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RC-16-2500 (3)IUI C;I�UI� BUILDING PERMIT APPLICATION 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: (30S) 762-4949 Master Permit No. Sub Permit No. CT 1320.17 C 20,ys+ 16--2s00 UILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP CONTRACTOR DRAWINGS JOB ADDRESS: kD (03�� Std City: Miami Shores County: Miami Dade Zip: 31 azs Folio/Parcel#: 1 — 3i pb 0 31'- ©0(, 0 Is the Building Historically Designated: Yes NO >/ Occupancy Type: Load: Construction Type: Flood Zone: (+:g-- BFE: FFE: OWNER: Name (Fede Simple Titleholder): `- Vt4)__aUtCW P ► rl o III C'O- Sa v rl l Phone#: 4 Address: I 40 (J In22-1 City: lM la,t ail _'J4 61� State: T L _ Zip: Tenant/Lessee Name: 1 Phone#: Email: Gt V1 C_ CONTRACTOR: Company Name: -1) i s+]- n EfTa¢_ :40W-4--1 Phone#: Address: 5S 3'�— C# - City: _)m I CL4C __ State: r�t_ Zip: Qualifier Name: _ ).S'_ I MKkeo Phone#: State Certification or Registration #: G '::� C_ n�7 -4- ( Certificate of Competency #: DESIGNER: Architect/Engineer: Address: Phone#:ij- ci�Pc:.�V State: Zip: , �liifO Value of Work for this Permit: $ ` Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace Description of Work: ❑ Demolition Specify color of color thru tile: •. ,'j" t Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ •Cly Radon Fee $ DBPR $ Notary ss ' Q Technology Fee $ t Training/Education Fee $ Structural Reviews $ 120 • a3 (Revised02/24/2014) Double Fee $ Bond $ TOTAL FEE NOW DUE $ (cam 4 P. ti 1Y � `y . r W Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) _ Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction ,lien law rochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of comm ncement m �eed'at the job site for the first inspection which occurs seven (7) days after the building permitis issued. I the abse ce ofd notice, the inspection will not be approved and a reinspection fee will be charged. % X Sign or AGENT The foregoing instrument was acknowledged before me this day of� +� � 20 by , whclGiiersonally kno to me or who has produced as The foregoing instrument was acknowledged before me this 1 1- /day�� � of �(2— , 20 C-:1 by JCS:�t 1."I irsc - G_ U r40i 'personally known to me or who has produced �- -D -4 V6eiU t'XNqas identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY .UBLIC: Sign- Sign: int: DAM44N Print: State oFlorida Seal: Commission FF 228649 Seal: =ovyrr��^ Notary Public State of Florida ; My Comm. Expires May 10. 20 i 9 Sindia Alvarez Banded through National Notal v Assn My Commission FF 156750 Expires 0 910 312 01 8 APPROVED BY Plans Examiner Structural Review (Revised02/24/2014) Zoning Clerk oECo 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 PerTanent rACiA9 includes and is not limited to The Top Chord Plane, The Bottom Chord Plane and The WeVlyletnl:er Plangs.jf e Anchoring / Strapping of trusses to walls, beams, ledgers etc., shall be the responsibility of ViaBuiliding Dezigpar. Truss to Truss Connections shall be The Responsibility of The Truss Manufacture. (Refer to Coee6ents 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 a#ecsatoned to seek professional advice regarding the Erection / Installation and Bracing, which is ALWAYS•requirthd to prev !0t toppling and dominoing. Top Chord, Bottom Chord and Webs shall be adequately braced asp%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 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 : 10243: Addition: Savits (JI) Site Information: Project Customer: DISTINCTIVE HOMES Job Name Addition: Savits (JI) Lot/Block: Subdivision : Site Name: 1460 NE 103 St., Site Address: Miami Shores, FL St: 'Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2014/TPI2007 Design Program: 7.61 Jan 29 2015 Roof Load: 55.Opsf Floor Load: NIA Wind Code: Wind Speed: 175 mph This package includes 30 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 09/21/17 Al 2 09/21/17 A2 3 09/21/17 AG3 4 09/21/17 B1 5 09/21/17 BG2 6 09/21/17 BG3 7 09/21/17 CJSC 8 09/21/17 CH 9 09/21/17 CRA 10 09/21/17 CJ7B 11 09/21/17 D1 12 09/21/17 D2 13 09/21/17 D3 14 09/21/17 DG4 15 09/21/17 J1 16 09/21/17 J3 17 09/21/17 J3A 18 09/21/17 J3C 19 09/21/17 J5 20 09/21/17 J5A 21 09/21/17 J5B 22 09/21/17 J5C 23 09/21/17 J7 24 09/21/17 RA No. Date Truss ID# Seal# 25 09/21/17 RB 26 09/21/17 V12 27 09/21/17 V15 09/21/17 V16 t28 29 09/21/17 V4 30 09/21/17 V8 •000.0 The seal on this index sheet indicates acceptance of professional engineering responsibility ��o`Jp ..... /41 solely for the truss design drawings listed above and attached. O .•' GENS �` �: ' �,� •; pi's Truss Design Engineer's Name: Mahmound Zolfaghari P.E. ri. t, License Number #: 36921 Address: 13901 SW 108 Ave, Miami, FL 33176 Con5uhi.ig >_.rP, S No : �_ 13901 S.`41, 1(B Miami, Florida 3,3 ,• S� I l •'��: Phone 305-253-A.2 NOTE: The suitability and use of each component for any particular building is I ida t rofe5sion f ; responsibility of the Building Designer, per ANSI/TPI 1-1995 Section 2. //'y21 p Y 9 9 Srnecia. InspectorLic�.;s�%ydr Bl c't`rtE\00 Page 1 of 1 Engineers Name Date 0243 5 1 Hip Type 1 1 1 Savits (JI) TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Sep 21 13:04.47 2017 Page 1 ID:JxgOJDaO_3BckFK_7bV131 ycMZH-dF7LHcmQ8enokHik_v5_r3jo7HW6Hd8og7lgHYybPrE 7-3-8 11-0-0 18-3-8 7-3-8 3-8-8 7-3-8 3.00 12 5x6 = 2 5x6 = 3 Scale = 1:30.3 34 II 3x6 11 1-3 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2014/TP12007 CSI. TC 0.74 BC 0.82 WB 0.83 (Matrix -M) i DEFL. in Vert(LL) 0.10 Vert(TL) -0.28 Horz(TL) 0.03 (loc) I/dell Ud 6-8 >999 360 6-8 >767 240 5 n/a n/a PLATES GRIP MT20 244/190 • • • • • • • • • • Weight: 166 Ib FT = 0% • • • • • • • LUMBER- BRACING- • • • Ec TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing diretAy %fie` or 4-8-10 purTns, except eRafArTictils. 80T CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or•1 o1we (racing. • • • WEBS 2x4 SP No.2 MiTek recommends that StabilijjEjSgid required gross bf6pcing be in a ed g truss erection in accordancevith Stabilizer InstaYalim •ide. REACTIONS. (Ib/size) 9=990/0-8-0 (min. 0-1-8), 5=990/0-8-0 (min. 0-1-8) • • • • • *0000 • Max Horz 9=48(LC 6) •••••• • • ••••• Max Uplift9=-726(LC 4), 5=-726(LC 5) • • • • • •• •• •• •• •••••• FORCES. Ib - Max. Comp./Max. Ten. - All forces 250 Ib or less except when shown. • TOP CHORD 1-2=-1768/1917, 2-3=-1663/2080, 3-4=1755/1900, 1-9=-928/1150, 4-5=-929/1149 • •• • BOT CHORD 9-10=-406/324, 8-10=-406/324, 8-11=1816/1656, 7-11=-1816/1656, 6-7=-1816/1656, 6-12=406/321, 5-12=406/321 • • • • • • • • • • • • • • • • WEBS 2-8=-170/275,3-6=-80/284,1-8=-1323/1326, 4-6=-1308/1316 NOTES 0 • • • 000 0 •••••• 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=17ft, Cat. II; Exp D, Part. Encl., GCpi=0.55; 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) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 2, 3, 9, 8, 6, 1, 5 and 4 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 7 checked for a plus or minus 5 degree rotation about its center. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 726 Ib uplift at joint 9 and 726 Ib uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard k1ohniound Z;; faghari, 9.E, Consulti,�g Lngl;leer 13901 S.W. 108 Ave. t. ianti, i'k=rida 33176 FI,or�e 305•-2;3-'2"428 Fax 305-235-4248 Horida ProRessional Engineering Licezlse No. 3692: SPecial Jnsrinctor Licensc; No. 636 10243 JA2 3x Hip RUSS COMPANY INC., Princeton, FL 33032 Run: /.610 s Jan 29 201b Print: [.1511) s Jan 29 2U1b MI I eK inausmes, Inc. i nu oep z i u.uv.vo zu 11 rage 1D:JxgOJDaO_38ckFK_7bV131 ycMZH-5 RhjVym2vyvfMRGwYccDNGGObht702NxvnUDp_ybPrt 7-3-8 12-3-8 19-7-0 7-3-8 5-0-0 738 5x8 = 3.00 Fl2 5x6 = Scale= 132.E 3x4 II 3x6 II 18-11-4 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.55 Vert(LL) 0.09 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.71 Vert(TL) -0.27 8-9 >788 240 MT20HS• J 197/143 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.02 8 n/a n/a • • • • • • • • • • • • BCDL 10.0 Code FRC2014/TPI2007 (Matrix -M) • Weight: 111 Ib FT = 0% : LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 12=1061/0-8-0 (min. 0-1-8), 8=1061/0-8-0 (min. 0-1-8) Max Horz 12=48(LC 6) Max Uplift12=787(LC 4), 8=-787(LC 5) BRACING- • • • TOP CHORD Structural wood sheathing direc y app r r • '.n . p • !4`1 .• It �ied or 5-2-13 oc lns, exce Tena icals. BOT CHORD Rigid ceiling directly applied o•4(blocniloracing. • • • MiTek recommends that StabiV-@%y d requiredicross gtacing be ir}Ctalle t y g t uss erection in accordancawilh Stabilizer Insta111•ti•r• de. •••••• • • ••••• FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • • • • • • TOP CHORD 1-2=336/376, 2-3=1750/1952, 3-4=-1626/1977, 4-5=-1762/1967, 5-6=-341/377 :00:0: • • BOT CHORD 13-14=-436/360, 12-14=-436/360, 12-15=-436/360, 11-15=-436/360, 10-11=-1713/1619, 9-10=1713/1619, 9-16=-438/364, 8-16=438/364! 0 8-17=-438/364, 7-17=-438/364 • • WEBS 2-11=-1304/1276,2-12=-1021/1454,5-9=-1316/1283,5-8=-1017/1457 • • • 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=17ft; Cat. 11; Exp D; Part. End., GCpi=0.55; MWFRS (envelope) and C -C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown, 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 787 Ib uplift at joint 12 and 787 Ib uplift at joint 8. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "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;,nCi?ti74U??v Zcifag} a,ri, }�.'.. C,-flsulting Eigineer5 13901 S 1z,, :,:•, v1 - ;`i/i!%lt'1ii, 33 176 Phone 30f�-2-, 2423 FX, Jt -f 235-421,8 i`iorida ?r f ;,,nai En-9ineersng License No. 36921 vPeci +ins .tar 1„ tts"c . , 636 Job Truss Truss Type Qty Ply Addition: Savits (JI) *10243 AG3 Hip Girder 1 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 7.610 s Jan 29 zu15 F rine /.610 s Jan 29 2015 Mi ex industries, Inc. Fri Sep - io.uo. Io - I r rays ID:JxgOJDaO_3BckFK_7bV131 ycMZH-1 bh8gpc8MFgoVV8zZDFMjWQTVKkYmuRWFweuSuyb4jp 2-8-4 7-0-0 11-6-0 16-0-0 20-3-12 23-0-0 2-8-4 4-3-12 4-6-0 4-6-0 4-3-12 2-8-4 3.00F1_2 6x8 = 19 2x4 11 20 3 21 22 6x8 = Scale = 1:38.3 5x6= 3x10 II 2x4 11 7x8 = 2x4 11 3x10 11 5x6 = 6x12 MT20HS It 0-8-0(0-1-10) 7-0-0 11-6-0 , 16-0-0_ , 20-3-12 6x12 MT20HS II 0-8-0(0-1-10) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES • • • GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.88 Vert(LL) 0.25 7 >999 360 T20 ' 244/190 • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.91 Vert(TL) -0,46 6-7 >600 240 • • T2: 360 **W/143 • BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.06 5 n/a n/a • • • BCDL 10.0 Code FRC2014/TPI2007 (Matrix -M) • • �' Weight: 137" • IFFT = 0% • • • • • • LUMBER- BRACING- • • • • • • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directh 9ppllled or 2-11-12 ocitrins. • • BOT CHORD 2x6 SP No.1 D BOT CHORD Rigid ceiling directly applied ort* -•1Q icbracing. • • • 6060* WEBS 2x4 SP No.2 • ' WEDGE •••••• • • ••••• Left: 2x6 SP No.2, Right: 2x6 SP No.2 •••••+ •••••0 •••••• • REACTIONS. (Ib/size) 1=1441/0-8-0 (min. 0-1-10), 5=1441/0-8-0 (min. 0-1-10) ***:a: • ' Max Horz 1=48(LC 40) • • *a**:* Max Upliftl=-1395(LC 3),5=1395([-C 4) • • • • • • Max Gravl=1613(LC 22), 5=1613(LC 30) • • ' ' FORCES. (lb) - Maximum Compression/Maximum Tension • • TOP CHORD 1-10=-6/41, 10-12=-1040/727, 2-12=-2939/2244, 2-19=-4324/3149, 19-20=-4324/3149, 3-20=-4324/3149, 3-21=-4324/3149, 21-22=-4324/3149.4-22=-4324/3149, 4-13x2939/2245, 1-5-17=-10401728,5-15=-6/41 BOT CHORD 9-23=0/0, 11-23=-0/0, 11-24=-792/1037, 13-24=-792/1037, 13-25=-2036/2780, 8-25=-2036/2780, 8-26=2023/2799, 26-27=-2023/2799, 7-27=-2023/2799, 7-28=-198672799, 28-29=-1986/2799, 6-29=-1986/2799, 6-30=1999/2780, 18-30=-1999/2780, 18-31=-757/1037, 16-31=-757/1037, 16-32=0/0, 14-32=0/0 WEBS 2-8=-221/246,2-7=-1 122/1770, 3-7=-570/754, 4-7=-1123/1770, 4-6=-221/246,1-9=-47/72, 10-11=-877/723, 9-10=0/0, 1-11=0/0, 12-13=-89/163, 11-12=-1530/1191, 10-13=-935/1358, 5-14=-47/72, 1516=-877/721, 14-15=-0/0, 5-16=0/0, 17-18=-89/161, 16-17=-1530/1194, 1518=-935/1358 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=17ft, Cat. II; Exp D, Part. Encl., GCpi=0.55; 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 1395 lb uplift at joint 1 and 1395 Ib uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "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) 25 Ib down and 104 Ib up at 7-0-0, 25 lb down and 104 Ib up at 9-0-12, 25 Ib down and 104 Ib up at 11-0-12, 25 Ib down and 104 Ib up at 11-11-4, and 25 Ib down and 104 Ib up at 13-11-4, and 25 Ib down and 104 Ib up at 16-0-0 on top chord, and 318 Ib down and 212 Ib up at 7-0-0, and 318 Ib down and 212 Ib up at 1511-4 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, 2-4=-90, 4-5=-90, 9-14=-20 Concentrated Loads (lb) Vert: 2=-24 4=-24 8=-89 6=-89 19=-24 20=-24 21=-24 22=-24 26=-5 27=-5 28=-5 29=-5 r•:l�iitii(}:'.'.r; 1,t:aE'�-::ri; 4'. 13901 S. W. IIS Av-- Miami, Florida 33177 Phone 305-23.3-2428 Fax "y05-2'35-424(':! Florida Profmional Engineering License No. 3692: Special Lkt ,,!Fe No. 636 Job Truss Truss Type Qty PlyEdition: Savits (JI) F10243 Bt COMMON 4 1 Vert(LL) 0.02 8 >999 360 • k1T20 • 244/190 • • • • : • TCDL 15.0 Lumber DOL 1.33 b Reference (optional) utt,u i KUaa i,UMrA v r im—, rnncecon, rL a UJZ, W-1 0 -IN ni+ ID:JxgOJDaO_3BckFK_7bV131 ycMZH-TueX_zifdPTF14sDC2rwE?49C3tuo9r_1 K2Y1 Myb4hE 16-7-8 8-3-12 Scale = 1:27.4 5x6 = 3.00 F12 3 3x6 II 0-4-0(0-1-8) 3x6 II 0-4-0(0-1-8) E LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES • • 4ORR" TCLL 30.0 Plate Grip DOL 1.33 TC 0.35 Vert(LL) 0.02 8 >999 360 • k1T20 • 244/190 • • • • : • TCDL 15.0 Lumber DOL 1.33 BC 0.53 Vert(TL) -0.14 • 6-8 >936 240 • • • 0600 • BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) -0.01 6 n/a n/a • • • BCDL 10.0 Code FRC2014/TPI2007 (Matrix -M) • • : • Weight: 90 IS • • 41rT = 0% • • • • • • 0090+• • • :0000* LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing direcUl�afpRed or 6-0-01bc �ufliRs. • • • • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied OW" gracing. • 00000 WEBS 2x4 SP No.2 • • WEDGE r•9••• • • 0000• Left: 2x4 SP No.2, Right: 2x4 SP No.2 • • • • • • • • • • • • • • • REACTIONS. (Ib/size) 9=918/0-4-0 (min. 0-1-8), 6=918/04-0 (min. 0-1-8) • + • • • • • • Max Horz9=56(LC 6) • • • 9909:6 Max Uplift9=-677(LC 4) 6=-677(LC 5) • • • + • • FORCES. Ib -Maximum Compression/Maximum Tension • • • • • • • • • TOP CHORD 1-11=-100/321, 2-11=-125/569, 2-16=-722/762, 3-16=-652/769, 3-17=-652/769, 4-17=-722/762, 4-14=125/569, 5-14=-100/321 0 9 BOT CHORD 10-18=-238/88, 12-18=-238/88, 12-19=-523/129, 9-19=-523/129,9-20=-523/129, 8-20=-523/129,7-8=-523/129, 7-21=523/129, 6-21=-523/129, 6-22=-523/129, 15-22•-623/129, 15-23=-238/88, 13-23=-238/88 WEBS 3-8=-123/291, 2-8=-6791707,2-9=-812/1050,4-8=-679/707, 4-6=-812/1050, 1-10=-12/125,11-12=-187/137, 10-11=-58/198.1-12=-241/85,5-13=-12/125, 14-15=-187/137, 13-14=-58/198, 5-15=-241/85 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=17ft, Cat. II; Exp D, Part. Encl., GCpi=0.55; MWFRS (envelope) and C -C Exterior(2) -0.0-7 to 2-8-4, Interior(1) 2-8-4 to 5-3-12, Exterior(2) 5-3-12 to 8-3-12, Interior(1) 11-3-12 to 13-7-15 zone;C-C for members and forces 8 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 capable of withstanding 677 Ib uplift at joint 9 and 677 Ib uplift at joint 6. 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 103(tlnoit=L,° Z O iaorhL CorlSuiting 1 ngineers 13901 S.W. 1,'!3- Ave- Mianli, Floriei:� 33176 Phone 305-253..24 2.8 Fax " `? -235-422' Florida Prof'e;s;,onal Engineerirng License t Io. 3692: Special !;)sPel-tcr License No. 636 Job Truss Truss Type Qty Ply, Savits (JI) 10243 BG2 HIP GIRDER 1 1 TOP CHORD 2x6 SP No.2 • • TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins. BOT CHORD 2x6 SP No.2 • • b Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA t.biu s San 29 2015 MiTek ex industries, inc. r aep ze ID:JxgOJDaO_3BckFK_7bV131ycMZH-8ueLBBvpmKOQb3mCsG6ccNdAQQxKRX2mlf8AQpyb4eG 2-8-4 7-0-0 9-7-8 13-11-4 16-7-8 2-8-4 4-3-12 2-7-8 4-3-12 2-8-4 Scale = 1:27.8 6x6 5x6 = 3,00F1_2 2 18 3 6x12 MT20HS 11 0-4-0(0-1-8) 2-6-4 ?-0-11 MIMI 6x12 MT20HS I 0-4-0(0-1-8) 6-7 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FRC20147TP12007 CSI. TC 0.66 BC 0.80 WB 0.11 (Matrix -M) DEFL. in Vert(LL) 0.10 Vert(TL) -0.18 Horz(TL) 0.03 (loc) I/deft Ud 6-7 -999 360 6-7 >999 240 4 n/a n/a PLATES MT20 MT20HS Weight: 96 Ib GRIP 244/190 187/143 FT = 0 LUMBER- 16-17=-117/177,15-16=-917/808,14-17=-549(755 • • BRACING - •••••• •••• •••••• TOP CHORD 2x6 SP No.2 • • TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins. BOT CHORD 2x6 SP No.2 • • BOT CHORD Rigid ceiling directly applied or 6-1-9 oc bracing. 3) Provide adequate drainage to prevent water ponding. WEBS 2x4 SP No.2 4) All plates are MT20 plates unless otherwise indicated. 000000 • • • : • • • • • 5) Plates checked for a plus or minus 0 degree rotation about its center. • • • • • • • • 000000 WEDGE • 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. • • • • Left: 2x6 SP No.2, Right: 2x6 SP No.2 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 000000 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 25 Ib down and 104 Ib up at 7-0-0, and 25 Ib down and 1048lb • • • REACTIONS. (Ib/size) 1=1067/0-4-0 (min. 0-1-8),4=1067/0-4-0 (min. 0-1-8) chord. The design/selection of such connection device(s) is the responsibility of others. • • LOAD CASE(S) Standard Max Harz 1=-48(LC 6) 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Max Upliftl=-1074(LC 5),4=1074(!-C 6) Concentrated Loads (lb) Vert: 2=-24 3=-24 7=-110 6=-110 18=-24 21=-5 Max Gravl=1142(LC 21), 4=1142(LC 28) Mahmound :Zelkfaghari, P,E. C:ollsuiting Engineers FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-4146,9-1 1=-5251385, 2-1l=1614/1380,2-18=-1547/1354,3-18=-1547/1354, 3-16=-1620/1380,14-16=525/386, 4-14=-4/46 BOT CHORD 8-19=0/0, 10-19=0/0, 10-12=-490/557,12-20=1213/1509.7-20=1213/1509,7-21=-1218/1546, 6-21=1218/1546, 6-22=-1181/1515, 5-22=-1181/1515, 5-17*4*11 1i6i5, 15-17=-455/559, 15-23=0/0, 13-23=0/0 • • • WEBS 2-7=-74/486, 2-6=171/182, 3-6=97/427,1-8=-40/89, 9-10=528/454,8-9=-010, 1-10=-0/0, 11-12=117/179, 10-11=914/806, 9-12=547/7 2.o- 3=, 0/89, 14-1r VW452, 13-14=-0/0 600096 4015=0/0, 16-17=-117/177,15-16=-917/808,14-17=-549(755 • • • •••••• •••• •••••• • 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=17ft; Cat. Il; Exp D; Part. End., GCpi=0.55; Mvj"o • 0 0 • • • • • • • (envelope); Lumber DOL=1.60 plate grip DOL=1.60 000* • • • • • • 3) Provide adequate drainage to prevent water ponding. • • 4) All plates are MT20 plates unless otherwise indicated. 000000 • • • : • • • • • 5) Plates checked for a plus or minus 0 degree rotation about its center. • • • • • • • • 000000 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1074 Ib uplift at joint 1 and 1074 Ib uplift at joint 4. • 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, : • • : • : • • nonconcurrent with any other live loads. • • • • • • • • • • 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 000000 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 25 Ib down and 104 Ib up at 7-0-0, and 25 Ib down and 1048lb • • • up at 8-3-12, and 25 Ib down and 104 Ib up at 9-7-8 on top chord, and 339 Ib down and 271 Ib up at 7-0-0, and 339 Ib down and 271 Ib up at 9-6-12 A gojldm : • • • • : • • • •: 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, 2-3=-90, 3-4=-90, 8-13=-20 Concentrated Loads (lb) Vert: 2=-24 3=-24 7=-110 6=-110 18=-24 21=-5 Mahmound :Zelkfaghari, P,E. C:ollsuiting Engineers 0901 S.W. 108 Ave. 33176 Phone 30_ "_--)428 Fa: 3151-235_44.- FlttrE '� ,,_,.;:c;,-_. i E n g i leering LiL :ns? <>. 3,92 Truss 10243 1BG3 HIP GIRDER TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Sep 21 13:u4:bu 2ul r Nage 1 ID:JxgOJDaO_3BckFK_7bV131ycMZH-1gpTveolQZ9NbkQJflehThLO9UczUAPEM5zKusybPrl 2-8-4 7-0-0 9-7-8 13-11-4 16-7-8 2-8-4 4-3-12 2-7-8 4-3-12 2-8-4 3.00 F12 5x6 - 5x10 = PROPER ERECTION IS CRITICAL 2 SINCE TRUSS IS NOT SYMMETRICAL. 18 3 Scale = 1:27 2-6-4 3x12 II 4x6 = 5x12 II 2-3-4 3-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Vert(LL) 0.06 7-17 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(TL) -0.16 8 >569 240 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.02 1 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix -M) Weight: 97 Ib FT = 0% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 *Except* W1: 2x4 SP No.2 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (Ib/size) 6=659/0-8-0 (min. 0-1-8), 4=667/0-8-0 (min. 0-1-8), 1=787/0-4-0 (min. 0-1-8) Max Horz 1=48(LC 38) Max Uplift6=-665(LC 4), 4=-405(LC 4), 1=-851(LC 3) Max Grav6=1089(LC 25), 4=667(LC 1), 1=792(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FMiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=563/485.2-18=529/478,3-18=-529/478,3-11=578/525 BOT CHORD 17-20=-396/520, 7-20=396/520, 7-21=-386/529, 6-21=-386/529, 6-22=-428/534, 22-23=-428/534, 5-23=-428/534, 5-12=428/534 WEBS 3-6=-286/246, 10-11=322/278, 9-12=1831255,14-15=-411/381,15-16=-351/321, 14-17=-166/264 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=17ft; Cat. II; Exp D, End., GCpi=0.18; MWFRS• • ° • • • (envelope); cantilever left and right exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 #60:00 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. • 0#00 • 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 665 lb uplift at joint 6, 405 Ib uplift at joint 4 and 851 Ib uplift at4jq" 1, 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) 25 lb down and 135 lb up at 7-0-0, and 25 Ib down and 135 lb up at 8-3-12, and 25 Ib down and 81 Ib up at 9-7-8 on top chord, and 339 Ib down and 271 Ib up at 7-0-0, and 318 Ib down and 125 Ib up at 9-6-12 on, dtfb:• a 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=-90,2-3=-90,3-4=-90,8-13=-20 Concentrated Loads (lb) Vert, 2=-24 3=-24 7=-110 18=-24 21=-5 22=-89 • • •• • ivl�rttrncul��i 7-:;issrr;ari, i'. E= COnsultinv ':ii if. 'Cf ;3901 S.W. Miami, Floc ida 33 F!-6 Phone 305-253-2428 Fax _!05-2..35-421;el Florida P;criecsi ,tai E;1gineering License No. 36921 7•-j; , f, 6 10243 Common -8-5 0 7.610 s Jan ID:JxgOJ DaO_3BckFK_7bV131 ycMZI Scale = 1:25.4 5x6 = 3.00 F12 2 0-8-0(0-1-8) 7-8-5 0-8-0(0-1-8) 14-8-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.36 Vert(LL) 0.04 4-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.65 Vert(TL) -0.16 4-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.02 3 n/a n/a BCOL 10.0 Code FRC2014/ 1`12007 (Matrix -M) Weight: 72 Ib FT = O% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-2 oc bracing. WEBS 2x4 SP No.2 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (Ib/size) 1=850/0-8-0 (min. 0-1-8), 3=850/0-8-0 (min. 0-1-8) Max Horz 1=52(LC 6) Max Uplift1=615(LC 4), 3=-615(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=0/45, 6-8=487/525, 8-15=-1195/1331, 15-16=1144/1335, 2-16=-1133/1343, 2-17=-1133/1343, 17-18=-1144/1335, 13-18=-1195/1331, 11-13=-487/525, 3-11=-0/45 BOT CHORD 5-19=-0/0, 7-19=-0/0, 7-20=-457/415, 320=-457/415, 9-21=-1113/1099, 4-21=-1113/1099, 4-22=-1113/1099, 14-22=1113/1099, 14-23=457/415, 12-23=-457/415, 12-24=0/0, 10-24=0/0 WEBS 2-4=0/285, 1-5=-7/150, 6-7=-481/565, 5-6=-O/O, 1-7=-0/0, 8-9=-211/376, 7-8=-518/574, 6-9=550/538, 310=-7/150, 11-12=-481/565, 10-11=-0/O, 3-12=-0/O, 1314=-211/376, 12-13=-518/574, 11-14=-550/538 NOTES- :000% 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=17ft; Cat. 11; Exp D; Part. Encl., GCpi=0.55; MVtb25 • • • (envelope) and C -C Exterior(2) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 4-8-5, Exterior(2) 4-8-5 to 7-8-5, Interior(1) 10-8-5 to 12-5-1 zone;C-C for members and • 0 • • • • • • • forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 000000 •••• • • • • • • 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 615 Ib uplift at joint 1 and 615 Ib uplift at joint 3. • • • • : • • • • 5) This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord, 0000 • • • • 0000•• nonconcurrent with any other live loads. • 0000• • 0000• 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • 0000•• • • 0000• LOAD CASE(S) Standard 00 • 00 • • • • • • 0 • 0 • • • • • 0000•• • • • • • • 0000•• 0000•• • f:;,nsultiug ;ti�if+eery 13901 S.W. 108 Avt. ✓?ia1�1i, riar3c < 331 i'6 Phone 305-25-3-2428 Fa<. 30,5-235-424:" Pion& ?rofessiona.l Engineering License No. 36%)-€ SueCia zr: ,;~ c cr I,icensr IN,o. 636 Io Job TrussTruss Type - 10243 D2 COMMON DECO TRUSS COMPANY INC., Princeton, FL 33032 1-2-11 6-6-1 1-2-11 6-6-1 3.00 12 14 13 T1 8 2 9 18 7 173x12 II 3x6 II Qty PlyEdition: Savits (JI) 1 1 b Reference (optional) r 7.610s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek In( ID.JxgOJDaO_3BckFK_7bV131 ycMZH-SPUcYfgBjU 13-0-2 5x6 = 3 w1 6 2x4 II 1 13:04:53 2017 Page igghXfg23C_U BybPr 14-2-13 Scale = 1:24.1 15 16 T1 11 4 1 5 19 12 20 10 3x12 II 3x6 /I 6-6-1 13-0-2 6-6-1 6-6-1 Plate Offsets (X Y)— [2:0-2-0,0-0-101, [2 0-5-6 Edgej [4:0-2-0,0-0-101, [4 0-5-6 Edqel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.38 Vert(LL) 0.04 6-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.36 Vert(TL) -0.08 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix -M) Weight: 74 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-10 cc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during WEDGE truss erection in accordance with Stabilizer Installation guide. Left: 2x4 SP No.2, Right: 2x4 SP No.2 REACTIONS. (Ib/size) 2=831/0-8-0 (min. 0-1-8),4=831/0-8-0 (min. 0-1-8) Max Horz 2=58(LC 4) Max Uplift2=-641(LC 4), 4=-641 (LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-484/476, 8-13=-1246/1408, 13-14=1235/1413, 3-14=-1185/1421, 3-15=-1185/1421, 15-16=-1235/1413, 11-16=-1 246/1408, 4-11=-484/476 BOT CHORD 7-17=-459/464, 9-17=-459/464, 9-18=-1171/1150, 6-18=-1171/1150, 6-19=-1171/1150, 12-19=-1171/1150, 12-20=-459/464, 10-20=-459/464 WEBS 3-6=0/274, 2-7=-486/647, 8-9=-199/381, 7-8=-547/623, 2-9=-520/505, 4-10=-486/647, 11-12=-199/381, 10-11=-547/623, 4-12=-520/505 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=17ft; Cat. Il; Exp D. Part. Encl., GCpi=0.55; MWFRS (envelope) and C -C Exterior(2) -1-3-6 to 1-8-10, Interior(1) 1-8-10 to 3-6-1, Exterior(2) 3-6-1 to 6-6-1, Interior(1) 9-6-1 to 11-3-8 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 capable of withstanding 641 Ib uplift at joint 2 and 641 Ib uplift at joint 4. • • • 0000 • 5) This truss has been designed for a moving concentrated load of 200.0I1b dead located at all mid panels and at all panel points along the Bottom Chord, •• • ••••• •••• • •••••• nonconcument 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. 00000* • • • • • • • • • • LOAD CASE(S) Standard • • • • • • 000000 •••• • •••••• • • • • • • • • • • • • • • • • • ••••• • •••• • • • • • • •••••• • • • • • • • • • • • • 900:6 • • 1L'i$!trii01.1?irj .vl�i3.P.113r1, �''..�. Consulting Engi^s:er !1 1 SAV :.990, t : Perone 305-251-24213 Fax 11)5-235-4248, Fla-ida Proi,:s:;onzJ1 Engineering License No. 3692i Specie. inc.);'Ci r 7 5.,� nsl' `if-, 6`,6 "3 Job Truss Truss Type Oty PlyAddition: Savits (JI) 10243 03 Common 1 1 Job Reference (optional) 7.610 s Jan 29 2015 MiTi ID:JxgOJDaO_3BckFK_7bV131 ycMZH-2N96ihO 15-4-10 7-8-5 5x6 = V-4 5/8" FLAT TOP 3.00 F12 2 Fri Sep 22 13:15:07 2017 Page 1 Pf3gznZLKC E rN ujH OXkyb4 b) Scale = 1:25.8 0.8-0(0.1-8) 0-8-0(0-1-8) 14-8-10 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.39 Vert(LL) 0.05 4-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.65 Vert(TL) -0.16 4-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code FRC2014fTP12007 (Matrix -M) Weight: 72 lb FT 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-0 oc bracing. WEBS 2x4 SP No.2 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (Ib/size) 1=850/0.8-0 (min. 0-1-8),3=850/0-8-0 (min. 0-1-8) Max Horz 1=50(LC 6) Max Upliftl=615(LC 4), 3=615(LC 5) FORCES. (lb) -Maximum Compression/Maximum Tension TOP CHORD 1-6=0/45, 6-8=493/569, 8-15=-1225/1448, 15-16=1213/1448, 2-16=-1165/1459, 2-17=-1165/1459, 17-18=-1213/1448, 13-18=1225/1448, 11-13=-493/569, 3-11=-0/45 BOT CHORD 5-19=0/0, 7-19=0/0, 7-20=-497/421, 9-20=-497/421, 9-21=-1228/1135, 4-21=-1228/1135, 4-22=-1228/1135, 14-22=1228/1135, 14-23=-497/421, 12-23=-497/421, 12-24=0/0, 10.24=0/0 WEBS 2-4=0/281, 1-5=-8/150, 6-7=-478/583, 5-6=-0/0, 1-7=-0/0, 8-9=-213/405, 7-8=-529/621, 6-9=-605/553, 3-10=-8/150, 11-12=-478/583, 10.11=-0/0, 3-12=-0/0, 13-14=-213/405, 12-13=529/621, 11-14=-605/553 Mahrnound ZeQgL Iasi- P.P~, Consulting Engineer; 13901 S.W. Miatr,i. Florida .33I m Phone 305-253.2428 Fax Fiorldat Protcssioi.al Fnginet rirlg License •e, No. 36921 r-,DeC1_i.l tx(J R • • NOTES- 6+666• 1) Unbalanced roof live loads have been considered for this design. • 6 6 • • • • • • 11; Exp D; Part. Encl., GCpi=0.55; MAW*0 2) Wnd: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. • • • • 00 (envelope) and C -C Exterior(2) -0.0.7 to 2-11-9, Interior(1) 2-11-9 to 3-5-6, Exterior(2) 3-5-6 to 7-8-5, Interior(1) 11-11-4 to 12-5-1 zone;C-C for members and • • • forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 6 • 6 6 • • • + • • + • • +++ 3) Plates checked for a plus or minus 0 degree rotation about its center. • • • 0 • • • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 615 Ib uplift at joint 1 and 615 lb uplift at joint 3. + • • • • • 5) 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, ++ • • • • • 6 nonconcurrent with any other live loads. • 0 6 9 6 0 • • • • • • • • • • • 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. : • 6666•• • • 66+66 • • LOAD CASE(S) Standard • • • • • • • • • • • • • • + + • 6 •66.0• 0 • • 9 6 • 00000: ••••• 6666•• • • 9 •+6960 Mahrnound ZeQgL Iasi- P.P~, Consulting Engineer; 13901 S.W. Miatr,i. Florida .33I m Phone 305-253.2428 Fax Fiorldat Protcssioi.al Fnginet rirlg License •e, No. 36921 r-,DeC1_i.l tx(J R 10243 I DG4 I Hip Girder 11 I 1 DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA ID:JxgOJDaO_3BckFK_7 5-0-0 10-4-10 5-0-0 5-4-10 3.00 F12 5x6 = 5x8 = 2 17 18 3 aKDJQ• 15-4-10 5x10 I I V^v 5x10 I I 0-8-0(0-1-12) LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FRC2014/TPI2007 CSI. TC 0.62 BC 0.96 WB 0.22 (Matrix -M) LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No. 1D WEBS 2x4 SP No.2 WEDGE Left: 2x4 SP No.2, Right: 2x4 SP No.2 REACTIONS. (Ib/size) 1=1159/0-8-0 (min. 0-1-12),4=1159/0-8-0 (min. 0-1-12) Max Horz 1=34(LC 5) Max Upliftl=-1031(LC 3), 4=-1031(LC 4) Max Gravl=1742(LC 21), 4=1742(LC 28) DEFL. in (loc) I/deft L/d Vert(LL) 0.12 5-6 >999 360 Vert(TL) -0,36 5-6 >521 240 Horz(TL) 0.05 4 n/a n/a 0-8-0(0-1-12) 15-4-10 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 87 Ib FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-10-13 oc bracing. Scale = 1:27.5 FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-5/26, 8-10=-1630/845, 2-10=-4048/2084, 2-17=-3958/2044, 17-18=-3958/2044, 3-18=-3958/2044, 3-15=-4067/2100, 13-15=-1634/846, 4-13=-5/26 BOT CHORD 7-19=-0/0, 9-19=-0/0, 9-20=-816/1566.11-20=-816/1566, 11-21=-1935/3862,6-21=-1935/3862, 6-22=-1929/3983, 22-23=-1929/3983, 23-24=-1929/3983, 5-24=-1929/3983, 5-25=-1923/3881, 16-25=-1923/3881, 16-26=-797/1570.14-26=-797/1570, 14-27=0/0, 12-27=0/0 WEBS 2-6=-73/937, 3-6=-201/161, 3-5=-71/992,1-7=-29/71, 8-9=882/583, 7-8=-0/0, 1-9=-0/0, 10-11=-131/98, 9-10=-1553/810, 8-11=-704/1419, 4-12=-29/71, 13-1V-881/50, 12-13=0/0, 4-14=-0/0, 15-16=-136/100, 14-15=-1559/818, 13-16=-705/1426 • • • • • • 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=S.Opsf; BCDL=S.Opsf; h=17ft; Cat. II; Exp D. Part. Encl., GCpi=0.55; MW R6: • • (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. 00000 00000 • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1031 Ib uplift at joint 1 and 1031 Ib uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, 000000 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) 76 Ib down and 95 lb up at 5-0-0, 76 Ib down and 90 b •poo! • 7-0-12, and 76 Ib down and 95 Ib up at 8-3-14, and 76 Ib down and 95 Ib up at 10-4-10 on top chord, and 570 lb down and 217 Ib up at 5-0-0, 208 Ib dJwn and • 18 lb up at 5-0-12, 208 Ib down and 18 Ib up at 7-0-12, 208 Ib down and 18 Ib up at 8-3-14, and 208 Ib down and 18 Ib up at 10-3-14, and 570 Ib down and 217 • Ib up at 10-4-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. • • 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). • • • LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 3-4=-90, 7-12=-20 Concentrated Loads (lb) Vert: 2=-58 3=-58 6=-177(F=-160) 5=-177(F=-160) 17=58 18=-58 22=17 24=-17 !�O1iSLtl(tt18 �71fa'1E1c,C(;q 1:3901 S.W. 1119 Ave, Phone 305-25 -2:128 Fd '"D-235-42<<3 Florida Professsol.al Et-401!eering License No, 3692: 132!;'.:11 1 Sfie:;2Or 1,tc.,,,:ss No, 636 10243 CJ7 I DIAGONAL HIP GIRDER IPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Sep 22 13:19' ID:JxgOJDaO_3BckFK_7bV131 ycMZH-ndBju6QrNRrjl7dral IY5XV66FdIHfau --2 8 3-10-0 9-10-13 -2- 3-10-0 6-0-13 �I0 2x4 11 3 4 txa II 0-1-8(0-1-8) G-1 1-5(0-1-8) 0-7-12 , 3-4-5 13-10-01 9-2-13 Scale= 1:18.6 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.67 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(TQ -0.23 6-7 >304 240 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) -0.02 6 n/a n/a • • • BCDL 10.0 Code FRC2014/TP12007 (Matrix -M) • Weight: 53 Ib FT = 0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-8-9 oc bracing. WEBS 2x4 SP No.2 WEDGE Left: 2x4 SP No.2 REACTIONS. (Ib/size) 6=112/0-1-8 (min. 0-1-8),7=441/0-11-5 (min. 0-1-8) Max Horz7=237(LC 22) Max Uplift6=-209(LC 14), 7=-659(LC 3) Max Grav6=137(LC 18), 7=1567(LC 14) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-248/808, 9-11=-246/869, 2-9=682/2320, 2-12=-171/151, 12-13=-116/32, 313=120/54, 3-4=-5/0, 3-6=-160/330 BOT CHORD 8-14=-740/238, 10.14=-740/238, 10.15=-2242/703, 7-15=-2242/703, 7-16=-2242/466, 16-17=-2242/466, 6-17=-2242/466, 5-6=0/0 WEBS 2-7=-860/698.2-6=-494/2287, 1-8=-34/125,9-10=-156/100,8-9=-193/633, 1-10=-671/219 NOTES- :so*:* 1) Wnd: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. II; Exp D, Part. Encl., GCpi=0.55; M\WRS • • • • • • • • (envelope) gable end zone; 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) 6.• • c : • • • • • • so**** 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 Ib uplift at joint 6 and 659 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, 000000 • nonconcurrent with any other live loads. *000 • • • • • • • • 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • • 000008 load(s) 319 Ib down and 71 Ib up at 1-5-4, and 776 Ib down a1 M4 • • • • • • 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ib up at 4-3-4, and 289 Ib down and 330 Ib up at 7-1-3 on top chord, and 370 lb down and 58 Ib up at 1-5-4, and 350 Ib down and 86 Ib up at 7-1-3 on yg1t@rg • • • • • 00000 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: 1-3=-90, 3-4=-90, 5-8=-20 • • • • • Concentrated Loads (Ib) • • • + • • • • Vert: 11=71 12=274 13=13914=717=50 • �4'iltiLlli?lid 1':.e;�le.e;[1rS 3901 S.IN 10$ Aug. Miami, Florj!'a 3176 Phone 305-253-212$ Fax 30-5-235-42a Florida Prow ssional Engineering License, No. 3692: Special f i,:oector Licimse Ni. 636 Job Truss Truss Type Qty PlyAdddion:Savits (JI) 10243 CJ7A DIAGONAL HIP GIRDER 3 1 • • WEDGE •0000• Left: 2x4 SP No.2 • • • • • • • • • •• • REACTIONS. (Ib/size) 6=133/0-1-8 (min. 0-1-8).7=694/0-5-12 (min. 0-1-8) •0•:•• Job Reference (optional) vcuv i rtuaa �.vmrrrvi IIV I.., rI111GtlW11, r'L JJVJL, IVIMrtIV CJrlry Cu[n '� �- "� �-- - ID:JxgOJDaO_3BckFK_7bV131 ycMZH-OkxhHSig7U8dUCJmc3VsJsZBLXN7wkEwgxd4bwyb4lt --2 8 3-10-0 9-10-13 -2- 3-10-0 6-0-13 2x4 II 3 4 0-7-12 0-7-12 Plate Offsets 0-5-12(0-1-8) 0-1-8(0-1-8) 9-10-1 Scale = 1:18.6 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FRC2014lrP12007 CSI. TC 0.73 BC 0.52 WB 0.50 (Matrix -M) DEFL. in (loc) I/defl Ud Vert(LL) 0.02 6-7 >999 360 Vert(TL) -0.23 6-7 >301 240 HOrz(TL) -0.02 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 53 Ib FT = 0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-9-6 oc bracing. WEBS 2x4 SP No.2 • • WEDGE •0000• Left: 2x4 SP No.2 • • • • • • • • • •• • REACTIONS. (Ib/size) 6=133/0-1-8 (min. 0-1-8).7=694/0-5-12 (min. 0-1-8) •0•:•• •000 • • • • ••0• Max Horz7=237(LC 3) 0000•• Max Uplift6=-262(LC 22), 7=-927(LC 22) 000000 • • • Max Grav6=158(LC 18), 7=1820(LC 14) 00*0 • • • • • • • FORCES. (Ib) - Maximum Compression/Maximum Tension 0 *000 : • • • • • • • • • • TOP CHORD 1-11=-229/801, 9-11=-226/862, 2-9=-527/2265, 2-12=-124/61, 3-12=-125/35, 3-4=5/0, 3-6=-170/359 • • BOT CHORD 8-13=-734/221, 10-13=-734/221, 10-14=-2183/537, 7-14=-2183/537, 7-15=-2183/299, 15-16=-2183/299, 6-16=-2183/299, 56=0/0 00:0*: • • • • • • • • • WEBS 2-7=-1136/1014,2-6=-346/2235,1-8=-32/126, 9-10=-136/120,8-9=-1681624, 1-10=-661/192 •• •• • • 0 •• •• ••000• • NOTES- • • • • . • • • 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft, Cat. II; Exp D, Part. Encl., GCpi=0.55; MV:FRSO • • • • 00 • (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 000000 2) Plates checked for a plus or minus 0 degree rotation about its center. • • • • 0 • • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. • • • • • • • • • 000 • • • 4 Provide mechanical connection b others of truss to bearing late capable of withstanding 262 Ib uplift at joint 6 and 927 Ib uplift at joint 7. (Y ) 9P P 9 P 1 P 1 •• 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) 319 Ib down and 71 Ib up at 1-55, and 289 Ib down and 330 Ib up at 7-1-3 on top chord, and 370 Ib down and 58 Ib up at 1-5-5, and 350 lb down and 86 Ib up at 7-1-3 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: 1-3=-90, 3-4=-90, 5-8=-20 Concentrated Loads (lb) Vert: 11=71 12=139 13=7 16=50 � 'Il.er0l:l:G t }iC?at�had. P i::c:n;�lititi� F,11gi.)eers 3901 S.'A )178 Ave. s' itlrida 33176 HhOne'05-2J:-2428 Fax Florida Prof,�ssiowl Engineering Lic:,—nse No. 369i) °,pecia Inspector Liceose Nin. 63r 10243 DIAGONAL HIP GIRDER IPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Sep 22 13:22 ID:JxgOJDaO_3BckFK_7bV131 ycMZH-dDlgGUMbxHt9tZHPOxegl3bH_LuV1Z -28 3-10-0 9-10-13 2- 3-10-0 6-0-13 2x4 11 3 4 1x4 11 0-11-5(0-1-8) 0-1-8(0-1-8) 9-10-13 Scale = 1:18.6 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FRC2014ITP12007 CSI. TC 0.67 BC 0.52 WB 0.52 (Matrix -M) DEFL. in (loc) I/deft L/d Vert(LL) -0.04 6-7 >999 360 Vert(TL) -0.23 6-7 >304 240 Horz(TL) -0.02 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 53 Ib FT = 0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-8-9 oc bracing. WEBS 2x4 SP No.2 • • WEDGE •00000 Left: 2x4 SP No.2 • • • • 696* 0 0 0 . 0 •• • 0000 • REACTIONS. (Ib/size) 6=112/0-1-8 (min. 0-1-8),7=441/0-11-5 (min. 0-1-8) • • • MaxHorz7=184(LC24) 0.0:•0 0000 0000•• Max Uplift6=-209(LC 14), 7=-635(LC 3) 69096* • • • Max Grav6=151(LC 22), 7=1567(LC 14) • 0000 • 0000 • • • • • • 0 • • • • FORCES. (Ib) - Maximum Compression/Maximum Tension 666* • • • • • • TOP CHORD 1-11=315/808, 9-11=-313/869, 2-9=-1055/2320, 2-12=-275/151, 12-13=-155/32, 313=-120/54, 3-4=-5/0, 36=-160/163 • • BOT CHORD 8-14=-740/296, 10-14=-740/296, 10-15=-2242/1068, 7-15=-2242/1068, 7-16=-2242/883, 16-17=-2242/883, 6-17=-2242/883, 5-6=0/0 00:09: 0 • • 0 • • • • WEBS 2-7=-860/621, 2-6=-816/2287.1-8=-34/125, 9-10=-156/100, 8-9=-262/633, 1-10=-671/290 • • • • • • • • • • • 609000 • NOTES- 000000 0 0 0 0 0 1) VJnd: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. ll; Exp D, Encl., GCpi=0.18; MWFREO • • • 0000•• (envelope) gable end zone; cantilever left exposed; 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) 6. 0 • 0 0 : 0 0 0 0 0 0 0 0 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 lb uplift at joint 6 and 635 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) 319 Ib down and 71 Ib up at 1-5-5, and 688 Ib down and 694 Ib up at 4-3-4, and 336 Ib down and 330 Ib up at 7-1-3 on top chord, and 370 Ib down and 58 Ib up at 1-5-5, and 350 Ib down and 86 lb up at 7-1-3 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: 1-3=-90, 34=90, 5-8=20 Concentrated Loads (Ib) Vert: 11=71 12=274 13=139 14=7 17=50 F10"da '3176 d`11onr 105.253-2428 e'a�, :dA,�J'-235742 " Florida P"Ofsssiona! Engirleeririg Lic»rse No. 3692: Job Truss Truss Type City PlyAddition: Savits (JO r10243 CJ5C DIAGONAL HIP GIRDER 2 1 I- n 0 Job Reference 7.610 s Jan 29 ID:JxgOJDaO_3BckFK_7bV131 ycMZH- 7-0-14 7-0-14 2x4 11 2 3 0-7-12 0-70-712 1 0-11-5(0-1-11) LOADING(psf) SPACING- 2-00 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.76 TCDL 15.0 Lumber DOL 1.33 BC 0.82 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FRC20141TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 WEDGE 6-4-14 0-1-8(0-1-8) -0-14 DEFL. in (loc) Udell Ud PLATES GRIP Vert(LL) 0.02 5-10 >999 360 MT20 244/190 Vert(TL) -0.19 5-10 >440 240 Horz(TL) 0.02 1 n/a n/a Weight: 36 Ib FT = 0% 1 Scale = 1:13.7 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Left: 2x6 SP No.2 • • REACTIONS. (Ib/size) 5=189/0-1-8 (min. G-1-8), 1=338/0-11-5 (min. 0-1-11) Max Horz 1=169(LC 3) • • • • • • Max Uplift5=-203(LC 3), 1=-252(LC 3) • • • 0 • • Max Grav5=598(LC 18), 1=1440(LC 14) •••• FORCES. (Ib) - Maximum Compression/Maximum Tension 0 0000 • TOP CHORD 1-7=0/37, 7-9=318/89, 9-11=85/14, 2-11=39/50, 2-3=-5/0, 2-5=-305/205 BOT CHORD 6-12=-0/0, 8-12=0/0, 8-13=-92/222, 10-13=-92/222, 10-14=010, 14-15=0/0, 5-15=0/0, 4-5=0/0 000000 WEBS 1-6=-5/158, 7-8=-8501182, 6-7=-0/0, 1-8=-0/0, 9-1 0=01535, 8-9=-203/1, 7-1 0=-1 71124 • • NOTES- •00006 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. II; Exp D; Part. Encl., GCpi=0.55; MVIFRS • • (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 • • 2) Plates checked for a plus or minus 0 degree rotation about its center. 6 • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 203 Ib uplift at joint 5 and 252 Ib uplift at joint 1. • • • 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) 319 lb down and 71 Ib up at 1-5-4, and 246 Ib down and 174 Ib up at 4-3-4 on top chord, and 370 Ib down and 58 Ib up at 1-5-4, and 386 lb down and 37 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) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-90, 2-3=-90, 4-6=-20 Concentrated Loads (Ib) Vert: 7=71 8=7 11=174 14=6 • 6666•• • 6666•• • 6666 • 6666 6666•• 6666•• 6666•• • 6666• • • 6666• •• •• 6666•• • • • • 6666•• 6666•• 6666•• • > = ).n1Liit%ne F--ggineers [ 3901 ,C »r > 08 Ave. jvliai7ll, Fionda .33 F/6 Phone 305-2':3_2423 Fax°�5-" G35 -4%=i'9 Florida Pr c r - sic>nai Engineering License No. 36421 �r,uciai 636 Job Truss Truss Type Oty PlyAddition: Savits (JI) 110243 J7 Jack -Open 6 1 6 Job Reference (optional) FL 33032, MARIO ESPINEIRA 7.610 s Jan 29 2015 MiTek Indu ID:JxgOJDaO_38ckFK_7bV131ycMZH-ypYbYdvxE6TO 7-0-0 7-0-0 3 ax0 I I 2-8-4. 6-4-0 1-8) Scale = 1:13.£ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.54 Vert(LL) 0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.43 Vert(TL) -0.08 4-5 >658 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) -0.09 3 n/a n/a BCDL 10.0 Code FRC20141TPI2007 (Matrix -M) Weight: 30 Ib FT = 0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 • • WEDGE 000.00 Left: 2x4 SP No.2 • • • • REACTIONS. (Ib/size) 3=114/0-1-8 (min. 0-1-8), 4=23/0-1-8 (min. 0-1-8), 5=629/0-8-0 (min. 0-1-8) • • • Max Horz5=182(LC 4) •0.00• •0•• ••0.0• • Max Upli@3=170(1_C 4), 5=-436(LC 4) 000000 • . • Max Grav3=114(LC 1), 4=229(LC 17), 5=629(LC 1) 0. 0. 0. 0060 0 • • FORCES. Ib - Maximum Compression/Maximum Tension •0000 • • • • • • 406* TOP CHORD 1-7=-150/234,2-7=-301/64.2-3=-84/18 • • BOT CHORD 6-9=-167/129, 8-9=-167/129, 8-10=-0/315, 5-10=0/315, 5-11=0/0, 4-11=0/0 • 0. 0 0• • • • 0 0 0• • • WEBS 2-5=-5151889,1-6=-10/140, 7-8=-160/139,6-7=-101/98, 1-8=-115/142 • •• •• •• •• •• 00.00• • NOTES- 000000 0 • 1) WSnd: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ, TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. II; Exp D; Part. Encl., GCpi=0.55; M%;FRSO (envelope) and C -C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • 0 • • • • • • • 0 • 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. 996# 0 0 0 0 0 0 0 • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 Ib uplift at joint 3 and 436 Ib uplift at joint 5. • • • 0 : • • 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 ti'f�ttin30U7%ii GVii:i�}1ar1, 1:,c)ns�ltil;g F:��,ineers 13901 S.11r. 10,3Ave Phone 305-2�3-2125 Fa Florida Pr ff0S.5ional F iwi eering I,i v. �t .o No. 3692. 10243 1 6 Jack -Open Oty PlyAddition: 5 1 Job Refei 7.610 s J ID:JxgOJDaO_3BckFK_7bV131 7-0-0 3 22 1 0-5-8 2-6-4 0-5-8 2-0-1. 6-4-0 -0-0 1-8) Scale = 1:13.9 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2014fTP12007 CSI. TC 0.54 BC 0.43 WB 0.22 (Matrix -M) DEFL. in (loc) I/def! L/d Vert(LL) -0.02 4-5 >999 360 Vert(TL) -0.08 4-5 >658 240 Horz(TL) -0.09 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 30 lb FT 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 WEDGE :099:6 Left: 2x4 SP No.2 6 0 • 000000 REACTIONS. (Ib/size) 3=114/0-1-8 (min. 0-1-8),4=23/0-1-8 (min. 0-1-8),5=629/0-4-0 (min. 0-1-8) • • • • 696996 Max Horz5=182(LC 4) •00060 9090 •000•• Max Uplift3=-170(LC 6), 5=-616(LC 4) • Max Grav3=114(LC 1), 4=229(LC 17), 5=629(LC 1) 6.0000 • • • 0000• • so**** • • FORCES. (lb) - Maximum Compression/Maximum Tension • s • 0 0 0 0 It TOP CHORD 1-7=-233/234,2-7=-369/64,2-3=-65/18 see* • 0 0 s s r BOT CHORD 6-9=-167/193, 8-9=-167/193, 8-10=-0/315, 5-10=-0/315, 5-11=0/0, 4-11=0/0• 0000•• • • • 0.0s0 WEBS 2-5=515/1265.1-6=14/140,7-8=-235/139,6-7=-142/98,1-8=-115/183 • • • • • •• •• •• •• •0s•6• NOTES- • • • • • 1) Wind: ASCE 7-10; Vult=175mph Vasd=136mph; HVHZ, TCDL=5.Opsf, BCDL=5.Opsf; h=17ft, Cat. 11; Exp D; Part. End., GCpi=0.55; MVR • 0 • 0 0 (3 -second gust) (envelope) and C -C Exterior(2) zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripe • • + *be*** 0 00••• DOL=1.60 0 • • • • 2) Plates checked for a plus or minus 0 degree rotation about its center. 6 0 • s 0060 060 • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 0 • 0 Goes • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 Ib uplift at joint 3 and 616 Ib uplift at joint 5. • 0 • 5) 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. 6) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Consulting Engineer 13901 SM, 1:`c Ave, Mian:, Florida - 1 y(f Phone 305-2-5 28 Fal`.--, 5 ..,.., Florida Professional Engino ring License Nc- 3692: Special TR 6 J7B Jack -Open 1 I t l Job Re 7.610s ID:JxgOJDaO_3BckFK_7bV131 ycl -0-0 -0-0 3 2-8-4 0-4-0 7 1-8) Scale = 1:13.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 30.0 REACTIONS. (Ib/size) 3=114/0-1-8 (min. 0-1-8),4=23/0-1-8 (min. 0-1-8), 5=629/0-8-0 (min. 0-1-8) Plate Grip DOL 1.33 TC 0.54 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 15.0 0000 Lumber DOL 1.33 BC 0.43 Vert(TL) -0.08 4-5 >658 240 • 0 BCLL 0.0 • • 0000 Rep Stress Incr YES WB 0.19 Horz(TL) -0.09 3 n/a n/a 000000 BCDL 10.0 NOTES- Code FRC2014/TP12007 • • • • (Matrix -M) • • • • • • Weight: 30 Ib FT = 0% LUMBER- DOL=1.60 BRACING - 2) Plates checked for a plus or minus 0 degree rotation about its center. TOP CHORD 2x6 SP No.2 • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. • • • • • • TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.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, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 WEDGE • • Left: 2x4 SP No.2 000900 00000 REACTIONS. (Ib/size) 3=114/0-1-8 (min. 0-1-8),4=23/0-1-8 (min. 0-1-8), 5=629/0-8-0 (min. 0-1-8) • • • • Max Horz5=128(LC 4) • • Max Uplift3=-117(LC 6), 5=-452(LC 4) • • • • • • 0000 Max Grav3=114(LC 1), 4=229(LC 17), 5=629(LC 1) 000000 • FORCES. (lb) - Maximum Compression/Maximum Tension 0 • • • • 0 TOP CHORD 1-7=-206/234,2-7=316/64,2-3=-65/18 • • 0000 :*6069 BOT CHORD 6-9=-167/169, 8-9=-167/169, 8-10=-0/260, 5-10=-0/260, 5-11=0/0, 4-11=0/0 WEBS 2 -5=-515/1101,1-6=-22/140,7-8=-228/139,6-7=-124/98,1-8=-115/157 000000 • • NOTES- • • • • • • • • 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=17ft; Cat. 11; Exp D. Encl., GCpi=0.18; MWFRSO • • • • • • (envelope) and C -C Exterior(2) zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip: • • • DOL=1.60 0 . 0 0 0 • 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 117 Ib uplift at joint 3 and 452 Ib uplift at joint 5. • 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 0000•• • 0000•• • 0000•• 0000• • 0000• 0000•• 0000•• 0000•• P.9ahtt�oul?d x�=:iu��i...sr;, i" .i•; ConsLilti.ig F1)2ir.eers 1390.1 S.W� Ave ;s9taani, Lic'a_�3i'�F PhonQ 305-r 3-2423 Ft . Florida 71ro4r z; )nal Fj-j ctYrlrg Ucc vse No. 36921 t " Job Truss Truss Type City PlyAddition' Savits (Jt) 10243 J5 JACK -OPEN 4 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 7.610 s Jan 29 2015 MiTek Industries, Inc. Fri Sep 22 13:30 26 2017 Page 1 ID:JxgOJDaO_3BckFK_7bV131ycMZH-dAAXaw8QM96LD1gGOJDwPsOO605U1 rBeDCPWHzyb4NE 5-0-7 Scale = 1:11.7 3 6 2-4-4 2-8- 4-4-7 -0-7 n_d080058 1_in_» _n 1_A-3 0-8) LOADING(psf) SPACING- 2-0-0 CSI.DEFL. Max Horz5=131(LC 4) • • in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.50 Vert(LL) 0.00 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.32 Vert(TL) 0.02 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) -0.08 3 n/a n/a • • • • BCDL 10.0 Code FRC2014/TPI2007 (Matrix -M) • 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 215 Ib uplift at joint 3, 47 Ib uplift at joint 4 and 414 Ib uplift atjoint 5. • Weight: 21 Ib FT = 01/. LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 3=-38/0-1-8 (min. 0-1-8), 4=-15/0-1-8 (min. 0-1-8), 5=604/0-8-0 (min. 0-1-8) : • • • : • Max Horz5=131(LC 4) • • • • • • • • • • Max Uplift3=-215(LC 11), 4=-47(LC 11), 5=-414(LC 4) • • • • 0 • • • • • Max Grav4=203(LC 17), 5=713(LC 11) • • • •••••• •••• •••••• FORCES. (lb) - Maximum Compression/Maximum Tension • • • • • • • TOP CHORD 1-7=-55/91, 2-7=213/61, 2-3=-69/0 • • • • • • • BOT CHORD 6-8=-61/40.8-9=0/237.5-9=-0/237,5-10=0/0,4-10=0/0 • • • • • • • • WEBS 2-5=-537/781, 1-6=-18/133.7-8=-35/159.6-7=-42/54.1-8=-37/68 • • • • • • • • •••• • ••••• NOTES- •••••• • • •••••• 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph, HVHZ, TCDL=5.Opsf, BCDL=5.Opsf, h=17ft, Cat. Il; Exp D; Part. Encl., GCpi=0.55; MWFRC (envelope) and C-C4Ext•rior(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 215 Ib uplift at joint 3, 47 Ib uplift at joint 4 and 414 Ib uplift atjoint 5. • • • *0*000 • • • • • • 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 C. 1lSultinq Fnglf ,4: 179 13901 108 Ave. I-Ainmi. Fio i s 3317: ;one 30`;-25.E-14.28 Fax , 3:;-235-42�?i�. Florida urcllss oral Engineering License. No. 36921 T ..., 636 Job Truss 2-6-4 Qty Ply Addition: SaviIs (JI) Max Uplift3=-215(LC 11), 4=-47(LC 11), 5=-414(LC 4) • • • J5A Tru_ssT,,,,e_ CK -ON 6 1 • • •••••• •••• •••••• SPACING- 2-0-0 Job Reference o tional uci,V IRVJJ V VIVIrI11V 1 uvi,., rnncevn, r� uawc, rvvu�iv cur uvonl, 6 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 ID:JxgOJDaO_3BckFK_7bV131 ycMZH-moZZAKjjio5NxN6mdVzyJ5s9tm5ARPPxOFnCn7yb4DO 0-7 0-7 3 0-8) 0-5-8 • • 2-6-4 8- 4-4-7 5-0-7 0-5-8 Max Uplift3=-215(LC 11), 4=-47(LC 11), 5=-414(LC 4) • • • 2-0-12 2- 1-8-3 0-8-0 01 • • •••••• •••• •••••• SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP Plate Grip DOL 1.33 TC 0.50 Vert(LL) 0.00 4-5 >999 360 MT20 244/190 Lumber DOL 1.33 BC 0.32 Vert(TL) 0.02 4-5 >999 240 members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • • Rep Stress Incr YES WB 0.14 Horz(TL) -0.08 3 n/a n/a 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 5 Code FRC2014/TPI2007 (Matrix -M) •• • • • • • • Weight: 21 lb FT=O% • • • • • • • • • 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all ane/ points alongthe Bottom Chord, 0 BRACING - 000000 nonconcurrent with any other live loads. • • • *0* • • • TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. rn a Scale = 1:11.1 REACTIONS. (Ib/size) 3=-38/0-1-8 (min. 0-1-8), 4=15/0-1-8 (min. 0-1-8), 5=604/0-4-0 (min. 0-1-8) • • Max Horz5=131(LC 4) • • • • • • • • • Max Uplift3=-215(LC 11), 4=-47(LC 11), 5=-414(LC 4) • • • • Max Grav4=203(LC 17), 5=713(LC 11) • • • • 046* • • • •••••• •••• •••••• FORCES. (lb) - Maximum Compression/Maximum Tension • TOP CHORD 1-7=-55/91, 2-7=-213/61, 2-3=-69/0 000000 • • • • • • • • • BOT CHORD 6-8=-61/40,8-9=-0/237,5-9=-0/237.5-10=0/0,4-10=0/0 0000 WEBS 2-5=-537/781, 1-6=18/133, 7-8=-35/159, 6-7=-42/54, 1-8=-37/68 • • •••• 00000* • ••••• NOTES- • • Por 1) Wind: ASCE 7-10; VuIt= 175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. 11; Exp D; Part. Encl., GCpi=0.55; MV" fe�iv�Iope) an4C-C�xtVor(2) zoMeC-C members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • • • • • • 000000 • 2) Plates checked for a plus or minus 0 degree rotation about its center. 000000 • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 5 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 215 Ib uplift at joint 3, 47 Ib uplift at joint 4 and 414 Ib uplift at4oint •• • • • • • • 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. • 0. • • • • • • • • • 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all ane/ points alongthe Bottom Chord, 0 000000 nonconcurrent with any other live loads. • • • *0* • • • 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 Callstiiii�t;�t ivy irteers ,3176 i t10i1C 305-253-242$ Fac. Florida Projessi3nai Engin Bring License No. 3692. 0243 JACK -OPEN FL Ply 2 1 1 r.61 u s ID:JxgOJDa0_3BckFK_7bV131 5-0-7 5-0-7 3 Inc. 6 2-4-4 2-4-4 oxo n 2-8-4 , 4-4-7 1 5-0-7 1-8) Scale = 1:11.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.50 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.33 Vert(TL) 0.02 4-5 >999 240 0000•• BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) -0.08 3 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix -M) • • Weight: 21 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 3=-38/0-1-8 (min. 0-1-8), 4=15/0-1-8 (min. 0-1-8), 5=604/0-8-0 (min. 0-1-8) :00*:* , Max Horz5=92(LC 4) • • • • • • • • • Max UpU113=215(LC 11), 4=47(LC 11), 5=475(LC 4) • • •• • • •• • • • • Max Grav3=33(LC 4), 4=203(LC 17), 5=713(LC 11) • • 6 006.69 0000 0000•• FORCES. (lb) - Maximum Compression/Maximum Tension 6 • 6 • • • • 6 TOP CHORD 1-7=-54/91, 2-7=-226/61, 2-3=-69/31 BOT CHORD 6-8=-61/72,8-9=0/198.5-9=-0/198,5-10=0/0,4-10=0/0 • • • • • • • • 5=-537/1015,1-6=-18/133,7-8=-180/159, 6-7=-60/54, 1-8=-37/68 • • WEBS 2-5=-537/1015,1-6=-181133,7-8=-1801159 • • • • • • ,0000 • •6.66 6 NOTES- •6.66• • • • •666• 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. Il; Exp D, Encl., GCpi=0.18; MWFRS (enfelop(p) and C-D•EXtetlof(*) zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • 6 • • 6 • 6 09000 • 2) Plates checked for a plus or minus 0 degree rotation about its center. 009000 • • 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 215 Ib uplift at joint 3, 47 Ib uplift at joint 4 and 475 Ib uplift anoint 5. • • • •0666• • • • • • • 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. • 6 6 • • designed for load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, 6 0 • • • • • • • 6) This truss has been a moving concentrated nonconcurrent with any other live loads. • 6 6 0.66 • 0 • 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 :. onsultffig Ej-!gi?e.Crs 3901 Phorle ..J iii„ -.•'J -GS )-'YL Z�S "'irrica ro es i,r►ae 1�inee irl Liven a~ No. 3bS'2s `_ T30%t0) )i;SJ7k't t. 7 .,St ; t"'!: ( r.. 636 Job Truss Truss Type Oty PlyEdition: Savits (JI) :.0243 J5C JACK -OPEN 4 1 Vert(LL) 0.01 3-8 >999 360 TCDL 15.0 b Reference o tional ut:UU I NUJJ LUMrArvT Iry V., r 'IOtl VII, 11 —1. 1-1— coruvo ID:JxgOJDaO_3BckFK_7bV131ycMZH-Yhhkh7r2oNpAbgteZX8maiC7LGgdkVadnDpdYEyb4Bx 2 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.18 Vert(LL) 0.01 3-8 >999 360 TCDL 15.0 Lumber DOL 1.33 BC 0.28 Vert(TL) -0.03 3-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 20 SP No.2 WEDGE Left: 2x6 SP No.2 REACTIONS. (Ib/size) 2=148/0-1-8 (min. 0-1-8), 3=3710-1-8 (min. 0-1-8), 1=363/0-8-0 (min. 0-1-8) Max Herz 1=130(LC 4) Max Uplift2=- 1 63(LC 4), 3=-8(LC 4), 1=249(LC 4) Max Grav2=148(LC 1), 3=228(LC 17), 1=430(LC 14) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-5=0/46, 5-7=-99/181, 2-7=-81/30 BOT CHORD 4-9=-0/O 6-9=-010 6-10=165/63.8-10=165/63.8-11=0/0,3-11=0/0 1-8) PLATES GRIP MT20 244/190 Weight: 24 Ib FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • WEBS 1-4=-4/151, 5-6=-271/448, 4-5=-0/0, 1-6=0/0, 7-8=6/185, 6-7=-112/0, 5-8=0/54 • • • • • • r • • • NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft, Cat. ll; Exp D. Part. Encl., GCpi=0.55; MV"S #vvelope) and G -C E•tiirior(2) z0@E*" (pro 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) 2, 3. • • + • • + • • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 Ib uplift at joint 2, 8 Ib uplift at joint 3 and 249 Ib uplift at joint 1. r : • • r • r + • 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. • • • • • • • • • 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, • • • 000 • • • 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. • • •••rr• Scale = 1:11.1 LOAD CASE(S) Standard C�1Bil7rL!1J�>t�.....�6�o�:t';}:<:;3'•; !a .13901 S.`.' Phone _-t05-253-1'1428 Fa,; 03-235-42i' Florida P; o : =c; „svl Et _ i €-crib License No. 3692: c ; T� , sO t .. -,r7e�:.. _ .._ . sem. , , . 636 10243 J3 IJACK-OPEN 16 1 1 /.610 s Jan 29 2U1b Mi, eK Ina, I D:JxgOJDaO_3BckFK_7bV131 ycMZH-vBYTtSKWcMkemg 3-0-7 3-0-7 2 3 6 3x6 II 4 5 0-5-8 0-8-4 , 2-4-4 2-p-7 n c o 1n.o_1, 1_R -n -8) Scale = 1:8.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.19 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.20 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FRC2014ITP12007 (Matrix -M) • • Weight: 13 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 3=-220/0-1-8 (min. 0-1-8), 4=282/0-8-0 (min. 0-1-8), 5=831/0-8-0 (min. 0-1-8) : • • •: • Max Horz 3=620(LC 11), 5=-620(LC 11) • • • 000000 Max Uplift3=-273(LC 15), 4=-592(LC 12), 5=643(LC 4) • • • • Max Grav3=209(LC 4), 4=179(LC 4), 5=1156(LC 12) • • • sees • •••••• •••• •••••• FORCES. (lb) - Maximum Compression/Maximum Tension • TOP CHORD 1-7=-101/199,2-7=-465/668,2-3=250/552 • • • • • • • • • BOT CHORD 6-8=-165[76,8-9=-620/502,5-9=-620/502.4-5=0/0 sees 0 0 :**so: WEBS 2-5=-542/869,1-6=-28/103, 7-8=0/206, 6-7=85/165,1-8=-188/128 • r 000000 NOTES- • • 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. II; Exp D; Part. End., GCpi=0.55; MVS;tet:lope) ang e-C€xttor(2) zoRLV(C Ibr members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • • • • • • *00000 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 Ib uplift at joint 3, 592 Ib uplift at joint 4 and 643 Ib uplift at joint 5. 0 • • 009000 5) Non Standard bearing condition. Review required. • • • • • • • • 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 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, • • • 000 • • • 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. LOAD CASE(S) Standard C'onsuitliq Engineers 139101` .1..08 Ave. IMi? , t lorli'a-L3176 F :- Phorle 3015-253 -2428 Fa;: -1;�-2.3{-42-; , Florida llrofec.sional Engineering License No. 369221 tpec; T-,nc_ic.'_ir11, _�.o.53i Job Truss Truss Type Qty PlyAddition: Savits (JI) 10243 J3A JACK -OPEN 6 1 TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing dirWtly appied or 3-0-7•oc purl•in�s•. • • • • • • Job Reference o tional ut�,v i rcuaa i UIVI T uvi,., nurceru I. rL oo . V -M— ,.. .,..., -., �.. ... .... ..... ... __ ._. __ . ID:JxgOJDaO_3BckFK_7bV131ycMZH-57Hvuf4POPYrDC53_FSS4?uN zJ?uAEU?OnTbtyb4AM 3-0-7 - — -- 3-0-7 Scale = 1:8.9 6 2 3 3x6 II 10-4 LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FRC2014/rP12007 CSI. TC 0.25 BC 0.23 WB 0.09 (Matrix -M) DEFL. in Vert(LL) -0.00 Vert(TL) 0.01 Horc(TL) 0.00 (loc) I/defl Ud 4 >872 360 4 >352 240 n/a n/a PLATES GRIP MT20 244/190 Weight: 13 Ib FT = 0 LUMBER- BRACING- • • • • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing dirWtly appied or 3-0-7•oc purl•in�s•. • • • • • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied o •6- -Osoc 1p acing. • WEBS 2x4 SP No.2 • • • • • • • • •••••• •••• •••••• REACTIONS. (Ib/size) 3=-0/0-1-8 (min. 0-1-8), 5=332/0-4-0 (min. 0-1-8) • Max Horz3=738(LC 11), 5=-738(LC 11) • • • • • • • • • • • Max Uplift5=-253(LC 4) • • • • • • • • Max Grav5=352(LC 11) • • • • • • • • •••• • ••••• FORCES. (Ib) - Maximum Compression/Maximum Tension 000000 • • 00000 TOP CHORD 1-7=-133/219 2-7=-650/789 2-3=-526/715 • • • • • BOT CHORD 6-8=-195/116.8-9=-738/685.5-9=-738/685,4-5=0/0 • • • • • • • • • • • • • • WEBS 2-5=-309/488, 1-6=-45/90.7-8=-28/273, 6-7=-121/189,1-8=-221/177 • NOTES- • • • • • • • • • • 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph, HVHZ, TCDL=S.Opsf; BCDL=S.Opsf; h=17ft, Cat. II; Exp D, Part. End., GCpi=0.55; M � RS (envelope) anQ C-Vt9Al ior(2) zoe;C-C fo. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253 Ib uplift at joint 5. 5) This truss has been designed for a moving concentrated load of 200.0lb 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 COnSUi1ing i3c;;L'.t3Ci5 13901 Florida Prof:,�ss: -,nal Engineering License No. 3692: Job Truss Truss Type Qty Ply Addition: Savits (Jp :0243 J3C JACK -OPEN 4 1 TC 0.18 Vert(LL) -0.00 4 >999 360 Job Reference (optional) ULI,V Itt000 I,VIVIrMIVi ❑­., rI111UCW11,-,—J ,1./V1 ---- I D:JxqOJ DaO_3BckFK-7bVI31 ruv ID:JxgOJDaO_3BckFK_7bV131 ycMZH-O?GPVgZ7M?ildVkxuMh3Le5kNKq?jkXRJC8X?yb49j 7 2 4 3X6 II 1-10-4 1 2-4-73-0-7 1-10-4 0-6-3 0-8-0 Scale = 1:8.9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.18 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.15 Vert(TL) -0.02 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FRC20141TP12007 (Matrix -M) Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x6 SP No.2 REACTIONS. (Ib/size) 2=40/0-1-8 (min. 0-1-8),3=12/0-1-8 (min. 0-1-8), 1=279/0-8-0 (min. 0-1-8) Max Horz 1=79(LC 4) Max Uplift2=-75(LC 14), 3=-38(LC 14), 1=187(1_C 4) Max Grav2=104(LC 13), 3=208(LC 17), 1=464(LC 14) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-5=0/46,5-7=-44/162,2-7=-27/25 BOT CHORD 4-9=-0/0,6-9=-0/0,6-10=-120/35,8-10=-120/35,3-8=0/0 WEBS 1-4=-5/151 5-6=296/350 4-5=-0/0, 1-6=-0/0, 7-8=-7/137, 6-7=-118/12, 5-8=0/59 BRACING- • • TOP CHORD Structural wood sheathing directly appljpd or 3 -0 -7, -Pc purlins BOT CHORD Rigid ceiling directly applied ordG-O-Pocbracing. • • • • • • • • • • NOTES-•••••• 1) Wind: ASCE 7-10, Vult=175mph (3 -second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. II; Exp D, Part. Encl., GCpi=0.55; MVV:RS (gnvWope) ancrC-C Exterior(2) zorj "rjioypr left exposed ;C -C for members and forces R MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • 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) 2, 3. • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 Ib uplift at joint 2, 38 Ib uplift at joint 3 and 187 Ib uplift at joint 1. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard %clnsui:i.sr. -'freer., 1390 1, S.!XA t�El3itri, Ci .3:�ii9 3 6 C' r1lio 1e 3i);5-"�3"..'-1423 a, ]0_'5- '1 . 5- �a 4.!4i T Florida 1 rQ.':', .=s ryas Engineering License No. 36921 Job Truss Truss Type Qty PlyAddition: Savits (JI) 10243 it JACK -OPEN 16 1 • • • • • • • • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing dire•tly applied or 1-0-7•c purlins. Job Reference o tional uUUU i rtvaa IU -1— H11_ nncewn, rL —1, rvnv �oruvon.. m r C. 4 ID:JxgOJDaO_3BckFK_7bV131 ycMZH-Wn4loxxxlDUmE60iefD5ZzKY8bbDI l9xKzTjb6yb49F 1-0-7 J 1-0-7 3.00F1_27 5 2 0-4-7 0-4-7 0 0 C rn 0 Scale = 1:6.6 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 - SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2014/TP12007 CSI. TC 0.11 BC 0.06 WB 0.00 (Matrix -M) DEFL. in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) 0.00 (loc) I/deft Ud 6 n/r 180 6 n/r 120 n/a n/a PLATES GRIP MT20 244/190 Weight: 4 Ib FT = 0 LUMBER- BRACING- • • • • • • • • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing dire•tly applied or 1-0-7•c purlins. 900000 BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or4"--0 Ec *acing. *&69 • • REACTIONS. (Ib/size) 3=25/0-1-8 (min. G-1-8),2=92/0-1-8 (min. 0-1-8) • • . • • • • • • + Go**:* Max Horz3=481(LC 11), 2=481(LC 11) • 000000 • Max Uplift l5(LC 4), 2=-74(LC 4) • • • • • • Max Grav3=213(LC 15), 2=202(LC 11) • • • • :090:9 • • • • • • • • • • FORCES. (lb) -Maximum Compression/Maximum Tension • • TOP CHORD 1-5=-49/175,2-5=-186/515 _ _ 0 • • • • • • • • • • • s • ***a* BOT CHORD 4-6--140/42, 3-6-481/2 4 WEBS 1-4=-15/110, 5-6=0/157, 4-5=-39/139,1-6=-155/62 • • • • • • • • • • • • • • • NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=17ft; Cat. II; Exp D; Part. Encl., GCpi=0.55; MVVPRS (env�ope) dna: C`F•xleror(2) zorlbCL•fdr• 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. • • r • • • • • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 2. • • • • • • • • • 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint 3 and 74 Ib uplift at joint 2. • • 9 5) Non Standard bearing condition. Review required. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 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. LOAD CASE(S) Standard Collsuiting F-;s:1r2t rs +901 S.W. i hath f' of ;i c .-Z3 ? 76 Eione 305.253-2,4x28 _ z-,_ .,s5 -`3 -42z,:"" Florida P .,. 'Sr.eciai Job Truss lValley TrussType Qty Ply Addition:Savits (JI) 10243 V16 1 1 DECO TRUSS COMPANY INC.. Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu Sep 21 13:05:00 2017 Page 1 ID:JxgCJDaO_3BckFK_7bV131 ycMZH-IIPF03wa4eQyoHBEF7p1 tol6oWOQggzigeOsEHybPr 7-3-8 8-8-8 --16-0-0 7-3-8 1-5-0 7-3-8 Scale = 1:25.: 54 = 5x6 = 3.00 12 2 3 T2 T1 Ti Wi W1 4 1 4x4 // 7 6 a 5 9 4x4 1x4 II 1x4 II 7-3-88-8-8 16-0-0 7-3-8 IRO 7-3-8 Plate Offsets (X Y)— (2:0-3-0,0-2-12L [3:0-3-0,0-2-121 LOADING (psf) SPACING -2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 150 Lumber DOL 1.33 BC 0.54 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix) Weight:60•Ib tT=O% LUMBER- BRACING- • • • • • • • • • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing direQly lie or 6-0-0 oCAN'irls. • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6- - oc bracing. • • • WEBS 2x4 SP No.2 MiTek recommends that Sta i required c ting be in g trusserection in accordance er Installation Quide. REACTIONS. All bearings 16-0-0. • • • • • • • :see*: • (lbso****) - Max Horz 1=39(LC 6) • • • • • :900:6 Max Uplift All uplift 100 Ib or less atjoint(s) except 1=-223(LC 4), 4=-228(LC 5), 6=-358(LC 4), 5=-354(LC 5) • • • •: • • • • • Max Grav All reactions 250 Ib or less at joint(s) except 1=327(LC 18), 4=327(LC 21), 1 11), 5=522(LC 12) •••••• • • • • ••••• • • • • FORCES. lb Max. Com /Max. Ten. - All forces 250 Ib or less except when shown. • 0* 00 #0 000000 WEBS 2-6=-416/497, 3-5=-416/497 • • NOTES -0 • • • • • •••••• 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=17ft; Cat. 11, Exp D, Part. Encl., GCpi=0.55; MWfiRS • • • • • • • (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 *.so ••• • 0 • 3) Provide adequate drainage to prevent water ponding. • • 4) Plates checked for a plus or minus 0 degree rotation about its center. • • 5) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 Ib uplift at joint 1, 228 Ib uplift at joint 4, 358 Ib uplift at joint 6 and 354 Ib uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 's.aufs'>:ari, 'j- !7 Consoitir_g F_ng:zx:ers atarri f-iut'i=.> 53 17r, Phone 305-'>>3-"' 328 Fax 305-235-1 Fjoridp P o `:.si Dnai Engineering License No. 30921. 10243 IV15 a a 7-8-5 3.00 F12 5x6 = 2 Job Reference (optional) 10 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Indk ID:JxgOJDaO_3BckFK_7bV131 ycMZH-HZrtojvyJ Scale = 1:24.: 04 // 9 4 10 4x4 \\ 3x6 II 15-4-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.40 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 8C 0.64 Vert(TL) n/a n/a 999 • BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 3 n/a n/a WEBS 2-4=637/911 •• •• •• •• BCDL 10.0 Code FRC2014ITP12007 (Matrix) 1) Unbalanced roof live loads have been considered for this design. • • • • Weight: 58 Ib FT = 0% • LUMBER- BRACING- • • • • • • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly appled or 6-0-00c purlins. • • • • • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied orl0-0-Ooctracing. • d OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required •ross braoing be installeng truss erection in accordancelvRfl "itzef Installa0dh tilde. • • •d • •uri• REACTIONS. (Ib/size) 1=304/15-4-10 (min. 0-1-11), 3=304/15-4-10 (min. 0-1-11), 4=816/15-4-10 (min. 0-1-11) 690;00 • • • Max Horz 1=44(LC 6) • • • • • • • 000000 Max Upliftl=-248(LC 4), 3=-254(LC 7), 4=-523(LC 4) • • • • :009:0 • • • • • • • • Max Grav 1=335(LC 17), 3=335(LC 19), 4=816(LC 1) o•• : 0000 00000 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 00:90: • • • • • • • • • • • • WEBS 2-4=637/911 •• •• •• •• •••••• 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=S.Opsf; h=17ft; Cat. II; Exp D, Part. Encl., GCpi=0.55; MW?RS • • • • • • (envelope) and C -C Exterior(2) 1-2-10 to 4-2-10, Interior(1) 4-2-10 to 4-8-5, Exterior(2) 4-8-5 to 7-8-5, Interior(1) 10-8-5 to 11-2-0 zone; cantilever left exposed • • • • • • • • • • ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • 3) Plate(s) at joint(s) 1, 3 and 4 checked for a plus or minus 0 degree rotation about its center. • • 4) Plate(s) at joint(s) 2 checked for a plus or minus 3 degree rotation about its center. • • 5) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 Ib uplift at joint 1, 254 Ib uplift at joint 3 and 523 Ib uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard lVt<ir!fiiCiynt, �ihi'1�!81i"'-€'. 11i. flo? ki-,i 33176 Fhooe 335-253-2428 Fax Z�t=`-235-422,s'. Florida Pro essi nrlai Engitwering Licrose NO. 3692 536 10243 IV12 lValley 12 1 1 3 00 FIT 2 4x4 = J s Jan 29 2015 Print: /.610 s Jan 29 2U 15 MI I eK In= ID:JxgOJDaO_3BckFK_7bV131 ycMZH-HZrtojvyJ 12-0-0 Scale = 1:18.7 5 4 6 3x4 1x4 II 3x4 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.20 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.39 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix) Weight: 42.11b LT = 0% LUMBER- BRACING- • • • 000000 TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathingdiredtlYYapp lienor 6-0-0 oc•purins. p • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1UlTOocbracing. • • • OTHERS 2x4 SP No.2 MiTek recommends that StabMAlb 6Rd4equired cr" srtcing be insIhM Rdh! truss erection in accordance i er Installation guide. REACTIONS. (Ib/size) 1=210/12-0-0 (min. 0-1-8),3=210/12-0-0 (min. 0-1-8), 4=564/12-0-0 (min. 0.1-8) • • • • • • Max Hoa 1=-30(LC 7) • • • • • • • • • • • :0000: • Max Upliftl =-1 71 (LC 4), 3=-176(LC 7), 4=-361 (LC 4) • • • • • • 00000 Max Grav1=293(LC 17), 3=293(LC 19), 4=564(LC 1) •••••• • • • • ••••• FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • • • • • •• •• •• •• •••••• WEBS 2-4=-439/683 • •••••• • • 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=1 71t; Cat. II; Exp D, Part. Encl., GCpi=0.55; MWGRS • • • • (envelope) and C -C Exterior(2) zone; cantilever left exposed ;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 171 Ib uplift at joint 1, 176 Ib uplift at joint 3 and 361 Ib uplift at joint 4. 6) This truss has been designed for a moving concentrated load of 200.0I1b 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 13901 S -W 1 viarru Fieeriz, t01176 - -. y `05-235-4741,, P une 305-253-24..3 Fa:: Fiorida Profr=-� esslonai Engirringl License itis. 369 21 'Peciai lnspec 0l- LiCFilse ""'o- f}';6 Addition. 10243 I V8 I Valley 12 I 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print. 7.610 s Jan 29 2015 MiTek Industries, Inc. Thu ID:JxgOJDaO_3BckFK_7bV131 ycMZH-HZrtojvyJK15B7c2hQlol 4-0-0 1 8-0-0 Scale = 1:14.4 300 12 2 4x4 = 4 3x4 11 3x4 = 3x4 = 3x4 II B-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.19 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.80 Vert(TL) n/a n/a 999 BCLL 00 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FRC2014ITP12007 (Matrix) Weight: 26 Ib FT = 0 aaaaa• LUMBER- BRACING- a • • • • • a a • TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing direaily applieabor 6-0-0 o .pur in.. • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-13-S oc b%cing. • MiTek recommends that Stab6zea;eadrequired cnsa bracing be instelirer iuiag truss erection in accordance with bilizer Installation guide. REACTIONS. (Ib/size) 1=272/8-0-0 (min. 0-1-8), 3=272/8-0-0 (min. 0-1-8) • • • • • • Max Horz 1=17(LC 6) • • • •• • •• • • • Max Upliftl=-195(LC 4), 3=-195(LC 5) 0000 0 • • • • • • • • • Max Gravl=324(LC 16), 3=324(LC 17) a a 0000•• • • 0000• FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • • • • • • •• •• •• 0000•• TOP CHORD 1-2=-480/846.2-3=-480/846 ::.::o • BOT CHORD 1-4=-764/445, 3-4=-764/445 • • • • • • • • • 0 :0.0:0 NOTES- •000•0• •0000• 1) Unbalanced roof live loads have been considered for this design. a • a • • 2) Wind: ASCE 7-10; Vult=175mph (3 -second Vasd=136mph; HVHZ, TCDL=5.Opsf; BCDL=5.Opsf; h=17ft, Cat. II; Exp D, Part. Encl., GCpi=0.55; MWFRS • a a • • • • • gust) (envelope) and C -C Extenor(2) zone; cantilever left exposed ;C -C for members and forces 8 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 195 Ib uplift at joint 1 and 195 Ib uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 200.0I10 dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl 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 consuit"I Mwmi.iorida?3i76 Phone 305-2.53-j.428 Fax Florida Professional Engineering License'No, `602; ^pec;a ?rl )Pec -:`ri L;cense No, 636 Job Truss Truss Type Qty PlyAddition: Savits (JI) 10243 V4 Valley 2 1 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Job Reference o tional Vtl,v i nuoa vrvirhry r 11—. nnuewn, — ouwc ID:JxgOJ Da0_313ckFK_7bV131 ycMZH-HZrtojvyJKI5B7c2hQloKbD?R6oe5E5ZR_flirybPr2 4-0-0 4x4 = a nnrii7 2 3 Scale = 1:7.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.00 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FRC2014/TP12007 (Matrix) Weight: 10 Ib FT = 0 LUMBER- BRACING- • • 4-0-0 TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing direcyy appliSd or ac purrns. • • • • • • BOT CHORD Rigid ceiling directly applied. • • • • MiTek recommends that Stabilizers and required moss bracjpg be installed uyng truss erection in accordance with Clebili[er Inslallat*0 e. • • • • • • REACTIONS. (Ib/size) 1=95/4-0-0 (min. 0-11-3), 3=95/4-0-0 (min. 0-11-3) • • • • • • • :0000: • Max Horz 1=7(LC 6) • • • • • • Max Upliftl=-94(LC 4), 3=-94(LC 5) • • • • • • • • FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • • • • • • • • • • • •••••• • • ••••• NOTES-• • • • • 1) Unbalanced roof live loads have been considered for this design. • • • • • • • • • • • •: • 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=17ft; Cat. Il; Exp D; Part. Encl., GCpi=0.55; MWF•RrS(WwJope) and C -C Werior(2) zone; car4lever left exposed ;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 94 Ib uplift at joint 1 and 94 Ib uplift at joint 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 139C 1. N-" fflidnil, f iOf1(iz, 31.7£ Phone 305-25.3-2,428 Fa;: 05-235-4248 Flclrida Professional Engineering License No. 3692, STANDARD LATERAL WEB BRACING 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. 2x4 LATERAL BRACE 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. NOTE: PROVIDE X—BRACING AT 20'-0" INTERVALS FOR WEB FORCES UP TO 2509 lbs. AND AT 10'-0" FOR FORCE GREATER THAN 2509 lbs. LATERAL BRACING DETAIL Al_ T . LATERAL BRACING DETAIL TRUSSES @ 24" O.C. TYP. WITH i © 6" • ...... .... • ® 6„ • • • •1• SCE SAWE I s. RADE A.S. WEB•(2x6 M�X.�... WEB SECTION DETAIL 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 CJ Mahmoud ZolfogN�, v— 13901 S.W.10z' 10� 4 •' • oc T.0 ...... SEE STRUCTURAL SHEET. •'•; S'� I \u/ B.C...... SEE STRUCTURAL SHEET. Revised: Miami, FL. 3 7/7/94 305-253-24 WEBS...SEE STRUCTURAL SHEET.03/2012 P.E. No. 36921 LOADINC (PLF) STIR. INCR.: 33%. L. D. DRAWN BY: G.L.H. ��O•' T. C. 30 15 CHECKED BY: J.A.I. AIL�`•'•• ,•' .Cc B.C. 0 10 REP. STRESS: YES �' FI� SPACING: 24 INCH 0 C. MITek Industries Inc. Approved for MY� STANDARD R00E VALLEY DETAIL SUPPORTING VALLEY VALLEY TRUSSES TRUSSES AREA PARTIAL ROOF LAYOUT 12 � eiTr`u STRAP @ 48" C.C. SEE NOTE (c) BELOW. 3x5 SEE NOTE (o). SUPPORTING TRUSSES @ 2'-0" C.C. MAX. 0007 NOTES: (a) Provide continuous bracing on verticols over 6'-3". Connect bracing to verticols DECO TRUSS COMPANY w/2 -8d noils and bracing must be tied to a fixed point at each end. PRINCETON, FL. 33032 (b) Max. spacing for verticols studs ;,�'.-:p". On trusses with spons :ovar .24'-b" the •�••: verticals should be spoced 6'.P crc. mq� • . •.. •at 0000• .•• (c) Conn. for wind uplift w`•drlr�. 1 1/4", 16 gp. twist strop at 4'-0" inteiviiQls W14 10d nail l"" each side of strop. •0000• :000.0 00.00 Max. 175 mph wind spead•rC'-0" •mox. wa136600 height. (ASCE 7-10). 0000•• 0000•• ••••: 0000.. • . . 0000 • • 0000.• 0000 VALLEY TRUSSES AT 0.0.•0 • 2'-0" O.C. MAX. ••� OR BEVEL CUT BOTTOM CHORD OF VALLEY TRUSS. MINIMUM GRADE OF LUMBER REFER TO ENGINEERING FBC-2010 SHEETS. LOADING (PLF) STIR. INCR.: 33% L. D- DRAWN BY: T. C. 30 1 CHECKED BY: B.C. 0 1p REP. STRESS: YES SPACING: 24 INCH C/C. Note: Plywood sheathing may be extended below volley trusses. Provide opening for straps to connect to trusses below. Mohmoud Zolf 0....... 13901 S.W. 1� c�. a''••LtC ••;�C'r• ., Miomi, FL. 3,604 •,�'�M DECO TRUSS COMPANY 305-25:3 2Z8 N '•7 ; P.E. No. 632; 13980 S.W. 252 ST. PRINCETON, FL. 33032 -;p • i D Trusses & Building Materiels 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 HIP / JACK HANGER DETAIL SHEET 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 (UR) 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 RT8A (L/R) HURRICANE CLIP :000:0 2. FOR 1'-0" TO 9'-0" SIDE JACKS, NAIL TOP & BOTTOM CHORD WITJLTHREE (3) -16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP AT•r.Qr,& •,,,, • BOTTOM. 3. FOR COMMON JACKS 5'-0" TO T-0", USE USP JUS26 HANGER Ott $OTTOM • • CHORD AND NAIL TOP CHORD WITH THREE (3) -16D NAILS AM USE LISP• • RT8A (L/R) HURRICANE CLIP AT TOP ,..... 4. FOR COMMON JACKS 9'-0" TO 11'-0", USE USP THD 26 HANGER QA1 B01'•1t8TV1• CHORD AND NAIL TOP CHORD WITH THREE (3) -16D NAILS AND USE USP. to RT8A (L/R) HURRICANE CLIP AT TOP NOTE: Refer to attached Florida Approvals For nailine and proper use of hangers. Hanger / Strap I.D. Number State of Florida Approval 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 Florida Approval Number FL17232.13 THD 26 Florida Approval Number FL17232 Code Evaluation Information Code Evaluations Most structural products shown in this catalog are listed in a current code evaluation report from the code evaluation agencies listed to the right. The load values shown in this catalog were current at the time of printing but we are continually improving our products through better engineering design and development so some of the evaluation reports may have been updated with better load values after the catalog was printed. In a few cases, we have submitted a formal independent test report from an approved lab to the code evaluation agency and are awaiting on an evaluation report. We recommend visiting our web site: USPconnectors.com/code-reports or, the specified code evaluation agency's web site, shown below, to obtain the latest bad values from the most current evaluation report. Some code jurisdictions may require additional load reductions and/or use limitations for some products listed in this catalog. In those cases, the products may not be approved or may need further review for approval. We recommend contacting the code jurisdiction having authority for your project to confirm they accept the evaluation reports shown to the right, or contact our Engineering Department for further assistance. Code Watch "Code Watch" items are included to highlight relevant sections of the 2012 IBC H and 2012 IRC building codes that discuss the use of products contained in this catalog. L We strongly encourage you to consult with x a qualified design professional to review the exact requirements of the relevant code 0 references for your project. ® Please note that not all code sections relating to the use of all products in this catalog are included. In addition, some states and local municipalities may have adopted amendments to the referenced code section. Code references are for the 2012 international Residential Code (IRC) and 2012 International Building Code (IBC). Code Reference Key Chart Code Agency Approval Listing Code Ref. IC��ESR ESR -2266 1 ESR -3444 2 ESR -1678 3 ESR -1702 4 ESR -3445 5 ESR -3446 6 ESR -1970 7 ESR -3447 8 ESR -2685 9 -3448 10 ESR -3449 11 ESR -2761 12 ESR -2787 13 ESR -3455 14 ESR -3456 15 ESR -2089 16 ESR -2362 17 ESR -2526 19 ESR -3768 20 ESR -3847 21 ESR -3754 22 IAPMO-UES ER ER -0200 30 ER -0201 31 ER -0311 32 ER -0473 33 SLAD BS LA City - City of Los Angeles, California RR 25993 R1 RR 26017 R2 RR 25992 R3 RR 25991 R4 RR 25843 R5 RR 25759 R6 RR 25753 R7 RR 25976 RS RR 25745 R9 RR 25972 R10 RR 25971 R11 RR 25749 R12 RR 25779 R13 RR 25836 R14 RR 25850 R15 RR 25954 R16 RR 26048 R17 GO- US P STRUCTURAL CONNECTORS Mitek Code Agency Approval Listing Code Ref. State of Florida Product Approvals �••• • • • , • • 0000 •���• 00000 • • • • • • • • •• FL17241 F1 FL17232 F2 FL17243 F3 FL17240 F4 FL17236 F5 FL17239 F6 FL17244 F7 FL17245 F8 FL578 F9 FL17247 F10 FL17248 F11 FL17249 F12 FL17324 F14 FL17325 F15 FL17680 F16 FL17699 F17 FL20(" o " F18 FL10736••• F19 FL12470 0' 0 F22 FL2033 F23 FL56 0000• F25 FL6223• • F26 FL1722�J • r • F28 FL17231 0 F29 FL17249•••• F31 FL174i 0 • F32 FL17230 • • F33 FL17246 F35 Prescriptive Code — 100, Pending for Code Evaluation Contact us for test data 110 No Load Capacity — 120 No Code Listing Contact us for test data 130 New products or updated product information are designated in blue font. Code Evaluation Agency websites ICC -ES — ESR reports: http://www.icc-es.org/Evaluation—Reports IAPMO Uniform ES — ER reports: www.iapmoes.org/EvaluationReports City of Los Angeles — LARR reports: http://netinfo.ladbs.org/rreports.nsf State of Florida — Product Approvals: www flnridnhnilriinn nrn/nr 0 Plated Truss HHC / HJC / HJHC / HTHJ Hip/Jack Connectors ;USP* STRUCTURAL CONNECTORS Mh T,1 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 ; { Finish: G90 galvanizing Options: See Specialty Options Chart Codes: See page 11 for Code Reference Chart Typical HJC/HTHJ installation Installation: • Use all specified fasteners. See Product Notes, page 17. -o J ' ' m -I® • N R 45" - '^ • • • • 45° 451 • 45° e • • • • • • Typical HJC/HTHJ installation top view Typical HHC TyplaWI. HIG .. .. . . .... installation top view installa4�on fop view. 2" . • • • •••••• w. 1-7/8" 1-3/4"* HH H H - y Al 5-7/8 8 - k�3-1 /4" � ,,._..._._ _ fr 5„ �r � 9 -�,3-114" 10-1/2" 3-1/4" HJC HTHJ HHC HJHC HJC Specialty Options Chart Option Hip Truss Skew Range 30` to 60° Allowable Loads 100% of table load Add SK, angle of hip Ordering required, to product number. Ex. HJC26 SK55 r Specify angle`• - (60° max) Typical HJC (skewed) installation with nitarnnta ctcpw annlp tnn view 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) Loading published for total load of hip / jack connection. 3) NAILS: 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in b::fe `,rir;i. 1-3/4" �r E H Var3-1/4" ies 8"max. width HJC (skewed) Fastener Schedule' DF/SP S -P -F Supported Member Allowable Loads (Lbs.)2 Allowable Loads (Lbs.)2 Supporting Roof Uplift' Floor Roof Uplift' USP Steel N Member WerFloor Code Qty Type Description Stock No. Ref. No. Gauge (in 100% 115% 125% 160% 100% 115% 125% 1609% Ref. 2 x 6 right / left i HJC26 LTHJA26, THJA26, �; 12 j 5-3/8 i 16 i 16d 5 7 10d 2385 2740 2980 1840 1 2180 25101 2725 1955 R8; – THJU26 – –' — -. _ ___ F., ---- 2 x 8 right / telt HJC28 – 12 7-1/8 20 16d 6 8LTHJA210d 2980 i 3425 (3505 184012725128%12M 19� 2 x 6 teiminal HHC26 12 —i': 5-7/16 20 .16d 5 - 10d 310011 3505 3505 2130 2725 2800 '128001 1870 se' THJA22 7-3/16, 24 16d 6 10d , 3505. 3505. 3505 2410 s 2805 2805 2805 i 1930 130 x 8 terminal HHC28 — 12 2 x 6 terminal HJHC26 2 x 8 terminal HJHC28 — 12 — �12 �5-7/16 20 1 16d 7-3/16 24 16d 5 6 c 2 10d 2 10d 3100 _3505 35051 24.0 ' 2725 x2815 2815 35055 3505 3505' 2410 28201 2820 2820: 1935 1940 1 16d 2� 190 2520 2740 1790 i 1920 2110 2110 { 1225 2 x 6 terminal HTHJ26-18 — 18 5 16 16d 7 5 F5 HJC Specialty Options Chart Option Hip Truss Skew Range 30` to 60° Allowable Loads 100% of table load Add SK, angle of hip Ordering required, to product number. Ex. HJC26 SK55 r Specify angle`• - (60° max) Typical HJC (skewed) installation with nitarnnta ctcpw annlp tnn view 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) Loading published for total load of hip / jack connection. 3) NAILS: 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in b::fe `,rir;i. 1-3/4" �r E H Var3-1/4" ies 8"max. width HJC (skewed) SKH / SKHH Skewed 450 Hangers �.3 I Typical SKH26L installation left skew 1USP STRUCTURAL CONNECTORS P�t;Tek D 0 a. AVAILABLE IN W H COAT W W SKHH210L SKHH21OL-2 left skew left skew 1) Uplift loads have been increased 60% for wind and seismic loads; no further increase shall be permitted. Corrosion Finish 2) NAILS: 10d x 1-1/2 nails are 0.148" dia. x 1-112" long, ted nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. IN Stainless Steel W Gold Coat 'Miter cut required on end of joist to achieve design loads. unr Trin1. 7i— 6 Fastener Schedule' DF/SP S -P -F Dimensions (in) Allowable Loads (lbs.) Allowable Loads (Lbs.) 0 Header Joist Beam/Jolst USP ow Cade Floor I Roof I UpltW Floor Roof Uplift' Sae Stock No. Ref. No. Ga. W I H I D Qty Type Qty Type 1001/61115%1125%1160% 100% 115%1125% 160% S q Ref.- ef.2x4 2x4 SKH24L/R SUR/1-24 ; 16 • 1-9/16 ' 3-1/4 SKN26LIR 3 SUR/L26 16 1-9/16 € —5:i- /4 1-7/8 4 16d 4 10d x 1-1/2 6 166 6 106 1-112830 1 510_ 510 ! 510 890 ' 890 565 395 k 395 i 395 44p_• • • • •6, i1 1, 1085 ` 700 9634 F3 2 x 6 8 (1-7/8� _ x 3-1/4# 18 16d ; 12 10d x 1-1/2 18501 19M 1980X885 t-_- 1555 0555 4_555 695 R • • • 130 -T"' SKHH26UR 14 1 5/8 1 5-1/8 _. SKH28LIR 16 1-9/16 7-1/4 1-7/81 101 6d 8 10d x 1-1/2 138114 1465 1465 1360_+11 160 1 , R11, F3 2X8-12 SKHH28UR 14 1-5/8 7 3-1/4' 26 16d 161 10dx1-1/2 24651 ZM 22790 1280 2115 22W; 2200 995 130 SKH210LIR SUR/L214 16 19/16 9-1/4 1-7/8 14 166 10 10d 1-1/2 17904 1790 17907 5 1425 14 41425 12*5 6,R�Jtt, 2 X 10-14 4-1/4 34 16d 20 10dx,-72 2935, — �- 2935 2935 -• 1--+• t 1520 23301 EW'2330 12f11 • 130 SKHH21OL/R - 14 1-5/8 9 s 1-314 x 1 SKH172OL/B SUR/1-1 81/9 16 1-13/16 • 9-1/8 1-7/8 14 10d i 10 ! 10d x 1-1/21 1625 18701 2030, 1565 1444 1VA 1730 12� • • 9-1/4-14 -_. _ 1-3/4 x 11-,/4-18 SUR/L1.81/11, SKH,724L/R 16 1-,31,6 „-118 ,-7/84,6; 10d 10 10dx1-1/211655 SUR/L1.81/14 i 2,3512320 1565 ,6 i>� i 0 12451 • 1625 1870 2030 • • • v 1565 1410 1645 1715 1285 • • • 2 - 2-1/8 x 9-1/4-14 _ SUR/L2 06/9, SKH2O2OL/R 116 2-1/8 9 1-7/8 14 j 10d 70 10d 1-1/2 SUR/1-2.119I _ _ • i € t • • • • • SUR/L2 06/11, • 11-1/4-18 SKH2O24L/R 16 2-1/8 11 1-7/8 16 ted ' 10 ` 10dx t-1/2 SUR/1.2,/11 1855 2135 2320€ 15651 16351 1880 2040 1235 • 3 ! •• • 1625 r 1870 ` � 2030 1565 114301 1645 ? 1715 1235 } = t r 4 2-1/4 - SM 6 x : SKH2320UR �L2.37/9 16 2-38 f 8-7/8 ! 1-7/8 14 10d : 10 106 x 1-1/2 9-1/4-1 _4 -14 2-1 /4 - 2-5/16 x 11-1/4 -18 3x6-8 3 x 8-12 3 x 10-14 SUR/L2 37/11 SKH2324UR 10; 106 x 1-12 16 2-3/8 • 10-7/8 1-7/8 16 106 _ ! SUR/12 37/14 SKH36L/R -�� �- - 16 2-9/16 = 4-314 1-3/8' 6 166 6 1Odx1-1/2 SKH38UR 16 2-9/16 ; 6-3/4 1 1-3/8 1 10 1 16d-' 8 1 Od x 1-1/2 I SKH31OL/R - 16 2-9/16 8-3/4 1 3/8 —147,, 166 10 1 Od x 1-1/2 i 6 871, F3 1855 i 213512320 ' 1565 1835 , 1880 12040 1235 l 830' 13801 € 1930 950 !1025i 1585 1585i 22201 2250 1085725 830 ! 830 —990 1360 1210 12551 1255 € 1240 € 1565 17��-2045 i 2096 1245 3 x 12 -14 -16 1 SKH312UR 16 2-9/16 t 10-3/4 1-3181 16 16d 7 10 10d x 1-1/22210 250012500! 1565 t 2035 219012190! 1245 SKH2520L/R SUR/L2.56/9 116 ¢ 2-9/16 4 8-5/8 1-7/8 14 10d t 10 1edx1-1/2 1625 18701 2030 1565 € 1430 164511705 1230 91/4-14 4 _ 2-1/2 x 11-1/4-16 2-518 x SURIL2.56/11 SKH2524L/R i 16 j2-9/16 1 10-3/4 1-1/8. 16 10d 10 10d 1-1/2 SUR(L2.56(14 i _ ` r SKH26MA - - 16 ` 2-11/16, 8-11/16 1-7/8 14 10d 10 10d x 1-1/2 4 1855 1625 2135 2320 1870 2030 1565 1635f 1880 1 2040 1230' _ 1565 ' 1430 1645 1705 1230 9-1/4-14 III 2-5/8x SKH26241/R -- 16 2-11/,6110-11/16 1-7/81 161 ,0d i 101 10dx1-121185512135 i 2320; 1565 1635 1880 2040 1230 11-1/4-16 ' t 1 --- 9 725 835 ' 8�5 981! (2) 2 x 6-8 f SKH26UR-2 SUR/1-26-221 6 3-1/1fi 4-1/2 1-3/8 6 16d 6 ) 106 SKHH26L/R-2 HSUR/1-26-2 114 3-1/16 5-1/4 2 12 16d 4 16d x 2-1/21 830 950 10351 1115 w `14 3-1/16 1_2 16d 4 i 16d j ,850 42040 2040. 885 ! 1495 ? 1495 1495 660 130 1 SKHH26L/R-21F HSURILC26-2 5-1/4 2 x2-112 , i SKH28L/R 2 161 3-1/16 6-1/2 1-3/8 10 16d 8 10d 1 1380 1585 1725 1360 12i0 1395 ; 1515 € 1065 1 6, _ _ SK11210UR 2 ? SUR/1210-2-2 16 3-1/16 8-1/2 1-W -14 16dd 1 �10d ¢ 1930 2220x 24151i 1565 169.5 1950 2121) 1235 T 1111, F3 (2) 2 x 10-14 SKHH21 OL/R-2 UR/L214-2 14 j 3-1/16 8-1/2 2 20 16d 6' 16d x 2-12 _ s 3080 1 # 3475 3695 ? i s ! 2780 25801 2745 2745 € 1695 , ! 130 SKHH210UR 21F s HSUR/LC210-2 14 3 1116 8-1/2 2 20 166 6 ,6d x2 1/2 ;—— _ (2) 2 x 12-16 € SKH212UR 2 SURI1214-2 16 3-1/16 10-1/2 1-318 16 16d 10 106 #2240 2575 2800 1565 1940 7230 2405 1235 3-12 x 8-14 SKH410UR ;-SUR/L410 14 3-9/16 ! 8-1/2 2-1/2 16 166 1 10 16d 2255 2540 25401 1565 11995 2290 24001 1215 6, 3-1/2 x 12-18 SKH414UR i SUR/1-414 i 14 1 3-9/16 i 12-1/2 1 2-1/2 22 16d t 10 ' 16d SKH46L/R ---I—&W46 141 3-9/16 ; 4-3J4 1 2-12 10 16dd6 16d : 3100' 141_0 355 3880 15901115_901355 1565 ' 2740 3150 3425 i 1215 1225' 1225, 1225 1050 R11, _F3 4x6_8 SKHH46L/R 2HSUR/L4fi 14 ' 3-9/16 1 5-1/4 2 12 12 16d 6 166 185012040 1 2(110 8$5 ' 1490, 1490 j 1490 650 130 4 x 10-14 ! K141WLAF z HSUWLC46 �4 ` 3-9/16 5-114 2--'-12 16d 6 t_6d SKH410L/R y R/L410 2 14 1 3-9/ /2 2 12 i 16 16d ' 10 ' 166 SKHH410UR HSURIL410 14 13-9/16 ; 8-1/2 2-1/"2 20 16d , 0 16d 2255 2540 2540 —15667-111-95 2290 ° 2400 1215 € 4 _ 6, 871, F3 - , b —4 -- SKHH41011W HSUR/LC4,0 1 14 39116 8 712 2 121_20 i6d ,0 . y 16d 414118 ` Sl1R/L414 14 3 9116 12-1/2 2- 12 22 166 10 166 30801 3100 3475 3695 3565 3880 � z= 2w 2735 ( 273s f 1&90 - 1565 i 274013150 ; 3425t t215 r 130 _ - ` F3 4 x 14-18 j SIWH414L/R HSUR/L414 14 3-9116 t 72 1/2 2 121 26 1623 10 t6d —HS — --2^t 4515! 46501 -+�6-,-'R71, 2280 ;3520, 3740 3740 i 1835 ..,__ j 130 „ SKHH41,i F URILC414 . 14 , 3-9/16. 12-1/2 2-1/21 26 ' 16d ? 10 166 1) Uplift loads have been increased 60% for wind and seismic loads; no further increase shall be permitted. Corrosion Finish 2) NAILS: 10d x 1-1/2 nails are 0.148" dia. x 1-112" long, ted nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. IN Stainless Steel W Gold Coat 'Miter cut required on end of joist to achieve design loads. unr Trin1. 7i— 6 Truss & Rafte HC / HORS / HHCP / LFTA / RT Rafter Ties 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. CUSP= STRUCTURAL CONNECTORS i.',.,c:4 - OF/SP S -P -F Fastener Schedule'` Allowable Loads (Lbs.)' Allowable Loads (Lbs.)1 Truss/Rafter Plate Stud Lateral Uplift with Lateral Uplift with a USP Steel Uplift F7 Sd x 1-1/2" Uplift F7 8d x 1-1/2" Q ti Code Stock No. Ref. No. Gauge Qty Type Qty Type Qty I Type 160% 760°6 160% 160% 160% 160% 160% 1601% v iT Ref. RT3A H3 18 s 4 8d 4 8d - 610 1 190 190 610 525 160 160 f 525 RT4 :H4 18 4 8d 4 8d - 410 t 275 215 410 345 160 180 345 - 10, RT5 H5 _18 4�10d 4 8dy - 540 's 265 265 540 450 225 225 450 RTfi HS24 18 8 6 10dx1-1/2 - 665 800 800 665-'' 560- fi70 670y X60 • RT7 18 55 8d -- — -- 585 195 {3 1_95 585 495 160 . 160 I 46G • • • RTTA_ ¢ 18 5 8d 5 Bd - 670 210 3'210 T 670 565 •175 5%5 `` • • • _.. - RT7AT H2.5T ! 18 5 " 8d x 1-1/2 5 8d x 1-1/2 - 555 210 210 555 465 1" ' 180 F18 • RIBA H8 18 5 1 Od x 1-1/2 5 10d x 1-1/2-- 775 215_215 - 775 650 e1YP A Wt 650 • • 3 • • • RT10 H2, 1112A 18 6 8d 8 8d 6 _ Sd 585 195 195 585 495 i1 495 • ' 1Q - - RT15 Ht 78 5 Sd x 1-1/2 5 ' 811 - 530 500 340 530 445 285 1410 445 r1. • • RTI 6A H10A 18 9 110d x 1-1/2 8 10d - - 1380 800 i 645 1380 1160 •rya +{ .45 lib!) - RT16AR Hl GAR 18 9 10d x 1-1/2 8 10d - 1380 800 645 13801160 •9i0 +645 1160 • 130• RT7 6 2 H10 -E 18 8 8d 8 8d - - 1160 655 415 7 760 975 jW,, 095 �/5 • a`_ 10. • HHCP2 HCP2 18 10 10d x 1-1/2 10 10d x 1-12 -- - _ 800 370 -- - 800 670 1 - 670 F5 HHCP4-TZ HCP4Z 16 8 10d 88- 0d - - 1100 410 -- - 920 •345 _ —_ - • HC520 6BG 18 - t1 ! 8d 6 8d 57 5 470 430 515 445 405 ' 3 0 • • >R • • r- -- _HCPRS 18 ( -- i 5 Sd 6 8d 540 500 340 i 540 455 •37� 5-� 2�5 � 45_5 10 99, FS LFTA6 H6 16 -8� Bid 88 ... 1210 700 90 ; 1210 1015 5EG t 76 lili• • 14 R •F7 RT20 i -- 16 9 : 10d x 1-1/2 f 4 i 10d 9 10d x 1-7/2 = 1200 t - - 1200 1005 i -- 1005 + 10, R8, F5 1) Allowable loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) LFTA6: To achieve F1 lateral loads, three nails must be installed on each side on the strap located closest to the bend line. Lateral F1 and F2 load directions do not apply to roof truss -to -top plate installations. 3) 8d common nails may be substituted for 8d x 1-1/2 nails, and 10d common nails may be substituted for 10d x 1-1/2 nails. 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. x3" long. New products or updated product information are designated in blue `oct. Uplift F1 F2 a s Typical RT3A Typical RT4 Typical RT5 Typical RT6 truss/rafter to plate truss/rafter to plate truss/rafter to truss/rafter to installation installation double plate installation plate installation Typical RT7A truss/rafter to rinrffiip MOP inctallatinn Corrosion Finish It Stainless Steel Gold Coat HDG Triple Zinc Typical RT7 truss/rafter to double plate installation Uplift F2 z Typical MAT Typical RISA Typical RT10 Typical RT15 2x4 bottom chord stud to double plate truss/rafter to double plate truss/rafter to inctaliatinn inctallatinn to ctnri inctallatinn riniihlp nlatp inctallatinn HUS / JUS / MUS Slant Nail Face Mount Joist Hangers The HUS, JUS & MUS hanger series offers double shear nailing. USP's dimple allows for 30° to 45o 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 - m Finish: G90 galvanizing ... Options: See Chart for Corrosion Finish Options. See HUS Specialty Options Chart. Typical HUS46 Codes: See page 11 for Code Reference Chart installation e Installation: • Use all specified fasteners. See Product Notes, page 17. • Joist nails must be driven 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 load values. • JUS & MUS - 16d sinkers (0.148" x 3-1W) may be used where 10d commons are specified with no load reduction. Double shear nail design Uses standard features fewer nails and length nails faster installation HUS Specialty Options Chart Refer to Specialty Options pages 228-229 for additional details. Option Inverted Flange Not available in Range widths less than 2-1/4". 100% of table load. Allowable 65% of table load when Loads nailing into the support members end grain. __, Add /F Ordering i to product number. Ex. HUS410_IF Typical HUS4101F inverted flange installation HUS28-2 AVAILABLE IN USP STRUCTURAL CONNECTORS Typical JUS26 installation A H — -� • Qi�Ple•�flows • 30° to 45° V SWIng ••••.. JOS2S:. .... A 0 00 • • sra• H •• D W ;. MUS s c Hangers Face Mount Hanger Charts CUSP, STRUCTURAL CONNECTORS 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 specified. This does not apply to JUS, HUS, MUS slant nail hangers. 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: 1 Od 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. New products or updated product information are designated in blue font. Corrosion Finish 99 Stainless Steel Gold Coat HDG WTripleZinc Dimensions (in) Fastener Header Schedule'A Joist DF/SP Allowable Loads (Lbs.) Joist Size USP Stock No. Ref. No. Steel Gauge y Code Ref. W H D A Qty Floor Roof Uplo Nait Qty Nail 100% 11576 125% 16JU 2 x 4 JL24 - j JL241F-1Z I LU24 20 1-9/16 3 1-1l2 ~ - 18 11-9/16 3-1/8 1-1/2 I 15116 ---- 4 `: 10d 2 i 10d x 1-1/2 4711 E 540 580 i 320 + 5, R5, F2 4 16tl 2 10d x 1-1/2 560 ° 640 6_95 320 4 10d HDG 2 10d x 1-1/2 HDG . 465 535 580 280 4 16d HD_G 2 10d x 1-1/2 HDG 1 550 , 61 615 280 31, R1, F32 { JUS24 LUS24 ,5 _18 11-9/16 3-18 1-3/4 1 4 10d 2 10d 675 775 t 835 ' 510 SUH24 U24 � 16 1-9/16 3-1/4 2 1-3/16 4 4 _10d _ 16d2 2 10d x 1-1/2 10d x 1-1/2 500 560 605 380 =590 (S65 172'0 { 380 5 R5, HD26 JL26 HU26 16 i LU26 14 20'1-9/161 1-9/16 3-1/2 2 4-3/4 k1-1/2 1-1/8 15/16-6 4 -16d - 10d 16d 2 4 4 10dx1 1/2 10d x 1-1/2 10dx1-1/2 565 650 705 290 f 710 805 ; 870 ; 650 840 960 1045 650 i F2 JL261F-TZLUC26Z - _ 18 1-9/16 41/2 7-1/2 -T 6 10d HDG 4 10d x 1-1/2 HDG 695 800 870 730 31, R1, 6 16d HDG 4 10d x 1-1/2_ HDG 830 950 1035 730 F32 JUS26 LUS26 18 11-9/16)4-13/16 1-3/4 1 4 t 10d 4 10d 870 1000] 1080 1115 5, R5, F2 2 x 6 MUS26 SUH2 HUS26 MUS26 18 -f U26 t 16 I-9/166 r 1-9/16 5-1/16 i 5-1/8 2 2 1 1-3/16 6 , 10d £ 61— -1 6 4 10d 10d x 1-1/2 10d x 1-1/2 1285 1475j 1605 750 840`;• 91 10 716-- 880 1f980 180 i 756,. • • • 5, • HUS26 16 1-5/8 ' 5-7/16 ' 3 2 14 16d 6 16d 2760 r�,t:� * 1 192 HD26 HD28 _.,_ JL26 JL261F-TZ HU26 HU28 LU26 LUC26Z 14 14 20 18 1-9/16 i-9/16 1-9/16 1-9(16 3-112 5 1/4 4-3/4 4-1/2 2 2 1-1/2 1-1/2 1-118 1-1/8 15/16 -- -- 4 8 i- fi 1 6 1 6 6 _J6d `� 16d 10d 16d _�. 10d HDG 16d HDG ZY1 4 4 I 4 4 1/2 ltld x 1-1/2 10dx1-1/2 x 1-1/2 10d x 1-1/2 HDG 10d x 1-1/2 HDG 565 ��(: •.j09 290 to 1130 1295 141_0 730 710 SSM- 970 ,i.�; 840 • •1045 695 • L• 70 7 � i 830 ! 850• •1035 i 730& R5'• F2 • • • •• 31, Rt,* F324 • ' JL211 JL281F-TZ R5, F2 31, R1, F32i • LU28 20 f 1-9/16 6-3/8 1-1/2 151165, 10 10d 6 10d x 1-1/2 1180 V06 *11295 855 • 10 'i 6d 6 10dx1-1/2 1400y16(1�1f40 ---- 18 1-9/16 61/8 1-1/2 --- 8 10d HDG 4 10d x 1-1/2 HDG 930 1065 11160 7P 4001 8 16d HDG 4 10d x 1-1/2 HDG 1105 1215, le15 , 7 0 JUS26 JUS28 2 x 8 MUS26 •G- 5, R5, F2 31, R7, LUS26 18 1-9/16 4-13/16 1-3/4 1 4 -1 Od u 4 10d 870 Mo I AW 1 LUS28 18 1-9(16 6-5/8 1-3/4 1 6 10d 4 10d 1110 1270 1375 1115 MUS26 i 18 1-9/16 5-1/16 2 1 6 10d 6 10d 1285 1475 , 1605 865 MUS28 F32 MUS28 I 18 '1-9/16 7-1/16 2 1 8 10d 8 10d 1710 1970 2140 1230 L- f SUH26 U26 16 1-9/1fi 5 1/8 2 1-3/16 10d 4 10d x 1-1/2 750 840 ' 910 ( 755 -6 6 16d 4 10d x 1-1/2 ; 880 1000 4080 755 HUS26 t1 HUS26 16 16 1-9/16 1-5/8 6-5/8 5-7/16 2 3 1-3/16 2 8 8 ' 14 10d 16d 16d 6 6 6 10d x 1-1/2 1000 1120 1210 t 800 , 10dx1-1/21175133.5, 1440 800 16d 2760 3140 33 5 1925" 5, F2 HUS28 ti_ ._-- . HUS28 16 •1-5/8 7-3/16 `s 3 2 22 -� 16d -- 8 16d 4170 4345 4345i HD28 t- HU28 U 14 1-9/16 5-1/4 2 1-1l8 8 16d 4 10d x 1-1/2 1130, 1295E 1410' 730 -- HD210 - HU210 i 14 , 1-9/16, 7-3/16. 2 1-1/8 i 12 1Ad 4 tOd x 1-1/2 , ; 16901 1945 % 2115 730 f 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 specified. This does not apply to JUS, HUS, MUS slant nail hangers. 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: 1 Od 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. New products or updated product information are designated in blue font. Corrosion Finish 99 Stainless Steel Gold Coat HDG WTripleZinc E THD Heavy -Duty Face Mount Truss Hangers Medium -to -heavy capacity face mount hanger Some THD models are available with a min/max installation option. Materials: See chart Finish: G90 galvanizing Options: See chart for Corrosion Finish Options Codes: See page 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17. • THD Min — Fill all round nail holes. • THD Max — Fill all round and diamond holes. Some model designs may vary from illustration shown Typical THD28 installation A H 3" THD28 �USP STRUCTURAL CONNECTORS MiTe k 1) Uplift loads have been increased 60% for wind or seismic loads, no further increase shall be permitted. 2) NAILS: 10d x 1-1/2" nails are 0.148" dia. x 1-1/2" long, 10d nails are 0.148" dia. x 3" lonq,l6d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. Corrosion Finish (Stainless Steel ' s_ Gold Coat HDG ETriplelinc Specialty Options Chart — refer to Specialty Options pages 228-229 for additional details. Option I Skewed''' I Slooed Seaiz I Sloped / Skewed"" Inverted Flange 1) Skewed hangers with skews greater than 15° Range 1"to 45` V to 45" i 4 Allowable: 85% of table load � 65% of table load Loads Add SK, angle required, 1 Add SL, right (R) or left (L), and slope required, t i and up (U) or Dimensions (in) Fastener Schedule DF/SP • • bevel cut (61) product number. to product number. Ex. THD410_SL30D Ex. THD410 SK45R SO f 100% of table load. Header Truss Allowable Loads' �bs.) • 65% of table load when • • Joist / USP based on skew angle and width of hanger. Steel members end gram. Same square cut hangers will require Min/ I Flow Roof tl lift' c p y •• Code Truss Size Stock No. Ref. No. Gauge W H D A Max Qty Type Qty Type 100% 115% 125°° 160% v W Ref. 2x6-8 THD26 11TU26 16 1-5/8 : 5-1/16 3 1-7/81 Min 181 16d 12 20 16d 20 10d x 1-1/2 i 2645 10d x 1-1-1/2 2940 �� 3060_: 3335 ' 347U alai +• • X30 2 x 8 -10 THD28 •, HTU28 j 16 - -.. 4485 « 44i 4405 4670 $5040 5115 �15 i - • --&2 r• , • • •W 1-5✓8 i 7 3 —r _ --- Min 28 16d 16 t Od x 1-1/2 4115 1-7/8 Max 28 16d 26 t 10d x 1-1/2 ' 4115 _ Min 38 16d 20 i THD210 HTU210� 10dx1-1/2 5115 2 x 10 -12 i 16 1-5/8 9 3 1-7/8 - Max 38 16d -3il-1 — Od x 1-1 /2 5585 16335 1 9415 - 03790 (2)2x6-8 THD26-2 HHUS26 2' 14 ; 3-7/16 5-3/8 3 i 2 - 18 16d ' 12 10d 2770 3150 i W • 2J40 i • • HTU26 2 4860 ; HHUS28-2- 14 ; 3-7116 7-1/8 3 2 - 28 16d y 16 ` (2) 2 x 8 -10 THD28-9HTU28 t od 4310 • • • 254 2 ( 1 (2) 2 x 10 -12 4x6-8 4 x 8 -10 HHUS210 27.� THD210 2 14 3-7116 9-1/8 3 HTU210 2 THD46 HHUS46 14 3-5/8 5-5/16 3 j THD48 HHUS48 14 3-5/8 7-1/16 i 3 2 s 38 16d 20 2 -- 118 16d 12 2 - 28 16d 16 i 10d 5850 _ 10d 2770 10 4310 5, 3905 R5. 2340` F2 2595 44 16600 + 7045 r 3125 i 3355 ; 4860 i 5005 — 4 x 10 -12 _. v.. THD410 HHUS410 14 3-5/8 9-1/16 3 2 - 38 16d 20 -- - --- 10d 5850 -- i 66001 7045 3905 �+ 4 x 12 -14 THD412 - -- 14 3-5/8 11 3 3 48 16d, 20 10d 777045 r 045. 7045 X05 I .. 4x 14-16 THD414 14 3-5/8 12-7/8 3 3 581 16d 1 201 10d 7045 7045 7045 3905 3 2 x 10 -12 THD210-3 HHUS210 3 12 ;5-1/8 9P 3 3 - 38 16d . 20 10d 1 653517255 7605 3850 6 x 10 -12 1 . THD610 HHUSS 50/10 12 5-1/2 9P13 3 38 . 16d ; 20 10d6r�i35- 7255 7605 3410 f p 6 x 12 -14 THD612 r_ 12 5-1/2 11 3 - 48 16d 120 10d i84151 8415 42556 x 14 16 ' THD614 - -- 12 5-1/2 1212-7/ -- —6-3/4 3 5ii 1164 20 1 Od �15 8415 8415 4255 4 O 2 x 10 12 4 HHUS210 4 12 ! 9 3 3 16d , 20 10d x6535 7255 7605 3850 _ _ 7 x 9-1/4 - 14 _7THD210 THD7210 HHUS7.25/10 —1 2 7-1/4 9 3 3 X38 38 16d 20 10d 6535 i _ 3410 i . 7255 1 7605 1) Uplift loads have been increased 60% for wind or seismic loads, no further increase shall be permitted. 2) NAILS: 10d x 1-1/2" nails are 0.148" dia. x 1-1/2" long, 10d nails are 0.148" dia. x 3" lonq,l6d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. Corrosion Finish (Stainless Steel ' s_ Gold Coat HDG ETriplelinc Specialty Options Chart — refer to Specialty Options pages 228-229 for additional details. Option I Skewed''' I Slooed Seaiz I Sloped / Skewed"" Inverted Flange 1) Skewed hangers with skews greater than 15° Range 1"to 45` V to 45" i 4 Allowable: 85% of table load � 65% of table load Loads Add SK, angle required, 1 Add SL, right (R) or left (L), and slope required, t i and up (U) or Ordering square cut (SQ,l or ) down (D), to bevel cut (61) product number. to product number. Ex. THD410_SL30D Ex. THD410 SK45R SO f Not available in widths < 3". may have all joist nailing on outside flange. See Sloped Seat and Skewed Widths > 3" can have 2) Sloped or sloped / skewed hangers with I slopes greater than 15° may have additional one flange inverted. joist nails. 100% of table load. ;? ar skewed hangers, the required cut type 65% of table load when quare or bevel) of joist member may vary 65% of table load nailing into the support based on skew angle and width of hanger. members end gram. Same square cut hangers will require u ::o n; pricing due to welded back plate. New products or updated product information Add 11F One flange, are designated in blue font. See Sloped Seat and Skewed. right (R) and left (L), Ex. THD410_SK45R_SQ_SL30D ;; to product number. Ex. THD410 11FR I General Notes Notas Genera/es Trusses are not marked in any way to identify the Los trusses no estan marcados de ningdn modo que frequency or location of temporary lateral restraint identiffque la frecuencia o localizaci6n de restricci6n and diagonal bracing. Follow the recommendations lateral y arnostre diagonal temporales. Use las for handling, installing and temporary restraining recomendactones de manejo, instalaci6n, restricci6n and bracing of trusses. Refer to BCSI - Guide to y amostre temporal de los trusses. Vea e/ folleto BCSI Good Practice for Handling. Installino. Restrainino - Guia de Buena Practice para at Maneio. Instalaci6n. & Bracina of Metal Plate Connected Wood Restriccion y Arriostre de los Trusses de Madera Trusses*** for more detailed information. Conectados con P/acas de Metal`** para informacibn Truss Design Drawings may specify locations of miss detallada. permanent lateral restraint or reinforcement for Los dibujos de diseno de los trusses pueden especifirar individual truss members. Refer to the BCSI-B3*** las localizaciones de restricci6n lateral permanente o for more information. All other permanent bracing refuerzo en los miembros individua/es del truss. Vea design is the responsibility of the building designer. Is hoja resumen BCSI-B3*** para mas informaci6n. E/ resto de los diserfos de arnostres permanentes son /a responsabilidad del disefiador del edificio. DANGER 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. iPEL/GROI EI resultado de un manejo, levanta- miento, instalaci6n, resMccfbn y arrisotre mcorrecto Puede ser la calda de Is estructura o atin peor, heridos o muartos. A@&UV9OG'1 Exercise care when remov- ing banding and handling trusses to avoid damaging trusses and prevent injury. Wear F® personal protective equipment for the eyes, ' p feet, hands and head when working with trusses. 9Q NVMM Utilice cautela al quitar las ataduras o los pedazos de metal de sujetar para evitar dano a los trusses y prevenir Is hands personal. Lleve at equipo protectivo personal para ojos, pies, manos y cabeza cuando trabaja con A C�QM4p GOCC Use dC N 8 trusses. special care in Utilice cuidado windy weather or especial an near power lines d/as ventosos o Handling - Manejo and airports. cerca de cables electnces ode Avoid lateral aeropuertos. bending. Spreader bar Evite Is flexion lateral. for truss The contractor i is responsible for properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. EI contratista then Is responsabilidad de recibir, descargar y almacenar adecuadamente los trusses an Is obra. Descargue los trusses en Is tierra liso para prevenir el dano. 0 Use proper rig- Use equipo apropiado ging and hoisting para levantar e equipment. improvisar. 21 Trusses may be unloaded directly on the ground at (S) DO NOT store the time of delivery or stored temporarily in contact unbraced bundles with the ground after delivery. If trusses are to be upright. 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 directa- mente en at suelo an aquel momento de entrega o almacenados temporalmente an contacto con el suelo despu6s de entrega. Si los trusses estaran guardados para mas de Una Samaria, ponga bloqueando de altura su6ciente detras de la pila de los trusses a 8 hasta 10 pies an centro (o.c.). 0 If trusses are to be stored for more than one week, cover bundles to protect from the environment. (S) DO NOT store or Para trusses guardados por mas de Una Samaria, uneven ground. cubra los paquetes para protegerfos del ambiente. Refer to BCSI*** for more detailed information per- taining to handling and jobsite storage of trusses. Vea el folleto BCSI*** para informaci6n mas detal- ..:.,,...: lada sobre el manejo y almacenado de los trusses an area de trabajo. _ _ NOse FlYN-1 ;;4941 a/macene verticalmente los trusses sueltos. NO almacene en tierra desigual. Hoisting and Placement of Truss Bundles Recomendaciones Para Levantar Paquetes de Trusses (y DON'T overload the crane. NO sobrecargue la grba. NEVER use banding to lift a bundle. NUN" use las ataduras para levantar un paquete. A single lift point may be used for bundles of r 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- - WARNING Do not overload supporting lel chord trusses up to 45' (13.7 m). Use at least structure with truss bundle. three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses IADVERTENCIA! No sobrecargue la >45' (13.7 m). estructura apoyada con el paquete de trusses. Puede user un solo lugar de levantar para paquetes de trusses de Is cuerda superior hasta Place truss bundles in stable position. 45'y trusses de cuerdas paralelas de 30'o Purse paquetes de trusses an Lina menos. posici6n eatable. Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada hasta 60'y trusses de cuerdas paralelas hasta 45'. Use por to menos dos purl de levantar con grupos de trusses de cuerda superior inclinada mas de 60'y trusses de cuerdas paralelas mas de 45'. Mechanical Hoisting Recommendations for Single Trusses Recomendaciones Para Levantar Trusses Indiv►duales Using a single pick -point at the peak can damage the truss. EI use de un solo lugar en el pito para levantar puede hater dano at truss. 60° or less • • Appr�c.MN • • •Tagline truss length • • • • • • • TRUSSES UP TO 30•is.t • • • • • • • • • • TRUSSES HAS -TA In �FyS reader bar • • 0000•• is • is To-n> • • • Locate • Spread(V bar • • • 10 • above 0 •P6S gPr4 o.c.(max, Spreader bar 1/2 to • • mid -height. i 2/3 truss length se • Tagline TRUSSES UP TO 60'(111 m) • • • • • • • TRUSSES HASTA 60 PIES • • • • _ • 0 Hold each truss in position with the •recMo•I • • .r- Spreader bar 2/3 [� P 3/4 truss length . equipment until top chord temporary�ateraf tagline . raus9Es Lir • • • • • 3 ml restraint is installed and the truss is �astened �• 41�SS5s Hai. s -► 0 is to the bearing points. • • 0 • Sostenga sada truss an posici6n con •q•ipo dill, gr6a haRall ie la ltstriccibnlateral terNporal de la cuerda superior este instalado y el truss este asegurado an }bs4portes. Installation of Single Trusses by Nand Recommendacciones de Levantamiento de Trusses Individuales Por La Mano ;1 * _ ;t„ u Trusses 20' - 0 Trusses 30' t 6.1 m or 1 ( ) ' (9.1 m) or less, f less, support support at near peak. quarter points. Soporte Soporte de cerca at PicoF7?7 los cu artos los trusses de tramo los Trusses u to 30' t- Trusses up to 20' -)► E p -1, de 20 pies o 1 (6.1 m) trusses de 30 (9.1 m) menos. Trusses haste 20 pies pies o menos. Trusses hasta 30 pies Temporary Restraint & Bracing Restricci®n y Arriostre Temporal Refer to BCSI-B2*** for more information. Tap Chord Temporary Vea el resumen BCSI-B2*** para mils informaci6n. .Lateral Restraint (TCTLR) 0 Locate ground braces directly in line with all rows 2x4 min. of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de tierra para at primer s 2'o.c., typ. truss directamente en linea con cada Lina de las filas de restricci6n lateral temporal de la cuerda =90° Brace first superior (vea Is table en la pr6xima columna). truss Securely DO NOT walk on unbraced trusses. before NO Gamine an trusses sueltos. kerecljonaof l DO NOT stand on truss overhangs until Structural Sheathing has been applied to the truss and overhangs. Q NO se pare an voladizos cerchas hasta Revestimiento estructural he sido aplicado a la armadura y voladizos. Steps to Setting Trusses Las Medidas de /a ®nsta/acion de los Trusses 11 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 all primero truss y ate seguramente at arriostre de tierra. 3) Instale los pr6ximos 4 trusses con restricci6n lateral temporal de miembro corto (vea abajo). 4) Instale el arnostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal para los planos de los miembros secundarios para estabilice los primeros cinco trusses (vea abajo). 6) Instale la restricci6n lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita Este procedimiento an grupos de cuatro trusses haste que todos los trusses est6n instalados. Refer to BCSI-B2*** for more information. Vea el res0men '""SI -62*** para mas informacibn. Restraint/Bracing for All Planes of Trusses Restriccion/Arriostre Para Todos Pianos de Trusses u Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress -graded lumber. Attach to each truss with at least 2-10d (0.128x3"), 2-12d (0.128x3.25") or 2-16d (0.131x3.5") nails. La madera 2x4 clasificada por estr6s as la madera minima utilizada para restricci6n lateral y amostramiento di- e onal. Atanas a sada bra uero con al minimo 2 clavos 10d 0.128x3" 12d 0.128x3.25" o 16d 0.131x3.5" . 0 This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este m6todo de restricci6n y arriostre as para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de la columna para la restncci6n y arriostre temporal de PCTs. 1) TOP CHORD PLANE - CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longftud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' (3 m) o.c. max. (9.1 m) Asphalt Shingles 30'- 45' 8'(2.4 m) o.c. max. (9.1 m-13.7 m) 1' 0.3 m 45'- 60'6'(1.8 (13.7 In - 18.3 m) m) o.c. max. 000 000 60' -✓,C * (18.3m-24ll q1. 2fi)oIs .o0max. 0000•• 'Consult a R%Mt&EM DeEign Professiollerl Fusses longer •a• r WIW.O m). 'Consults a if Professional Registrado de: iseilo para trusses m& de 60 pies. 0000•• See g&1-92'. for TCTLR�pptions0 0 0 0 0 0 0 Vea e/ BCSI-B2'** para lagoafop•s.fe TCTLR. 0000• • I%rtdOBCSI-B36** 0 for Gable Fr)lg Frprge restraint/Qril&h /_ • _ A Para informacRin sobre restriccOnA TCTLR arnostre1V,t-WQ 4a jn Arrinazorhy Hastiales vea at resumen BC48.J*j1 • 0 • • 10" or > Notg f.�Q4l�racing not shown fEr clarity. • 0 • • • • • • • • • Truss attachment 0 Repeat diagonal bracessforeeach set of 4 trusses. required at support s) Repita los arrisotres disgbnales para cada grupo de 4 trusses. Section A -A LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL V EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! 2 WEB MEMBER PLANE - Diagonal Continuous Lateral Restraint PLANO DE LOS MIEMBROS J�111braclng(CLR) splice reinforcement SECUNDARIOS I;a Truss Member 2a_CLR Web members Bottom chords Minimum 2'2x- Scab block cents over CLR splice. Attach Diagonal braces every to CLR with minimum 8-16d 10 truss spaces 20' (0.135x3.5') nails each side (6.1 m)max. of splice or as specified by the 10'(3 m) -15' (4.6 m) max. Building Designer. Same spacing as bottom chord Note: Some chord and web members SECTION A -A lateral restraint not shown for clarity. 3) BOTTOM CHORD PLANE - H' CUERDA INFERIOR N/LTruss Lateral Restraints - 2x4x12' or greater Member lapped over two trusses Note: Some chord or CLR splice reinforcement ---- and web members Bottom not shown for chords- clan tY. 10' (3 m) - 15' (4.6 m) max. Diagonal braces every 10 truss spaces 20'(6.1 m) max. Restraint & Bracing for 3x2 and 4x2 Parallel Chord Trusses Restricci6n y Arriostre Para Trusses de Cuerdas Paralelas 3x2 y 4x2 10' (3 m) or Diagonal bracing Repeat diagonal bracing CMRefer to 15'(4.6 m)* _ every 15 truss spaces 30' BCSI-B7*** for more (9.1 m) max. information. , Vea el resumen BCSI-B7*** para rubs informaci6n. I 5 2'o.c., typ. Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. NI 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 - Insta►aclonOut-of-Plumb u Tolerances for Out -of -Plane. Material Height Gypsum Board 12" (305 mm) Tolerancias para Fuera-de-Plano 16" (406 mm) Asphalt Shingles D/50 D (ft.) 1/4" 6 mm 1' 0.3 m ��- Length ->• Max. Bow j�1/2" "Max Bow Length ->� 13 mm 2' 0.6 m 3/4" 19 mm 3' 0.9 m Max. Bow t i 1 25 mm 4 1.2m - �-- Length 0 Tolerances for Out -of -Plumb. m Plumb ./line 32 mm 1.5 m 3 -1 m 1.8 m Tolerancias para D/5o max f Fuera-de-Plomada. 1-3/4" 7- (44 mm 2.1 m 51 not >_2.4 m Construction Loading Carg a De Consoo... Ase, DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con Is construcci6n hasta que todas las restnc- ciones laterales y los arriostres est6n colocados on forma apropiada y Segura. G DO NOT exceed maximum stack heights in table at right. Refer to BCSI-B4*** for more information. NO exceda las alturas m6ximas de mont6n. Vea at resumen BCSI-B4'** para mos informacibn. Maximum Stack Height for Material on Trusses'.2 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 1. Based on truss live load of 40 pet or greater. For other conditions, contact a Re gisteretl Design Professional. 2. In stacks of materials as quickly as possible. NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. NUNCA apile los materiales cerca de un pica, a centro de la luz, en cantilevers o aleros. DO NOT overload small groups or single trusses. NO sobrecargue pequetios grupos o trusses individuales. 0 Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses tomo sea posible. Position loads over load bearing walls. Coloque las cargas sobre las Paredes soportantes. Alterations - Alterations Refer to BCSI-BS *** Vea el resumen BCSI-B5. *** Truss bracing not Shawn for clarity. DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO torte, altere o perfore ning0r; miembro estructural de un truss, a menos que est6 especificamente permitido en el dibujo del diseno IIXN%Y� del truss. Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcclbn o han sido alterados sin Is autor- izaci6n previa del Fabricante de Trusses, pueden hacer nulo y sin efecto Is garantia limitada del Fabricante de Trusses. -Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. 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 remmmendat ons for handling installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture d installation, but must due to the nature of responsibilities involved, p g ec t o e be presented only as a GUIDE for use by a qualified building designer or contractor It s not intended that theserecommendations be interpreted as superior to the building designer's design specification for handling, installing, restraning 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 all the interrelated structural building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. SBCA TRUSS PLATE 6300 Enterprise Lane - Madison, WI 53719 218 N. Lee Sl., Ste. 312 • Alexandra, VA 22314 608-274-4849 • sbcindustry.com 703-683-1010 • tpinst.org