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LL-12-219511Y\ 19 BUILDING Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 PERMIT APPLICATION VBUILDING ❑ ELECTRIC ❑ ROOFING ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF /� j -7ICCONTRACTOR JOB ADDRESS: 12 (s 3 ! V l..• City: Miami Shores County: Miami Dade FB Master Permit No. / 1— / 2 — 2 / f 5 Sub Permit No. ❑ REVISION ❑ EXTENSION ❑ RENEWAL ❑ CANCELLATION ❑ SHOP DRAWINGS zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO r✓ Occupancy Type: Load: Construction Type: Flood Zone: p OWNER: Name (Fee Simple Titleholder): C 4 Lt*¢Z9 1 r Z_ Phone#: Address: 1 2. fr.;?j// �(} ( M City: fi Z, v,.�: �vl.�r e 5 State: f BFE: FFE: 3 c25-2 (6 .Z Z. a 4' Zip: g Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company{Name: I Lw+ i S k \ t I..L. Ct.2-...r S ` . Cal ea' Phone#: 3s�-5 , 2 / (o •- Z 2.2.4 Address: %®el -Air; .� Z, �- 1 City: tu Y -: . � (� z w► : State: �{" { Zip: 3 3 I ( I Qualifier Name: C ( a. L.-4 I 0 rt ct4__�Z State Certification or Registration #: C.. .? C. 0 5:--1-c +SCC-(ertificate of Competency #: DESIGNER: Architect/Engineer: > Z wuL S S h� % 1 �! Phone#: 95 . l 0 - 7O i k. Address: City: Value of Work for this Permit: $ 0 Type of Work: ❑ Addition ❑ Alteration Description of Work: T<'. U$$ Phone#: 3 ., 5 2- t — 2 2 2. State: Zip: Square/Linear Footage of Work: ❑ New ❑ Repair/Replace n Demolition J C-^.v > Y- r_ w • 4 Specify color of color thru tile:::, `. .�"b.q a Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ `SOD' OD (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding -Company's Address City State Zip Mo tgage-L'ender's.Name (if applicable) Mortgage Lender's Address City + State , Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature OWNER or AGENT The foregoing instrument was acknowledged before me this day ofc.J CJ// r , 20 // , by •Signature CONTRACTOR The foregoing instrument was acknowledged before me this me or who has produced me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: P Notary Public State of Florida Joanna M Feliciano .d� My Commission FF 082753 yisly Expires 01/12/2018 identification and who did take an oath. NOTARY PUBLIC: Si:ate" Notary Public State of Florida . Joanna M Feliciano At My Commission FF 082753 ppl' Expires 01/12/2018 ************************************************************************************************************ APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) TRUSS COMPANY, INC. Trusses & Building Materials 13980 SW 252 Street, Miami, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 www.decotruss.com WARNING: Extreme Care is required in Handling, Erecting and Bracing Trusses. Refer to TPI's "HIB-91 Summary Sheet", which is attached, to the engineering package. BUILDING DESIGNER (ARCHITECT or ENGINEER of Recorded) It is your responsibility to determine that the dimensions conform to the architectural plans and all loads utilized herein meet or exceed the actual Dead Loads Specified and /or imposed on your structure, and Live Loads imposed by The Building Code. PERMANENT BRACING shall be designed and specified by the building designer 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 integrity Permanent Bracing includes and is not limited to The Top Chord Plane, The Bottom Chord Plane and The Web Member Planes. The Anchoring / Strapping of trusses to walls, beams, ledgers etc., shall be the responsibility of The Building Designer. Truss to Truss Connections shall be The Responsibility of The Truss Manufacture. (Refer to Documents ANSI/TPI- 95 & WTCA-95 for further information) TRUSS ERECTOR / INSTALLER (Builder) The proper and safe erection of all the trusses is exclusively your responsibility. You are cautioned to seek professional advice regarding the Erection / Installation and Bracing, which is ALWAYS required to prevent toppling and dominoing. Top Chord, Bottom Chord and Webs shall be adequately braced, as per the attached HIB-91 Summary Sheet. You are also responsible to refer to the Truss Placement Plan and The Engineering when 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 TRUSS COMPANY, INC. Trusses & Building Materials Re : 8533: Addition: Rodriguez Site Information: Project Customer: MIAMI SKYLINE Lot/Block: Deco Truss Company, Inc. 13980 SW 252nd ST Miami, FL 33032 Tel: (305) 257-1910 Fax: (305) 257-1911 Job Name :Addition: Rodriguez Subdivision : Site Name: 1263 NE 101 Street, Site Address: Miami Shores, FL St: Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2010/TPI2007 Design Program: 7.35 Sep 27 2012 Roof Load: 55.0psf Floor Load: N/A Wind Code: Wind Speed: 175 mph This package includes 9 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 06/23/14 Al A0021549 2 06/23/14 A2 A0021550 3 06/23/14 A3 A0021551 4 06/23/14 A4 A0021552 5 06/23/14 AG5 A0021553 6 06/23/14 CJ7 A0021554 7 06/23/14 J1 A0021555 8 06/23/14 J3 A0021556 9 06/23/14 J5 A0021557 REVIEWED & APPROVED FOR COMPLIANCE WITH THE DESIGN CONCEPT ONLY. ❑ SEE NOTES IN DRAWINGS ❑ REVISE & RESUBMIT Checking is only for conformance with the design concept of the project and compliance with the informatin given in the Structural Drawings Contractor is responsible for dimensions to be confirmed and correlated at the job site, for means and methods of construction: for information that pertains solely to fabrication processes, and coordination of all trades. Any conflict found in the Contract Documents during the preparation of these Shop Drawings must be brought to the attention of the A/E of Record. Any deviation from the Contract Documents (or proposed substitution) must be clearly noted and highlighted in these Shop Drawings in order to receive specific consideration. Any such item not clearly noted is to be considered rejected. 1 1 / 7/ t By: R Date: Arbab Engineering, Inc. The seal on this index sheet indicates acceptance of professional engineering responsibility solely for the truss design drawings listed above and attached. Truss Design Engineer's Name: Mahmound Zolfaghari P.E. License Number #: 36921 Address: 13901 SW 108 Ave, Miami, FL 33176 NOTE: The suitability and use of each component for any particular building is the responsibility of the Building Designer, per ANSI/TPI 1-1995 Section 2. 4,/74(4' Page 1 of 1 Engineers Name Date Qty Ply RODRIGUEZ (JI) 7 1 Job II Truss ;Truss Type 8533 I Al 1 Common Truss I DECO TRUSS COMPANY INC., Princeton, FL 33032 -2-0-0 , 6-4-12 2-0-0 6-4-12 4x6 = 3x4 1x4 \\ 4 3 Job Reference (optional) Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 23 16:19:00 2014 Pag ID:oL0A2w_01 uhnDEKU8IED91zP95P-bvyyEMCR590TrnzYA88gsz1vWTpdWccXAPu2pFz3MX9 12-9-8 19-2-4 25-7-0 , 27-7-0 , 6-4-12 6-4-12 6-4-12 ' 2-0-0 ' 5.00112 22 23 3x4 6 1x4 // 7 Scale = 1:51.6 2� 7 24 216 19 C 1x4 II � ' 8 1x4 II co cP 4x4 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 5 17 8-6-5 3x4 = 3x4 = 12 11 10 20 80 17-0-11 3x4 25-7-0 4x4 8-6-5 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TP12007 LUMBER TOP CHORD 2x4 SP No.2 `Except' Ti: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 8-6-5 8-6-5 CSI TC 0.97 BC 0.84 WB 0.35 (Matrix-M) DEFL in (loc) I/dell . Ud Vert(LL) 0.3410-12 >893 360 Vert(LL)-0.4710-12 >648 240 Horz(TL) 0.11 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 122 Ib FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-5-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1375/0-8-0 (min. 0-2-1), 8=1375/0-8-0 (min. 0-2-1) Max Uplift2=-1400(LC 3), 8=-1400(LC 3) Max Grav2=1744(LC 6), 8=1744(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-16=-619/0, 16-21=-3137/1801, 3-21=-3118/1822, 3-4=-2775/1677, 4-22=-2676/1688, 5-22=-2674/1699, 5-23=-2674/1699, 6-23=-2676/1688, 6-7=-2775/1677, 7-24=-3118/1822, 19-24=-3137/1801, 8-19=-619/0 BOT CHORD 15-17=0/628, 12-17=-1349/2786, 11-12=-763/1816, 10-11=-763/1816, 10-20=-1349/2786, 18-20=0/628 WEBS 5-10=-404/887, 7-10=-695/552, 5-12=-404/887, 3-12=-695/552, 2-15=-850/985, 16-17=-500/541, 15-16=-930/676, 2-17=-210/589, 8-18=-850/985, 19-20=-500/541, 18-19=-930/676, 8-20=-210/589 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) -2-1-8 to 0-10-8, Interior(1) 0-10-8 to 9-9-8, Exterior(2) 9-9-8 to 12-9-8, Interior(1) 15-9-8 to 24-8-8; 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 1400 Ib uplift at joint 2 and 1400 Ib uplift at joint 8. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Iviahniound Consulting Engineers 13901 S.W. 108 Miami, Florida 33116 Phone 305-253-2428 f ax. Professional Engineering License Florida License -.t, r.-,'1,; Special inspector i.. Job !Truss Truss Type Qty Ply RODRIGUEZ (JI) I 8533 A2 Hip Truss 2 I 1 ' 1 J Job Reference (optional) DECO TRU SS COMPANY INC., Princeton, FL 33032 Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 23 16:19:00 2014 Pag ID:oL0A2w_01 uhnDEKU8IED91zP95P-bvyyEMCR590TrnzYA88gsz1wxTnLWZnXAPu2pFz3MX9 -2-0-0 , 5-6-0 11-0-0 14-7-0 20-1-0 25-7-0 , 27-7-0 ' 2-0-0 ' 5-6-0 5-6-0 3-7-0 5-6-0 5-6-0 ' 2-0-0 3x6 = 5.00112 4x8 = 4 3x4 % 23 3 13 12 11 1x4 II 3x10 MT20H= 3x4 = 4x4 = 5 3x8 = 1x4 11 5-6-0 11-0-0 14-7-0 20-1-0 25-7-0 5-6-0 5-6-0 3-7-0 5-6-0 5-6-0 3x6 = Scale = 1:52.5 1x4 i1 Plate Offsets(X,Y):12:0-5-13,0-0-61,[4:0-5-4,0-2-Oj[5:0-2-4,0-2-4],[7:0-5-13,0-0-7] LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress lncr YES Code FRC2010/TP12007 CSI TC 0.94 BC 0.99 WB 0.53 (Matrix-M) DEFL in (loc) 1/defl Ud Vert(LL) 0.27 11-13 >999 360 Vert(TL)-0.3511-13 >887 240 Horz(TL) 0.11 7 n/a n/a PLATES GRIP MT20 244/190 MT2OH 187/143 Weight: 139 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2D BOT CHORD WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 WEDGE Left: 2x4 SP No.2, Right: 2x4 SP No.2 REACTIONS (lb/size) 2=1375/0-8-0 (min. 0-1-12), 7=1375/0-8-0 (min. 0-1-12) Max Uplifl2=-1493(LC 3), 7=-1493(LC 3) Max Grav2=1732(LC 6), 7=1732(LC 6) Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-17=-553/0, 17-22=-3133/1950, 3-22=-3114/1969, 3-23=-2403/1708, 4-23=-2318/1725, 4-5=-2187/1721, 5-24=-2319/1725, 6-24=-2404/1708, 6-25=-3114/1969, 20-25=-3133/1950, 7-20=-553/0 BOT CHORD 16-18=0/571, 13-18=-1504/2792, 12-13=-1504/2792, 11-12=-1504/2792, 10-11=-1068/2055, 9-10=-1504/2792, 9-21=-1504/2792, 19-21=0/571 WEBS 3-11=-821/483, 4-11=-181/440, 5-10=-181/440, 6-10=-819/483, 2-16=-899/1225, 17-18=-389/161, 16-17=-966/718, 2-18=-285/571, 7-19=-899/1225, 20-21=-389/161, 19-20=-966/718, 7-21=-285/571 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) -2-1-8 to 0-10-8, Interior(1) 0-10-8 to 6-9-1, Exterior(2) 6-9-1 to 18-9-15, Interior(1) 18-9-15 to 24-8-8; 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 1493 Ib uplift at joint 2 and 1493 Ib uplift at joint 7. 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 Mahrnound Zolfaal'aa:�a, Consulting Engineers 13901 S.W. 108 i•s Miami, Florida 33176 Phone 305-253-2428 Fax..J05-�?3)---,, o Florida Professional Engineering License No. s619 Special Inspector License 1�{) 616 !Truss Type Job Truss 8533 A3 DECO TRUSS COMPANY INC., Princeton, FL 33032 (61 d 1 1x4 I Hip Truss -2-0-0 4-6-0 1 9-0-0 2-0-0 4-6-0 9-0-0 4-6-0 4x6 = 4 1 Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 2316:19:00 2014 Pag ID:oL0A2w_01 uhnDEKU8IED91zP95P-bvyyEMCR590TrnzYA88gsz10rTpCWehXAPu2pFz3MX9 16-7-0 21-1-0 , 25-7-0 27-7-0 , 7-7-0 4-6-0 4-6-0 ' 2-0-0 ' 16-7-0 Oty Ply 1 RODRIGUEZ (JI) 12 1 Job Reference (optional) 4x8 = 5 3x4 = 1x4 226 25-7-0 23 18 4x4 9-0-0 7-7-0 9-0-0 Scale = 1:52.5 r? Plate Offsets (X,Y): [4:0-3-4,0-2-4], [5:0-5-4,0-2-0] LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress !nu YES Code FRC2010/1P12007 CSI TC 0.57 BC 0.87 WB 0.22 (Matrix-M) DEFL in (loc) I/defl Ud Vert(LL) 0.32 9-11 >952 360 Vert(TL) -0.33 9-11 >919 240 Horz(TL) 0.12 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 129 Ib FT = 0% LUMBER TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (Ib/size) 2=1375/0-8-0 (min. 0-2-0), 7=1375/0-8-0 (min. 0-2-0) Max Uplifl2=-1547(LC 3), 7=-1546(LC 3) Max Grav2=1718(LC 6), 7=1718(LC 6) BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-11 oc bracing. WEBS 1 Row at midpt 5-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-650/0, 15-20=-3113/2142, 3-20=-3095/2155, 3-21=-2648/1915, 4-21=-2648/1932, 4-5=-2452/1918, 5-22=-2647/1932, 6-22=-2647/1915, 6-23=-3094/2155, 18-23=-3113/2142, 7-18=-651/0 BOT CHORD 14-16=-97/597, 11-16=-1655/2775, 10-11=-1338/2348, 9-10=-1338/2348, 9-19=-1655/2775, 17-19=-97/596 WEBS 3-11=-474/344, 4-11=-27/329, 5-9=-27/329, 6-9=-476/344, 2-14=-861/982, 15-16=-427/732, 14-15=-919/768, 2-16=-277/587, 7-17=-862/982, 18-19=-424/732, 17-18=-919/768, 7-19=-277/587 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Extenor(2) -2-1-8 to 0-10-8, Interior(1) 0-10-8 to 4-9-1, Exterior(2) 4-9-1 to 20-9-15, Interior(1) 20-9-15 to 24-8-8; 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 1547 Ib uplift at joint 2 and 1546 Ib uplift at joint 7. 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 Mahmound Zolfaghari, F.E. Consulting Engineers . - 13901 S.W. 108 rev.. Miami, Florida 33176 Phone 305-253-2428 Fax .505-23--24b Florida professional Engineering License No. 36921 Speeifl ttigl+t ;oi' 'License N 616 Job Truss Truss Type 1 Qty Ply ; RODRIGUEZ (JI) 8533 A4 Hip Truss 2 1 I 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 23 16:19:01 2014 Pag ID:oL0A2w_01 uhnDEKU8IED91zP95P-35WKRiD3sS8KSwYkkrfvOBa6wtBgF2ggP3dbLhz3MX8 -2-0-0 , 7-0-0 12-9-8 18-7-0 25-7-0 , 27-7-0 . ' 2-0-0 ' 7-0-0 5-9-8 5-9-8 7-0-0 ' 2-0-0 ' ' 1x4 II 215 5.00 12 20 3x6 = 21 4x8 = 3 1x4 II 10 3x10 MT2OH= 7-0-0 12-9-8 7-0-0 5-9-8 22 1x4 11 4 9 3x8 = 23 4x8 = 5 8 1x4 II 18-7-0 25-7-0 5-9-8 7-0-0 Scale = 1:52.5 6 1x4 7CEg to 19 3x6 = N f7 Plate Offsets (X,Y): [3:0-5-4,0-2-0],[5:0-5-4,0-2-0] LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TP12007 CSI TC 0.87 BC 0.73 WB 0.42 (Matrix-M) DEFL in (loc) I/defl L/d Vert(LL) 0.29 9 >999 360 Vert(TL) -0.36 9-11 >850 240 Horz(TL) 0.11 6 n/a n/a PLATES GRIP MT20 244/190 MT2OH 187/143 Weight: 121 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 31 *Except* TOP CHORD T2: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (Ib/size) 2=1375/0-8-0 (min. 0-2-0), 6=1375/0-8-0 (min. 0-2-0) Max Uplift2=-1572(LC 3), 6=-1572(LC 3) Max Grav2=1705(LC 6), 6=1705(LC 6) Structural wood sheathing directly applied or 2-7-4 oc purlins. Rigid ceiling directly applied or 4-8-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed dunnq truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-627/0, 15-20=-2921/1997, 20-21=-2902/2000, 3-21=-2811/2023, 3-22=-3305/2512, 4-22=-3305/2512, 4-23=-3305/2512, 5-23=-3305/2512, 5-24=-2811/2023, 24-25=-2902/2000, 18-25=-2921/1997, 6-18=-627/0 BOT CHORD 14-16=-1.15/694,11-16=-1489/2557,10-11=-1485/2563,9-10=-1485/2563,8-9=-1485/2563,8-19=-1489/2557,17-19=-115/694 WEBS 3-9=-591/865, 4-9=-625/603, 5-9=-591/865, 2-14=-773/953, 15-16=-771/829, 14-15=-888/750, 2-16=-243/541, 6-17=-773/953, 18-19=-771/829, 17-18=-888/750, 6-19=-243/541 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) -2-1-8 to 0-10-8, Interior(1) 0-10-8 to 2-9-1, Exterior(2) 2-9-1 to 7-0-0, Interior(1) 11-2-15 to 14-4-1, Exterior(2) 18-7-0 to 27-8-8; 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 1572 Ib uplift at joint 2 and 1572 lb uplift at joint 6. 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 ZoltagiLwi, Consulting Engineer 13901 S.W. 108 Iv .. Miami, Florida 33176 Phone 305-253-2428 Fax iO5-23 - y Florida Professional Engineering License No. $6 Special Inspector License No 61 Job Truss 8533 lAG5 DECO TRUSS COMPANY INC., Princeton, FL 33032 , -2-0-0 5-0-0 2-0-0 5-0-0 5.00 12 1x4 II ad d 1 1 18 20 3x10 MT20H= 2x4 11 5-0-0 8-11-10 5-0-0 3-11-10 7x10 M18SHS= 3 Truss Type Hip Truss 8-11-10 3-11-10 24 Qty I Ply 1RODRIGUEZ (JI) 2 I 1 1 I Job Reference_(optional) 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 23 16:19:19 2014 Page ID:oL0A2w_01uhnDEKU8IED91zP95P-XZb8DsRMd_PndhwBod_77_KBc7P6T3cKYs Yzez3MWs 12-9-8 16-7-6 20-7-0 25-7-0 27-7-0 3-9-14 3-9-14 3-11-10 5-0-0 2-0-0 4x6 11 1x4 I 4x6 !! 4 25 ?_ 26 15 28 14 13 29 5x10 MT20H= 4x4 II 12 3x8 = 30 12-9-8 16-7-6 3-9-14 3-9-14 Plate Offsets (X,Y):[3:0-7-0,0-2-41,[5:0-2-8,0-0-8], [7:0-7-0,0-2-4j LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FRC2010/TPI2007 CSI TC 0.85 BC 0.39 WB 0.91 (Matrix-M) 6 11 4x4 11 7x10 M18SHS= 27 7 22 8 31 10 23 21 2x4 II 20-7-0 25-7-0 3-11-10 5-0-0 3x10 MT20H= Scale = 1:52.5 1x4 11 `17 9 lfO 1- DEFL in (loc) 1/defl L/d Vert(LL) 0.81 12 >377 360 Vert(TL) 0.67 12 >460 240 Horz(TL) -0.12 8 n/a n/a PLATES GRIP MT20 244/190 MT20H 187/143 M18SHS 244/190 Weight: 149 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (lb/size) 2=2081/0-8-0 (min. 0-2-0), 8=2081/0-8-0 (min. 0-2-0) Max Uplift2=-3329(LC 3), 8=-3324(LC 3) Max Grav2=2414(LC 2),8=2414(LC 2) Structural wood sheathing directly applied or 2-9-15 oc pudins Rigid ceiling directly applied or 3-5-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed 1 during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-19=-2065/2307, 3-19=-4660/6209, 3-24=-6092/8326, 4-24=-6092/8326, 4-25=-6592/8948, 5-25=-6592/8948, 5-26=-6592/8948, 6-26=-6592/8948, 6-27=-6092/8306, 7-27=-6092/8306, 7-22=-4660/6196, 8-22=-2065/2301 BOT CHORD 18-20=-2338/2228, 15-20=-5377/4214, 15-28=-5394/4232, 14-28=-5394/4232, 13-14=-7894/6092, 13-29=-7894/6092, 12-29=-7894/6092, 12-30=-7873/6092, 11-30=-7873/6092, 11-31=-5382/4232, 10-31=-5382/4232, 10-23=-5365/4214, 21-23=-2333/2228 WEBS 3-15=-259/281, 3-14=-2866/2204, 4-14=-879/1313, 4-12=-719/622, 5-12=-499/845, 6-12=-743/622, 6-11=-879/1307, 7-11=-2856/2204, 7-10=-259/281, 2-18=-1685/2469, 19-20=-455/314, 18-19=-928/1356, 2-20=-470/229, 8-21=-1685/2466, 22-23=-455/314, 21-22=-928/1352, 8-23=-468/229 NOTES 1) Unbalanced roof live loads have beenconsideredfor this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2) -2-1-8 to 8-11-10, Interior(1) 8-11-10 to 16-4-1, Exterior(2) 16-4-1 to 20-7-0; 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 3329 Ib uplift at joint 2 and 3324 Ib uplift at joint 8. 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) 87 Ib down and 419 Ib up at 5-0-0, 87 Ib down and 419 Ib up at 7-0-12, 87 Ib down and 419 Ib up at 9-0-12, 87 Ib down and 419 Ib up at 11-0-12, 87 Ib down and 419 Ib up at 12-9-8, 87 Ib down and 419 Ib up at 14-6-4, 87 Ib down and 419 Ib up at 16-6-4, and 87 Ib down and 419 Ib up at 18-6-4, and 87 Ib down and 419 Ib up at 20-7-0 on top chord, and 307 Ib down and 554 Ib up at 5-0-0, 33 Ib down and 24 Ib up at 7-0-12, 33 Ib down and 24 Ib up at 9-0-12, 33 Ib down and 24 Ib up at 11-0-12, 33 Ib down and 24 Ib up at 12-9-8, 33 Ib down and 24 Ib up at 14-6-4, 33 Ib down and 24 Ib up at 16-6-4, and 33 Ib down and 24 Ib up at 18-6-4, and 307 Ib down and 554 Ib up at 20-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-75, 3-7=-75, 7-9=-75, 18-21=-20 Concentrated Loads (Ib) Vert: 3=-74 7=-74 15=-264 14=-32 4=-74 12=-32 5=-74 6=-74 11=-32 10=-264 24=-74 25=-74 26=-74 27=-74 28=-32 29=-32 30=-32 31=-32 2) Regular Only: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-7=-90, 7-9=-90, 18-21=-20 Concentrated Loads (Ib) Vert: 3=-87 7=-87 15=-307 14=-33 4=-87 12=-33 5=-87 6=-87 11=-33 10=-307 24=-87 25=-87 26=-87 27=-87 28=-33 29=-33 30=-33 31=-33 3) C-C Wind: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=187, 2-3=113, 3-4=104, 4-6=87, 6-7=104, 7-8=113, 8-9=187, 18-21=-10 Horz: 1-2=-197, 2-3=-123, 7-8=123, 8-9=197 Concentrated Loads (Ib) Vert: 3=250 7=250 15=534 14=14 44268 12=14 5=268 6=250 11=14 10=534 24=250 25=268 26=268 27=250 28=14 29=14 30=14 31=14 Continued on page 2 Job ITruss TrussTypeQty Ply RODRIGUEZ (JI) 8533 AG5 l Hip Truss 2 1 I !Job Reference (pptional) DECO TRUSS COMPANY INC., Princeton, FL 33032 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 23 16:19:19 2014 Page ID:oL0A2w 01uhnDEKU8IED91zP95P-XZb8DsRMd PndhwBod 77 KBc7P6T3cKYs Yzez3MWs LOAD CASE(S) 4) C-C Wind Positive: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-3, 2-3=-73, 3-7=-64, 7-8=-73, 8-9=-3, 18-21=-20 Horz: 1-2=-27, 2-3=43, 7-8=-43, 8-9=27 Concentrated Loads (Ib) Vert: 3=419 7=419 15=554 14=24 4=419 12=24 5=419 6=419 11=24 10=554 24=419 25=419 26=419 27=419 28=24 29=24 30=24 31=24 5) Live Only: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-3=-30, 3-7=-30, 7-9=-30, 18-21=-20 Concentrated Loads (Ib) Vert: 3=-33 7=-33 15=-135 14=-26 4=-33 12=-26 5=-33 6=-33 11=-26 10=-135 24=-33 25=-33 26=-33 27=-33 28=-26 29=-26 30=-26 31=-26 6) C-C Wind Positive + Regular: Lumber Increase=1.60, Plate Increase=1.60 Uniforn Loads (plf) Vert: 1-2=-55, 2-3=-107, 3-7=-100, 7-8=-107, 8-9=-55, 18-21=-20 Horz: 1-2=-20, 2-3=32, 7-8=-32, 8-9=20 Concentrated Loads (Ib) Vert: 3=316 7=316 15=409 14=17 4=316 12=17 5=316 6=316 11=17 10=409 24=316 25=316 26=316 27=316 28=17 29=17 30=17 31=17 7)1 st unbalanced Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-75, 3-7=-75, 7-9=-30, 18-21=-20 Concentrated Loads (Ib) Vert: 3=-74 7=-74 15=-264 14=-32 4=-74 12=-32 5=-74 6=-74 11=-32 10=-264 24=-74 25=-74 26=-74 27=-74 28=-32 29=-32 30=-32 31=-32 8) 2nd unbalanced Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-30, 3-7=-75, 7-9=-75, 18-21=-20 Concentrated Loads (Ib) Vert: 3=-74 7=-74 15=-264 14=-32 4=-74 12=-32 5=-74 6=-74 11=-32 10=-264 24=-74 25=-74 26=-74 27=-74 28=-32 29=-32 30=-32 31=-32 9) 3rd unbalanced Regular Only: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-7=-90, 7-9=-30, 18-21=-20 Concentrated Loads (Ib) Vert: 3=-87 7=-87 15=-307 14=-33 4=-87 12=-33 5=-87 6=-87 11=-3310=-307 24=-87 25=-87 26=-87 27=-87 28=-33 29=-33 30=-33 31=-33 10) 4th unbalanced Regular Only: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-30, 3-7=-90, 7-9=-90, 18-21=-20 Concentrated Loads (Ib) Vert: 3=-87 7=-87 15=-307 14=-33 4=-87 12=-33 5=-87 6=-87 11=-33 10=-307 24=-87 25=-87 26=-87 27=-87 28=-33 29=-33 30=-33 31=-33 Mahmounr; Consulting E"nginoz:s 13901 S.W. 108 Miami, Florida 33 76 Phone 305-25 -242. ,a Florida Professionat Special Inspector i. ie..r,'nnr ':,- 9 •e iw Job 8533 Truss CJ7 Truss Type DIAGONAL HIP GIRDER Qty 4 Ply 1 RODRIGUEZ (Jl) DECO TRUSS COMPANY INC., Princeton, FL 33032 N 0 0 -2-9-15 Job Reference (optional) Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 23 16:19:01 2014 Pag ID:oL0A2w_01uhnDEKU8IED91zP95P-35WKRiD3sS8KSwYkkrfvOBaBwtHaF7sgP3dbLhz3MX8 3-6-7 7-0-14 3x4 % 2-9-15 3-6-7 3-6-7 0 3.54112 3x4 3 13 Ti 14 2x4 1: 4 5 W3 9 10 12 3x6 = 15 8 16 7 1x4 II 3x6 = 3-6-7 3-6-7 7-0-8 3-6-2 Scale = 1:18.9 7-0114 0-0-6 Plate Offsets (X,Y): 12:0-3-0,0-1-01 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FRC2010/TPI2007 CSI TC 0.55 BC 0.35 WB 0.09 (Matrix-M) DEFL in (loc) I/deft L/d Vert(LL) 0.03 7-8 >999 360 Vert(TL) -0.03 7-8 >999 240 Horz(TL) 0.01 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 39 Ib FT = 0% LUMBER TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (Ib/size) 2=443/0-11-5 (min. 0-1-8), 7=253/0-1-8 (min. 0-1-8) Max Horz2=471(LC 3) Max Uplift2=-977(LC 3), 7=-510(LC 3) Max Grav2=588(LC 6), 7=294(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-1227/1058, 11-13=-232/353, 3-13=-231/348, 4-7=-171/309 BOT CHORD 10-12=-597/492, 12-15=-495/182, 8-15=-495/182, 8-16=-495/182, 7.16=-495/182 WEBS 3-7=-195/530, 2-10=-817/1188, 11-12=-135/273 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 7-7-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wnd: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); 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 977 Ib uplift at joint 2 and 510 Ib uplift at joint 7. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 Ib up at 1-5-4, and 2 Ib down and 506 Ib up at 4-3-4 on top chord, and 32 Ib down and 85 Ib up at 1-5-4, and 2 Ib down and 18 Ib up at 4-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-75, 4-5=-75, 6-10=-20 Concentrated Loads (Ib) Vert: 13=96 14=8 15=85 16=10 Mahmound Consulting Engineers 13901 S.W. 108 IIN,. Miami, Florida 33176 Phone 305-253-2428 Fax 3O5.-23••w24S Florida Professional Engineering License No.. 369L Speciai Tnspet~tor License 7.4o. 616 Qty Ply RODRIGUEZ (JI) 1Job Truss 18533 J5 I • DECO TRUSS COMPANY INC., Princeton, FL 33032 c7 N O -2-0-0 2-0-0 !Truss Type IJack -Open Truss 2 7 5.00 12 ,18 1 i I Job Reference (optional) Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 23 16:19:01 2014 Pag ID:oL0A2w_01uhnDEKU8IED91zP95P-35WKRiD3sS8KSwYkkrfvOBa7gtHTF8JgP3dbLhz3MX8 5-0-0 5-0-0 T1 5-0-0 3 5-0-0 N N Scale = 1:16.2 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.82 BC 0.36 WB 0.00 (Matrix-M) DEFL in (loc) 1/deb Lid Vert(LL) -0.07 4-8 >845 360 Vert(TL) -0.11 4-8 >516 240 Horz(TL) 0.02 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 22 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (Ib/size) 3=149/0-1-8 (min. 0-1-8), 2=428/0-8-0 (min. 0-1-8), 4=52/0-1-8 (min. 0-1-8) Max Horz2=520(LC 3) Max Uplift3=-355(LC 3), 2=-769(LC 3), 4=-4(LC 3) Max Grav3=272(LC 6), 2=504(LC 2), 4=86(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-1195/451 BOT CHORD 6-8=-104/274 WEBS 2-6=-386/704, 7-8=-455/704 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.opsf; BCDL=5.opsf; h=24ft; Cat. II Exp D; Encl., GCpi=0.18; C-C Exterior(2); 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 355 Ib uplift at joint 3, 769 Ib uplift at joint 2 and 4 Ib uplift at joint 4. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 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 Mahmound Ll oltil ..^al.1..', . Consulting Engineers 13901 S.W. 108 roam . - Miami, Florida 33176 Phone 305-253-2428 Fax J05-23--2' b Florida Professional Engineering License Na 3692"r. Opegioi Priftsoi;frir it-T.,rtor No 636 Job Truss Truss Type JACK -OPEN TRUSS Qty 8 Ply RODRIGUEZ (JI) 8533 J3 DECO TRUSS COMPANY INC., Princeton, FL 33032 -2-0-0 Job Reference 9ptional) Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 23 16:19:01 2014 Pag ID:oL0A2w 01uhnDEKU8IED91zP95P-35WKRiD3sS8KSwYkkrfvOBa7gtKgF8JgP3dbLhz3MX8 3-0-7 2-0-0 3-0-7 3 3-0-7 3-0-7 Scale = 1:12.5 Plate Offsets (X,Y): [2:0-0-0,0-0-7] LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TP12007 CSI TC 0.82 BC 0.15 WB 0.00 (Matrix-M) DEFL in (loc) I/defl . Ud Vert(LL) -0.01 4-8 >999 360 Vert(TL) -0.02 4-8 >999 240 Horz(TL) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 16 Ib FT = 0 LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (Ib/size) 3=71/0-1-8 (min. 0-1-8), 2=358/0-8-0 (min. 0-1-8), 4=13/0-1-8 (min. 0-1-8) Max Horz2=383(LC 3) Max Uplift3=-166(LC 3), 2=-714(LC 3) Max Grav3=154(LC 6), 2=423(LC 2), 4=59(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-947/383 BOT CHORD 6-8=-183/257 WEBS 2-6=-419/863 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-0-7 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); 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 166 Ib uplift at joint 3 and 714 Ib uplift at joint 2. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 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 Mahmout1t1 1aCJ.11;igi ar t..i . Consulting Engineers • 13901 S.V. 108 iav, Miami, Florida 33176 Phone 305-253-2428 Fax Florida Professional Engineering License No 30 S.pe lit ingretlor ,icenrC: in a Job Truss 8533 J1 DECO TRUSS COMPANY INC., Princeton, FL 33032 ai 1 1x4 II Truss Type JACK -OPEN TRUSS IQty Ply RODRIGUEZ (JI) 18 1 Job Referencejgptional) Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Jun 23 16:19:01 2014 Pag ID:oL0A2w_01 uhnDEKU8IED91zP95P-35WKRiD3sS8KSwYkkrfvOBa7gtI1 F8JgP3dbLhz3MX8 -2-0-0 1-0-7 2-0-0 1-0-7 3 1-0-7 1-0-7 Scale = 1:8.6 Plate Offsets (X,Y): [2:0-3-7,Edge] LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.82 BC 0.26 WB 0.00 (Matrix-M) DEFL in (loc) I/deft Ud Vert(LL) 0.00 8 >999 360 Vert(TL) 0.00 8 >999 240 Horz(TL) 0.00 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 11 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 WEDGE Left: 2x4 SP No.2 REACTIONS (Ib/size) 2=374/0-8-0 (min. 0-1-8), 4=-69/0-1-8 (min. 0-1-8), 3=-48/0-1-8 (min. 0-1-8) Max Horz2=246(LC 3) Max Uplitt2=-894(LC 3), 4=-85(LC 2), 3=-58(LC 2) Max Grav2=446(LC 2), 4=210(LC 3), 3=136(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-782/341 BOT CHORD 6-8=-213/404 WEBS 2-6=-458/1016 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-0-7 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); 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 894 Ib uplift at joint 2, 85 Ib uplift at joint 4 and 58 Ib uplift at joint 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 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 Malunouni Consulting Engineers 13901 S.W. 108 MN% n Miami, Florida 33176 • Phone 305-253-2428 P305-23-4,24S Florida Professional Engineering License No, 36921 Special t rf H' r Nfit 616 S'TA\DAD LATEAL WEB BACI\G TRUSSES © 24" O.C. TYP. END OF BRACING MEM. SHALL BE CONNECTED TO A FIXED RIGID POINT OR X—BRACED AS NOTED ON THIS DETAIL. LATEAL 2x4 LATERAL BRACE PER TRUSS DESIGN WITH 2-10d NAILS PER WEB FOR FORCES UP TO 4600 Ibs. FORCES IN EXCESS OF 4600 lbs. REQUIRES 2x6 #3 OR BETTER. NOTE: PROVIDE X—BRACING AT 20.-0" INTERVALS FOR WEB FORCES UP TO 2509 Ibs. AND AT 10'-0" FOR FORCE GREATER THAN 2509 Ibs. 3 ACI\G DETAIL ALT. LATEAL 3 ACI\G DETAIL TRUSSES © 24" 0.C. TYP. BRACE WITH [T— 10d NAILS © 6" 0.C. TYP. NOTE: 10d ® 6" 0.C. TYP. T—BRACE SAME SIZE AND GRADE AS WEB. WEB (2x6 MAX.) WEB SECTIO\ DETAIL BRACE MUST BE 80% THE LEHGTH OF THE WEB. THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. MINIMUM GRADE OF T.0 SEE STRUCTURAL B.0 SEE STRUCTURAL WEBSSEE STRUCTURAL LUMBER SHEET. SHEET. SHEET. TPI-2007 Revised: 7/7/94 03/2012 LOADING (PLF) L. D. T.C. 30 15 B.C. 0 10 SPACING: 24 INCH 0/C. STR. INCR.: 33% DRAWN BY: G.L.H. CHECKED BY: J.A.I. REP. STRESS: YES MITek Industries Inc. Mahmoud Zolfoghori 13901 S.W. 108 Ave. Miami, FL. 33176 305-253-2428 P.E. No. 36921 Approved for MITek Industries Inc. DECo TR SS COMPANY, INC. Trusses & Building Materials 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 7'-0" SETBACK, USE USP HJC26 UNIVERSAL HIP HANGER, ON BOTTOM CHORD. TOP CHORDS NAIL WITH THREE (3) —16D NAILS AND USE USP RT7 (L/R) HURRICANE CLIP FOR HIP CORNER JACK 9'-0" AND 11'-0" SETBACK, USE USP HJC28 UNIVERSAL HIP HANGER ON BOTTOM CHORD. TOP CHORDS NAIL WITH THREE (3) —16D NAILS AND USE USP RT7 (L/R) HURRICANE CLIP 2. FOR 1'-0" TO 9'-0" SIDE JACKS, NAIL TOP & BOTTOM CHORD WITH THREE (3) — 16D NAILS AND USE USP RT7 (L/R) HURRICANE CLIP AT TOP & BOTTOM. 3. FOR COMMON JACKS 5'-0" TO 7'-0", USE USP CLPBF BUTTERFLY HANGER ON BOTTOM CHORD AND NAIL TOP CHORD WITH THREE (3) — 16D NAILS AND USE USP RT7 (L/R) 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 RT7 (L/R) HURRICANE CLIP AT TOP NOTE: Refer to attached Miami -Dade County Product and/or Florida Approvals for nailing and proper use of hangers. Hanger / Strap I.D. Number State of Florida or Miami -Dade County Approval Number HJC26 & HJC28 Miami -Dade Approval Number 11-0510.01 SKH26 VR Miami -Dade Approval Number 11-0510.01 RT7 — Hurricane Clips Miami -Dade Approval Number 11-0510.01 CLPBF — Butterfly Hanger Miami -Dade Approval Number 08-0206.07 HJC HIP/JACK ALLOWABLE LOADS , STOCK NUMBER STEEL GAGE DIMENSIONS (inches) FASTENER SCHEDULE''' as SP ALLOWABLE LOADS Os) W H D Carrying Truss Carried Trusses Jack Hip Type Download' Uplifta Co=7.6 Qty Type Qty Qty Co=1.0 C,=1.15 Co=1.25 HJC26 HJC28 12 12 6 6 53/8 7'4 3V/4 31/4 16 20 16d Common 16d Common 7 8 5 6 10d Common 10d Common 2090 3220 2090 3705 2090 3965 2005 2010 FOR SI_ finch =25.4mm, 1lbf=445N,1 psi=6.89 kPa 'A 10d Common Nail is a nail with a diameter of 0.148'and length of 3". A 16d Common Nail is a nail with a diameter of 0.162" and a length of 31/2'. 2Loads have been increased as shown in accordance with code. 15% and 25% for snow and construction loads. No further increase is permitted. 60% for wind or seismic loading. No further increase is permitted. 3The lumber species is Southern Pine °The published load is for the total of the hip at 45 degrees and jack at 90 degrees combined. 61he minimum header thickness shall be 2 inches for the 16d common nails. JUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS HJC DIMENSIONS (inches) FASTENER SCHEDULE' 2 SP ALLOWABLE LOADS (Ibs.) :4 STOCK STEEL Header Joist Download 3 Uplift3$ NUMBER GAGE w H D A QtyType CUY Type co=1.0 CD=1.15 Co=1.25 Co=1.6 JUS24 18 19/i6 3'/8 13/, 1 4 10d Common 2 10d Common 710 815 890 N/A 1040 JUS26 18 19I16 413/15 13/4 1 4 10d Common 4 10d Common 925 1065 1080 1160 JUS28 18 19It6 65/e 134 1 6 10d Common 4 10d Common 1170 1350 1465 1115 JUS210 18 19/15 79/, 19/, 1 8 10d Common 4 10d Common 1420 1635 1700 For SI: 1 inch = 25.4 mm, 1 tbf = 4.45 N, 1 psi = 6. 'A 10d Common nails is 3 inches long and 0.148 inches in diameter 2The 10d Common Nails nails driven into the joist shall be installed at 30 to 45 degrees horizontally toward the header. 3Loads have been increased as shown in accordance with code. 15% and 25% for snow and construction loads. No further increase is permitted. 60% for wind or seismic loading. No further increase is permitted. `The lumber species is Southern Pine 5Uplift loads for connectors listed as N/A had an uplift capacity fess than the required 700 pounds. SLANT NAIL DETAIL TYPICAL JUS INSTALLATION JUS NOA No. 11-0510.01 Expiration Date: June 04, 2016 Approval Date: July 21, 2011 TYPICAL HJC INSTALLATION PRODUCT 1104EWED as ozamplyiag with the Swift Building Code Nei /-- I ll.. N Expiration -MIT ;6 Prothatt Caaerd \ ' _ �j �d,x..12- __ 3 ''`.5-1 _ • UNITED STEEL PRODUCTS COMPANY 14305 SOUTHCROSS DRIVE - SUITE 200 BURNSVILLE, MN 55306 PH: 800-328-5934 NAME: FACE MOUNT HANGERS HJC JUS DATE: 3/28/2011 STEVEN A. BREKKE PROFESSIONAL ENGINEER LICENSE NO.70432 SHEET: 1 OF 2 DRAWING NO.: MD-HJC-JUS SKH SKEWED HANGER ALLOWABLE LOADS STOCK NUMBER STEEL GAGE DIMENSIONS (inches) FASTENER SCHEDULE' SP ALLOWABLE LOADS (Ibs)' Uplift W H D Header Joist Download2 Face Type' QtyType Cp=1.0 Co=1.15 Cp=1.25 Cp=1.6 SKH26UR 16 13/is 51/4 1'/s 6 16d Common 6 10d(1-1/2 895 1030 1120 870 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf = 4. 'A 10dx1-1/2" Common nails is 11/2 inches long and 0.148 inches in diameter The 16d Common rail is 0.162 inches in diameter by 31/2 inches long. 2Loads have been increased as shown in accordance with code. 15% and 25 % for snow and construction loads. No further increase is permitted. 60% for wind or seismic loading. No further increase is permitted. 3The lumber species is Southern Pine JL JOIST HANGER ALLOWABLE LOADS SKH SKH26R INSTALLATION TOP VIEW STOCK NUMBER • STEEL GAGE DIMENSIONS (inches) FASTENER SCHEDULE' ALLOWABLE LOADS (Ibs 3 Header Joist Download 2 2.4 Uplift W H D Qty Type Qty Type Cp = 1.0 Cp = 1.15 Cp = 1.25 Cp = 1.6 JL24 20 1'/is 3 1'/2 4 10d Common 2 10dx11/2 490 565 615 N/A 20 1s/,6 43/4 1'/2 6 10d Common 4 10dx1'/2 740 850 925 700 JL26 20 13/16 63/, 11/2 10 10d Common 6 10dx11/2 1230 1415 1515 940 JL26 JL210 20 19/16 81/4 11/2 14 10d Common 8 10dx1'/2 1720 1980 2070 1170 689 For 51: 1inch =25.4mm 1Ibf=4.45N,1psi =.K1a. 'A 10d Common nail is 3 inches long and 0.148 inches in diameter A 10dx172 nail's 1'/2 inches long and 0.148 inches in diameter 2Loads have been increased as shown in accordance with code. 15% and 25% for snow and construction loads. No further increase is permitted. 60% for wind or seismic loading. No further increase ispennitted. 3The lumber species is Southern Pine °Uplift loads for connectors listed as N/A had an uplift capacity less than the required 700 pounds. TYPICAL JL INSTALLATION JL NOA No. 11-0510.01 Expiration Date: June 04, 2016 Approval Date: July 21, 2011 SKH26R INSTALLATION DRIVE NAILS AT ANGLE PRODUCT REt+EW>a ascre iplying ws1fitt /iQlilit buiidios CoidC AeespuposNo its S! / E pu _ -• JZ��� _ _ .. UNITED STEEL PRODUCTS COMPANY 14305 SOUTHCROSS DRIVE - SUITE 200 BURNSVILLE, MN 55306 PH:800-328-5934 NAME: FACE MOUNT HANGERS SKH JL DATE: 3/28/2011 STEVEN A. BREKKE PROFESSIONAL ENGINEER LICENSE NO. 70432 SHEET: 20F2 DRAWING NO.: MD-SKH-JL vinzeatw43 USP EHUR_RICANEISEISMICVANCHORSI Li =',G U;17.11Lil-lt;. rit. rALit-z-ziroc„.11[1iSERIES:coNT...; qfp STRUCTURAL. r"801.-490.104VglAttig.01VOLAIRtrOctViTAAW. . . ti'7,:tiAgv:-'10141.W7 fAgalF44.4"4.410440-Atide'' - .44.: 40 ra'T.T.,°:, Typical RT3A truss/rafter to plate installation 1 7/16;el I 4 /2'y: RT3A - Typical RT7 truss/rafter to double plate installation 1 9/16" 5 ) 2 13/10" RT7 Typical RT4 Typical RT5 Typical RT6 truss/rafter to truss/rafter truss/rafter plate installation to double to double plate installation plate installation I---- ‘_ !, 1 5 1/4" 2 7/3" c . 1 3/a" ! )115/1e" RT5 RT6 2- RT4 F2 Typical RT7A truss/rafter to double plate installation 1/" • Li- I i_trle. tl-- Typical RT8A stud to double plate installation 713/16- 11/4" 11/4 RT8A 19/1e" 2 1/2" Typical RT10 truss/rafter to double plate to stud installation 19/1611 2 5/e," 31/16" io 5/4" 1: RT10 1-800-328-5934 • www.USPcormectors.com continued on next page ©Copyright 2011 USP Structural Connectors® URRICANEFRETROFITT,CONNECTOR _!?.irfp t%.:i�� >!� n'y '#'t�i• ....x: rFGM CONTINUEDD'. USP Stock No. Ref. No. Steel Gauge Fastener Schedule'" Allowable Loads (Lbs.)1 Code Ref. TrusslRafter Top Plate Masonry Block Lateral 160°/ Uplift Qty Type Qty Type Qty Type F1 F2 F3 DF-L I SP S-P-F 160% 160% RT16M HM9KT 18 9 10d x 1-1/2 -- -- 4 1/4" x 1-3/4" Tapcon 630 480 115 1395 I 1395 F19 9 10dx1-1/2 4 16d 2 114" x 1-3/4" Tapcon -- ---- -- 1360 i 1360 1) Allowable 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 1-1/2 long. 3) Install with 1/4" x 1-3/4" Tapcon® Concrete Screws in accordance to manufacturer's installation specifications. 4) Fasteners to be installed to fully grouted and reinforced concrete masonry. HURRICANE/SEISMIC;N ACHORS$ HG50, 2 HCPRS; HHCP2 r „n v r.. - RT SERIES These anchors tie trusses and rafters to top plates and may be wood framing members to resist uplift and lateral forces. Materials: See chart Finish: G90 galvanizing; RT7A-GC & RT15-GC — Gold Coat Options: HHCP2, RT3A, RT4, RTS, RT7, RT7A, RT10, RT15, RT8A, RT16A, and RT16-2 are available in Triple Zinc. To order, add TZto stock number, as in RT10-TZ. RT3A, RT4, RT5, RT7, RT8A, RT10, RT16A, and RT16-2 'are available in Stainless Steel. To order, add SSto stock number, as in RT7-SS. Codes: ESR-1881, ESR-1465, 2031C, FL565, FL821, FL817, FL859, Dade County, FL 07-0306.10, L.A. City RR 25779 Typical HCPRS stud to plate installation 19/16 HCPRS • Typical HHCP2 HHCP2 truss/rafter to double plate corner installation used to tie •-« - rj Typical HC520 gable brace installation Typical HC520 stud to plate installation HC520 � ed. Wall Top Plate • nstall diagonally' across froin each other for minimum 1 rz" truss. This installation 'yields full catalog values. Nailing into bothsides of a single ply,2x truss will result' in reduced values. Hurricane Anchor installation to achieve twice the load (Top View) 1-800-328-5934 • www.USPconnectors.com continued on next page USP2173-111 USP 4.1 STRUCTURAL ygyl CONNECTORS' W AMliek'Comynny � �i4VY D T FSERRSSACE%0UNTaER5 Tf IES404104 twmg Materials: See chart Finish: G90 galvanizing Options: See Specialty Options Chart. Rough/Full sizes available. THD hangers with widths greater than 3"" can have one flange inverted with no load reduction. Specify right (RR) or left (L). Codes: ESR-1781, FL9835, FL13285, Dade County, FL 06-0921.05, L.A. City RR 25843 Installation: • Use all specified fasteners. See Product Notes, page 11. Some model designs may vary from illustration shown t ' ,See .9 Sr: fiY i. '^S�V'I SyY `nY+• " . S1R•'S4 ee EWP applications pages 121.122. i4f1 u „'0.ro' '.n` d 4-t f1;'rx 441110Pv'-tt5-. Typical THD21O installation THD28 Joist Truss Size USP Stock No. Ref. No. Steel Gauge Dimensions Fastener Scheduler' Allowable Loads (Lbs.) Code Ref. yy H D Header Truss OF -LISP Qty Type Qty Type- Floor Roof Uplift' 100 % 115 % 125"! 160 % 2 x 6 - 8 THD26 I HTU26 16 1-518 15-1/16 3 18 16d 12 110d x 1-1/2 t 2485 2855 3060 2170 I 5' F18, F30, 02 R5 I 2 x 8 -10 THD28 I HTU28 16 1-518 I 7 3 28 16d l 16 110d x 1-112 1 3865 ' 3965 3965 2330 2 x 10 -12 THD210 I HTU210 16 1-5/8 I 9 3 38 1164 20 1104x 1-1/2 I 5075 5115 5115 3095 (2) 2 x 6.8 THD26-2 I HHUS26-2, HTU26-2 1 14 3-7/16 j 5-3/8 3 18 16d 12 1 10d ; 2540 2920 i 3175 . 2285 (2) 2 x 8 -10 THD28-2 I HHUS28.2, HTU28-2 14 3-7/16 I 7-1/8 3 28 16d 16 10d { 3950 4540 4935 2595 (2) 2 x 10 -12 THD210-2 I HHUS210-2, HTU210-2 14 3-7/161 9-1/8 3 38 16d 20 I 10d ; 5360 6160 6700 3810 4 x 6 - 8 THD46 I HHUS46 14 3-5/8 15-5/16 3 ' 18 16d 12 I 10d I 2540 2920 I 3175 2285 4 x 8 -10 THD48 I HHUS48 14 3-5/8 17-1/16 3 28 16d 16 I 104 I 3950 4540 4935 2595 4 x 10 -12 THD410 I HHUS410 14 3-5/89-1/16 3 38 16d 20 I 10d 5360 6160 I 6700 3810 4 x 12 -14 THD412 1 - - 14 3-518) 11 3 48 16d 20 i 10d I 6770 i 7045 ( 7045 3810 4 x 14 -16 THD414 - - 14 3-518 112-7/8 3 58 16d 120 10d I 7045 I 7045 7045 3810 I 5. F30, R5 (3) 2 x 10 -12 THD210-3 HHUS210-3 12 5-1/8 I 9 3 38 16d 120 I 10d 1 5660 6510 7045 3850 1 5, F18, F30. D2. R5 6010-12 11H0610 I HHUS5.50110 I 12 5-112 / 9 3 38 16d i 20 10d 1 5660 ( 6510 I 7080 3410 5, F18, F10, F30, 02, R5 6 x 12.14 THD612 } 1 - - t 12 5-1/2 I 11 3 48 116d 1 20 104 I 7150 8225 8415 4065 6x 14-16 THD614 I - - 12 5-112 12-718 3 58 16d 120 I 10d i 8415 ) 8415 8415 4065 ( 5, F30, R5 7 x 9-1/4 -14 TH07210 I HHUS7.25110 12 7-1/4 ; 9 3 38 16d 120 10d i 5660 I 6510 j 7080 3410 1 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 1-5/8" for 16d nails. Specialty Options Chart — refer to Specialty Options pages 194 to 195 for additional details. Option Skewed'" Sloped Seat" Sloped 1 Skewed''r' Inverted Flange 1 I E Not available in widths < 3". Range ! 1 1' to 45" 1' to 45' t See Sloped Seat and Skewed j I I Widths > 3 can have one flange inverted. I of table load. Allowable ! load ! 65% table load 65% of table load of table load when 65100% % Loads ) 85% of table of I I nailing into the support members end grain. } Add SK.angle required, and right (R) or left (L), i j Add SL. slope required, and up (Li) or down (D), i See Sloped Seat and Skewed. i Add 11F,one flange, right (R) and left (L), Ordering { to product number. to product number. Ex. THD410-SK45RSL30D to product number. i Ex. THD410-SK45R Ex. THD410-SL30D ? Ex. THD41011FR 1) Skewed hangers with skews greater than 15' may have all joist nailing on outside flange. 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 or sqare cut on joist in all applications. 1-800-328-5934 • www.USPconnectors.com ©Copyright 2011 USP Structural Conne USP STRUCTURAL CONNECTORS' Mirek company The MUS & HUS hanger series offers double shear nailing. USP's raised dimple allows for 30° to 45° nailing through the joist into header, resulting in higher loads and less nailing. Materials: See chart Finish: G90 galvanizing Codes: ESR-1881, FL9835, Dade County, FL 06-0921.05 Installation: • Use all specified fasteners. See Product Notes, page 11. • Joist nails must be driven in at a 30° 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 Toad values. Double shear nail design features fewer nails and faster installation -;;£ "' 7iiMa-. `r r;'sy�t»Sri#•.,I•iif`i .t is .See EWP applicantlons pages 1211 i2 x• E'R1ES{ fE,.1 *Po 41 Typical HUS installation (MUS similar) Use standard length nails Kaised dimple allows 30° to 45 nailing Joist/ Truss Size USP Stock No. Ref. No. Steel Gauge Dimensions Fastener Schedule' Allowable Loads (Lbs.)" Code Ref. w H Header Truss DF-LISP S-P•F Qty Type Qty Type Floor Roof Uplift'Floor Roof Uplift' 100% 115% 125 % 160% 100% 115% 125 % 160 % 2 x 6- 8 MUS26 MUS26 18 1-9/16 5-1/16 6 10d 6 10d 1285 1475 11605 865 i 1100 i 1265 1375 ; _ 725 110 HUS26 HUS26 16 1-5/8 5-7/16 14 16d 6 16d 2635 -i 3030 3295 1 1925 I 2260 12600 I 2810 i 1615 6,F15,F18, D2, R 3 2x8-10 , MUS28 MUS28 18 1-9/16 f 7-1/16 I 8 10d 8 10d 1710 1970 j 2140 1230 1465 j 1685 1830 11035 110 HUS28 HUS28 16 1-5/8 7-3/16 22 16d 8 16d 3970 4345 4345 i 2570 3410 1 3650 3650 i 2160 6, F15, F18, D2. 613 2 x 10. 12 H1JS210 HUS210 16 1-5/8 9-3(16 30 16d 10 16d 5310 5510E 5510 3205 4095 i 4420 4630 2690 1-3/4 x 5-1/2 - 7-1/4 HUS175 HU1.81/5 16 1-13/16 I 5-3/8 14 16d 6 i 16d 2635 13030 3295 y 1925 2260 f 2600 2810 1615 2160 1-3/4 x 7-114 -11-114 HUS177 -- 16 1-13/16 I 7-1/8 22 164 8 164 3975 4345 43451 2570 3410 1i1 3650 3650 1-3/4 x 9-1/4 -14 HUS179 HUS1.81/10 16 1-13/16 I 9-1/8 30 16d 10 164 5310 5510 5510 I 3205 4410 4630 4630 2690 1) Uplift loads have been increased 60%for wind or seismic loads; no urther increase shall be pe mated. 2) Minimum nail penetration is 1-518• for 6d nails, 3) Nails must be driven at a 30° to 45° angle through joist or truss into header to achieve the table loads. 4) HUS175, HUS 177, and HUS179 load values assume the joist is 1-3/4' wide and has a bearing strength of not less than 675 psi, New products or updated product information are designated in bold font. °tfi .tro+u i .c. 'E..'Tr ,W�fi R'"i"Y'JN a3;z3 t 3 ".a�Fayr'ti••'E ;i•BLITTERFLY•'3HANGER,1 GLPBF? iy �.#I.•.�_;i: w.::i': The butterfly hanger's flared header flange design allows for added nailing. Excellent truss -to -truss hanger for 2x4 purlin or truss bottom chords. ' Materials: 18 gauge Finish: G90 galvanizing Codes: ESR-1881, FL574, Dade County, FL 08-0206.07 Installation: • Use all specified fasteners. See Product Notes, page 11. Joist Size USP Stock No. Ref. No. Steel Gauge Fastener Schedule' Allowable Loads (Lbs.) Code Ref. Header Joist DF-L/SP Qtr Type Qty Type Floor Roof Uplift' 100% 115% 125% 160% I 6, F7,1=15. 2x4 CLPBF ---- 18 12 10d 6 j 10dx1-1/2 815 815 I 815 215 D11, R13 1 1) Uplift loads have been increased 60% for wind or seismic loads: no further increase shall be permitted. 2) Minimum nail embedment shall be 1-1/2-for 10d nails. Typical CLPBF installation 2'12" i J\t 21/.2„ CLPBF ©Copyright 2011 USP Structural Connectors® 1-800-328-5934 • www-USPconnectors.com B1 BCSI-B1 SUMMARY SHEET - GUIDE FOR HANDLING, INSTALLING, RESTRAINING AND BRACING OF TRUSSES Spans over 60' may require complex permanent bracing. Please always consult a Registered Design Professional. B1 W A R N I N GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bracing of trusses. Refer to BCSI - Guide to_ Good Practice for Handling Installing Restraining & Bracing of Metal Plate Connected Wood Trusses*** for more detailed information. Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the BCSI- B3*** for more information. All other permanent NOTAS GENERALES Los trusses no estan marcados de ningun modo que identifique la frecuencia o localization de restriction lateral y arriostre diagonal temporales. Use las recomendaciones de manejo, instalacion, restriction y arriostre temporal de los trusses. Vea el folleto BCSI - Guia de Buena Practice para el Man 'o Instalacion, Restriction v Arriostre de los Trusses de Madera Conectados con Places de Metal*** para information mas detallada. Los dibujos de disefio de los trusses pueden especificar las localizations de restriccion lateral permanente o refuerzo en los miembros individuales del truss. Vea la hoja resumen SCSI-83*** para mas information. El bracing design is the responsibility of the building resto de los disenos de arriostres permanentes son la designer. responsabilidad del disenador del edificio. • AWARNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! El resultedo de un manejo, levantamiento, instalacion, restriccion y arrisotre incorrecto puede ser la cafda de /a estructura o eon peor, heridos o muertos. ASA Tui 7 Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. 5I uMll Utilice cautela al guitar las ataduras o los pedazos de metal de sujetar para evitar dafio a los trusses y prevenir la herida personal. Lleve el equipo protectivo personal para Ojos, pies, menos y cabeza cuando trabaja con trusses. A '�'l/l O.r,7 Use special care in windy weather or near power lines and airports. HANDLING - MANEJO NOTICE Avoid lateral bending. Evite /a flexion lateral. NOTICE The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista tiene la responsabilidad de recibir; descargar y almacenar adecuadamente los trusses en /a obra. Descargue los trusses en la tierra liso para prevenir el dano. O Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega o a/macenados temPo ra/mente en contacto con el suelo des ues deentrega. Si los trusses esteran a Pe9 guardados para mas de una semana, ponga bloqueando de a/tura suficiente detras de la pile de los trusses a 8 hasta 10 pies en centro (o.c.). O For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cubra los paquetes para protegerlos del ambiente. Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of trusses. Vea el folleto BCSI*** para informedon mas detal- lada sobre e/ manejo y a/macenado de los trusses en area de trabajo. Spreader bar, for truss 0 Use proper rig- ging and hoisting equipment. DO NOT store unbraced bundles upright. DO NOT store on uneven ground. BBC Utilice cuidado especial en digs ventosos o cerca de cables electricos o de aeropuertos. Use equipo apropiado para levantar e improviser. NO almacene verticalmente los trusses sueltos. NO almacene en tierra desigual. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DONT overload the crane. NO sobrecargue la grua. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- Id chord trusses up to 45' (13.7 m). Use at least three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses >45' (13.7 m). Puede usar un solo lugar de levantar para pa- quetes de trusses de la cuerda superior haste 45' y trusses de cuerdas paralelas de 30' o menos. Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada haste 60' y trusses de cuerdas paralelas hasta 45: Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45: A WARNING Do not over load supporting structure with truss bundle. iADVERTENCIA! No sobrecargue la estructura apoyada con e/ paquete de trusses. El Place truss bundles in stable position. Puse paquetes de trusses en una position estable. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES NOTICE Using a single pick -point at the peak can damage the truss. El use de un solo lugar en el pico para levantar puede hacer dano al truss. Toe -in Spreader bar 1/2 to Tagline - 2/3 truss length -� TRUSSES UP TO 60' (18.3 m) TRUSSES HASTA 60 PIES Tagline 60' or less Approx. 1/2 truss length , TRUSSES UP TO 30' (9.1 m) TRUSSES HASTA 30 PIES Locate Spreader bar above or stitfback mid -height Tagline Attach 10' (3 m) o.c. max. �i/1�1 �IIIII/IIv►i�' e Spreader bar 2/3 to 3/4 truss length -� TRUSSES UP TO AND OVER 60' (18.3 m) TRUSSES HASTA Y SOBRE 60 PIES -i Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posicidn con equipo de grua hasta que la restriccion lateral temporal de la cuerda superior este instalado y el truss este asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO O Trusses 20' (6.1 m) or less, support near peak. Soporte cerca al pico los trusses de 20 pies o menos. - Trusses up to 20' - (6.1 m) Trusses hasta 20 pies El Trusses 30' (9.1 m) or less, support at quarter points. Soporte de los cuartos de tramo los trusses de 30 pies o menos. Trusses up to 30' (9.1 m) Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL NOTICE Refer to BCSI-B2*** for more information. Vea el resumen BCSI-82*** para mas informacion. O Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint table in the next column). Coloque los arriostres de tierra para el primer truss directamente en linea con cada una de las files de restriccion lateral temporal de la cuerda superior (vea /a table en la proxima columna). DO NOT walk on unbraced trusses. NO camine en trusses sueltos. Top Chord Temporary Lateral Restraint •44 `� (TCTLR) M,I. I �01 2x4 min. 114110 =90° r DO NOT stand on truss overhangs until Structural Sheathing has been applied to the truss and overhangs. NO se pare en voladizos cerchas hasta Revestimiento estructural ha sido aplicado a la armadura y voladizos. P Brace first truss securely before eecion of additional trusses. 10" or Truss attachment 0 Repeat diagonal braces for each set of 4 trusses. required at support s) Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS NOTICE STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instale los arriostres de tierra. 2) Instale el primero truss y ate seguramente al arriostre de tierra. 3) Instale los preximos 4 trusses con restriction lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal para los plans de los miembros secundarios para estabilice los primeros cinco trusses (vea abajo). 6) Instale la restriccion lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. NOTICE Refer to BCSI-B2*** for more information. Vea el resumen SCSI-B2*** para mas informacion. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICCIUN/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES El This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriccion y arriostre es para todo trusses except() trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de /a column para la restriccion y arriostre temporal de PCTs. 1) TOP CHORD -- CUERDA SUPERIOR Truss Span Longitud de Tramp Top Chord Temporary Lateral Restraint (TCTLR) Spacing Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' (9.1 m) 10' (3 m) o.c. max. 30' (9.1 m) - 45' (13.7 m) 8' (2.4 m) o.c. max. 45' (13.7 m) - 60' (18.3 m) 6' (1.8 m) o.c. max. 60' (18.3 m) - 80' (24.4 m)* 4' (1.2 m) o.c. max. *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). *Consulte a un Professional Registrado de Disefio para trusses mas de 60 pies. 0 See BCSI-B2*** for TCTLR options. Vea el BCSI-82*** para las options de TCTLR. NOTICE Refer to BCSI-B3*** for Gable End Frame restraint/bracing/ reinforcement information. Para informacion sobre restriccion/ arriostre/refuerzo para Armazones Hastiales vea el resumen BCSI-B Note: Ground bracing not shown for clarity. LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! Web members 10' (3 m) - 15' (4.6 m) max. Same spacing as bottom chord lateral restraint Diagonal CLR solice reinforcement bracing Truss Member Bottom chords Diagonal braces every 10 truss spaces 20' (6.1 m) max. Note: Some chord and web members not shown for clarity. 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses or CLR splice reinforce- ment. Bottom chords 10' (3 m) - 15' (4.6 m) max. 2x_ CLR Minimum 2' 2x Scab block centered over splice. Attach to CLR with minimum 8-16d (0.135x3.5") nails each side of splice or as specified by the Building Designer. SECTION A -A Truss Member Note: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 20' (6.1 m) max. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 NOTICE Refer to BCSI-B7*** for more information. Vea el resumen BCSI-B7*** para mas information. 10' (3 m) or 15' (4.6 m)* Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. Diagonal bracing Repeat diagonal bracing every 15 truss spaces 30' i (9.1 m) max. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. INSTALLING - INSTALACION Q Tolerances for Out -of -Plane. To/erancias para Fuera-de-Plano. Max. Bow Length Max.. B w �--- Length -► Max. Bow Length El Tolerances for Out -of -Plumb. Tolerancias para Fuera-de-Plomada. D/50 max 0 Plumb / line CONSTRUCTION LOADING CARGA DE CONSTRUCCION • DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con la construction hasta que todas las restric- tions laterales y los arriostres esten colocados en forma apropiada y Segura. Out -of -Plumb D/50 D (ft.) 1/4" (6 mm) 1/2" (13 mm) 1' (0.3 m) 2' (0.6 m) 3/4" (19 mm) 3' (0.9 m) (25 mm) 4' (1.2 m) 1-1/4" (32 mm) 5' (1.5 m) 1-1/2" (38 mm) 6' (1.8 m) 1-3/4" (45 mm) (51 mm) 7' (2.1 m) 08' 32 4 m) • DO NOT exceed maximum stack heights. Refer to BCSI-B4*** for more information. NO exceda las alturas maximas de monten. Vea el resumen SCSI-84*** para mas informacion. Out -of -Plane Max. Bow Truss Length 3/4" (19 mm 12.5' (3.8 m 7/8" 14.6' (22 mm) (4.5 m) 1" 16.7' (25 mm) (5.1 m) 1-1/8" 18.8' (29 mm) (5.7 m) 1-1/4" 20.8' (32 mm) (6.3 m) 1-3/8" 22.9' (35 mm) (7.0 m) 1-1/2" 25.0' (38 mm) (7.6 m) 1-3/4" 29.2' (45 mm) (8.9 m) 2" >-33.3' (51 mm) (10.1 m) Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 3-4 tiles high NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. NUNCA apile los materiales cerca de un pica, a centro de /a luz, en cantilevers o aleros. • DO NOT overload small groups or single trusses. NO sobrecargue pequeitos grupos o trusses individuales. 121 Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. RI Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES NOTICE Refer to BCSI-B5.*** Vea el resumen BCSI-85. *** Truss - bracing not shown for clarity. • DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO torte, a/tere o perfore ningun miembro estructura/ de un truss, a menos que este' especificamente permitido en el dibujo del disefio del truss. I NOTICE Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construction o han sido alterados sin la autor- izacion previa del Fabricante de Trusses, pueden hacer nulo y sin efecto /a garantia limitada del Fabricante de Trusses. "Contact the Component Manufacturer for more Information or consult a Registered Design Professional for assistance. To view a non -printing PDF of this document, visit sbcindustry.com/bt. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project, It should seek assistance from a competent party. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. • These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It Is not intended that these recommendations be interpreted as superior to the budding designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, Floors, roofs and an the interrelated structural building components as determined by the contractor. Thus, SOCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. W000 TRUSS COUNCIL 6300 Enterprise Lane • Madison, WI 53719 608/274-4849 • sbcindustry.com TRUSS PLATE INSTITUTE 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 703/683-1010 • tpinst.org iA D VER TENCIA! HOJA RESUMES DE LA GUTA DE BUENA PRACTICA PARA EL MANEJO, INSTALACION, RESTRICCION Y ARRIOSTRE DE LOS TRUSSES Vanos mas de 60 pies pueden requerir arriostre permanente complejo. Por favor, siempre consulte a un Profesional Registrado de Diseno.