.2 •••••• •••• ••••• WEDGE •••••• ••i• •••••• Left:2x4 SP No.2 • •••••• • • REACTIONS. (Ib/size) 4=212/Mechanical,2=479/0-8-0 (min.0-1-8) • • • • 000000 Max Horz2=150(LC 4) •••••• • • •' Max Uplift4=93(L :000*:C 6),2=264(LC 4) • • • Max Grav4=301(LC 15),2=479(LC 1) •• • 000 • • • FORCES. (Ib)-Maximum Compression/Maximum Tension •• TOP CHORD 1-2=0158,2-7=343/153.7-9=77/0,3-9=-70/38,3-4=-155/207 BOT CHORD 6-10=-118/178.8-10=118/178,8-11=0/0,4-11=0/0 WEBS 2-6=3811502.7-8=-140/282,6-7=-152/90,2-8=157/139 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.ll;Exp C;End.,GCpi=0.18;MWFRS (envelope)and C-C Extedor(2)-2-0-10 to 0-11-1,Interior(1)0-11-1 to 1-7-4,Exterior(2)1-7-4 to 4-7-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 Ib uplift at joint 4 and 264 lb uplift at joint 2. 5)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. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A9ahme;:ld t:cifaghari,P.E. COnst ping Engineers 13901 S.VV- 108 Ave. Miami,Florida 33176 Phone 305-253-2428 Far,305-235-4248 Florida Professional Engineedng.Li01Mae No 36921 Special Inspector License No.63b` Job - Truss Truss Type Oty Ply [DID:MAZZITELLI (RC) 10110 AG4 Hip Girder 1 1 ob Reference o tional DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Wed Jul 05 13:25:41 2017 Page 1 ID:fhl MEpZ9ZylwthtrXdbiipzGJhU-GgHyOQXQtUgbB_tKCCn59yOmlJDA9j?5NhPA16z?6re -2-0-0 3-6-0 7-0-0 11-8-0 13-10-4 _ 18-8-0 20-8-0 ' 2-0-0 + 3-6-0 3-6-0 4-8-0 2-2-4 4-9-12 2-0-0 Scale=1:39.2 4x8= 4x4= 4.00 12 4 5 3x4 zz 3x4 424 :; 3 0 5 20 1x4 II 2 17 7 1x4 II 1 8 r i 22 13 23 12 11 10 25 r i 16 18 4x6= 21 19 0-8-0(0-1x12 2x4 II 3x4= 6x10= 2x4 II gig q ) 0-8-0(0 2-0) 3-6-0 7-0-0 11-8-0 13-10-4 18-8-0 3-6-0 3-6-0 4-8-0 2-2-4 4-9-12 Plate Offsets(X Y) [1:0-2-2,0-0-81,[2:0-3-1,0-0-101,[4:0-5-4,0-2-01,15:0-2-0,0-2-41,(T0-0-9 0-0-7] [8:0-2-2,0-0-81,[10'0-5-0 0-3-121 0000 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Ud 0 PLATES 0 GRIP ••• •• TCLL 30.0 Plate Grip DOL 1.33 TC 0.66 Vert(LL) -0.11 10 >999 360 0 J1T20 ••241/190 • TCDL 15.0 Lumber DOL 1.33 BC 0.78 Vert(TL) -0.27 10-12 >844 240 s• a •0 0 • • BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.05 7 n/a n/a • • BCDL 10.0 Code FRC20141TP12007 (Matrix-M) ••:•eVeight:113 Ib 4T=0% 0000% • LUMBER- BRACING- •••••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direA0djlFl or 2-9-1:gr2ip s. • • BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or "1"j bracing. • a•••• WEBS 2x4 SP No.2*Except* • • •0000• W5:2x6 SP No.2 0000 0000• 0 • OTHERS 2x4 SP No.2 •0 •s0900 0000•• 1 •00.0• 0 s0 REACTIONS. (Ib/size) 2=1460/0-8-0 (min.0-1-12),7=1711/0-8-0 (min.0-2-0) • • • • Max Horz 2=73(LC 3) • • 0 a 00000* Max Uplift2=-61 1(LC 3),7=-721(LC 4) •••••• FORCES. (lb)-Maximum Compression/Maximum Tension • • • 0.••0• TOP CHORD 1-2=0/58,2-17=-631/196,317=-2642/855,3-4=-2593/910,4-5=-2849/1069,5-6=-3022/1106,6-20=3341/1173,7-20=-866/262,7-8=0/58 •s • 000* • : • BOT CHORD 16-18=-156/584,18-22=-775/2454,1322=775/2454,13-23=-775/2454,12-23=-775/2454,11-12=770/2439,10-11=-770/2439,10-24=-1008/3096,9-24=1008/3096.49Q5=-1 008/3096, 21-25=1008/3096,19-21=258/823 WEBS 313=-213/154,312=150/163,4-12=-191314,4-10=-263/721,5-10=-192/699,6-10=-519/219,6-9=25/412,2-16=958/513,17-18=5/98,16-17=-911/317,2-18=-269/702,7-19=-1056/545, 20-21=166/164,19-20=1105/407,7-21=-320/853 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.ll;Exp C;Encl.,GCpi=0.18;MWFRS (envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 611 Ib uplift at joint 2 and 721 Ib uplift at joint 7. 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)"Semi-rigid pilchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)501 Ib down and 186 Ib up at 11-8-12,and 410 Ib down and 132 Ib up at 13-10-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-90,4-5=-90,5-8=-90,16-19=-20 Concentrated Loads(lb) Vert:10=-476 9=-273 I t�4ahmc;un;Zolra9hari,P.E. 13961 .u'. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Enl neer ng_L CCns_Ie,No.36921 Special Inspector Lieem No.6 ` . Job- ' Truss Truss Type Qty Ply ADD:MAZZITELLI (RC) 10110 AG5 Hip Girder 1 1 Job Reference o tional DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Wed Jul 05 13:25:42 2017 Page 1 ID:fhl MEpZ9ZylwthtrXdbiipzGJhU-ksrLbmX2eozSp8SWmvIKiAws7jXiu6gFcL8jZZz?6rd 2-0-05-0-0 9-4-0 13-8-0 18-8-0 20-8-0 2-0-0 5-0-0 4-4-0 4-4-0 5-0-0 1 2-0-0 Scale=1:38.9 I 6x8= 2x4 II 6x8= 4.00 12 3 21 22 4 23 24 5 12I liv, IV i o 19 r� 1x4 II 2 16 6 1x4 c1 7 � 1 r r r r r r 15 17 25 10 26 27 9 28 29 8 30 20 18 3x 0= 3x6 I I 7x8 MT20HS= 3x6 I I 30- 0-8-0(D-�aj G1-10(G24) 5-0-0 9-4-0 13-8-0 18-8-0 5-0-0 4-4-0 4-4-0 5-0-0 Plate Offsets(X Y) [2:0-5-0,0-1-121,[3:0-2-0,0-3-121,[5:0-2-0,0-3-121,[6:0-5-0,G-1 121 [8:13-4-0,0-1-81,[9'0-4 0 0 4 81 [10'0 4 0,0-1-81 [11:0-2-2,0-0- 0000 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud L:-.Nheight: S 0 RIPi go TCDL 15.0 TCLL 30.0 Lumber DOLlate Grip OL 1.33 BC 0.95 Vert(TL) 0.65 8-9 >343 240 S •••1�/i43 •BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.10 6 n/a n/aBCDL 10.0 Code FRC2014ITP12007 (Matrix-M) 110 Ib Rl•=0% •••••• LUMBER- BRACING- •••••• TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing dire4{If'Mpt11bior 1-7-8:V4�rt• • • T2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-J-J g(bbracing. • *0000 BOT CHORD 2x6 SP NoA D • • WEBS' 2x4 SP No.2 00:000 :••• 0000• OTHERS 2x4 SP No.2 •• •• 0000 000000 • REACTIONS. (Ib/size) 2=1807/0-8-0 (min.0-2-4),6=1807/0-8-0 (min.0-2-4) :••:•: w 0• Max Horz 2=63(LC 3) • • • • 411,4111•••• Max Uplift2=-815(LC 3),6=-815(LC 4) :*Goo* Max Grav2=2219(LC 14),6=2219(LC 26) ••0 :0900: FORCES. (lb)-Maximum Compression/Maximum Tension • • TOP CHORD 1-2=0/58,2-16=-1664/359,316=-5373/1461,321=-6835/1934,21-22=6836/1935,4-22=6838/1935,4-23=-6838/1935,2324=6836/1935,5-24=-6835/1934,5-1 9=-SM3/1 462,6-19=-1664/359, 6-7=0/58 BOT CHORD 15-17=-343/1682,17-25=-1320/5062,10-25=-1320/5062,10-26=-1320/5137,26-27=-1320/5137,9-27=-1320/5137,9-28=-1302/5137,28-29=-1302/5137,8-29=-1302/5137,8-30=1300/5062, 20-30=-1300/5062,18-20=-374/1682 WEBS 3-10=-26/963,3-9=-585/1975,4-9=-792/443,5-9=-587/1975,5-8=-27/963,2-15=-1246/600,16-17=-147/227,15-16=-1752/494,2-17=-388/1177,6-18=1246/599,19-20=147/223, 18-19=1752/500,6-20=-377/1177 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)VMnd:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cal.II;Exp C;Encl.,GCpi=0.18;MWFRS (envelope);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)Plates checked for a plus or minus 0 degree rotation about its center. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 815 lb uplift at joint 2 and 815 Ib uplift at joint 6. 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)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)80 Ib down and 74 Ib up at 5-0.0,80 Ib down and 74 Ib up at 7-0-12,80 Ib down and 74 Ib up at 8-10-12,80 Ib down and 74 lb up at 9-9-4,and 80 Ib down and 74 Ib up at 11-7-4,and 80 Ib down and 74 Ib up at 13-8-0 on top chord,and 859 Ib down and 119 Ib up at 5-0-0,228 Ib down and 11 Ib up at 7-0-12,228 Ib dawn and 11 Ib up at 8-10-12,228 Ib down and 11 Ib up at 9-9.4, and 228 Ib down and 11 Ib up at 11-7-4,and 859 Ib down and 119 lb up at 13-7-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) 1 Vert:1-3=-90,35=90,5-7=-90,15-18=-20 Concentrated Loads(lb) Vert:3=-80 5=-80 10=271 8=-271 21=-80 22=-80 23=-80 24=-80 26=-44 27=44 28=-44 29=44 V)a+n1;<,r�rsu.":-:lraghari,P.E. i:�r;staiC r1 Engineers 13901 &'N' 108 Ave. Miarni,Florida 33176 Phone 305-253-2428 Fax-'105-2354243 Florida Professional Engineerin :l iceI -No.36921 Epecial Inspector Lieens+e No 63b`, Job - Truss Truss Type Qty PlyADD:MAZZITELLI (RC) 10110 CJ5 Diagonal Hip Girder 2 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Wed Jul 05 13:25:43 2017 Page 1 ID:fh1 MEpZ9ZylwthtrXdbiipzGJhU-D3Pjp6YhP55JQ11 iKcpZENTt J6uPdcBOq?uH6?z?6rc -2-11 10 -2-9-15 3-6-1 7-0-2 0- - 1 2-9-15 3-6-1 3-6-1 Scale=1:18.7 2x4 11 4 5 2.83F12 3x4= 13 3 W3 11 T1 2 W1 1x4 II 11 1 t Bi 1 s 12 15 8 16 17 7 Q e• 1x4 II 10 14 6 4x4=3x8 11 3x4= 0-10-15(0-1-8) 0-2-8(0-1-8) 3-6-1 7-0-2 3-6-1 3-6-1 Plate Offsets(X Y)— fl 0-2-2 0-0-81 [2:0-0-7,0-1-91,(2 0-3-6 Edgel [7:0-1-12,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud • PLATES 0•• •••••• TCLL . 30.0 Plate Grip DOL 1.33 TC 0.91 Vert(LL) -0.03 8-12 >999 360 • ♦AT20 244/190 • TCDL 15.0 Lumber DOL 1.33 BC 0.86 Vert(TL) -0.11 7-8 >750 240 •• • ••• • • BCLL 0.0 Re Stress Incr NO WB 0.25 Horz TL 0.02 7 n/a n/a • • • Rep ( ) 6666 • 666600 BCDL 10.0 Code FRC2014frP12007 (Matrix-M) • Ueight:40lb F`r=0% LUMBER- BRACING- •••••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dirW1y appTigd or 5-4-0,Pr. Ji j1s, except end vert&ls. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or&W(Om bracing. 9 ••••• • • WEBS 2x4 SP No.2 6666•• 6666 6666• OTHERS 2x4 SP No.2 • • • WEDGE •• •• 6666 6609••• Left:2x4 SP No.2 �0•�6 0 6 � REACTIONS. (Ib/size) 2=513/0-10-15 (min.0-1-8),7=255/0-2-8 (min.0-1-8) • • • • •••••• Max Horz2=156(LC 3) • 0 ••••• • • Max Uplift2=-287(LC 3),7=94(LC 5) • • • •••9•• Max Grav2=833(LC 14),7=659(LC 18) •• • ••• • • • FORCES. (lb)-Maximum Compression/Maximum Tension •0 TOP CHORD 1-2=0/60,2-11=665/637,311=1174/54,3-13=-33/0,4-13=-28/26,4-5=6/0,4-7=-170/103 BOT CHORD 10-14=614/592,12-14=614/592,12-15=-89/1129,8-15=-89/1129,8-16=-89/1129,16-17=-89/1129,7-17=-89/1129,6-7=0/0 WEBS 38=103/645,37=1195/95,2-10=-486/311,11-12=-83/218,10-11=-559/50,2-t2=101/549 NOTES- 1)Wnd'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);Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 287 Ib uplift at joint 2 and 94 Ib uplift at joint 7. 5)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. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)186 Ib down and 289 Ib up at 1-4-9,and 25 Ib down and 98 Ib up at 4-2-8 on top chord,and 325 lb down and 236 Ib up at 1-4-9 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASES) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-4=-90,4-5=-90,6-10=20 Concentrated Loads(Ib) Vert:11=94 12=75 13=98 16=4 t�taY,1z 1 ,,f;Za'Afaghari,P.E. t:,;p,, i ngineers 13901 S.`N ]A Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248' Florida Professional Eng neer. I kense.NW 36921 I 'Epecial Inspector Lieem'No.631 Job- Truss Truss Type Qty Ply ADD:MAZZITELLI (RC) 10110 J5 Jack-Open 6 1 - Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Wed Jul 05 13:25:46 2017 Page 1 01h1 MEpZ9ZylwthtrXdbiipzGJhU-dd5rR8bZiOTuHIIH?IMGsO5eSKzTgOmgWz6xjKz?6ri -- -2-0-0 5-0-0 2-0-0 5-0-0 Scale=1:13.9 3 IC? 0 4.00 12 0-8-0(0-1-8) 0-1-8(0-1-8) 7 T1 2 1 1x4 II B1 1 01 8 10 4 9 3x4= 3x8 II 5-0-0 5-0-0 Plate Offsets X Y— 1:0-2-2 0.0-8 2:0-2-50-1-6 2:0-3-5 Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d • PLATES•••C•Rj� 00000* TCLL i 30.0 Plate Grip DOL 1.33 TC 0.53 Vert(LL) 0.04 4-8 >999 360 • 4AT20 244/190 • TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(TL) -0.15 4-8 >389 240 •• • ••• • • BCLL 0.0 Re Stress Incr YES WB 0.00 Horz TL 0.02 2 n!a n/a • • • Rep ( ) 00.00 •• 0000•• BCDL 10.0 Code FRC2014rrP12007 (Matrix-M) • Weight:23 Ib FT=O LUMBER- BRACING- 0000• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dir�tly applied or 5-0-ac • cowipa • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1"401115c bracing.• ••••• OTHERS 2x4 SP No.2 • •0000•• �•••• 0000• WEDGE • • • Left:2x4 SP No.2 •• •• 0000 0 0•••• • REACTIONS. (Ib/size) 3=170/0-1-8 (min.0-1-8),2=495/0-8-0 (min.0-1-8),4=64/0-1-8 (min.0-1-8) •• • • •• Max Horz2=157(LC 4) • • • • •••••• Max Uplift3=-101(LC 6),2=-267(LC 4),4=1(!_C 6) •••••• Max Grav3=170(LC 1),2=495(LC 1),4=248(LC 15) ••• • 0000••• FORCES. (Ib)-Maximum Compression/Maximum Tension • • TOP CHORD 1-2=0158,2-7=-333/1149,3-7=87/42 •• BOT CHORD 6-9=-110/142.8-9=-110/142.8-10=0/0,4-10=0/0 WEBS 2-6=-389/523,7-8=-155/336.6-7=-158/96.2-8=-173/146 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.ll;Exp C;Encl.,GCpi=0.18;MWFRS (envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 101 Ib uplift at joint 3,267 Ib uplift at joint 2 and 1 Ib uplift at joint 4. 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 6)This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zolfaghari,P.E. Consulting Fngineers 13901 S.W. 108 Ave. Miami,Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering Lioem:No,36921 Special Inspector License No.'636 °r.. Job- Truss Truss Type Qty Ply ADD:MAZZITELLI (RC) 10110 J3 Jack-Open 4 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Wed Jul 05 13:25:46 2017 Page 1 ID:fh1 MEpZ9ZylwthtrXdbiipzGJhU-dd5rR8bZiOTuHIIH?IMGsO5f?KOFgOmgWz6xjKz?6r: -2-0-0 3-0-7 2-0-0 3-0-7 Scale=1:10.2 3 4.00 12 I N 2 1-8) T1 0-1-8(D-1-8) cL 1 1x4 II B1 1 8 10 9 4 01 �• 7 2x4 11 3-0-7 3xts 11 3-0-7 Plate Offsets(X Y)— [1:0-2-2,0-G-81,[2:0-1-9,0-0-81,[2:0-3-1,0-6-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud • PLATES•••(;;Fp •••••• TCLL 30.0 Plate Grip DOL 1.33 TC 0.50 Vert(LL) 0.00 2 "'- 360 a • 4MT20 244/190 • TCDL 15.0 Lumber DOL 1.33 BC 0.40 Vert(TL) -0.05 2-4 >756 240 •• • ••• • • BCLL 0.0 Re Stress Incr YES WB 0.00 Horz -0.00 3 n/a n/a • • • BCDL 10.0 Code FRC2014ITP12007 (Matrix-M) • Weight:17 Ib 1'r=D% -a y • LUMBER- BRACING- •••••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-4*46. • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or(PL(sDec bracing. • ••••• OTHERS 2x4 SP No.2 • • •••••• •••• ••••• WEDGE • • • Left:2x4 SP No.2 •• •• •••• •••••• • REACTIONS. (Ib/size) 2=405/0-8-0 (min.D-1-8),4=30/0-1-8 (min.0-1-8),3=78/0-1-8 (min.0-1-8) o••G•: • •• Max Horz 2=118(LC 4) • • • • •••••• • Max Uplift2=-260(LC 4),3=57(LC 6) • • •••••• • • Max Grav2=405(LC 1),4=230(LC 13),3=78(LC 1) • • • •••••• Go Goo o FORCES. (lb)-Maximum Compression/Maximum Tension • TOP CHORD 1-2=0/57.2-3=-62/16 o: BOT CHORD 2-7=0/11.7-8=0/10,8-10=0/9,9-10=-9/0,4-9=-11/0 NOTES- 1)VMnd:'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)and C-C Extehor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,3. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 260 lb uplift at joint 2 and 57 lb uplift at joint 3. 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 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)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard t Mahmound Zolfaghari,P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami,Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineer x*, License No.3692; Special inspector License 210.0&1 a Job Truss Truss Type Qty PlyADD:MA=ITELLI (RC) 10110 J1 Jack-Open 4 1 Job Reference o tional DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Wed Jul 05 13:25:45 2017 Page 1 ID:fh 1 MEpZ9ZylwthtrXdbiipzGJhU-9RXTDoaxxjLl gbB5R1 r1 KOYTIwlO5ZWhIJNNAtz?6r< -2-0-0 �— 1-0-7 2-0-0 1-0-7 t � Scale=1:6.9 7 3 4.00 12 2 N cl0 m 1 x4 I1 T1 B 1 0 1 0 4 - ( 1-8) 01 6 , 8 3x4= 1-0-7 1-0-7 Plate Offsets X Y— [1:0-2-2,G-G-81,[2:0-2-0,0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d • PLATES •40W •••••• TCLL 30.0 Plate Grip DOL 1.33 TC 0.53 Vert(LL) 0.00 8 >999 360 ••• I4T20 •:• 244/190 •• TCDL 15.0 Lumber DOL 1.33 BC 0.08 Vert(TL) 0.00 8 >999 240 • • • BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a ::::`Weight: •••• •• 000000 BCDL 10.0 Code FRC2014/TPI2007 (Matrix-M) ••:•`eight:10 Ib • FT=O% LUMBER- BRACING- •i•• • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dir2ttllaepli ti or 1-0--PM4PAl0ts. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or c bracing. •••••• •••• •• OTHERS 2x4 SP No.2 • •••••• ••• REACTIONS. (Ib/size) 2=426/0-8-0 (min.0-1-8),4=-112/0-1-8 (min.0-1-8),3=-17/0-1-8 (min.0-1-8) •• •• *go: •••••• Max Horz 2=80(LC 4) • Max Uplift2=-338(LC 4),4=-112(LC 1),3=-17(LC 1) • • • • Max Grav2=426(LC 1),4=169(LC 15),3=24(LC 4) • • ••• • •••••• FORCES. (lb)-Maximum Compression/Maximum Tension • • • •••••• TOP CHORD 1-2=0158,2-7=-3291206,3-7=-19/10 •• • ••• • • • BOT CHORD 6-8=-220/335,4-8=010 ••• WEBS 2-6=-429/675.7-8=-70163,6-7=-97/128.2-8=-164/111 NOTES- 1)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)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,3. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 338 Ib uplift at joint 2,112 Ib uplift at joint 4 and 17 Ib uplift at joint 3. 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 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)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zolfaghari,P.E. Consultul Engineers 13901 S.W, 108 Ave. Miami,Florida 33176 Phone 305-253-2428 Fay.305-235-4248 Florida Professional Engincering L censc Na-36921 Special Inspector Lians'C'No.6 6` Jobb Truss Truss Type Qty PlyADD:MAZZITELLI (RC) 10110 V16 Valley 1 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Wed Jul 05 13:25:48 2017 Page 1 ID:fh1 MEpZ9ZylwthtrXdbiipzGJhU-ZODcsgcpEejcX3vg7APkxRA3a7jUlwH7_Hb2nCz76rX 8-0-0 16-0-0 8-0-0 8-0-0 Scale=1:25.1 4x4= 3 4.00 12 1x4 II 9 10 1x4 II Ci 2 T T1 4 ci T T 1 5 U HU1 KXXX 3x4 11 8 12 7 13 6 14 3x4 1x4 I I 1 x4 11 1 x4 11 16-0-0 r 16-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Vd PLATES•••G"P• TCLL 30.0 Plate Grip DOL 1.33 TC 0.24 Vert(LL) n/a n/a 999 4 •MT20 ••241190 •••••• • • • TCDL 15.0 Lumber DOL 1.33 BC 0.35 Vert(TL) n/a - n/a 999 •• • ••• • • BCLL 0.0 Rep Stressincr YES WB 0.06 Horz(fL) 0.00 5 n/a n/a • L • BCDL 10.0 Code FRC20141TP12007 (Matrix) ••••1Neight:52 Ib W=0% •••••• LUMBER- BRACING- 000000 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direclly4a'plied or 6-0-goc purtjps. • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied o1010-0-0 osbracing.•••••• •••• • ••••• OTHERS 2x4 SP No.2 •••••• •••• ••••• REACTIONS. (lb/size) 1=126/16-0-0 (min.0-1-13),5=126/16-0-0 (min.0-1-13),7=396/16-0-0 (min.0-1-13),8=457/16-0-0 (min.0-1-13),6=457/16-0-0 Jn*n. 0-13) • • •0.• •••• •••••• Max Horzt=51(LC 6) • Max Upliftt=31(LC 5),5=-36(LC 5),7=73([-C 4),8=-198(LC 6),6=-198(LC 7) •••••• • • Max Grav1=257(LC 19),5=257(LC 23),7=396(LC 1),8=465(LC 11),6=465(LC 12) • • • • • • • • •••••• FORCES. (lb)-Maximum Compression/Maximum Tension • • • • • TOP CHORD 1-2=-52/44,2-9=-80/114,3-9=-18!126,3-10=-18/126,4-10=-80!114,4-5=-52/44 • • • •••••• BOT CHORD 1-11=0/46,B-11=0/46,8-12=0/46,7-12=0/46,7-13=0/46,6-13=0/46,6-14=0/46,5-14=0/46 •• • ••• • • • WEBS 3-7=319/236,2-8=-378/359,4-6=-378/359 •• NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wnd: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)and C-C Exterior(2)0-10-13 to 4-0-0, Interior(1)4-0-0 to 5-0-0,Exterior(2)5-0-0 to 8-0-0,Interior(1)11-0-0 to 12-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown;Lumber D0L=1.60 plate grip DOL=1.60 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 31 Ib uplift at joint 1,36 Ib uplift at joint 5,73 Ib uplift at joint 7,198 Ib uplift at joint 8 and 198 Ib uplift at joint 6. 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)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard i Mahmound Zolfaghari,P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami,Florida 33176 ?hone 305-253-2428 Fax 20J'-235-4248 Florida Professional EnghwetlftLicense No.36921 Special Inspector License No,06' ` Job Truss Truss Type Qty Ply ADD:MA711TELL1 (RC) 10110 V12 Valley 1 1 Job Reference o tional DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Wed Jul 05 13:25:47 2017 Page 1 ID:fhl MEpZ9ZylwthtrXdbiipzGJhU-5gfDeUbBTKblvvKTZSuVPDerukKLZSq_ldsUFmz?6rY •, 6-0-0 12-0-0_ 6-0-0 6-0-0 Scale=1:18.8 4x4= 2 4.00 12 T T1 STI 3 1 5 4 6 3x4 7�-- 1 x4 11 3x4 12-0-0 -- 12-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES•••G*R?P. TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Vert(LL) n/a n/a 999 •MT20 •02"190 •••••• TCDL 15.0 Lumber DOL 1.33 BC 0.54 Vert(TL) n/a n/a 999 • • • BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a •• • •••• •• BCDL , 10.0 Code FRC2014/TPI2007 (Matrix) I••••'height:36 Ib •FJ=0% •••••• LUMBER- BRACING- •••••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direclYjea'plied or 6-0-%oc purws. • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied ot10-0-0 oQbracing.•••••• •••• • ••••• OTHERS 2x4 SP No.2 • • REACTIONS. (Ib/size) 1=238/12-0-0 (min.0-1-8),3=238/12-0-0 (min.0-1-8),4=646/12-0-0 (min.0-1-8) • • • Max Horz 1=-37(LC 7) •• •• •••• ••••�• Max Upliftl=-91(LC 4),3=-96(LC 7),4=-174(LC 4) •••••• • • • • • • Max Grav 1=306(LC 17),3=306(LC 19),4=646(LC 1) • • • • •••••• elf f FORCES. (lb)-Maximum Compression/Maximum Tension • • • ° • • TOP CHORD 1-2=96/75,2-3=96/75 • • 090 0• •••••• BOT CHORD 1-5=0/26,4-5=0/26,4-6=0/26,3-6=0/26 • • WEBS 2-4=-451/433 •• NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VOW75mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf,BCDL=5.Opsf;h=15ft;Cat.II;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)and C-C Extehor(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 91 Ib uplift at joint 1,96 Ib uplift at joint 3 and 174 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. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ' Mahmound Zolfaghari,P.E. Consulting Engineers 13901 S.W. 108 Ave, Miami,Florida 33176 Phone 305-253-2428 Fax?Q5-235-4248 Florida Professional Engineering'License No.36921 Special Inspector License No.636 1101, Truss Truss Type Qty Ply ADD:MAZZITELLI (RC)0 V8 Valley 1 1 I Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Wed Jul 05 13:25:47 2017 Page 1 ID:fhl MEpZ9ZylwthtrXdbiipzGJhU-5gfDeUbBTKblvvKTZSuVPDetWkOpZTB_IdsUFmz?6rl 4-0-0 8-0-0 4-0-0 4-0-0 Scale=1:14.5 4x4= 4.00 rl2 2 T 1 ' ST1 3, 1 5 4 6 2x4 1 x4 11 2x4 I 8-0-0 8-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES•••("P• TCLL 30.0 Plate Grip DOL 1.33 TC 0.26 Vert(LL) n/a n/a 999 • MT20 0 OU*190 *go*:* • TCDL 15.0 Lumber DOL 1.33 BC 0.32 Vert(TL) n/a n/a 999a..* : *00'•• • BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a • • BCDL 10.0 Code FRC2014/TPI2007 (Matrix) j ••••✓Weight:23 Ib • =0% •••••• LUMBER- BRACING- •••••• + •••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly lilt or 6-0-4oc puVs. • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied of 10-0-0 oll bracing.•••••a OTHERS 2x4 SP No.2 0000 • �•••• 0000•• I•••• 000•0•• REACTIONS. (Ib/size) 1=167/8-0-0 (min.0-1-8),3=167/8-0-0 (min.0-1-8),4=347/8-0-0 (min.0-1-8) • • le •• •• •! •• Max Horz 1=22(LC 6) •• 0000 Max Upliftl=-68(LC 4),3=-70(LC 5),4=-80(LC 4) ••+••• • •• Max Grav1=271(LC 17),3=271(LC 19),4=368(LC 18) • • • • • • • • 0000•• 000•• FORCES. (Ib)-Maximum Compression/Maximum Tension • • 0• • • TOP CHORD 1-2=-50/49,2-3=-50/49 • • • •••••• BOT CHORD 1-5=0/17,4-5=0/17,4-6=0/17,3-6=0/17 •• • ••• • • • WEBS 2-4=-270/301 60 • • NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph,HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.It,Exp C;Encl.,GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 68 Ib uplift at joint 1,70 Ib uplift at joint 3 and 80 Ib 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. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound 2_1olfaghari,P.E. Consulting Engineers ( 13901 S.W. 108 Ave. Miami,Florida 33176 Phone 305-253-2428 Fax 305.235-4248 Florida Professional Engine ft,i icense No,36921 Special Inspector License No:b36' Job- Truss Truss Type Oty PlyADD:MAZZITELLI (RC) 10110 V4 Valley 1 1 Job Reference o tional DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.610 s Jan 29 2015 Print:7.610 s Jan 29 2015 MiTek Industries,Inc. Wed Jul 05 13:25:46 2017 Page 1 ID:fh1 MEpZ9ZylwthtrXdbiipzGJhU-dd5rR8bZiOTuHIIH?IMGsO5moK2FgOmgWz6xjKz?6rZ 2-0-0 4-0-0 2-0-0 2-0-0 3x4= Scale=1:7.4 4.00 12 2 3 1 T T1 Ci B1 i 4 2x4 2x4 zzz (0-1-8) 4-0-0 4-0-0 Plate Offsets(X,Y)— 2:0-2-0 Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d • PLATES••rjFjlQ• •••••• TCLL 30.0 Plate Grip DOL 1.33 TC 0.06 Vert(LL) n/a n/a 999 • OAT20 244/190 • TCDL 15.0 Lumber DOL 1.33 BC 0.28 Vert(TL) n/a n/a 999 •• • •••• •• • • BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a ••••• •• •4•••• BCDL 10.0 Code FRC2014/TPI2007 (Matrix) • Weight:9 Ib FT=0 LUMBER- BRACING- 0000 0 •0000• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-( oe#u iiF6 • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or It"bc bracing.• ••••• 0000•• 0000 0000• REACTIONS. (Ib/size) 1=121/4-0-0 (min.0-1-8),3=121/4-0-0 (min.0-1-8) • • • Max Horz I=-8(LC 7) 00 •• 0000 0000•• Max Upliftl=-38(LC 4),3=-38(LC 5) 000000 • •• Max Gravl=255(LC 16),3=255(LC 17) • • • • FORCES. (lb)-Maximum Compression/Maximum Tension • • ••••• • • TOP CHORD 1-2=-1691206,2-3=-169/206 • • • •0•••• BOT CHORD 1-4=-171/149,3-4=-171/149 •• • *00 • • • 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.Il;Exp C;Encl.,GCpi=0.18;MWFRS(envelope)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 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 38 Ib uplift at joint 1 and 38 Ib uplift at joint 3. 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. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmourd Zclfaghari,P.E. Consulting Engineers 13901 S,W. 108 Ave. Miami,Florida 33176 Phone 305-253-2428 Fay.305-235-4248 Florida Professional Engineering'L;itense No.36921 Special hisnector License No.636' t i STANDARD LATERAL WEB BRACING 2x4 LATERAL BRACE TRUSSES ® 24" O.C. TYP. PER TRUSS DESIGN WITH 2-10d NAILS PER WEB FOR FORCES UP TO 4600 lbs. FORCES IN EXCESS OF 4600 lbs. REQUIRES 2x6 #3 OR BETTER. 1 I NOTE: PROVIDE X—BRACING AT 20'-0" INTERVALS FOR WEB FORCES4UP TO 2509 lbs. AND AT 10'-0" FOR FORCE GREATER THAN 25091Ibs. END OF BRACING MEM. SHALL BE CONNECTED TO A FIXED 1 RIGID POINT OR X—BRACED AS NOTED ON THIS DETAIL. LATERAL BRACING DETAIL_ I 4040•• • • 4040 0000•• • . • • 4040 • 4000 • • • • • 0.0000 .. 00.00• 00..60 . ALT. LATERAL BRACING DETAIL 00.40•. ::..:. 0400••0 - - *000 ..� 0•.•. 000000 •00• 0000.• •Y8.Q O„ 0... 0000.• 0.C. TYP. • 0000.• . 0 • • . • •T—BRACE SAIM I ..•••• TRUSSES ® 24" •AND.GRADE ROO • . O.C. TYP. • 0 . •0000• 4040 • •�• • • • 4040 WEB (2x6 MAX.) 610d E WITH S ® 6" WEB SECTION DEI AiL NOTE: BRACE MUST BE 80% THE LENGTH OF THE WEB. THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. MINIMUM GRADE OF LUMBER TPI-2007 Mohmoud-ZZ^Ifagh,cr�� T.0......SEE STRUCTURAL SHEET. 13901 S'M'J08,`Ave. Revised: Miami, FL._,3,)1.76 B.0......SEE STRUCTURAL SHEET. �J 7/7/94 305-253 242a WEBS...SEE STRUCTURAL SHEET. 03/2012 O OO P.E. No:,36921,-f. LOADING (PLF) STIR. INCR.: 33% L. D. DRAWN BY: G.L.H. T.C. 30 75 CHECKED BY: J.A.I. j B.C. 0 10 REP. STRESS: YES SPACING: 24 INCH O/C. MITek Industries Inc. Approved for MITek,Industries Inc. 1-11tUSS COMPANY, INC. Trusses & Bui I di ng M ateri ad s 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 HIP/JACK HANGER DETAIL SHEET 1. FOR HIP CORNER JACK 5'-0"AND T-0"SETBACK,USE USP HJC26 UNIVERSAL HIP HANGER, ON BOTTOM CHORD.TOP CHORDS NAIL WITH THREE(3)-16D NAILS AND USE USP RT8A(L/R)HURRICANE CLIP FOR HIP CORNER JACK 9'-0"AND 11'-0" SETBACK,USE USP HJC28 - 0000 UNIVERSAL HIP HANGER ON BOTTOM CHORD.TOP CHORDS•NAIL WPFU ..• ...... THREE(3)-16D NAILS AND USE USP RT8A(LIR)HURRICANE tWP: ...* - . ....00 .. 0.0000 2. FOR 1'-0"TO 9'-0" SIDE JACKS,NAIL TOP &BOTTOM CHORD Tt ff"THREE• :0000: (3)- 16D NAILS AND USE USP RT8A(L/R)HURRICANE CLIP AF•f01;& ••• • 0000 0000. BOTTOM. 0000.. 0000 0000. 3. FOR COMMON JACKS 5'-0"TO T-0", USE USP JUS26.HANGER•ON41OTTOM •. CHORD AND NAIL TOP CHORD WITH THREE(3)-161)NAILS AND VSE LISP.: "'• RT8A(UR)HURRICANE CLIP AT TOP . .. . ... . . . 4. FOR COMMON JACKS 9'-0"TO 11'-0", USE USP THD 26 HANGER ON BOTTOM CHORD AND NAIL TOP CHORD WITH THREE(3) 16D NAILS AND USE USP' RT8A(LIR)HURRICANE CLIP AT TOP NOTE: Refer to attached Florida Approvals For naifin2 and proper use of hangers. Hanger/Strap State of Florida Approval Number I.D. Number HJC26& HJC28 Florida Approval Number FL17236-R1. SKH26 UR Florida Approval Number FL17243=R1 RT8A— Hurricane Clips Florida Approval Number FL17236.11 ` JUS 26 1 Florida Approval Number FL17232.13 THD 26 Florida Approval Number FL17232 Code Evaluation Information 100- USP STRUCTURAL CONNECTORS MTek Code Evaluations Code Reference Key Chart Most structural products shown in this Code Approval Coe Code Approval Code catalog are listed in a current code Agency Listing Ref. Agenc Listing Ref: evaluation report from the code ESR-2266 1 FL17241 F1 evaluation agencies listed to the right. ESR-3444 2 FL17232 F2 The load values shown in this catalog ESR-1678 3 FL17243 F3 were current at the time of printing but ESR-1702 4 FL17240 F4 we are continually improving our products through better engineering design and ESR-3445 5 FL17236 F5 development so some of the evaluation ESR-3446 6 FL17239 F6 reports may have been updated with better ESR-1970 7 FL17244 F7 load values after the catalog was printed. ESR-3447 8 FL17245 F8 In a few cases,we have submitted a formal ESR-2685 9 FL578 F9 independent test report from an approved ICC ESR-3448 10 FL17247 F10 lab to the code evaluation agency and are. awaiting on an evaluation report. ESR-3449 11 c? FL77248 F11 We recommend visiting our web site: ESR-2761 12 FL77249 F12 USPconnectors.com/code-reports or,the ESR-2787 13 State of FL17324 F14 specified code evaluation agency's web site, ESR-3455 14 Florida FL1732%.. F15 shown below,to obtain the latest load values ESR-3456 15 Product •.• FL1 A60•• F16- ••;• from the most current evaluation report. royals. . . ESR-2089 16 APp FL17SM. . F17 •• Some code jurisdictions may require ESR-2362 17 •• •• FL20872 F18 •• additional load reductions and/or use :ESR-2526 19 •••••• FL10J39 . F19; limitations for some products listed in this • „,. catalog.In those cases,the products may ESR-3768 20 .... FL1274 F22• ••• not be approved or may need further review ESR-3847 21 •• ••; FL2033;... F23'0.•' for approval. ESR-3754 22 ” 00FL5610•' F25• 0•i 0 000 We recommend contacting the code IAPMO-UES ER ER-0200. 30 •••• FL62 3 F26•....• jurisdiction having authority for your ER-0201 31 . . FL172M* F28. project to confirm they accept the . . . ...•• evaluation reports shown to the right, ER-0311 32 •• • FL17131• • F29• • or contact our Engineering Department ER-0473 33 FL17219 " F31 for further assistance. RR 25993 R1 FL17227 F32 Code Watch RR 26017 R2 FL17230 F33 "Code Watch"items are included to RR 25992 R3 FL17246 F35 d highlight relevant sections of the 2012 IBC RR 25991 R4 Presciiptive Code -- 100 H and 2012 IRC building codes that discuss the RR 25843 R5 Pending for Contact us for 110 use of products contained in this catalog. a0,p8$ RR 25759 R6 Code Evaluation test data L We strongly encourage you to consult with "'"'"'°"""`" ' RR 25753 R7 No Load Capacity -- 120 LA a a qualified design professional to review City RR 25976 R8 Contact us for the exact requirements of the relevant code City of No Code Listing 130 Los Angeles, RR 25745 R9 test data references for your project. 9 California RR 25972 R10 New products or updated product e Please note that not all code sections relating to the use of all products in this RR 25971 R11 information are designated in blue font. catalog are included.In addition,some states RR 25749 R12 and local municipalities may have adopted RR 25779 R13 amendments to the referenced code section. RR 25836 R14 Code Evaluation Agency websites Code references are for the 2012 RR 25850 R15 ICC-ES—ESR reports: International Residential Code(IRC)and 2012 RR 25954 R16 http://www.icc-es.org/Evaluation_Reports International Building Code(IBC). RR 26048 R17 IAPMO Uniform ES—ER reports: www.iapmoes.org/Evaluation Reports City of Los Angeles—LARR reports: http://netinfo.ladbs.org/rreports.nsf State of Florida—Product Approvals: wwwflnridahnildinn nrn/nr J _ Plated Truss HHC / HJC / HJHC / HTHJ Hip/Jack Connectors 004- USP STRUCTURAL CONNECTORS MTek HHC—Designed to support hip/hip truss/rafter. Contact USP when using in multi-ply applications. HJHC—Allows for hip/hip support and hip/jack/hip installations. ) HJC&HTHJ—Used to simultaneously hang a combination 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: HHC,HJC,&HJHC—12 gauge,HTHJ—18 gauge r Finish: G90 galvanizing rr' ' Options: See Specialty Options Charty Codes: See page 11 for Code Reference Chart Typical HJC/HTHJ installation Installation: •Use all specified fasteners.See Product Notes,page 17. c Cn H ¢�45 ►F45°� • R '••••' ••••• a5° '•,' ; 4s°�•.pis°/' • Typical HJC/HTHJ installation top view Typical HHC •••;•• Typical HJHC installation top view ""'Ihstallationlop view 1-3/4" 2" •••••• •••• •••• H r H • • tY 3-1/4" �5-7/8" j 51' 3-1/4" •• • 10-1 6*4- 1/40 • 6" 9' �i •• HJC HTHJ HHC HJHC Fastener Schedule'., OF/SP S-P-F 1)Uplift loads have been Supported Member Allowable Loads(Lbs.)' •Allowable Loads(tbs.f increased 60%for wind Supportlng or seismic loads;no Member per ',per Hoop Roof ppm? Floor Roof Uplift' further increase shall USP Steel H top- 'M� be permitted. ' Description Stock No. Ref. Gauge m Qty Type Qty Qty Type 10076 115% 125% 160% 10076 115%125% 160% Ref. 2)Loading published for d total load of hip/jack LTHJA26, 10 i j 1 E connection. 2 x 6 right/left HJC26 THJA26, 12 5-3/8 16 16d 5 7 10d (2385 2740 2980 1840 2180 2510 2725 1955 ' 3)NAILS:10d nails are a THJU26 i F5 0.148"dia.x 3"long, 2 x 8 right/left I KJC28 12 7-1/8 20 16d 6 I 8 lod 2980 3425 3505 1840 2725 2855 2855 1965 16d nails are 0.162"dia. - x 3-1/2"long. 2 x 6 terminal HHG26 LTM 6' `12 5-7/16 20 16d 5 — 10d 3100 3505 3505 2130 2725'2800 2800 1870 ' THJA26 New products or updated N 2 x 8 terminal .HHC28 — 12 7-3/16 24 16d 6 -- 10d 3505 3505 3505 .2410 2805 2805 2805 1930 130 product information are © 2 x 6 terminal , HJHC26 t — 12 5-7/16 20 16d 5 2 10d 3100 3505 3505 241012725 2815 2815 1935 designated in blue font. 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 2190 2520'2740 1790 1920 '2110 2110 1225 10,R8, F5 HJC Specialty Options Chart 1-3/4" Option Hip Truss Skew Range 30"to 60' ®/" -Specify angle H Allowable Loads 100%of table load / (60-max) <* Add SK,angle of hip va es - s 3-1/4" Ordering required,to product number. Typical HJC(skewed)installation 8"max.width Ex HJC26—SK55 with altomnto draw annta tnn wiow HJC'ISkewedl _ 1 Hangers SKH / SKHH Skewed 450 Hangers USP STRUCTURAL CONNECTORS MiTek 0 D + ;A AVAILABLE IN W " COAT at W Typical SKH26L installation SKHH210L SKHH21OL-2 left skew left skew left skew Dimensions(n) Fastener ScheduleZ DF/SP S-P-F Header' Joist Allowable Loads(Lbs.) Allowable Loads(16s j c. Pioor Roof Beam/Joist ' USP Qty Type Qty Type 100%115% 125% 1p66% 100%115 11 Uplift' Code She 'Stock No. Ref:No. Ga. W N D . %17596 160% 2x4 SKH24L/R SURIL24 16 1-9/16 1 3-1/4 11-7/8' 4 1 16d 4 1 10dx1-1/2 510510.1 510 1 565 395 1 395 1 395 440 6,R1 1, 2x6 8 SKH26L1R SUR/L26 16 1-9/16 5-114 1-7/8 6 16d 6 10d x 1-12 830 890 890 .1085 700 700 700 980 F3 SKHH26L/R 14 1-5/8 5-1/8 3-1/4 18 16d 121 10dxl-12 1850 19811 1980 885 1555 1555 1555 695 130 2x 8-12SK12BL/R 16 1-9/16 7-1/4 1-7/8 10 16d 8 1 10d 1-1/2 '1380 1465 1465 1360 1160 1160 1160 1075 6,R11,F3 SKHH28L/R _ 14 1-5/8 7 3-1/4 26 16d 16 10d 1-1/2 2465 Z780 2790 1261) 2115 2200 2200 995 130 SKH210L/R SUR/1210, 16 1-9/16 9-1/4 1-7/8 14 16d[ 10 10d 1-1/2 1790 1790 1790 1565 1421 1425 1425 1243 • 6•R1t, 2 x 10-14 SUR/L214 • • F3 ••••:• -'- -• • • SKHH210L/R - 14 1-5/8 9 4-1/4 34 16d i 20 10d 1-1/2 29;15 2935 2935 .1520 2330 2330 12101 •• 130 •• 73l4x SKH1720L/R SURIL1.81/9 16 1-13/16 9-1/8 1-7/8 14 10d 10 10dx1-1/2 1625 18702030 •1565 1 1C� 30 1245 '9-1/4-14 14 v • • • 1-3/4xSURIL1.81/11: • • SKH1724L/R 16 1-13116 11-1/8. 1-7/8 16 10d 10 10dx1-12 1855 2135'2320 1565 _163%•1M XW 1246'••• • 11-1/4-18 SUR/Ll.81/14 1 2-2-1/8 x SKH2O20L/A SUR/12.1/9 9-1/4-14 SUR/L2.1/9 16 2-1/8 9 1-7/8 14 10d 10 10d x 1-1/2 16251:1870 2030 1565 14311.16%LW15 1235 ••+• ••i••• 2-2-1/8 xSUR/L2.06/11, •• •G• ••i• *000:0 11-1/4-18 SKH2O24L/R SUR/L2.1/11 16 2-1/8 11 1-7/8 16 10d 10 10d x1-1/2 1855 2135 2320 .1565 1635 1880 2040 1235 • • • 2-1/4-2-5116 x ••• •••1 a • 91/4-14 SKH232OL/R, SURIL2.37/9 -16 2-3/8' 8-7/8 1-7/8 14 10d 16 10d x 1-1/2 16251 1870 2030 1565 1431. i 1645 1415 123!0 • •••••• . •�•••• 2-1/4-2-5/16x SURIL2.37/11; �. •�-1 • • SKH2324L1R - 16 2-3/8 10-7/8 1-7/8 .16 10d 10 s 10d x 1-1/2 1855 2135 2320 1565 1638*11010r e40'1235 r •0 0 0 0 • 11=1/4-18' : SUR/L2.37/14 i • • •:•• t •6, • • 3x 6-8 SKH36L/R - 16 2-9/16 f 4-3/4 1-3/8 6 16d 6 10d 1-1/2 830 950 1025 1085 725 830 830( 980 i• 117, 3x 8-12 SKH38L/R 16 2-9/16 J 6-3/4 1-3/8 10 16d 8 10d 1-1/2 1380 1585 -1585 1360 1210 1255 1255 1240 F3 3x10-14 SKH310L1R l 16 2-9/16 1 8-3/4 1-3/8 14 16d 10 10d x 1-1/2 1930 2220 2250 .1565 1780 2045 2090 1245. 3 x 12-14-16 SKH312L/R 16 2-9/16 1 10-3/4 1-3/8 16 16d 10 10d x 1-1/2 2210 2500 2500 1565 2035 2190 2190, 1245 2-1/2x SKH2520L/R SURIL2.56/9' 16 2-9/16 8-5/8 1-7/8 14 10d `10 10d 14/2 1625 1870 2030 1565 1430 1645 1705 1230 j 9-1/4-14 w 2-1/2x SURIL2.56/1i, SK H2524L/R 16 ;2-9/16 10.3/4,1-7/8 16' .1od 10 10dx 1-1/2 1855 2135 2320 1565 :1635 181 2040 1230 11-1/4-16 SUR/L2.56/14 9 = 2-5/8 x N = 9-1/4-14 SKH2620LIR -- 16 2-11/16 8-11/16 1-7/8 14 10d 10 110d 1-1/2 1625 1870 2030 1565 1430 1645 1705 1230 2-5/8 x z, 11-1/4-16 SKH2624L/R -- 16 2-11/16 10-11/16 1-7/8 16 10d 10 10d 1-1/2 1855 2135 2320 .1565 1635 7880 20401 1230 x y :SKH26L/R-2` SUR/L26-2 16 3-1/16 4-1/2, 1-38 6 :16d' 6 10tl 830 950 1035 1115 1725 835. 865 980 I n ' (2)2x6-8 SKHH26UR-2 HSUWL26-2 '14 3-1/16 5-1/4 2-. 12 16d 4 t6dx2-12 :z ' SKHH26L/R-21F HSUR/LC26-2 14 3-1/16 . 5-1/4 2 12 r16d 4 ]6d x2.1/2 1850 2040 2040 885 1495 1495 1495 650 130 y "` • ( 2x8-12- SKH28L/R-2• - 16 3-1/16 ;6-1/2; 1-3/8 -10 16d '8 10d '. 1380 1585 .1725 1360 '1210 1395 1515 1055 6, SKH210L/R-2' SUR/1210-2 -,16 3-1/16 8-1/2 1-3/8 '14 .16d 10 - 10d. 1930 222012415 1565 1695 1950 2120 1235 R11,F3 HSUR(2)2 z.10-14 SKHH210L/R-2 )0 2 14 .3-1/16 B-1/2 2 20 16d 6 16d x 2-1/2 6 HSLRIL214-2 3080 3475 3695 2280 2580 2745.2745 .1695 130 SKHH210L/R-21F •HSUR%LC210-2 1 14 3=1/16 8-1/2-1 2 20 16d 6 •16d x 2-1/2 2)2 x 12-16 SKH212L/R-2- SUR/1214-2 16 3-1/16 10-1/2 1-3/8 16 1.16d 101 10d2248 2575 2W '1565 1940.2230 24051 1235 3-1/2x8-14 SKH410L/R` SUR/L410 14 3-9/16 8-12 2-1/2 16 1 16d 10 16d W 22551 2540 2540 1565 1995 2290 2400 1215 6, 3-1/2x12-18 SKH414L1R` SURIL414 14 3-9/16 12-12 2-1/2 22 16d 10 16d 3100 3565 3880 1565 2740 3150,3425 1215 R11, SKH46L/R? SURIL46 14 3-9/16. 4-3/4 2-12 10 .16d 6 16d 1410 1590 1590`1355 1225 1225 1225 1050 F3_ 4x 6-8 -SKHH46L/R HSURJL46,. 14 3-9/16 5-1/4 2-1/2 '12 ':16d. 6 16d 7850 2040 2040 885 '7490 1490 1490 650 130 SKHH46L1RIF HSUR/LC46 14 3-9/16 5-1J4 2-12 ,12 16d 6 16d _ SKli41OUR' SUR1410 14 :3-9/16 8-12 :.2-1/2 16 ;16d' 10 16d 2255 2540 25401 1565 1995 2290 2400 1215 6,R71,F3 4 x 10-141. .SKHR-1 OL/R = HSURIL410 14 3-9/16 :.8-12 2-12 20 .16d 10 16d �-T 'SKHH410L/RIF HSUR/LC410 14 3-9/16 8-1/2 2-12 20 16d '10 16d 3080X75 3695 228D 2580 2735 2735:1690 130 SKH414L/R"' 'SUR/L414 14 '3 9/16 '12-12 2-12 22 16d 10 16d 3100 3565 3880 1565 2740 3150 3425 1215 6,R11,f3 4 x 14-18 SKHH414UR HSURIL414 14 3 9/16 12-1/2 2-1/21`26 `16d 10 16d gg15 4650 2280`3520 ,3740 3740 7835 130 SKHH414L/RIF HSURILG414 14 3-9/16'12-12 2-12 26 16d 10 16d 1)Uplift bads have been increased 60%for wind and seismic loads;no further increase shall be permitted. Corrosion Finish 2)NAILS:10d x 1-12 nails are 0.148"dia.x 1-12"long.10d nails are 0.148"dia.x 3"long,16d nails are 0.162"dia.x 3-12"long. ® 'Miter cut required on end of joist to achieve design loadsStainless Steel $Gold Coat ats: 0 HE rriem Tido _ Truss&Rafter 60-1 HC / HCPRS / HHCP / LFTA / RT Rafter Ties USP STRUCTURAL CONNECTORS MROV Installation: •Use all specified fasteners.See Product Notes,page 17. •To achieve full allowable loads listed,fasteners must be installed as prescribed in the chart. •Depending on pitch,birdsmouth notching may be required with some models to enable installers to fill all nail holes. •Designer shall determine if solid blocking is required. •LFTA6,RT4,RT5,and RT7 ship in equal quantities of left and right versions.Left version images shown. 3A DF/SP S-P-F Fac stener Schedule Allowable Loads(Lbs.)' Allowable Loads Wm)l y Tnrss/ftafter Plate Stud Lateral Uplift with Lateral Uplift with Ro 71 Bdxt-1/2" 8dx1-1/2" r USP Steel Uplift F2, • Code F1 F2 Uplift fl Stock No.�' Rel.No: Gauge 0ly Type` Qht Type 4ty Type. 160% 1609E 16076 760% 1601k 1' 160% 16M6 :Ref. RT3A H3 18 4 1 8d 4 8d I I — 610 190 . 190 610 1 525 I 160 1, 160 1 525 RT4 H4 18 4 1 Bd 4 1 8d 410 215 215 410 345 180-1 180 1 -345 10, RT5 H5 18 4T 8d 4 Bit -540 265 265 540_ 450 225 225 450 'r R8, FRT6 HS24_ 18 =1 1-1/2 6 tOd x 1-1/2 -- — 665 800 800 665 560 670 670 560 RT7 — 18 58d 5 Sd 585 195: 195 585 495 160 160 495 t RT7A H2.5A 18 5 8d 5 Bit 670 210 210 670 565 175 175 565 ti MAT H2.5T18 5 , 8d x 1-1/2 5 8d x 1-1/2 555 210 210. 555 465 180 180 465 F18 _ i. RT8A H8 18 5 lOdx 1-1/2 5 10d x 1-1/2 - 775 215 , 215 775 650 180 780 650 RTI 0 H2,112A 18 6 1 Bd 8 I 8d 6 8d 585 195 195 585 495 160 160 495• 10, RT15 H1 18 5 18d x 1-1/2 5 `8d - 530 500 340 530: 445 285 410 446 •, R8, F5•• ••• RT16A Hl OA, 18 9 10d x 1-1/2 8 10d 1380 800 645 1380 1160 e7� •54t 112000 •• H14 i RT16AR H10AR 18 9 10d x 1-1/2 8 10d 1380 800 645 1380 1160 679 950$ 1160 ••�- 130* 0 i 0 • __ j, • R716-2 H10-2. .18 8 Sd S .Sd _ 1160 655 415 1160 975 5��3� 975. 10,R HHCP2 HCP2 18 10 10d x 1-1/2 10 10d x 1-1/2 -- 800 370 ---- 800 670 310 J - --670 g•• ••• HHCP4-TZ HCP4Z 16 8 10d 8 10d - 1100 410 ---- -- 920 •• —•v •—{-- • 34 --• -y•• •• 130•• •• HC520 GBC 18 - 11 Bd 6 8d 515 470 430 515 445 409 0 0370 44'3 0 HCPRS 18 5 8d 6 8d 540 500 340 1 540 455 3i G••805 i 455 • •• 10,88,13 •• LFTA6?-. H6- 16 8 8d 8 Bd 1210 700 90 1210 1015 —�'�•j�5 i v 14,R9,67i e••• RT20 — 16 9 1Od x 1-1/2 4 10d i 9 10d x 1-1/2 1200 -- 1200 1005 t— —1005 10,R8,F5 •• 1)Allowable bads have been increased 60%for wind or seismic loads;no further increase shall be permitted. • • • • • •Corrosion Finis4 •••••• 2)LFlA6:To achieve F1 lateral loads,three nails must be installed on each side on the strap located closest to the bend line. !Stain"Mill 12 Gold Coat • Lateral F1 and F2 bad directions do not apply to roof truss-to-top plate installations. • • 3)8d common nails maybe substituted for 8d x 1-1/2 nails,and 10d common nails maybe substituted for 10d x 1-1/2 nails. • • • HDG Triple Zinc •••••• 4)NAILS:8d x 1-1/2"nails are 0.131"dia_x 1-1/2"long,8d nails are 0.131"dia.x 2-1/2"long,10d x 1-1/2"nails are 0.148"dia.x 1-1/2"long, •• • •••• : • • 10d nails are 0.148"dia.x 3"long. •• New products or updated product information are designated in blue font. s T1. � t p• E' } A -Z r r} UpliftFl MI g Y 3p t �• Y�A�YAA"' i�F2��y Typical RT3A Typical RT4 Typical RT5 Typical RT6 Typical RT7 a truss/rafter to plate truss/rafter to plate truss/rafter to truss/rafter to truss/rafter to installation installation double plate installation plate installation double plate installation r i Upldt� FF2 Typical RT7A Typical MAT Typical RTSA Typical RT10 Typical RT15 truss/rafter to 2x4 bottom chord stud to double plate truss/rafter to double plate truss/rafter to rtnuhlp MOP inctallatinn inctallatinn inctallatinn to cued inctallatinn rinrrhlo nlatp inctallatinn .. Hangers HUS / JUS / MUS Slant Nail Face Mount Joist Hangers USP STRUCTURAL CONNECTORS Welc The HUS,JUS&MUS hanger series offers double shear nailing.USP's dimple allows for 30'to 45'nailing through the joist into the header resulting in higher loads and less nailing.Slant nailing also eliminates the need for shorter joist nails in 2x applications. Materials: JUS-18 gauge;MUS-18 gauge;HUS-14 or 16 gauge Finish: G90 galvanizing Options: See Chart for Corrosion Finish Options.See HUS Specialty Options Chart. Typical HUS46 Typical JUS26 Codes: Seepage 11 for Code Reference Chart installation installation A A Installation: •Use all specified fasteners.See Product Notes,page 17. •Joist nails must be driven at a 300 to 45*angle through the joist or truss into the header to achieve listed loads.Standard length "double shear"nails must be used to achieve listed load values. H •JUS&MUS, -16d sinkers(0.148"x 3-1X)may be used where 10d commons are specified with no load reduction. i Dimple allows 30*to 45 D nailing h D Wa's 0 a • HUS28-2 • • J6828'q so**:* 00 0 004, As AVAILABLE IN W rC 0 AT s Double shear nail design \- Uses standard features fewer nails and length nails • • W D faster installation MUS HUS Specialty Options Chart Refer to Specialty Options pages 228-229 for additional details. as Option Inverted Rangeeo co N Not available in Range widths less than 2-1/4". k� < 100%of table load. Allowable 65%of table load when Loads nailing into the support o A members end grain. 0 Add IF Ordering to product number. Ex.HUS410—IF Typical HUS4101F inverted flange installation Hangers I^ Face Mount Hanger Charts USP STRUCTURAL CONNECTORS MTek Dimensions(n) Fastener Schedulem DF/SP i Header Joist Allowable Loads(Lbs.) 0 USP Steel - Floor Roof Uplift' Q w Code Joist Size Stock No. Ref.No.. Gauge W N D_' A qty Nail Qty Nail 100% 115% 1Z5% 160% LEE Ref. JL24 LU24 20 �1-9/16 3 1-1/2 15/16 4 101 2 10d x1-1/2 470 540 I 580 1 320 5, 4 16d 2 - 10d x 1-1/2 560 640 1,695 1 320 135,F2 JL241F-TZ 18 1-9/16 3-1/8 1-1/2 ____ 4 10d HDG 2 1 Od x 1-1/2 HDG 465 535 580 1 280, 31,Rt, 2 x 4 4 16d HDG 2 1 Od x 1-112 HDG 550 615 615 280, F32 JUS24� LUS24 18 1-9/16 3-1/8 1-3/4 1 4 10d 2 10d 675 775; 83.5 510 s SUH24 U24 16 1-9/16 3-1/4 2 1-3/16 4 10d 2 10dx1-1/2 500 560. 105- 380 5 4 16d 2 10d x 1-1/2 590' 665 720 380 R5, HD26 HU26 14 1 9/16 3 1/2 2 1 1/8 4 16d T 2 10d x 1-1/2 565 650, 705 . 290: JL26 W26 20 1-9/16 ..4-3/4 1-1/2 15/16 6 10d 4 10d x 1-1/2 710 805. '870 650, 6 16d 4 10dx1-1/2 840 960 1045 650- JL261F-TZ WC26Z 18 1-9/16 .;4-1/2 A-1/2 -_ 6 10d HDG 4 10d x 1-1/2 HDG 695 800-1 870 1 730 31,Rt, 6 16d HDG 4 10d x 1-1/2 HDG'-830 950 1035 730'. F32 JUS26 LUS26 18 1-9/16 4-13116 1-3/4 1 4 10d 4 10d 870 1000 1080 1115 5,R5,F2 2 x 6 MUS26 MUS26 18 11-9/161:5-1/16 2 1 6 10d .6 10d 1285 1475 1605 865 31,111,F32 SUH26 U26 16 1-9/16 5-1/8 2 1-3/16 6 10d 4 10d x 1-1/2 750 840 .910. 755. ' 6 16d 4 10d x 1-1/2 880 1000 1080 755: HUS26 HUS26 16 1-5/8 5-7/16 3 2 14 16d. 6 16d .2760 3140 3345 1925 f 5, HD26 HU26 14 1-9/16 3-1/2 2 1-1/8 4 16d 2 10d x 1-1/2 565 650 705 290' I R5, HD28 HU28 14 1-9/16 5-1/4 2 . 1-1/8 8 16d 4 10dx1-1/2 1130 1295 1410 739 � • F2 JL26 LU26 20 1-9/76' 4-3/4 1-1/2 15116 6 10d 4 10d x 1-1/2 -710 •W' 650 •l •• • • 6 16d 4 10d x 1-1/2 840 'SO 11!45 6554, • • JL261F-TZ LUC26Z 18 1-9/16 4-1/2 1-1/2 ---- 6 10d HDG 4 1 O x 1-1/2 HDG 695 9806 WO 730 • 31,R7!••••• 6 16d HDG 4 10d x 1-1/2 HDG 830 &%Q 4 iW5. 730 F32• • 10 10d 6 ' 10d x 1-1/2 1180PRO—M 295 •••• JL28 LU28 20 1-9/16 6-3/8 1-1/2 15/16 10 16d 6 10d x 1-1/2 14007110 �•••i 5,R5,� � 8 1 Od HDG 4 10d x 1-1/2 HDG 930 160- 730" 31,R7 JL281F-TZ 18 1-9/16 6-1/8 1-1/2 8 16d HDG 4 10d x 1-1/2 HDG 11055 730 • F32 i•• JUS26 LUS26 18 1-9/16 4-13/16 1-3/4 1 4 10d 4 10d 870 fm— 111 • 2 x 8 JUS28 LUS28 18 1-9/16 6-5/8 1-3/4 1 6 10d 4 10d 11101115 5,R5,F2 •• MUS26 MUS26 18 1-9/16 5-1/16 2 1 6 10d 6 10d 1285 Z475 .1605 869' • 31,R1! •••• MUS28 MUS28 18 1-9/16 7-1/16 2 1 8 10d 8 10d 1710 '4270 7,140 1239. rrs� F32 • • SUH26 U26 16 1-9/16 5-1/8 2 1-3/16 6 10d 4 10dx1-1/2 750 • �" 6 i 16d 4 10d x 1-1/2 880 1000' 1080 a 755. • '� SUH28 - 16 1-9/16 6-5/8 2 1-3/16 8 10d 6 1Odx1-1/2 1000 1120 .1210 800 5 8 16d 6 10d x1-1/2 1175 1335 1440 800 _ R5, HUS26 HUS26 16 1-5/8 5-7/16 3 2 14 16d 6 16d 127601 3140 3345 1925; HUS28 HUS28 16 1-5/8 7-3/16 3 2 22' 16d 8 16d 4170 !4345 4345 2570' HD28 HU28 14 1-9/16 5-1/4 2 1-1/8 8 16d 4 10dx1-1/2 1130 1295 1410 730 I HD210 HU210 14 1-9/16 7-3/16 2 1-1/8 12 16d 4 10d x 1-1/2 116901 1945 12115 730' i m 1)Uplift loads have been increased 60%for wind or seismic loads;no further increase shall be permitted. 2)16d sinkers(0.148 dia.x 3-1/4"long)may be used at 0.84 of the table load where 16d commons are specked.This does not applyto JUS,HUS,MUS slant nail hangers. coco y 3)For JUS,HUS,and MUS hangers:Nails must be driven at a 30°to 45°angle through the joist or truss into the header to achieve the table loads. 4)NAILS:10d x 1-112"nails are 0.148"dia.x 1-1/2"long,10d nails are 0.148"dia.x 3"long,16d nails are 0.162"dia.x 3-1/2"long. ,. aNew products or updated product information are designated in blue font. a `a Corrosion Finish 13Stainless Steel V Gold Coat MHDG ®Triple Zinc .1 � k N t -'7A H Plated Truss THD Heavy-Duty Face Mount Truss Hangers v us STRUCTURALCONNECTORS MiTek Medium-to-heavy capacity face mount hanger. Some THD models are available with a r `A min/max installation option. I w-i A ^ L \ ".. r#.� YDS •IJ`� r ? � Materials: See chart Finish: G90 galvanizingft ' ' � ' FI H Options: See chart for Corrosion Finish Options "�${f � r�� .� Codes: See page 11 for Code Reference Chart t Installation: •Use all specified fasteners.See Product Notes,page 17. t f + w w�y •THD Min—Fill all round nail holes. �"'� Typical THD28 THD28 THD double'or larger •THD Max—Fill all round and diamond holes. installation Some model designs may vary from illustration shown CO) Dimensions(in) Fastener Schedule OF/SP. Header Truss Allowable Loads rr (�•) C a Joist/ USP steel Min/ Floor Root. Uplift' E c ciq • Truss Size Stock No. Ref.No. Gauge W _ H D A Max• Qty Type Qty Type 100% 115% 125% 160% 8 LL oRef. • 2 x 6-8 THD26 HTU26 { 16 1-5/8 5-1/16 3 I 1-7/8 Min X18; 16d 12 10d x 1-1/2 2645 .3000 0 { • •••• • _ r Maxi 20 I t6d 20 tOd x i-1/2 2940 3335 3470 2336 1900 •• 2x8-10 THD28 HTU28 4 16 1-5/8 7 + 3 11-7/8 Min . 28 116d 16 10d x 1-1/2 4115 4485 4681 e?&V •• 000000 — Max1 28j 16d 26 10dx1-1/2 :4115 4670 5W Zyk • • Mini 38 16d 20 t Od x 1-1/2 5115 5115 5115 3095 •••••• 2 x 10-12 THD210 HTU210 16 1-5/8 9 3 1-7/8 • • • • s. z s Max 38 16d 32 10d x 1-1/2 5585 6335 .641 JW94 ••• •• HHUS26-2, r • 00000 (2)2x6-8 THD26-2 HTU26-2 14 3-7/16 5-3/8 -3' 2 -- '18 16d 12 10d 2770 3150 33.5 e23.42 • •• ••i••• • HHUS28-2,' i sees sees•• (2)2 x 8-10 THD28-2 14 3-7/167-1/8 3 2' 28 16d -16 10d 0 4ASI lb%5, � • HT028-2 431 860 s'•` • • :HHUS210-2, • • • ; (2)2 x 10-12 THD210-2 14 3-7/16 '9-1/8 3 2 38 '16d 20 10d 5850M 70&5 390; i s5' • •••+i• -HTU210-2 iii, ••• 4x6-8 THD46 HHUS46 I 14 3-5/8 5-5/16 3 2 18; 16d 12 10d 2770 3125 IF2 000000 4x8-10 THD48 HHUS48 14 3 5/8 7-1/16 3 2—?- 28 16d 1 16 10d 4310 4860 5" 2599 �•• s 0 s s 4x10-12 THD410 HHUS410 14 1 3-5/8 9-1/16 3 2 38 16d i 201 10d 5850 6600 7045, 3905 •+ 4x12-14 THD412 14 3-5/8 11 3 _3 € -- 48 16d 120 10d 7045 7045 7045 3905 4 x 14-16 THD414 14 3-518 12-7/8 3 3 i 58 16d 20 10d 7045 7045 7045 3906 �(3)2 x 10—12 t'THD210-3 HHUS210-3 12 5 1/8 9 3 3 38 16d ' 20 10d 6535 7255 7605 3850 6 x10-12 THD610 HHUS5.50/10 12 5-1/2 9 3 3 -- 38 16d 20 10d 6535 7255 76051 3410 6 x 12-14 THD612 12 5-1/2 11 3 3 ( -- 48 16d 20 10d 8255 8415 8415 4255 6 x 14-16 THD614 12 5-1/2 1 12-7/8*33 -- 58 16d 20 10d 8415 8415 8415 4255 8 (4)2 x 10-12 _ THD210-4 HHUS210-4 12 6-3/4 9 -- .38 16d 207x9-1/4-14 THD7210 HHUS7.25/10 12 7-1/4 9 1 — 38 E 16d ( 201 10d 1 6535 72551 76051 3410 1)Uplift loads have been increased 60%for wind or seismic loads;no further increase shall be permitted. 2)NAILS:1 Od x 1-1/2"nails are 0.148"dia.x 1-112"long,10d nails are 0.148"dia.x 3"long,16d nails are 0.162"dia.x 3-1/2"long. n New products or updated product information are designated in blue font. _ Corrosion Finish 93Stainless Steel WGold Coat OHDG ®Triple Zinc N Specialty Options Chart —refer to Specialty Options pages 228-229 for additional details. Option Skewed'' Sloped Seatz Sloped/Skewed'' ' Inverted Flange 1)Skewed hangers with skews greater than 15° may have as joist nailing on outside flange. Not available in widths<3". 2)Sloped or sloped/skewed hangers with Range V to 45 1'to 45 See Sloped Seat and Skewed Widths>3"can have slopes greater than 15'may have additional one flange inverted. joist nails. 100%of table load. 3)For skewed hangers,the required cut type Allowable 85°h of table load 65°h of table load 65°h of table load 65%of table load when (square or bevel)of joist member may vary Loads nailing into the support based on skew angle and width of hanger. members end grain. Some square cut hangers will require custom pricing due to welded back plate. Add SK,angle required, Add SL,slope required, New products or updated product information right(R)or left(L),and and up(),or Add 11F,one flange, are designated in blue font. square cut(SO)or numbto See Sloped Seat and Skewed. right(R)and left(L), Ordering bevel cut(BP down number. Ex.THD410_SK45R_SQ_SL30D to product number. to product number. Product nuEx.THD410_1IFR Ex.THD41D SK45R SO Ex•THD410_SL30D { Wariger.Approval .> � ` r •�, S ............. ubm�fta1, TRUSS COMPANY, INC. Trusses & Building Materials 13980 SW 252 Street, Princeton, Florida 33032 Talo-phone: (305)257-1910 Fax: (305)257-1911 www.decotruss_com Hanger Approvals for, Truss to Truss Connections Attached to this package are the approvals for the following Hangers/Straps. Hanger / Strap State of Florida or Miami-Dade County I.D. Number Approval Number THD Series FL 13285 0.00 THDH Series FL 821 ' . . .... ...... GTWS2T, GTWS3T,GTWS4T FL 6223 ...... .. ...... HTW16 Twist Straps FL 820-R2 SKH26 UR Miami-Dade Approval Nurgber 110-ti510.04: •. . . . . ...... USP - ®��l STRUCTUP.AL 1llaa✓rr CONNECTORS AMi1ek'Cpmpan; Materials: See chart j Finish: G90 galvanizing > Options: See Specialty Options Chart. Rough/Full sizes available. THD hangers with widths greater than 3""can have one I flange inverted with no load reduction. ' Specify right (R)or left (L). Codes: ESR-1781, FL9835, FL13285, Dade County, FL 06-0921.05, L.A. City RR 25843 "Typical MD210 installation Installation: •Use all specified fasteners. See Product Notes, page 11. ° 0 � o O OF I , 1 a Some model designs' o may vary from .: illustration IS U) �W\C� 0 0 ,. THD28 o Dimensions Fastener Schedule? Allowable Loads(Lbs.) e Header Truss DF-L I SP L Floor Roof Uplift •*me Joist 1, USP Ste Truss Size Stock No. Ref.No. Gauge 5,y H D Qty Type Qty Type 100% 115% 125°1. 4160% •••14-0 *000:•• 2x6-8 THD26 HTU26 16 I 1-516 1 5-1116 3 18 16d 12 10d x 1-112 2485 2855 1 3D6 • 270 ••• • - 2 x 8-10 THD28 HTU28 16 1-5/8 7 3 28 16d 16 10d x 1-112 3865 3965 3965 2330 • • - so boo* •• ••e••• 2x 10-12 THD210 HTU210 16 1-5/8 9 3 38 16d 20 10d x 1-112 5075 5115 5115 • 3095 fi (2)2 x 6-8 THD26-2 HHUS26-2,HTU26-2 r 14 3-7/16 5-3/8 3 18 16d 12 10d 2540 2920 317 5 • • ..- F 0000: (2)2x8-10 THD28-2 HHUS28-2,HTU28-2 14 3-7116 7-1/8 3 28 16d 16 10d 3950 4540 4935 •,_ •t595 • 1J' (2)2 x 10-12 THD210-2 HHUS210-2,HTU210-2 14 3-7/16 9-1/8 3 38 16d 20 10d 5360 6160 6700 •e•ii810 • D2 •• ••• 4x6-8 THD46 HHUS46 14 3-58 5-5116 3 18 16d 121 10d 2540 2920 31L5.. 245 •R!• ••••4x8-10 THD48 HHUS48 14 3-5/8 7-1116 3 28 16d 16 10d 3950 4540 4935 • 29'5 •• • •••••• 4x10-12 THD410 HHUS410 14 3-518 9-1116 3 38 16d 20 tOd t 536D 6160 670 810 • 4x 12-14 THD412 —— 14 3-5/8 11 3 48 16d 20 1 10d 6770 7045 I 704 9.b W 0 • • • 4x 14-16 THD414 —— 14 3-5/8 12-7/8 3 58 16d 2: 10d 7045 7045 7045• 3810 • 5.F3a R5 •••••• (3)2 x 10-12 THD210-3 HHUS210-3 12 5-1/8 9 3 36 16d 20 10d 5660 6510 7045, 2850 5•F 8, 3, 2,RS • • 6 x 10-12 THD610 I HHUS5.50110 12 5-1/2 9 ( 3 38 16d 20 10d 5660 6510 708 3 0 •• • •••• ! 5, 18• 6 x 12-14 THD612 — 12 5-1/2 ! 11 3 48 16d 20 ( 10d 7150 8225 8415 4065 F10,F30",R5 6 x 14-16 THD614 -- 12 5-1/2 1111 12.7/8 3 58 16d 20 i0d 8415 8415 8415 4065 5,F30,R5 7 x 9-1/4-14 THD7210 HHUS7.25110 12 7-1/4 9 3 38 16d 20 j 10d 5660 f 6510 7080 1 3410 5,F18,F30,D2,R5 1)Uplift loads have been increased 60%for wind or seismic loads;no further increase shall be permitted. 2)10d x 1-1/2 nails are 9 gauge(0.148"diameter)by 1-112-long. 3)Minimum nail penetration is 1-518"for 16d nails. Specialty Options Chart—refer to Specialty Options pages 194 to 195 for additional details. Option Skewed' Sloped Sea1T' Sloped I Skewed'' Inverted Flange Not available in widths<3". Range 1'to 45' 14 to 45See Sloped Seat and Skewed Widths>3 can have j one flange inverted. Eg 100%of table load. Allowable €€€ 85%of table load 65%of table load 65%of table load ! 65%of table load when Loads E E nailing into the support ( members end grain. Add SK.angle required. Add SL,slope required, ; Add 11Fone flange, Ordering and right(R)or left(L), and up(U)or down(D), I See Sloped Seat and Skewed.° right(R)and left(L), to product number. to product number. Ex.THD410-SK45RSL30D to product number. Ex.THD410-SK45R Ex.THD410-Sl Ex.THD41011FR 1)Skewed hangers with skews greater than 15`may have all joist nailing on outside flange. 2)Sloped or sloped I skewed hangers with slopes greater than 15°may have additional joist nails. 3)All sloped,skewed,or combinations require bevel cut or scare cut on joist in all applications. 1-800-328-5934 •www.USPconnectors.com HEAVY _ us HANGE 'USP CONNECTORS- - A Mlek'Company V Materials: 12 gauge y Finish: G90 galvanizing Options: See Specialty Options Charts 9` Codes: ESR-1881, FL821, FL9835, Dade County, FL 06-0921,05p, n,1�•I Drive joist nails into header at 30° to 45°to achieve listed 103615. Typical THDHdouble Installation: shear installation • Use all specified fasteners. See Product 1/2" Notes, page 11. 2 ` • Joist nails must be driven in at a 30° to 45° � angle through the joist or truss into the header to _ 7 H r - achieve listed loads. Standard length "double shear" nails must be used to achieve listed load values. THDH Typical THDH26-2 installation. Dimensions Fastener Schedulezl Allowable Loads(Lbs.) Header Truss DF-LISP S-P-F Floor Roof Uplift Floor Roof Uplift' Code Joist 1 USP Ref. Truss Size Stock No. Ref.No. W H D Oty Type Oty Type 100% 115% 125% 160% 100% 115% 125% 160 2x6-8 THDH26 HGUS26 1-518 5 7116 5 20 1661 8 1661 3915 4505 4895 2340 3370 3880 4200 1965 6,F15,F181 D21 R13 2x8-10 THDH28 HGUS28 1-518 7-3116 5 36 1661 12 1661 6770 7395 7395 4370 5830 6210 6210 3670 6,F15,F18,D2,R13 2 x 10-12 THDH210'.. 1-518 9-3116 5 46 16d 16 16d 8725 9580 9600 5400 6835 7385 7750 4535 6,F15,R13 2-11116 x 9-114-14 THDH27925 HGUS2.75110 2-314 9-118 4 46 1661 12 1661 8260 8260 8260 3490 6935 6935 6935 2930 6,F15,F78,D2,R13 2-11116 x 11-114-16 THDH27112 HGUS2.75/12 2.314 10-718 4 56 16d 14 1661 9845 9845 9845 5225 7655 8135 8270 4390 6,F15,R13 2-11116 x 14-16 THDH2714 HGUS2.75114 2-314 12-114 4 66 1661 16 1661 9845 9845 9845 6810 8110 8270 8270 5835 1 13 3-114 x 9-112 THDH32 0 -FGU53.25110 3-3116 9-318 _476 16d 12 16d 8260 8260 8260 3490 6935 6935 6935 2930 6,M5,F18,DHI R13 •• 3-1/4 x 10-518 THDH3212 HGUS3.25/12 3-3116 10-518 4 56 16d 14 16d 9845 9845 9845 5960 8270 8270 e270 05 6,Fig,R13 (2)2 x 6-8 THDH26 2 HGUS26 2 3 7116 5-318 4 20 1661 8 1661 3915 4505 4795 2235 3370 3880 4S9S 1x80 6,R1e,115,DP R13 (2)2x8-10 THDH28 2 HGUS28-2 3 7116 7-118 4 36 1661 10 1661 6535 7515 8025 2665 5635 6480 �iG4 a'ZM1O 6,F1 •• (2)2 x 10-12 THDH210-2 HGUS210 2 3-7116 9-118 4 46 1661 12 t6d 8260 8260 IT 3490 6935 6935 fi 3 2930 6,F18,F15,D2,R13 • 4x6-8 THDH46 HGUS46 3-9116 5-3/8 4 20 1661 6 1661 3915 4505 4895 2605 3370 3880 4215 2190 6,F1 B,F15,D2,R13 :• • 4 x 8-10 THDH48 HGUS48 3-9116 7-118 4 36 16d 10 16d 6535 7515 7835 3185 5635 6480 75 4 x 10-12 THDH410 HGUS410 3-9116 9-118 4 46 16d 12 1661 8260 9010 9010 3970 7120 7570 7WO 03335 6,618,F15,D2,R13 •0•0 0 0 6, 1 • • 4 x 12-14 THDH412 HGUS412 3-9/16 10-112 4 56 1661 14 1661 9845 9845 9845 5225 8270 8270 0y0 ••••• 4 x 14-16 THDH414 HGUS414 3-9116 13-1/6 4 66 16d 16 16d 9845 9845 9845 6810 8270 8270 8 7S 51135 6,1.15,R13 •••••• (3)2x6-8 THDH26-3 HGUS26-3 5.1/8 5-7116 4 20 16d 8 16d 3915 4505 4795 2235 3370 3880 4030 1860 6, 1 1 ,D2,R13 • toe 0 6,F18,F15,D2,R13 (3)2 x 8-10 THDH28-3 HGUS28-3 5-1/8 7-3116 4 36 16d 12 16d 6770 7785 8025 2665 5830 6705 4 • (3)2 x 10.12 THDH210.3 HGUS210-3 5-118 9-3/16 4 46 1661 16 1661 8725 9855 9855 4565 7520 8275 X275 3335 G F15,F1�,R13 •••••• (3)2 x 12-14 THDH212.3 HGUS212-3 5-118 11-3116 4 56 1661 20 1661 9935 9935 9935 5180 8345 8345 345 4355 • • (3)2x 14-16 THDH214-3 HGUS214-3 5118 13-3116 4 66 1661 22 16d 11645 11645 11645 5795 9780 9780 •9780 4165 6,F15,R13 ••• HGUS5.25/10, 5.1/2 9 4 46 16d 16 16d 8725 9855 9855 4565 7520 8275 8275 3835 6,12i3 6 x 10-12 THDH610 HGUS5.50110 HGUS5.25112, 5-112 11 4 5 16d 20 16d 9935 9935 9935 5180 8345 8345 8345 4355 6,R13 6 x 12-14 THDH612 HGUS5.50/12 6 x 14-16 THDH614 HGUS5.50/14 5-112 13 4 66 1661 22 1661 11645 11645 11645 5795 9780 9780 9780 4865 6,R13 HGUS210 4, 6,F18, 6-314 x 9-14-112 THDH6710 6-718 8-13116 4 46 16d 12 16d 8260 8260 8260 3490 6935 6935 6935 2930 D2,R13 HGUS6.88110 HGUS212-4, 6-7/8 10-13116 4 56 16d 14 16d 9845 9845 9845 5225 8270 8270 8270 4390 6,R13 6-314 x 11-18 THDH6712 HGUS6.88112 HGUS214.4, 6.7/8 12-13116 4 66 1661 16 1661 9845 9*45 9645 6810 8270 8270 8270 5835 6,R13 6 314 x 13-20-112 THDH6714 HGUS6.88114 7.114 x 9-114-14 THDH7210 HGUS7.25/10 7-114 9 4 46 1661 12 1661 8260 9010 9010 3970 7120 7570 7570 3335 6,F18,D2,R13 7-1/4 x 11.114-16 THDH7212 HGUS7.25112 7-114 10-112 4 56 1661 14 1661 9845 9845 9845 5225 8270 8270 8270 4390 6,R13 7-1/4 x 14-18 THDH7214 HGUS7.25114 7-114 12-114 4 66 1661 16 1661 9845 9845 9845 6810 8270 8270 8270 5835 6,R13 1)Uplift loads have been increased 60%for wind or seismic loads;no further increase shall be permitted. SOme rpOdel Cilesic ,may vary 2)Joist nails need to be toe nailed at a 30°to 45-angle to achieve allowable loads shown. 3)Minimum nail penetration shall be 1-518-for 16d nails. lit'7' :KfrOm tllustratlon shown ggfr, Specialty Options Chart-refer to.Specialty Options pages 194 to 195 for additional details. ' Sloped Seat',' Sloped I Skewed',,' Option Skewed' 21/2- Range 1/ZRange 1'to 45' 1'to 45' See Sloped Seat and Skewed 52%of table allowable load. Raised dimple allows n. Allowable 85%of table allowable load. 85%of table allowable load 30°to 45°nailing A ` Loads 50%of table uplift load. 50%of table uplift load. Add SK,angle required, Add SL,slope required, c H and right(R)or left(L), and up(U)or down(D), See Sloped Seat and Skewed. C� Ordering to product number. to product number. Ex.THDH410-SK45RSL30D Ex.THDH410-SK45R Ex.THDH410-SL30D 1)Skewed THDH hangers with skews greater than 15°always have all joist nailing on one side of the outside flange. THDH26 Z 2)Sloped or sloped/skewed hangers with slopes greater than 15°may have additional joist nails. 3)All sloped,skewed,or combinations require bevel cut on joist in all applications. Inverted flange option is not available for THDH models. 1-800-328-5934• www.USPconnectors.com • _ USP2173-111 QSUSP v CONNECTORS URAL v«nvwancwu.� The GTWS series girder-to-girder hangers feature high uplift capacities ;' along with high gravity load ratings. l Materials: 10au e 3F ' g g Finish: G90 galvanizing Codes: FL6223 1 . ( ••i ; f Installation ( � r ct••� t •Use all specified fasteners. See Product Notes, page 11. .. ` `;16" `� ••,_ -u •WS Wood Screws are included with hangers where specified. •GTWS2T shall be installed to a minimum 2x4 vertical member of a girder truss with no restriction on the size of the bottom chord. i Typical GTWS • GTWS3T shall be installed to a minimum 2x6 vertical member of a �',:. installation e girder truss with no restriction on the size of the bottom chord. . ., .R�`5" • GTWS4T shall be installed to a minimum 2x8 vertical member of a W1�-%� Ngirder truss with no restriction on the size of the bottom chord. GTWS3T � _ a a jDimensions Fastener Schedule Allowable Loads(Lbs.) q p Supporting Truss Supported Truss DF-LISP r°t +:• USP Steel Wood Wood No.of Uplift' Code I` Stock No. Gauge h ty Y o Ref. "•• Ref.No. 9 D Q Screws Q Screws PIs 100% 115% 125 k 160% r • GTWS2T --- fl _/4 3-1/4116 4 22 WS3 16 WS3 2 Ply 8720 10030 10900 843 • • Joe**• ••••:• , GTWS3T -- 4-718 16 5 28 WS3 24 WS3 2Ply 11100 12470 12470 12490• F26• 0!! •"' • GTWS4T -- 6-112 16 5 28 WS3 24 WS3 2 Ply 11100 12470 12470 12490• ••• Wt •••• • " 1)Uplift bads have been increased 60%for wind or seismic loads;no further increase shall be permitted. 000;00 • • • 2)WS3 wood screws require a minimum 3"wood penetration. 0000 •GT�/c2T • • �+y,7�,� 3)WS3 wood screws are 114"x 3'long and are included with the GTWS hangers. • • •••••i -'^k 4)WS3 wood screws may be installed in both vertical and horizontal members. 0000 • ••••• New products or updated product information are designated in bold font 0000 • • • • • •• •• •••• •••••• • • • • • •••••• •• The STC' provides uplift resistance by securing trusses to top plates. ;_ - 11/4"51005 j Slotted nail holes allow for horizontal movement as scissor trusses deflect. Materials: 12 gauge Finish: G90 galvanizing w2� Codes: ESR-1465, FL817 ' Installation: • Use all specified fasteners. See Product Notes, page 11. 1 J: •When installing,do not fully set nails. W1 Typical STC •Locate nails into the center of slots to allow for horizontal movement. STC'/ installation Dimensions Fastener Schedule' Allowable Loads(Lbs.) Truss Plate DF-L I SP S-P-F USP Steel Ft Uplift' F1 Uplift' Code Stock No. Ref.No. Gauge Description W1 W2 Qty Type Qty Type 160% 160% 160% 160% Ref- STC24 TC24 t 2 2 x 4 top plate 3-9/16 1-5/8 5 10d.1-1/2 6 10d x 1-112 330 810 275 680 STC25 TC26 12 2 x 6 top plate 5-1/2 1-5/8 5 10d x 1-1/2 6 10d x 1-112 330 810 275 680 11 Ft2 STC28 TC28 12 2 x 8 top plate 7-1/4 1-518 5 10d x 1-112 6 10d x 1-112 330 810 275 680 1)Uplift loads have been increased 60%for wind or seismic loads;no further increase shall be permitted. 2)10d x 1-1/2 nails are 9 gauge(0.148"diameter)by 1-t/2-long. 1-800-328-5934• www.USPconnectors.com USP2173-101 ® f . USP rn ®�STRUCTURAL CONNcroeS' ® MTek'Cpmp�nY ■ Dimensions Fastener Allowable Loads(Lbs.)' Schedule"-',',' DF-L I SP S-P-F USP Steel Uplift Uplift Code Stock No.' Ref.No. i Gauge W L L1 L2 Qty Type 160% 160% Ref. 12 ILTW12 LTS12 I 18 1-1/4 12 4-1/2 4-1/2 12 1�10d 112 775 650 8,F14,R9 LTW16 LTS16 ( 18 1-114 fff 16 6-1/2 6-1/2 12 1 10d x 1-112 775 650 8,F14,R9 12 10d LPN12 10d x 1-11218 LTS18 18 1-114 18 7-112 7-112 12 10d 775 650 8,F14,R9 LTW20 LTS20 18 1-1/4 20 8-1/2 8-1/2 12 10d x 1-1/2 775 650 8,F14,R9 12 10d { MTS12, 14 10d x 1-112 MTW12 16 1-1/4 12 4-112 4-112 1195 1005 T8,F14,R9 v TS12,TS9 , tt � 14 _ 10d -r r 14 10d x 1-1/2 0 MTW16 i MTS16 16 1-114 16 [ 6-112 6 1/2 14 tOd j 1195 1005 8,F14,R9 _ MT518, 14 10d x 1-1/2 t MTV+`18 16 1-114 18. 7-1I2 7-112 1195 1005. 8,F14,R9 TSt8 14 10d in M18 I 16 8d LFTA6 H6 16 ( 2-1/4 19-118 8-318 6-1/2 1210 1015 8,F14,R9 of 16 8d x1-112 N mNITW20 i�h1TS20 16 1 1.114 20 8-1/2 8-112 14 tOd10tl 112 11 1195 1005 81 F14,R9 -...___. r..1TW214c it M 24C 16 1-1/4 24 10-7116 10-7/16 _t4 tOd x 1;112 -i 1195 1005 8,F14,R9 14 10d 1 14 �10,d x 1�-112. © NITW28C��i — 16 1-1/4 28 12-7/16 12-7116 14 10d 1195 - 1005 8,F14.R9 MTW30 I MTS30 16 1-114 30 8-5/16 18-9/16 1 14 10d x 1-112 1195 1005 8,F14,R9 •••• 14 10d i • • • 0000 0000•• Y • pATW3G14 10d x 1-1/2 C t MTS30C 16 1-114 F 30 13 7116 13 7116 14 10d 1195 1005 ••�,f14:R9 ••• • • 6 1 10d 1-1/Q-11-60 -1-1060--••��•• •• 0000•• HTVV15 HTS 16 i 14 1-1/4 16 5-118 5-1/8 ) --4^' � 8,f14,R9 ^ 16 10d 1 ••0000 • • • ....�,E.. tOd x 1-1i"2�{ 1530 �� 1285 � �,�T4 R9 ••••0• iTVi20 HTSh, • • • • • i 14 1-114 =207-t/8TS22 s20 10d E • • 0000•• 24 10d� x 1-112 • • I i i 424 V^ HTS24 14 1-1/4 4 24 9-1/8 9-1/8 1530 1 1285 ••414"R9 •0•• •0 0•• € ( ( 20 tOd� • • • 24 10dx11/2 •• •• •00• ••00•• HT428 !HTS28 _f 14 1-114 28 11-1/8 11-1/8 20 tOd 1530 1285 0 0 8, 14,,R9 • •• ! • • • 000••• HTW30 HTS30 14 1-114 30 7 17-1/4 20 10d 24 10dx1-1/2 1530 1285 • 8,F140,R9 •••••• 24 10dx1-112 • • •••000 HTVV30C (HTS30C [ 14 1-1/4 30 12-1/8 12-118 20 10d 1530 1285 •C,F14!R9 •••0•: • • {tt F 1)Allowable loads have been increased 60%for wind or seismic loads;no further increase shall be permitted. 2)Minimum nail embedment shall be 1-5116"for 8d nails and 1-112"for 10d nails. 3)16d sinker nails may be substituted for 10d common nails with no reduction in load. 4)For 1•1/2-lumber,use 0.84 of table load for 10d nails and 0.77 for 16d nails. 5)10d x 1.1/2 nails are 9 gauge(0.148-diameter)by 1-1/2"long. 8d x 1-ti2 nails are 11 gauge(0.131"diameter)by 1-112-long. 6)Fasteners shall be distributed equally on each end of the connection. 7)C after the model number designates center twist as in MTW30C. 8)LFTA6:F1 is 700 lbs and F2 is 90 lbs.To achieve F1 lateral loads,three nails must be installed on each side on the strap located LI closest to the bend line.Lateral F1 and F2 load directions do not apply to roof truss-to-top plate installations. Jz I L2 Typical RTW3O NTW3OC installation 1-800-328-5934 •www.USPconnectors.com USP2173-111 SKH SKEWED HANGER ALLOWABLE LOADS DIMENSIONS inches FASTENER SCHEDULE' SP ALLOWABLE LOADS Ibs 3 STOCK STEEL Header Joist Download Uptift2 NUMBER GAGE W H D Face Type Oty Type Co=1.0 Co=1.15 CD=1-25 Co=1.6 SKH26UR 16 13/ 5'/ 1''/ 1 6 16d Ccmman 6 10dxt-1/2 895 1030 1120 870 0 For SI:1 inch=25.4 mm,1 psi=6.89 kPa,1 Ibf=4.45 N 'A 10dx1-1/2'Common nails is 1'/2 inches long and 0.148 inches in diameter The 16d Common nail is 0.162 inches in diameter by 3'/2 inches long. I o. Loads have been increased as shown in accordance with code. \ - 15%and 25%for snow and construction loads. No further increase is permitted. H o. 60%for wind or seismic loading. No further increase is permitted. 9 .` 3TM_lumber species is Southern Pine I \\ SKH26R INSTALLATION DRIVE NAILS AT ANGLE w SKH26R INSTALLATION TOP VIEW JL JOIST HANGER ALLOWABLE LOADS SKH FASTENER SCHEDULE' ALLOWABLE LOADS(lbs)3 It STEEL DIMENSIONS(inches) GAGE Header Joist Download Uplifted W H D Qty Type Oty Type Co=1.0 CD=1-15 Co=1.25 Co-1.6 20 13/ 3 1'! 4 10d Common 2 10dx1'/ 490 565 615 WA 20 19/ 43141'/ 6 10d Common 4 10dx1'/ 740 850 925 700 20 131 63/ 1'/ 10 10d Common 6 10dx1'/ 1230 1415 1515 940 20 131 8'/ 11/ 14 —10d Common 8 10dx11/ 1720 1980 2070 1170 ex axaptying wAO* For SI: 1 inch=25.4 mm,1 Ibf-4.45 N,1 psi=6.89 kPa. Conic A&e ptwft �h1- s 0,01/ 'A 10d Common nail is 3 inches long and 0.148 inches in diameter -(17lL A 10dx1'/2 nail is 1V/2 inches long and 0.148 inches in diameter NOA No. 11-0510.01 21-oads have been increased as shc•.vn in accordance with code. Expiration Date' June 04,2016 15%.and 25%for snow and construction loads. No further increase is permitted. Drft�ihct�aet 60%for wind or seismic loading. No further increase is permitted. ® Approval Date: July 21,2011 row 'The lumber species is Southern Pine °Uplift loads for connectors listed as N/A had an uplift capacity less than the required 700 pounds. m • • • • ' • UNITED STEEL PRODUCTS COMPANY • m . • . • • . . • �. • • 14305 SOUTHCROSS DRIVE-SUITE 200 ••h ••• • • p• • ••• ( \ `~ - BURNSVILLE,MN 55306 PH:800328-5934 o ;` � _ _� i NAME. FACE MOUNT HANGERS ° R w .• SKH JL j� • •• • • • DATE: • • • • • • • s 3�2G�� STEVEN A.BREKKE ��/ • • • • - �/ 3/28/2011 PROFESSIONAL ENGINEER 00 I _ LICENSE NO.70432 SHEET: DRAWING NO.: ••• • • • • ••• • • l - " TYPICAL JL INSTALLATION • • �L• • • � 2 OF 2 MD-SKH-JL General Notes /rotas Generales Hoisting and Placement of Truss Bundles Steps to Setting Trusses Restraint& Bracing for 3x2 and 4x2 Parallel Chord Trusses Recomendaciones Para Levantar Paquetes de Trusses Restriccidn y Arriostre Para Trusses de Cull Paralelas 3x2 y 4x2 Trusses are not marked in any way to identify the Los trusses no estan marcados de ningun modo que Las Medidas de la Instalacion de los nusses 10' 3 m or frequency or location of temporary lateral restraint identiflque la frecuencia o/ocalizaci6n de restriccibn � DON'T overload the crane. • 15'(4.6 m* Diagonal bracing Repeat diagonal bracing - and diagonal bracing.Follow the recommendations lateral y arriostre diagonal temporales. Use las 1)Install ground bracing.2)Set first truss and attach securely to ground bracing.3)Set next 4 ®Refer to ( ) every 15 truss spaces 30' NO sobrecargue Is grua. trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal I BCSI-B7*""for more (9.1 m)max. for handling,installing and temporary restraining recomendaciones de manejo, instalaci6n, restned6n bracing see below).6 Install web member lane diagonal bracing to stabilize the first five trusses and bracing of trusses.Refer to BCSI-Guide to y arriostre temporal de los trusses. Vea at folleto BBCSS11 m NEVER use banding to lift a bundle. information. - Good Practice for Handling Installina.Restrainina -Guia de Buena Practical para at Maneio.Insta/aci6n. (see below).6)Install bottom chord temporary lateralrestraintand diagonal bracing(see below). _ 7 Repeat process with groups of four trusses until all trusses are set. Vea el resumen BCSI-B7•"• 81 Bracing of Metal Plate Connected Wood Restricci6n v Arriostre de los Trusses de Madera NUNCA use las ataduras para levantar un paquete. ) P P 9 P para mai informacibn. Trusses""*for more detailed information. Conectados con P/acas de Metal"•para informaci6n A single lift point may be used for bundles of 1)Instale los arriostres t tierra.2)Instate e/p later truss y ate degur rribro al amostre de Berra. a mos delallada. 3)Instate los pr6ximos 4 trusses con restriccibn lateral temporal de miembro corto(vee abajo).4) 5 2'o.c., Truss Design Drawings may specify locations of top chord pitch trusses up to 45'(13.7 m)and Instate el arriostre diagonal de la cuerda superior vea abajo).5 Instate arriostre diagonal para los tyP' permanent lateral restraint or reinforcement for Los dibu os de diserio de los trusses pueden es ecificar parallel chord trusses u to 30' 9.1 m g p ( �) ) g p Apply diagonal brace to radical p j p p p ( ). pianos de los miembros secundados para estabilice los primeros cinco trusses(vee abajo).6)Instate webs at end of cantilever and at individual truss members.Refer to the BCSI-B3"*" las localizations de resMccOn lateral permanents o Use at least two lift points for bundles of top la restncci6n lateral temporal y arriostre diagonal para Is cuerda inferior(vea abajo).7)Repita este bearing locations. All lateral restraints for more information.All other permanent bracing retuerzo an los miembros individuales del truss. Vea chord itch trusses u to 60' 18.3 m and aral- procedimiento an grupos de cuatro trusses hasta qua todos los trusses est6n instalados. 9 P 9 P P ( ) P WARNING Do not overload supporting lapped at least two trusses. design is the responsibility of the building designer. la hoja resumen BCSI-B3***para mos informaci6n.EI lel chord trusses up to 45'(13.7 m).Use at least structure with truss bundle. IFF07M Refer to BCSI-B2***for more information. resto de los diseficis de arriostres permanentes son le three lift points for bundles of top chord pitch "Top chord temporary lateral restraint spacing shall be 10'(3 m)o.c.max.for 3x2 chords responsabilidad del disenador del edificio. trusses>60'(18.3m)and parallel chord trusses IADVERTENCIA!No sobrecargue la Vea at resumen BCSI-B2***para mos informaci6n. and 15'(4.6 m)o.c.for 4x2 chords. >45'(13.7 m). estructura apdyada con el paquete de Restraint/Bracing for All Planes of Trusses Out-of-Plane DANGER The consequences of improperInstalacion'- : Puede user un solo lugar de levantar para trusses. Restrltt%OA/Arf IOStre Para TbdOs Pianos de 7ru551S Installing Out-of-Plumb Max.Bow Truss Length handling,erecting,installing,restraining paquetes de trusses de la cuerda superior hasta 0 Place truss bundles in stable position. and bracing can result in a collapse of the 0 Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress-graded lumber.Attach �� L Tolerances for Out-of-Plane. 3/4" 12.5' 9 p 45'y trusses de cuerdas paralelas de 30'o Puse paquetes de trusses an una to each truss with at least 2-10d(0.128x3"),2-12d(0.128x3.25")or 2-16d(0.131x3.5")nails. Tolerancias para Fuera-de-Plano. DISO D(ft.) 19 mm 3.8 IT structure,or worse,serious personal injury mens. or death. posicibn astable. La madera 2x4 clasificada por estr6s as Is madera minima utilizada para resMcci6n laterally arriostramiento di- Max.Bow 1m 1' 7/m 14.I Use par to menos dos puntos de levantar con agonal.Atadas a cada braguero con at minimal2 clavos 10d(0.128x3),12d(0.128x3.25)o 16d(0.131x3.5). "jam Length-�I 6 mm 0.3 m 22 mm 4.5 m grupos de trusses de cuerda super or inclinada IPEL/ORO!EI resultado de un manejo,levanta- Jr 1/2" 2' 1" 16.T miento,instaleci6n,restriccibn arrisotre incorrecto hasta 60'y trusses de cuerdas paralelas hasta This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses Bow L I 13 mm 0.6 m 25 mm 5.1 IT Y (PCTs). to temporary g puede ser la Goldie de la eslruclura o �fix , 45'.Use par to mens dos puntos de levantar con grupos de trusses de cuerda superior inclinada ( ) p of next column for tem ora restraint and bracing of PCTs. Max.Bow p 3/4" 3' 1-1/8" 18.8' mos de 60'y trusses de cuerdas paralelas mos de 45'. Este melodic,de restriccibn y arriostre as para todo trusses excepto trusses de cuerdas paralelas 1 - 19 mm 0.9 m 29 mm 5.7 m gun peer,heridos o muertos. ."- - (PCTs)3x2 y 4x2.Vea Is parte superior de Is columna para la restriccibn y arriostre temporal de PCTs -----""-- -------"- a ' Length ► m 1" 4' 1-1/4" 20.8' A C�&O Yt 00o a Exercise care when remov- Mechanical HoistingRecommendations for Single Trusses o , Plumb 25 mm 1.2 m 32 mm 6.3 m .q 1)TOP CHORD PLANE-CUERDA SUPERIOR I line - ing banding and handling trusses to avoid Recomendaciones Para Levantar Trusses Indivlduales Tolerances for ` 1-1/4" 5' 1-3/8" 22.9' damaging trusses and prevent injury.Wear - mac, Truss Span Top Chord Temporary Lateral Restraint(TCTLR)Spacing Out-of-Plumb. 32 mm 1.5 m 35 mm 7.0 m personal protective equipment for the eyes, "P ®� Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Tdlera D/50 max 1-1/2" 6' 1-1/2" 25.0' Using a single pick-point at the peak can damage the truss. de-P era feet,hands and head when working with Up to 30' P I 38 mm 1.8 m 38 mm 7.6 m trusses. El use de un solo lugar an at pico para levantar puede (9.1 m) 10'(3 m)D.C.max. Fuera de-Plomada. 1-3/4" 7' 1-3/4" 29.2' hater dano at truss. 44 mm 2.1 m 44 mm 8.9 m BCA&ll Q419 Utilice cautela at quitar las ataduras 60'or less 30'-45' 8'(2.4 m)D.C.max. 2" xe' 2" 233.3' o los pedazos de metal de sujetar para evitar (9.1 m 51 mm z2.4 IT) 51 mm 10.1 m dano a Ids trusses y prevenir la hands personal. 45'-60' Cargo De Construeeion Lleve at a ui o rotectivo personal para obs, 6'(1.8 m)D.C.max. Maximum Stack Height q P P P P 1 (13.7m-18.3 m) pies,manos y cabeza cuando trabaja con A @G10J4[lOo a Use dC N 9 ••• Approx.1/2---a p for Material on Trusses' trusses. trussler�t 60'-80'• • • � DO NOT proceed with construction until all lateral restraint special care in Utilice cuidado • • Tagline •••• ••• • and bracing is securely and properly in place. windy weather or especial an • • • t--TRUSSES UP TO 30'(�1 m) (18.3 m- �.�A1� •••• 4'(1�m)o.�max. Material Height p NO proceda con la construcci6n haste qua lodes las restric- T • • •• jRUSSES HASTA PIES near power lines dies venfosos o • • • •Consult a Re�s{Ired Design Profession ler'(li�'ses longertllan ss(l8.3 m). clones laterales y los arriostres est6n colocados an forma Gypsum Board 12"(305 mm) Handling - Manejo and airports. cerca de cables reader bar 41,4111:00 •• •••a•• *Consults arrrp(pf/s`�al RegistrQ�Diseno para trussis TJ jle`6J pies. apropiada y Segura. el6ctricos o de Plywood or OSB 6"(acs mm) Toe-in J9�Jp••• Locate Spreader bar on ) Q See�CSl-62'W'for TCTLR motions. 0000 DO NOT exceed maximum stack heights in table at right. aero uertos. x Vea lsl� para las o clones de TCTLR. Refer to BCSI-B4"""for more information. Asphalt Shin 1 Avoid lateral p above or stifiback ••�. p Shingles 2 bundles bending. S reader bar Spreader bar 1/2 to a mid-Height• • • +* • • P • ••••�•• •••••• NO exceda las alturas maximas de morl Vea el resumen Concrete Block 8"(203 mm) 2/3 truss length • Evite la fiexi6n lateral. for truss Tagline • •• • • • Ite�tta BCSI-B3*"" • s2'o. typ. BCSI-B4***para mos informacidin. _ TRUSSES UP TO 60'119.3 ml -�✓ Clay Tle 34 tiles high ®• TRUSSES HASTA 60 PIES •• ••• for Gable E•dfae•y restramt(bv6lgg/ ,, A •• The contractor • • - reinforcement information. • t� 1.Based on truss live load of 40 psf or is responsible for �• 190-0 Spreader�r�At••• para info cRd1i��re resMCCi6r})• • ` a TCTLR greater.For other conditions,contact ` Q p Hold each truss in position with the I r cti ��••• 3 4 truss len th �� properly receiving, �� g a Registered Design Professional, equipment until top chord temporar)alataral••Tagline • amostre/refua rzo para Armazone� ••�� 2 Install stacks of materials as quickly unloading and storing • TRUSSES UP TO AND OVER (19.3 m) as possible. restraint is installed and the truss istdstertEd Hastiales vlb el resumen BCSI-63••" • • the trusses at the • • �'� TRLiaSES HASTA•RffaIW•0•IEs -► •••••• • • 10"or> to the bearing points. •••••• Note:Ground bracing raot►`q"tr Clarity NEVER stack materials near a peak,at mid-span,on cantilevers or overhangs. jobsite.Unload trusses 9 Y • • • • to smooth surface to prevent damage. Use proper rig- Use equipo apropiado Sostenga rads truss an posicibn co:equQar�gree halta que la res Mccl6ryl�(��►teryporal de • • Truss attachment NUNCA agile los materiales cerca de un pica,a centro de Is luz,an ging and hoisting para levantar a la cuerda su en I.I f AtiJ"al braces for each set of 4[hisses. • required at support s) cantilevers o aleros. El contratista tiene/a responsabilidad de recibir, p 'or est6 instalado y el burs es*aseguraluar los•oportes.• • • • ••• • descar ar almacenar adecuadamente los equipment. improvisar. a • Repita los arrfsotres dWggpales para ca grul�o de 4 trusses. Section A-A 9 Y •• •• G DO NOT overload small groups or single trusses. trusses an la obra.Descergue los trusses an Is Installation of Single Trusses by Hand • tierra lisp para prevenir at dano. Recommendacciones de Levantamiento de Trusses ® LATERAL RESTRAINT SL DIAGONAL BRACING ARE NO sobrecargue pequer7os grupos o trusses individuates. Individuales Por La Mano, VERY IMPORTANT Place loads over as many trusses as possible. Coloque las cargas sabre tantos trusses tomo sea posible. Trusses 20' 1 Trusses 30' 1 iLA RESTRICC16N LATERAL Y EL ARRIOSTRE DIAGONAL SON r ESI Position loads over load bearing walls. (6.1 m)or (9.1 m)or less, f MUY IMPORTANT less,support support at -e` Diagonal Continuous Lateral Restraint Coloque las cargas sabre las parades soportantes. - " 2 WEB MEMBER PLANE- g (CLR)splice reinforcement near peak. quarter points. bracing Alterations -A/teraelOnls • PLANO DE LOS MIEMBROS Soporte Soporte de SECUNDARIOS ;�'� A Trus 2x_CLR Refer to BCSI-B5..*"" G ' cerca al pito los cuartas ' Vea el resumen BCSI-B5.*** Truss bracing not shown for clarity. Truss dembe „. los trusses t.Trusses up to 20' )► de tramo los E Trusses up to 30'�� Web members de 20 pies o 6.1 m trusses de 30 (9.1 m <_45' ( ) ) DO NOT cut,alter,or drill any structural member of a truss unless DO NOT store NO almacene menos. Trusses haste 20 pies pies o menos. Trusses haste 30 pies ' specifically permitted b the truss design drawing. © Trusses may be unloaded directly on the ground at P \ Y P Y 9 g. the time of delivery or stored temporarily In contact unbbundles truss lmente los �- upright. trusses sueltos. A NO torte,alters o pectora ningun miembro estructural de un truss,a with the round after delve If trusses are to be �� 9 ry. Temr�Ora�a�• Restraint & Bracing �� I `\�"� mens qua este especificamente permitido an el dibujo del diseno - stored for more than one week,place blocking of Temporary i g Bottom del truss. sufficient height beneath the stack of trusses at 8' "�. Restriccid n y Arriostre Temporal G ' Minimum 2 2x_Scab block cents (2.4 m)to 10'(3 m)on-center(o.c.). -•� chords over CLR spline.Attach Los trusses pueden ser descargados directs- Diagonal braces every to CUR with minimum 8-164 '.. Trusses that have been overloaded during construction or altered without the Truss Man- Los to an el suede an ser del memento de entrega Refer to BCSI-B2•**for more information. Top Chord Temporary 10 truss spaces 20' (0.135x3.5')nails each side ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. ` Lateral Restraint 6.1 m max. of splice or as specified by the o a/macenados temporalmente an contacto con el Vea el resumen BCSI-B2***para mos informaci6n. 10'(3 m)-15'(4.6 m)max. ( ) Building Designee Trusses qua se ran sobrecargado durante/a construcci6n o ran side a/terados sin la aufor- suelo despues de entrega.Si los trusses estaran / (TCTLR) Same spacing as bottom chord Note:Some chord and web members izaci6n previa del Fabricante de Trusses,pueden hacer nulo y sin efecto/a garantia limitada del guardados para mag de una Samaria,pangs M Locate ground braces directly in line with all rows 2x4 min. 9 SECTION A-A Fabricante de Trusses. bloqueando de altura suficiente detras de la pile of top chord temporary lateral restraint(see table lateral restraint not shown for clarity. de los trusses a 8 haste 10 pies an centro(o.c.). in the next column). 52'O.C.,tYP. 3)BOTTOM CHORD PLANE- -Contactthe Component Manufactumrfor more Information orconsuit a Registered Design Professional for assistance 0 trusses are to be stored for more than o Coloque los arriostres de tierra para el primer CUERDA INFERIOR Truss ```" �'� - one week,cover bundles to protect from truss directamente an lineal con cada una de las Member NOTE:The truss manufacturer and truss designer rely a the presumption that me given pr and crane ontramr(f applicable)needs are the environment. Brace first Lateral Restraints-2x4x12'or greater, professionals with the capability to undertake the work they have agreed to do on any given project.If the contractor and pr It needs DO NOT store on NO almacene an Berra files de resmecl6n lateral temporal de Is cuerda =90` lapped over two trusses c' assistance in some aspect of the construction project t should seek assistance from a competent party.The methods and procedures uneven round. desi ua/. truss Note:Some chord ouWined n this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY - Para trusses guardados par mos de ung semana, 9 g superior(vee la table an la pr6x�ma columna). or CLR splice reinforcement. These recommendations for handling installing,restraining and bracing trusses are based upon the collective experience of leading cubra los paquetes para protegedos del ambiente. securely _ and web members p design,manufacture and installation but must,due to the nature fresponsibilities involved be presented sly as al GUIDE f with truss yt{ 0 DO NOT walk on unbraced trusses. before Bottom� -4 o not shown for only as a GUIDE for use by a qualified building designer or contactor It s not mended that theseecommendat ons be interpreted as Refer to BCSI***for more detailed information per- NO Gamine an trusses sueltos. t-erection of chordsclarity. superior to the building designer's design specification for handling,installing,restra ri ng and brae ng trusses and t does not preclude the , _ use of other equivalent methods for restra ning/brac ng and providing stability for the walls,columns,Floors,roofs and all the interrelated taming to handling and jobsite storage of trusses. additional ' ' structural building components as determined by the contractor Thus,SBCA and TPI expressly disclaim any responsibility For damages Vea at folleto BCSP"*para informaci6n mos decal- ,.� ., DO NOT stand on truss overhangs until trusses. s�> \ ansmg from the use application or reliance on the recommendations and information contained herein. - lada sabre at manejo yalmacenado de los trusses Structural Sheathing has been applied to I G_ an area de trabajo. _ the truss and overhangs. EM Diagonal braces every 10 ` Q NO se pare an voladizos cerchas haste truss spaces 20'(6.1 m)max. SBCA Revestimiento estructural ha sido aplicado TRUSS PLATE INSTITUTE a la armadura y voladizos. 10'(3 m)-15'(4.6 m)max. 6300 Enterprise Lane•Madison, 53719 218 N.Lee St.,Ste.312•Alexandria,VA 22314 608-274-4849•sbcindustry.cocom 703-683-1010•tpinst.org 131 WARN11x17 170120 1 . I . I I w . 0 1