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RC-12-2195Miami Shores Village. Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILDING PERMIT APPLICATION Permit Type: BUILDING JOB ADDRESS: Z. City: Miami Shores Folio/Parre111: Is the Building Historkspy Designated; Yes RECEIVED AUG i52013 BY: _ FBC20 Permit No. Master Permit No. C. (/_ / z - 2 / 5 ROOFING County: NO ✓ OWNER: Name (Fee Simple Titleholder): C/aced.w I?c7I r iftz 2- Address: / Z G 3 j /iv L S , Qry' . 5l, r2`-5 State: Flood Zone: Tenant/Lessee Name: Email: Phoneit: CONTRACTOR: Company Name: Jail i L in, 44 e__, 61.0 i7S Phone#: , '5 , Z /_ , Z Z Z 4' Address: 4, o 9 A(%/.>- ,La ;- .5 City: AL , State: ;47 ,Zip: 3 3 / C. / Qnslifier Name: C l Z do•-j-`0 -� e Z Phone# 3 ®Z f (,.- ZZ Z jr State Certification or Registration#: C b G o 5 -v4s CcntactPhoiitl: Certificate of Competency #; Email Address: DESI Rt Aiti}ifect/Engineer: 1. i ►.Y, 5 I F IV, Phone#: 32,,, `sd (6. Value of Work for this Permit: $ Type of Work: OAddition OAheration Descriptbn of Work: 5 SquarelLlnear.Footage of Work: ONew ORepair/Replace ODemolition COYOi ihii «*«*««*««««*«**«**t««««««*«««*******t**0 4«ikRt*********tt«4«i**********************t4 Submittal Fee $ Permit Fees CCF $ Being Fee $ ...Radon Fee $ _- ..`bBPR $ Bond $ Notary $ TatinineJEducation Fee $ Double Fees ��� Fee $ Structural Review $ TOTAL FEE NOW DUE $ Bonding Company's Name (if applicable) Bonding Company's Address City State Zip 4 Mortgage Lender's Name (if applicable) ► Mortgage Lender's Address State tip City c Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installationhas • commended prioi 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 ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and 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... R +.r ,' c "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 ofa building permit with an estimated value 'exceeding $2500, the applicant must promise in good faith that a copy of the notice' of cornMenc merit and construction lien law brodure will be delivered to the Berson whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement Must be posted at the jar, sit for the first inspection which occurs seven (7) days after the. building permit is issued. In the absence of such posted 'notice, the inspection will not be approved and a reinspection fee will be charged. .t Signature "' \ Sigriatitie , x c s Contractor I Owner or Agent • The foregoing instrument was acknowledged before me this ° The foregoing instrument was acknowledged before me *ILLS . day of - ... _ . . 20 , by . day of , 20 by. 0 (iiGy► / WW1! who is personally known to me or who has'prod'n"ced who is personally known to me or who • , I As identification and who did take an oath. • NOTARY PUBLIC: 5 R � Sign; Print: My Commission Expires: ` *********************** APPROVED BY ",. as identification and who did;take an oath. NOTARY PUBLIC: 0`d p I a0 7'''� At 841 s • .d 1 ********************************************************************** Sign: Print: My Comumssion Plans .. , ... z .. Zoning Structural Review Clerk (Revised 3/12/2012)(Revised 07/10/07XRevised 06/10/2009)(Revised 3/15/09) TRUSS COMPANY, INC. Trusses & Building Materials 13980 SW 252 Street, Miami, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 www.decotruss.com WARNING: Extreme Care is required in Handling, Erecting and Bracing Trusses. Refer to TPI's "HIB-91 Summary Sheet", which is attached, to the engineering package. BUILDING DESIGNER (ARCHITECT or ENGINEER of Recorded) It is your responsibility to determine that the dimensions conform to the architectural plans and all loads utilized herein meet or exceed the actual Dead Loads Specified and /or imposed on your structure, and Live Loads imposed by The Building Code. PERMANENT BRACING shall be designed and specified by the building designer for the structural safety of the building. It shall be the responsibility of the building designer to indicate size, location and attachments for all permanent bracing as required by design analysis. The design and location of all bracing shall be such that they work together with other structural parts of the building (such as shear walls, portal frames, bearing walls, columns, beams etc.) to achieve total structural integrity Permanent Bracing includes and is not limited to The Top Chord Plane, The Bottom Chord Plane and The Web Member Planes. The Anchoring / Strapping of trusses to walls, beams, ledgers etc., shall be the responsibility of The Building Designer. Truss to Truss Connections shall be The Responsibility of The Truss Manufacture. (Refer to Documents ANSI/TPI- 95 & WTCA-95 for further information) TRUSS ERECTOR) INSTALLER (Builder] The proper and safe erection of all the trusses is exclusively your responsibility. You are cautioned to seek professional advice regarding the Erection / Installation and Bracing, which is ALWAYS required to prevent toppling and dominoing. Top Chord, Bottom Chord and Webs shall be adequately braced, as per the attached HIB-91 Summary Sheet. You are also responsible to refer to the Truss Placement Plan and The Engineering when erecting Trusses, to insure proper placement. Not all trusses are symmetrical in loading and/or design. Proper Placement and/or direction are always required. Check all Flat Truss to insure they are not installed UPSIDE DOWN. Never cut or alter trusses in anyway. Never concentrate Building Materials, such as Plywood or Blocks on installed Trusses. Alterations to Trusses: 'The act of cutting or attaching any item that the truss was not originally designed for" Trusses cannot be altered from the attached engineering designs, with out proper re -designing by a Florida Registered Engineer. We highly recommend to our customers to use our engineer, however to our knowledge there is no code that states you must use the engineer, who sealed the truss engineering and layout. However, it is of the utmost importance that, any Florida Registered Engineer who takes the task of designing repairs to trusses, should be extremely knowledgeable, not only in structural designs but also have experience designing trusses. Should any alterations be made to our design or manufactured item, the engineer, contractor and homeowner waive all warranties and liabilities by Deco Truss Company, Inc., its officers and engineer. All future, questions regarding said structure and warranties will be held by the persons whom redesigned said trusses and altered them. ALWAYS REFER TO THE ATTACHED HIB-91 Summary Sheet TRUSS COMPANY, INC. Trusses & Building Materials Re : 8161: ADD: RODRIGUEZ Site Information: Project Customer: MIAMI SKYLINE Lot/Block: Deco Truss Company, Inc. 13980 SW 252nd ST Miami, FL 33032 Tel: (305) 257-1910 Fax: (305) 257-1911 Job Name :ADD: RODRIGUEZ (PHASE 1) Subdivision : Site Name: Site Address: 1263 NE 101 ST. MIAMI SHORES St: Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2010/TPI2007 Design Program: 7.35 Sep 27 2012 Roof Load: 65.0 psf Floor Load: N/A Wind Code: Wind Speed: 175 mph This package includes 31 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 08/12/13 Al 0001 2 08/12/13 A10 0002 3 08/12/13 A2 0003 4 08/12/13 A3 0004 5 08/12/13 A5 0005 6 08/12/13 A6 0006 7 08/12/13 A8 0007 8 08/12/13 A9 0008 9 08/12/13 AG4 0009 10 08/12/13 AG9 0010 11 08/12/13 B1 0011 12 08/12/13 B2 0012 13 08/12/13 BG3 0013 14 08/12/13 CJ7 0014 15 08/12/13 CJ7A 0015 16 08/12/13 J1 0016 17 08/12/13 J1A 0017 18 08/12/13 J3 0018 19 08/12/13 J3A 0019 20 08/12/13 J5 0020 21 08/12/13 J5A 0021 22 08/12/13 MV10 0022' 23 08/12/13 MV12 0023 24 08/12/13 MV4 0024 No. Date Truss ID# Seal# 25 08/12/13 MV6 0025 26 08/12/13 MV8 0026 27 08/12/13 V17 0027 28 08/12/13 V21 0028 29 08/12/13 V25A 0029 30 08/12/13 V29A 0030 31 08/12/13 V31A 0031 The seal on this index sheet indicates acceptance of professional engineering responsibility solely for the truss design drawings listed above and attached. Truss Design Engineer's Name: Mahmound Zolfaghari P.E. License Number* 36921 Address: 13901 SW 108:Ave, Miami, FL 33176 NOTE: The suitability and use of each component for any particular building is the responsibility of the Building Designer, per ANSI/TPI 1-1995 Section 2. Page 1 of 1 Engineers Name Date o. Truss Truss Type Qty Ply ADD: RODRIGUEZ (PHASE 1) 8161 Al COMMON TRUSS 4 1 DECO TRUSS COMPANY INC.. Princeton FI 33039 MAPIrI FCPIAIFIPA Job Reference (optional) -2-0-0 2-0-0 1x4 II 4x4 19 5-1-0 5-1-0 3.50 02 6-9-5 6-9-5 un. 350 s Sep 27 2012 Print: .350 s Sep 27 2012 MITek Industnes, Inc. Mon Aug 12 16:12:03 2013 Pag I D:?U 1 vvRtjZegaXkaR 1 iKisaypJ Wp-2oBd 5deuu m3 RXTPZpFeTeT05Q_TsGsig PxeQ_HyoYrg 10-2-0 15-3-0 20-4-0 22-4-0 5-1-0 5-1-0 5-1-0 2-0-0 1 x4 F B1 10 9 3x4 = 3x10 MT20H= 4x6 = 4 �I\ 13-6-11 6-9-5 \\� 21 8 3x4 = 1 x4 5 20-4-0 6-9-5 22 4x4 Scale = 1:42.4 1x4 II 7 01 19 0 0 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.88 BC 0.94 WB 0.15 (Matrix-M) DEFL in (loc) l/defl Vert(LL) 0.33 8-10 >744 Vert(TL) -0.54 8-10 >453 Horz(TL) 0.10 6 n/a L/d 360 240 n/a PLATES MT20 MT2OH GRIP 244/190 187/143 Weight: 94 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2D WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 2=1367/0-8-0 (min. 0-1-10), 6=1367/0-8-0 (min. 0-1-10) Max Uplift2=-1133(LC 3), 6=-1133(LC 3) Max Grav2=1636(LC 6), 6=1636(LC 6) • FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-19=-3567/1679, 3-19=-3551/1691, 3-20=-3110/1495, 4-20=-3042/1504, 4-21=-3042/1504, 5-21=-3110/1495, 5-22=-3551/1691, 6-22=-3567/1679 BOT CHORD 2-10=-1413/3337, 9-10=-976/2312, 8-9=-976/2312, 6-8=-1413/3337 WEBS 4-8=-209/758, 5-8=-633/383, 4-10=-209/758, 3-10=-633/383 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) -2-1-1 to 0-10-15, Interior(1) 0-10-15 to 7-2-0, Exterior(2) 7-2-0 to 10-2-0, Interior(1) 13-2-0 to 19-5-1; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1133 Ib uplift at joint 2 and 1133 Ib uplift at joint 6. 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 Mahrnouncl Zoi�f gliari, RE.ConsultingEi:z s.ip>`.a 5 i J,9 1 S�. .l 1i.i�7 tsl��c. }y�'' � s. ��� _I rwr+ W1+7 lid (?i"ash I 11 r pai , No. 36921 Job ITruss russ ype Qty Ply ADD: RODRIGUEZ (PHASE 1) 8161 Hi Truss 1 1 0003 1A2 .,_ Job Reference (optional) -2-0-0 2-0-0 1x4 II 2 19 3x6 = 1 4-6-0 4-6-0 3.50112 2x4 3 20 9-0-0 9-0-0 Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:03 2013 Pag ID:?U1wRtjZegaXkaRliKisaypJWp-200d5deuum3RXTPZpFeTeT03W TgGpZgPxeQ_HyoYrg 9-0-0 11-4-0 15-10-0 20-4-0 22-4-0 4-6-0 2-4-0 1 4-6-0 4-6-0 2-0-0 4x4 = 3x4 = 4x4 = 5 5x6 = 11-4-0 - 1 2-4-0 2x4 20-4-0 9-0-0 22 7 3x6 = Scale = 1:43.1 1x4 II 0 0 Plate Offsets (X,Y):[4:0-2-0,0-2-4],[5:0-2-0,0-2-4]_[9:0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 1.00 BC 0.94 WB 0.35 (Matrix-M) DEFL in (loc) I/defl Ud Vert(LL) 0.26 9-10 >946 360 Vert(TL)-0.4110-15 >592 240 Horz(TL) 0.10 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 96 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2D *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2D WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 2=1367/0-8-0 (min. 0-1-10), 7=1367/0-8-0 (min. 0-1-10) Max Uplift2=-1204(LC 3), 7=-1204(LC 3) Max Gray 2=1629(LC 6), 7=1629(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-19=-3547/1927, 3-19=-3532/1937, 3-20=-2755/1539, 4-20=-2693/1551, 4-5=-2622/1571, 5-21=-2710/1554, 6-21=-2772/1542, 6-22=-3533/1936, 7-22=-3548/1926 BOT CHORD 2-10=-1642/3322, 9-10=-1190/2554, 7-9=-1642/3323 WEBS 3-10=-817/473, 4-10=-48/313, 5-9=-51/313, 6-9=-803/472 Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) -2-1-1 to 0-10-15, Interior(1) 0-10-15 to 4-9-1, Exterior(2) 4-9-1 to 15-6-15, Interior(1) 15-6-15 to 19-5-1; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1204 Ib*uplift at joint 2 and 1204 Ib uplift at joint 7. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahri7ound Lolfaghari, P.E. Consulting Engineers 13901 S.W. 10" povs. Miami,Florida 33176 Phone 305-253-2428 Fax w 05.-?' > Flo:<c(a Professional . r9)rw z 90621 J1 s croT 636 1�1 � rJob Truss I Truss Type Qty Ply ADD: RODRIGUEZ (PHASE 1) — 8161 A3 Hip Truss - 1 1 0004 DECO TRUSS COMPANY INC Princeton FL aznao MARIn ❑covaoioq Job Reference (optional) Rn. 7.350 s Sep 27 2012 Print: .350 s Sep 27 2012 MITek Industries, nc. Mon Aug 12 16:12:03 2013 Pag I D:? U 1 wRtjZegaXka R 1 i KisaypJ Wp-2oBd5deuum3RXTPZpFeTeT06e_VSGsMg PxeQ_HyoYrg -2-0-0 7-0-0 13-4-0 20-4-0 22-4-0 2-0-0 I 7-0-0 6-4-0 7-0-0 2-0-0 3.50112 3x6 = 7-0-0 7-0-0 Plate Offsets (X,Y): [3:0-5-4,0-2-0], [7:0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incl. YES Code FRC2010/TPI2007 4x8 = 1x4 II CSI TC 0.80 BC 0.77 WB 0.17 (Matrix-M) 4x6 = 4 5x6 = 13-4-0 6-4-0 DEFL in (loc) I/deft Vert(LL) 0.27 7-8 >913 Vert(TL) -0.39 7-8 >626 Horz(TL) 0.10 5 n/a 20-4-0 7-0-0 L/d 360 240 n/a 19 Scale = 1:43.1 20 3x6 = PLATES GRIP MT20 244/190 Weight: 88 Ib FT = 0% 0 m 0 0 N LUMBER TOP CHORD 2x4 SP No.1 *Except* T2: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 2=1367/0-8-0 (min. 0-1-15), 5=1367/0-8-0 (min. 0-1-15) Max Uplift2=-1255(LC 3), 5=-1255(LC 3) Max Gray 2=1616(LC 6), 5=1616(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-17=-3228/1833, 17-18=-3213/1835, 3-18=-3130/1852, 3-4=-3046/1856, 4-19=-3131/1854, 19-20=-3214/1837, 5-20=-3229/1835 BOT CHORD 2-8=-1530/2980, 7-8=-1525/2988, 5-7=-1533/2981 WEBS 3-7=-237/251 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 4-7-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) -2-1-1 to 0-10-15, Interior(1) 0-10-15 to 2-9-1, Exterior(2) 2-9-1 to 17-6-15, Interior(1) 17-6-15 to 19-5-1; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 1, 3, 6, 2, 8, 7 and 5 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 4 checked for a plus or minus 4 degree rotation about its center. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1255 Ib uplift at joint 2 and 1255 Ib uplift at joint 5. 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 Malmo -and 701 Mj ail d� £ Consulting En :::i^.:ee s 1.3901 S.W. 108 IAN% Miami, Florida 33176 Ph Tie 305-253_2423` Fax .)(4S-933- 24s Florida ida i rof s. lina] No. °i.-. 21 `Dec ial.1 Job Truss Truss Type Qty Ply ADD: RODRIGUEZ (PHASE 1) 8161 n=r., rrl n,..r. AG4 Hip Truss 1 1 Job Reference (optional) 00091 -2-0-0 2-0-0 1x4 II 9 d 5-0-0 5-0-0 3.50 12 7x10 M18SHS= B1 3 8-5-15 3-5-15 21 Run: 7.350 s Sep 27 2012 Pnnt: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:11:22 2013 Pag I D:?U 1 vvRtjZegaXkaR1 iKisaypJWp-IwC7Ub9AYAvF6Amgv8PsUgg3HSWg9Ele_2CI3AyoYsJ 11-10-1 15-4-0 20-4-0 22-4-0 I 3-4-3 3-5-15 5-0-0 2-0-0 1x4 II 3x4 = 4 22 F2 24 5 7x10 M18SHS= 25 6 B2 12 26 11 27 28 3x10 = 7x8 MT20H= 2x4 II 5-0-0 8-5-15 5-0-0 1 3-5-15 Plate Offsets (X,Y): [3:0-7-8,0-2-12], [6:0-7-8,0-2-12], [11:0-4-0,0-4-8] LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FRC2010/TPI2007 CSI TC 0.98 - BC 0.78 WB 0.45 (Matrix-M) 11-10-1 3-4-3 29 10 30 3x4 = { 15-4-0 3-5-15 9 2x4 II DEFL in (loc) I/defl Vert(LL) 0.6410-11 >384 Vert(TL)-0.6310-11 >388 Horz(TL) 0.09 7 n/a Ud 360 240 n/a 20-4-0 5-0-0 Scale =1:43.1 1x4 7 3x10 = PLATES GRIP MT20 244/190 MT2OH 187/143 M18SHS 244/190 Weight: 113 Ib FT = 0% ia0 LUMBER TOP CHORD 2x4 SP No.1 *Except` T2: 2x4 SP M 31 BOT CHORD. 2x6 SP No.1D WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 2=1907/0-8-0 (min. 0-2-3), 7=1907/0-8-0 (min. 0-2-3) Max Uplift2=-2381(LC 3), 7=-2381(LC 3) Max Grav2=2187(LC 2), 7=2187(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5096/5381, 3-21=-6343/6989, 4-21=-6343/6989, 4-22=-6343/6989, 22-23=-6343/6989, 23-24=-6343/6989, 5-24=-6343/6989, 5-25=-6397/7057, 6-25=-6397/7057, 6-7=-5089/5373 BOT CHORD 2-12=-4930/4818, 12-26=-4942/4843, 11-26=-4942/4843, 11-27=-6774/6397, 27-28=-6774/6397, 28-29=-6774/6397, 10-29=-6774/6397, 10-30=-4930/4834, 9-30=-4930/4834,7-9=-4922/4811 WEBS 3-12=-124/282, 3-11=-1938/1753, 4-11=-536/781, 5-10=-554/769, 6-10=-2024/1820, 6-9=-93/257 Structural wood sheathing directly applied or 2-6-2 oc purlins. Rigid ceiling directly applied or 3-1-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) -2-1-1 to 9-2-15, Interior(1) 9-2-15 to 11-1-1, Exterior(2) 11-1-1 to 15-4-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2381 Ib uplift at joint 2 and 2381 Ib uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 Ib down and 384 Ib up at 5-0-0, 67 Ib down and 384 Ib up at 7-0-12, 67 Ib down and 384 Ib up at 9-0-12, 67 Ib down and 384 Ib up at 10-2-0, 67 Ib down and 384 Ib up at 11-3-4, and 67 Ib down and 384 Ib up at 13-3-4, and 67 Ib down and 384 Ib up at 15-4-0 on top chord, and 315 Ib down and 365 Ib up at 5-0-0, 35 Ib down and 23 Ib up at 7-0-12, 35 Ib down and 23 Ib up at 9-0-12, 35 Ib down and 23 Ib up at 10-2-0, 35 Ib down and 23 Ib up at 11-3-4, and 35 Ib down and 23 Ib up at 13-3-4, and 315 Ib down and 365 Ib up at 15-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Continued on page 2 (Joh Truss rY uss Type 8161 AG4 Hip Truss DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA J Qty lily ADD: RODRIGUEZ (PHASE 1) 1 0009 Job Reference (optional) Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:11:22 2013 Pag I D:? U 1 vvRtjZegaXka R 1 iKisaypJ Wp-IwC7Ub9AYAvF6Amgv8 Ps Ugg3HS Wq 9 Ele_2CI3AyoYsJ LOAD CASE(S) 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-95, 3-6=-95, 6-8=-95, 15-18=-20 Concentrated Loads (Ib) Vert: 3=-53 6=-53 12=-270 9=-270 21=-53 22=-53 23=-53 24=-53 25=-53 26=-33 27=-33 28=-33 29=-33 30=-33 2) Regular Only: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-110, 3-6=-110, 6-8=-110, 15-18=-20 Concentrated Loads (Ib) Vert: 3=-67 6=-67 12=-315 9=-315 21=-67 22=-67 23=-67 24=-67 25=-67 26=-35 27=-35 28=-35 29=-35 30=-35 3) C-C Wind: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=175, 2-3=106, 3-22=98, 22-24=81, 6-24=98, 6-7=106, 7-8=175, 15-18=-10 Horz: 1-2=-185, 2-3=-116, 6-7=116, 7-8=185 Concentrated Loads (Ib) Vert: 3=204 6=204 12=345 9=345 21=204 22=204 23=221 24=204 25=204 26=13 27=13 28=13 29=13 30=13 4) C-C Wind Positive: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-25, 2-3=-90, 3-6=-82, 6-7=-90, 7-8=-25, 15-18=-20 Horz: 1-2=-25, 2-3=40, 6-7=-40, 7-8=25 Concentrated Loads (Ib) Vert: 3=384 6=384 12=365 9=365 21=384 22=384 23=384 24=384 25=384 26=23 27=23 28=23 29=23 30=23 5) Live Only: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-3=-50, 3-6=-50, 6-8=-50, 15-18=-20 Concentrated Loads (Ib) Vert: 3=-14 6=-14 12=-138 9=-138 21=-14 22=-14 23=-14 24=-14 25=-14 26=-27 27=-27 28=-27 29=-27 30=-27 6) C-C Wind Positive + Regular: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-76, 2-3=-125, 3-6=-119, 6-7=-125, 7-8=-76, 15-18=-20 Horz: 1-2=19, 2-3=30, 6-7=-30, 7-8=19 Concentrated Loads (Ib) Vert: 3=295 6=295 12=267 9=267 21=295 22=295 23=295 24=295 25=295 26=16 27=16 28=16 29=16 30=16 7) 1st unbalanced Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-95, 3-6=-95, 6-8=-50, 15-18=-20 Concentrated Loads (Ib) Vert: 3=-53 6=-53 12=-270 9=-270 21=-53 22=-53 23=-53 24=-53 25=-53 26=-33 27=-33 28=-33 29=-33 30=-33 8) 2nd unbalanced Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-50, 3-6=-95, 6-8=-95, 15-18=-20 Concentrated Loads (Ib) Vert: 3=-53 6=-53 12=-270 9=-270 21=-53 22=-53 23=-53 24=-53 25=-53 26=-33 27=-33 28=-33 29=-33 30=-33 9) 3rd unbalanced Regular Only: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-110, 3-6=-110, 6-8=-50, 15-18=-20 Concentrated Loads (Ib) Vert: 3=-67 6=-67 12=-315 9=-315 21=-67 22=-67 23=-67 24=-67 25=-67 26=-35 27=-35 28=-35 29=-35 30=-35 10) 4th unbalanced Regular Only: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-50, 3-6=-110, 6-8=-110, 15-18=-20 Concentrated Loads (Ib) Vert: 3=-67 6=-67 12=-315 9=-315 21=-67 22=-67 23=-67 24=-67 25=-67 26=-35 27=-35 28=-35 29=-35 30=-35 lV{ th our d Zoaf gh,5n, '.E. ConsultingEnginecTs 01 S.W. p Miami, Florida33176 Phone , t 5-25 - ' 8 Fax) 't i, Honda PT .: 1 n! l i!. i ?_,3 No. 36921 SneciLd L i Cegi; Jo. Truss Truss Type rQty Ply ADD: RODRIGUEZ (PHASE 1) 0005 8161 A5 COMMON TRUSS 110 1 I Job Reference (optional) :0 TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA , el 3x8 2 5x8 I 4-7-8 4-7-8 17 3.50 12 4x4 = 4 1x4 `�19 3 T1 9-3-0 8 5x8 = 2x4 T2� 19-5-0 20 6 3x6 = 9-3-0 10-2-0 Scale = 1:36.7 1x4 II 7 Plate Offsets (X,Y):[1:0-3-0,0-0-3]_[4:0-2-0,0-2-8],[8:0-3-12,0-3-0] LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.98 BC 0.94 WB 0.51 (Matrix-M) DEFL in (loc) I/defl Vert(LL) 0.22 8-12 >999 Vert(TL) -0.40 8-16 >587 Horz(TL) 0.09 6 n/a Ud 360 240 n/a PLATES GRIP MT20 244/190 Weight: 87 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP No.2D BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.2D WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 SLIDER Left 2x4 SP No.2 1-6-0 REACTIONS (lb/size) 1=1106/0-2-8 (min. 0-1-10), 6=1325/0-8-0 (min. 0-1-10) Max Horz 1=-114(LC 3) Max Upliftl=-786(LC 3), 6=-1128(LC 3) Max Gray 1=1402(LC 6), 6=1578(LC 6) BRACING TOP CHORD ' Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-356/0, 2-17=-2908/1631, 3-17=-2860/1639, 3-18=-2367/1279, 4-18=-2324/1288, 4-19=-2333/1285, 5-19=-2403/1277, 5-20=-3346/1712, 6-20=-3362/1701 BOT CHORD 1-8=-1345/2692, 6-8=-1427/3145 WEBS 3-8=-565/451, 4-8=-158/614, 58=-1002/528 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Intgrior(1) 3-0-0 to 6-3-0, Exterior(2) 6-3-0 to 9-3-0, Interior(1) 12-3-0 to 18-6-1; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 786 lb uplift at joint 1 and 1128 lb uplift at joint 6. 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 Ma mound Consulting T_i Ys Z p , neers 13901; Miami, 1.1 Phone ✓t�5 /!:"3-242 p ayye� f1 C. Florida P t , 1Frig' i�. ( ] $. Vag. v.±4 -V. 1 a° Ada 33' 76 .L. -!3.)-sg2z48 No. 3 921 : i 6 Run: 7.350 s Sep 27 2012 Print 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:03 2013 Pag I D:?U 1 vvRtjZegaXkaR 1 iKisaypJ Wp-2oBd5deuum3 RXTPZpFeTeT03w_TvG nOgPxeQ_HyoYrg 9-3-0 14-4-0 I 19-5-0 21-5-0 4-7-8 5-1-0 5-1-0 2-0-0 IJob Truss Truss Type Qty Ply ADD: RODRIGUEZ (PHASE 1) 0006 8161 A6 COMMON TRUSS 1 1 Job Reference (optional) o u 0 Princeton, FL 33032, MARIO ESPINEIRA 4-7-8 4-7-8 5x8 II 3.50112 1x4 18 3 17 �< 9-3-0 9-3-0 4-7-8 4x4 = 4 8 5x8 = Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:04 2013 Pag ID?U1vvRtjZegaXkaRliKisaypJWp-W?k?IyfWf4Bl8d_INz9iBgZEgOp8?EGgebNzXkyoyrf 14-4-0 19-5-0 21-5-0 5-1-0 5-1-0 2-0-0 19 2x4 19-5-0 3x6 = 9-3-0 10-2-0 Scale = 1:36.7 1x4Il o 7 0 Plate Offsets (X,Y): [1:0-3-0,0-0-3],[4:0-2-0,0-2-8], [8:0-3-12,0-3-01 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress !nor YES Code FRC2010/TPI2007 CSI TC 0.98 BC 0.94 WB 0.51 (Matrix-M) DEFL in (loc) I/deft Vert(LL)_ 0.22 8-12 >999 Vert(TL) -0.40 8-16 >587 Horz(TL) 0.09 6 n/a Ud 360 240 n/a PLATES GRIP MT20 244/190 Weight: 87 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP No.2D BOT CHORD 2x4 SP No.2 `Except* B2: 2x4 SP No.2D WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 SLIDER Left 2x4 SP No.2 1-6-0 REACTIONS (Ib/size) 1=1106/0-2-8 (min. 0-1-10), 6=1325/0-8-0 (min. 0-1-10) Max Horz 1=-114(LC 3) Max Upliftl=-786(LC 3), 6=-1128(LC 3) Max Gray 1=1402(LC 6), 6=1578(LC 6) BRACING TOP CHORD BOT CHORD FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-356/0, 2-17=-2908/1631, 3-17=-2860/1639, 3-18=-2367/1279, 4-18=-2324/1288, 4-19=-2333/1285, 5-19=-2403/1277, 5-20=-3346/1712, 6-20=-3362/1701 BOT CHORD 1-8=-1345/2692, 6-8=-1427/3145 WEBS 3-8=-565/451, 4-8=-158/614, 5-8=-1002/528 Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-3-0, Exterior(2) 6-3-0 to 9-3-0, Interior(1) 12-3-0 to 18-6-1; 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 tobearing plate at joint(s) 1. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 786 Ib uplift at joint 1 and 1 128 Ib uplift at joint 6. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound ZOi <a:Y;i ? Consulting Engineers 13901 S.W. 108 . T;b].ami, Fl jd3 331 6 Phone 105-753- ;7 < X. "iProkssional P. ,. (I.. 3 J J2 . 0 A �' Job 8161 Truss A8 Truss Type Common Truss DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run Qty Ply ADD: RODRIGUEZ (PHASE 1) Job Reference (optional) 0007 WEBS OTHERS REACTIONS -2-0-0 I 2-0-0 o<CI 1x4 11 5-1-0 5-1-0 16 3.50 FIT B1 1x4 -- 3 17 10-2-0 5-1-0 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, I D:? U 1 vvRtjZegaXka R 1 iKisaypJ Wp-W?k?IytWf4Bl8d 15-3-0 5-1-0 4x6 = 18 Scale = 1:38.3 Tt Inc. Mon Aug 12 16:12:04 2013 Pag _INz9iBgZ FrOpv?J igebNzXkyoYrf 20-4-0 5-1-0 1x4 - 5 T2— ��\ 19 4x4 J 6-9-5 8 5x6 =• 13-6-11 7 3x4 = 20-4-0 4x4 6-9-5 6-9-5 6-9-5 Plate Offsets (X,Y): [8:0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.90 BC 0.95 WB 0.16 (Matrix-M) DEFL in (loc) I/defl Vert(LL) 0.32 7-8 >763 Vert(TL) -0.54 7-8 >448 Horz(TL) 0.10 6 n/a Lid 360 240 n/a PLATES GRIP MT20 244/190 Weight: 88 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B1: 2x4 SP No.2D 2x4 SP No.2 2x4 SP No.2 (Ib/size) 6=1159/0-8-0 (min. 0-1-12), 2=1378/0-8-0 (min. 0-1-11) Max Horz 2=92(LC 3) Max Uplift6=-811(LC 3), 2=-1160(LC 3) Max Gray 6=1469(LC 6), 2=1644(LC 6) BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-16=-3592/1759, 3716=-3577/1771, 3-17=-3136/1575, 4-17=-3068/1584, 4-18=-3111/1727, 5-18=-3180/1719, 5-19=-3578/1968, 6-19=-3649/1956 BOT CHORD 2-8=-1582/3350, 7-8=-1158/2330, 6-7=-1792/3409 WEBS 4-7=-375/808, 5-7=-657/484, 4-8=-191/752, 3-8=-632/383 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) -2-1-1 to 0-10-15, Interior(1) 0-10-15 to 7-2-0, Exterior(2) 7-2-0 to 10-2-0, Interior(1) 13-2-0 to 17-4-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for p plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 811 Ib uplift at joint 6 and 1160 Ib uplift at joint 2. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Co su1t2z it- L_i 13901 108 _Pas , Miami, Florida33176 none7O -253-7;'.7 ri ,";r9 ?i) _23 _..p7 Ci, k> Fl 1orid1a rO P_ r es on,2 t I AL2i f; i i r t:.71 Job Truss Truss Type Qty Ply . ADD: RODRIGUEZ (PHASE 1) 8161 A9 Hip Truss 1 1 0008 nC(`n TDI ICC rnnnonuv I., n-._--'-- r, nnnnn •r n r.,r r•nr... Job Reference (pptional) 0 0 -2-0-0 2-0-0 4-6-0 4-6-0 3.50 12 T-1 17 W1\ 1x4 II 2 1 ��-r D 1 2x4 18 9-0-0 4-6-0 3x6 = 9-0-0 4x6 = 4 7.350 s Sep 27 2012 Pnnt: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:04 2013 Pag ID:?U 1 vvRt'ZegaXkaR 1 iKisaypJ Wp-W?k?IyfWf4BI8d_INz9iBgZHzopr?GSgebNzXkyoYrf 11-4-0 15-10-0 20-4-0 2-4-0 4-6-0 4-6-0 4x4 = 5 T2 W2 2x4 19 6 20 9 8 3x4 = 5x6 = 11-4-0 Scale = 1:38.9 7 02 20-4-0 4x4 Plate Offsets (X,Y): [8:0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 9-0-0 CSI TC 0.83 BC 0.96 WB 0.37 (Matrix-M) 2-4-0 DEFL in (loc) l/defl L/d Vert(LL) 0.28 8 >864 360 Vert(TL) -0.48 8-13 >512 240 Horz(TL) 0.10 7 n/a n/a 9-0-0 PLATES GRIP MT20 244/190 Weight: 90 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* B1: 2x4 SP No.2D WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 7=1159/0-8-0 (min. 0-1-12), 2=1378/0-8-0 (min. 0-1-10) Max Horz 2=92(LC 3) Max Uplift7=-882(LC 3), 2=-1231(LC 3) Max Grav7=1462(LC 6), 2=1637(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-17=-3571/2005, 3-17=-3556/2015, 3-18=-2788/1644, 4-18=-2727/1656, 4-5=-2655/1674, 5-19=-2744/1668, 6-19=-2808/1656, 6-20=-3549/2247, 7-20=-3643/2237 BOT CHORD 2-9=-1808/3333, 8-9=-1386/2575, 7-8=-2062/3410 WEBS 3-9=-806/442, 4-9=-46/312, 5-8=-130/338, 6-8=-872/707 Structural wood sheathing directly applied or 2-6-2 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) -2-1-1 to 0-10-15, Interior(1) 0-10-15 to 4-9-1, Exterior(2) 4-9-1 to 15-6-15, Interior(1) 15-6-15 to 17-4-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 882 Ib uplift at joint 7 and 1231 Ib uplift at joint 2. 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 , ( ZfA1xiti"tOui �!�..�? Consulting Engi " e rs Y`i 13901 t, 108 'Florida 33176 rj P- e 305 3 rain. ,}r^m^/3� -22 v9 .- jli1L! i.✓".�...�F'.. ..�%: k... LtyC. �i7�i 't :1 4 1o1 d a Prcfe s, „'.JI ] 'g11 i f: No. '11i.1. i ' y _ Job Truss Truss Type Oty ply ADD: RODRIGUEZ (PHASE 1) 0010 8161 AG9 Half Hip Truss 1 1 Job Reference (optional) u ItusS 1 UMrArvr �rvG., rnnceton, rL 33U32, -2-0-0 2-0-0 5-0-0 5-0-0 3.50,12 T-1 5x10 MT20H= 3 Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:11:23 2013 Pag I D:?U 1 vvRtjZegaXka R 1 i KisaypJ Wp-D6mVix9oJT 16jKLtTsw511 M Fxsq Lu btn DiyJ bcyoYsl 8-11-12 12-9-12 16-7-12 20-4-0 3-11-12 3-10-0 3-10-0 3-8-4 3x4 = 17 ti 18 W Scale = 1:39.0 1x4 II 4x6 = 6x6 I 5 19 6 20 21 7 T-2 WL I IJ 1W4 t8 1 B2 4x10 = 12 22 11 23 2x4 II 7x8 10 3x8 = 5-0-0 8-11-12 12-9-12 5-0-0 3-11-12 3-10-0 24 16-7-12 3-10-0 9 25 I>�I 26 8 4x6 = 3x4 I I 20-4-0 3-8-4 Plate Offsets (X,Y): [2:0-0-10,0-0-12], [3:0-4-8,Edge], [6:0-3-0,0-2-8], [8:0-2-0,0-1-12], [10:0-2-0,0-1-8], [11:0-4-0,0-5-0] LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FRC2010/TPI2007 CSI TC 0.92 BC 0.95 WB 0.84 (Matrix-M) DEFL in (loc) I/deft Vert(LL) 0.5810-11 >419 Vert(TL)-0.5810-11 >413 Horz(TL) 0.09 8 n/a Ud 360 240 n/a PLATES MT20 MT2OH GRIP 244/190 187/143 Weight: 116 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.1 *Except* T2: 2x4 SP M 31 BOT CHORD 2x6 SP No.2 *Except* B2: 2x6 SP No.1D WEBS 2x4 SP No.2 *Except* W4: 2x6 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (Ib/size) 8=1616/0-8-0 (min. 0-1-14), 2=1823/0-8-0 (min. 0-2-7) Max Horz 2=283(LC 3) Max Uplift8=-1959(LC 3), 2=-2227(LC 3) Max Gray 8=1849(LC 2), 2=2088(LC 2) BRACING TOP CHORD BOT CHORD FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4805/4916, 3-17=-5945/6303, 4-17=-5945/6303, 4-18=-5430/5720, 5-18=-5430/5720, 5-19=-5430/5720, 6-19=-5430/5720, 6-20=-3386/3577, 20-21=-3386/3577, 7-21=-3386/3577, 7-8=-1711/1874 BOT CHORD 2-12=-4768/4539, 12-22=-4779/4565, 11-22=-4779/4565, 11-23=-6355/5979, 10-23=-6355/5979, 10-24=-3577/3386, 9-24=-3577/3386 WEBS 3-12=-120/283, 3-11=-1649/1493, 4-11=-371/573, 4-10=-594/688, 5-10=-529/699, 6-10=-2318/2211, 6-9=-1377/1620, 7-9=-3717/3530 Structural wood sheathing directly applied or 2-7-4 oc purlins, except end verticals. Rigid ceiling directly applied or 3-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) -2-1-1 to 8-11-12, Interior(1) 8-11-12 to 17-1-4, Exterior(2) 17-1-4 to 20-1-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 1, 3, 8, 2, 12, 4, 5, 10, 6, 9 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 11 checked for a plus or minus 2 degree rotation about its center. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1959 Ib uplift at joint 8 and 2227 Ib uplift at joint 2. 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) 67 Ib down and 384 Ib up at 5-0-0, 67 Ib down and 384 Ib up at 7-0-12, 67 Ib down and 384 Ib up at 9-0-12, 67 Ib down and 384 Ib up at 11-0-12, 67 Ib down and 384 Ib up at 13-0-12, 67 Ib down and 384 Ib up at 15-0-12, and 67.Ib down and 384 Ib up at 17-0-12, and 67 Ib down and 384 Ib up at 19-0-12 on top chord, and 315 Ib down and 365 Ib up at 5-0-0, 35 Ib down and 23 Ib up at 7-0-12, 35 Ib down and 23 Ib up at 9-0-12, 35 Ib down and 23 Ib up at 11-0-12, 35 Ib down and 23 Ib up at 13-0-12, 35 Ib down and 23 Ib up at 15-0-12, and 35 Ib down and 23 Ib up at 17-0-12, and 35 Ib down and 23 Ib up at 19-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. thgbilgefkgt4Wge 2 r� r' Job Truss (Truss Type 8161 - AG9 Half Hip Truss DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Qty Ply ADD: RODRIGUEZ (PHASE 1) 00101 1 1 Job Reference (optional) Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:11:23 2013 Pag I D:?U 1 wRtjZegaXka R 1 iKisaypJ Wp-D6 mVix9oJT16jKLtTsw511 M Fxsq Lu btn DiyJbcyoYs I LOAD CASE(S) 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-95, 3-7=-95, 8-14=-20 Concentrated Loads (Ib) Vert: 3=-53 11=-33 12=-270 4=-53 5=-53 10=-33 17=-53 18=-53 19=-53 20=-53 21=-53 22=-33 23=-33 24=-33 25=-33 26=-33 2) Regular Only: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-110, 3-7=-110, 8-14=-20 Concentrated Loads (Ib) Vert: 3=-67 11=-35 12=-315 4=-67 5=-67 10=-35 17=-67 18=-67 19=-67 20=-67 21=-67 22=-35 23=-35 24=-35 25=-35 26=-35 3) C-C Wind: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=175, 2-3=106, 3-4=98, 4-20=81, 7-20=98, 8-14=-10 Horz: 1-2=-185, 2-3=-116 Concentrated Loads (Ib) Vert: 3=204 11=13 12=345 4=221 5=221 10=13 17=204 18=221 19=221 20=221 21=204 22=13 23=13 24=13 25=13 26=13 4) C-C Wind Positive: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-25, 2-3=-90, 3-7=-82, 8-14=-20 Horz: 1-2=-25, 2-3=40 Concentrated Loads (Ib) Vert: 3=384 11=23 12=365 4=384 5=384 10=23 17=384 18=384 19=384 20=384 21=384 22=23 23=23 24=23 25=23 26=23 5) Live Only: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-3=-50, 3-7=-50, 8-14=-20 Concentrated Loads (Ib) Vert: 3=-14 11=-27 12=-138 4=-14 5=-14 10=-27 17=-14 18=-14 19=-14 20=-14 21=-14 22=-27 23=-27 24=-27 25=-27 26=-27 6) C-C Wind Positive + Regular: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-76, 2-3=-125, 3-7=-119, 8-14=-20 Horz: 1-2=-19, 2-3=30 Concentrated Loads (Ib) Vert: 3=295 11=16 12=267 4=295 5=295 10=16 17=295 18=295 19=295 20=295 21=295 22=16 23=16 24=16 25=16 26=16 Mahrn un £ rl :? is �Ci, Y.E. CorkslSEin - Engineers i 3901 S.W. "108 i . j` is hi, i='<<'rsada 33176 Phone 305-2,53-2428 Fax Florida Professional Job Truss Truss Type Qty Ply ADD: RODRIGUEZ (PHASE 1) 8161 A10 Hip Truss 1 1 0002 - Job Reference (optional) -2-0-0 , 2-0-0 c 1x4 II Princeton, FL 33u32, 3.50 PlY 3x6 = 7-0-0 7-0-0 7-0-0 4x8 = 3 7 1x4 II un: 7.350 s Sep 27 2012 Print: 7•350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:05 2013 Pag ID:?U1wRtjZegaXkaR1 iKisaypJWp-_BINWIg8QNJ9mnZxwghxku6R_nBikmBztF7X3AyoYre 13-4-0 20-4-0 I 6-4-0 7-0-0 13-4-0 4x6 = 4 6 5x6 = 20-4-0 Scale = 1:38.9 5 3x6 7-0-0 6-4-0 7-0-0 Plate Offsets (X,Y):[3:0-5-4,0-2-0], [4:0-3-0,0-2-4], [6:0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Ina YES Code FRC2010/TPI2007 CSI TC 0.88 BC 0.79 WB 0.15 (Matrix-M) DEFL in (loc) l/defl Vert(LL) 0.24 6-7 >999 Vert(TL) -0.37 6-7 >666 Horz(TL) 0.10 5 n/a Ud 360 240 n/a PLATES GRIP MT20 244/190 Weight: 82 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.1 *Except* T2: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 5=1159/0-8-0 (min. 0-1-11), 2=1378/0-8-0 (min. 0-1-15) Max Horz 2=95(LC 3) Max Uplift5=-926(LC 3), 2=-1281(LC 3) Max Gray 5=1449(LC 6), 2=1624(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-3251/1905, 15-16=-3235/1907, 3-16=-3153/1923, 3-4=-3109/2054, 4-5=-3291/2048 BOT CHORD 2-7=-1693/2990, 6-7=-1687/2998, 5-6=-1825/3033 WEBS 3-6=-207/317 Structural wood sheathing directly applied. Rigid ceiling directly applied or 4-1-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) -2-1-1 to 0-10-15, Interior(1) 0-10-15 to 2-9-1, Exterior(2) 2-9-1 to 20-4-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 1, 3, 5, 2, 7 and 6 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 4 checked for a plus or minus 4 degree rotation about its center. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 926 Ib uplift at joint 5 and 1281 Ib uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound ,Raga` i, P.E. on3u1ting En"-0'1Cr MS 13901 S.W. 108 ± fv1'.S1m , t 1 J i ii { 31176 T gif: e 30-n2`ry 2 2S Fax .aJ3t Jess',L i x„ If,. `' 'u.~36921 of -net : s. Job Truss Truss Type Qty Ply 'ADD: RODRIGUEZ (PHASE 1) 0011 8161 B1 COMMON TRUSS 2 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA N -2-0-0 2-0-0 15 4x4 3.50t2 Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:05 2013 Pag I D:?U 1 vvRtjZegaXkaR 1 iKisaypJ Wp-_BI N WI g8 Q NJ 9m nZxwghxku6 PXnFDkomztF7X3AyoYre 6-7-8 13-3-0 I 15-3-0 6-7-8 6-7-8 2-0-0 16 6-7-8 4x6 = 3 W1 B1 6 1x4 II 17 13-3-0 18 4x4 6-7-8 6-7-8 Scale = 1:30.0 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.97 BC 0.56 WB 0.05 (Matrix-M) DEFL in (loc) I/deft Ud Vert(LL) 0.08 6 >999 360 Vert(TL) -0.17 6-14 >960 240 Horz(TL) 0.03 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 55 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (Ib/size) 2=960/0-8-0 (min. 0-1-8), 4=960/0-8-0 (min. 0-1-8) Max Uplift2=-1162(LC 3),'4=-1162(LC 3) Max Gray 2=1290(LC 6), 4=1290(LC 6) BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-11-13 oc bracing. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-2075/1270, 15-16=-2060/1280, 3-16=-1987/1288, 3-17=-1987/1288, 17-18=-2060/1280, 4-18=-2075/1270 BOT CHORD 2-6=-967/1861, 4-6=-967/1861 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Part. Encl., GCpi=0.55; C-C Exterior(2) -2-1-1 to 0-10-15, Interior(1) 0-10-15 to 3-7-8, Exterior(2) 3-7-8 to 6-7-8, Interior(1) 9-7-8 to 12-4-1; 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 1162 Ib uplift at joint 2 and 1162 Ib uplift at joint 4. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard MahrnC7ilir-1 P.E. Consul inn En`:In S 1 901 S.W. 10 AN/. • �� Ii=i, Floiid :'. 3✓' f. 76 P hoa 305-253- : 2 1 Fax .-)(. -23- 2} S r 2 :Florida Professional Stud tlr r 1{' 1 ,- :vU 369 l Job 8161 Truss B2 Truss Type COMMON TRUSS Oty 2 Ply ADD: RODRIGUEZ (PHASE 1) 0012 DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA -2-0-0 2-0-0 0 3.50 12 T1 11 Job Reference (optional) Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:05 2013 Peg ID:?U1wRtjZegaXkaR1 iKisaypJWp-_BINWIg8Q NJ 9m nZxwghxku6PM n EpkI LztF7X3AyoYre 6-7-8 10-8-0 6-7-8 4-0-8 12/ 4x6 = W1 Scale = 1:21.5 T\� 3x4 W2 4x4 = 6-7-8 B1 6 3x4 = 10-8-0 3x6 I I 6-7-8 4-0-8 Plate Offsets (X,Y): [2:0-3-3,0-1-10],[4:0-1-4,0-1-8], [6:0-1-12,0-1-8] LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.98 BC 0.59 WB 0.20 (Matrix-M) DEFL in (loc) I/deft Vert(LL) -0.10 6-10 >999 Vert(TL) -0.20 6-10 >628 Horz(TL) 0.03 2 n/a L/d 360 240 n/a PLATES GRIP MT20 244/190 Weight: 48 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2D *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (lb/size) 2=823/0-8-0 (min. 0-1-8), 5=585/0-2-8 (min. 0-1-8) Max Horz 2=206(LC 3) Max Uplift2=-1060(LC 3), 5=-702(LC 3) Max Grav2=1075(LC 6), 5=903(LC 6) BRACING TOP CHORD BOT CHORD FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-1347/896, 11-12=-1331/905, 3-12=-1259/914, 3-4=-1318/938, 4-5=-897/715 BOT CHORD 2-6=-809/1194 WEBS 4-6=-719/1135 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 6-4-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Part. Encl., GCpi=0.55; C-C Exterior(2) -2-1-1 to 0-10-15, Interior(1) 0-10-15 to 3-7-8, Exterior(2) 3-7-8 to 6-7-8; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1060 Ib uplift at joint 2 and 702 Ib uplift at joint 5. 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 Ma mound Zolfagh ri, P.E. Ccnsuiti •, �� � Engineers 13901 S.W. 108 Florida a 33176 hr o f 3 05 - 5 -.24.) o ing, License No. 36921 C =h No 636 Qty Ply ADD: RODRIGUEZ (PHASE 1) 0013 1 1 lob !Truss Truss Type 8161 I BG3 HIP TRUSS i DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA -2-0-0 2-0-0 Q 1x4 11 2 2 3.50112 4x4 5-0-0 5-0-0 5-0-0 4x8 = 3 / I [ 2x4 11 Job Reference (optional) j Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:11:23 2013 Pag ID ?U1vvRtjZegaXkaR1 iKisaypJWp-D6mVix9oJT16jKLtTsw511 MFKsyPuoXnDiyJbcyoYsl 8-3-0 13-3-0 15-3-0 3-3-0 5-0-0 2-0-0 17 8-3-0 4x4 = 4 3x4 = 13-3-0 4x4 5-0-0 3-3-0 5-0-0 Scale = 1:30.5 1x4 II 6 0 0 Plate Offsets (X,Y): [3:0-5-4,0-2-0],[4:0-2-4,0-2-4] LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FRC2010/TPI2007 CSI TC 0.96 BC 0.43 WB 0.03 (Matrix-M) DEFL in (loc) 1/deft Vert(a) 0.17 7-8 >942 Vert(TL) -0.14 7-8 >999 HOrz(TL) -0.03 5 n/a L/d 360 240 n/a PLATES GRIP MT20 244/190 Weight: 72 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP No.2D BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS (Ib/size) 2=1090/1-4-0 (min. 0-1-8), 5=1090/1-4-0 (min. 0-1-8) Max Uplift2=-1652(LC 3), 5=-1653(LC 3) Max Grav2=1244(LC 2), 5=1244(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2165/2856, 3-17=-2013/2801, 4-17=-2013/2801, 4-5=-2158/2841 BOT CHORD 2-8=-2477/2010, 8-18=-2473/2021, 7-18=-2473/2021, 5-7=-2462/2003 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins. Rigid ceiling directly applied or 4-6-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Part. Encl., GCpi=0.55; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1652 Ib uplift at joint 2 and 1653 Ib uplift at joint 5. 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) 67 Ib down and 489 Ib up at 5-0-0, and 67 Ib down and 489 Ib up at 6-7-8, and 67 Ib down and 489 Ib up at 8-3-0 on top chord, and 35 Ib down and 36 Ib up at 5-0-12, and 35 Ib down and 36 Ib up at 6-7-8, and 35 Ib down and 36 Ib up at 8-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-95, 3-4=-95, 4-6=-95, 11-14=-20 Concentrated Loads (Ib) Vert: 3=-53 4=-53 8=-33 7=-33 17=-53 18=-33 2) Regular Only: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-110, 3-4=-110, 4-6=-110, 11-14=-20 Concentrated Loads (Ib) Vert: 3=-67 4=-67 8=-35 7=-35 17=-67 18=-35 Continued on page 2 ]' ahrnou d Zolfugha%g P.E. Consulting Engineers 133901 S.W. 108 tof, . Florida 33176 Phone A4 5- 53-1..^,. 8 7 7 11 a r CtU. . i(,_Ud.i.o '] 1":7c �:p ceil,;e No. 3u9 1Job Truss -Truss Type Qty Ply ADD: RODRIGUEZ (PHASE 1) 0013 8161 BG3 HIP TRUSS 1 1 IJob Reference (optional) j DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:11:23 2013 Pag ID ?U 1 vvRtjZegaXkaR 1 iKisaypJ Wp-D6m Vix9oJT 16jKLtTsw511 M F KsyPuoXn DiyJbcyoYsl LOAD CASE(S) 3) C-C Wind: Lumber Increase=1.60, Plate Increase=1.60 Upiform Loads (plf) Vert: 1-2=175, 2-3=147, 3-4=143, 4-5=147, 5-6=175, 11-14=-10 Horz: 1-2=-185, 2-3=-157, 4-5=157, 5-6=185 Concentrated Loads (Ib) Vert: 3=231 4=231 8=26 7=26 17=231 18=26 4) C-C Wind Positive: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-21, 2-3=-125, 3-4=-115, 4-5=-125, 5-6=-21, 11-14=-20 Horz: 1-2=-29, 2-3=75, 4-5=-75, 5-6=29 Concentrated Loads (Ib) Vert: 3=489 4=489 8=36 7=36 17=489 18=36 5) Live Only: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-3=-50, 3-4=-50, 4-6=-50, 11-14=-20 Concentrated Loads (Ib) Vert: 3=-14 4=-14 8=-27 7=-27 17=-14 18=-27 6) C-C Wind Positive + Regular: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-73, 2-3=-152, 3-4=-144, 4-5=-152, 5-6=-73, 11-14=-20 Horz: 1-2=-22, 2-3=57, 4-5=-57, 5-6=22 Concentrated Loads (Ib) Vert: 3=374 4=374 8=26 7=26 17=374 18=26 7) 1st unbalanced Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-95, 3-4=-95, 4-6=-50, 11-14=-20 Concentrated Loads (Ib) Vert: 3=-53 4=-53 8=-33 7=-33 17=-53 18=-33 8) 2nd unbalanced Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-50, 3-4=-95, 4-6=-95, 11-14=-20 Concentrated Loads (Ib) Vert: 3=-53 4=-53 8=-33 7=-33 17=-53 18=-33 9) 3rd unbalanced Regular Only: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-110, 3-4=-110, 4-6=-50, 11-14=-20 Concentrated Loads (Ib) Vert: 3=-67 4=-67 8=-35 7=-35 17=-67 18=-35 10) 4th unbalanced Regular Only: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-50, 3-4=-110, 4-6=-110, 11-14=-20 Concentrated Loads (Ib) Vert: 3=-67 4=-67 8=-35 7=-35 17=-67 18=-35 • Mahnound Zolfaghari, P.E. Enginee S Consulting��� , 13901 S.W. 108 i- .. Miain , Florida. 33176 !! a Phone30;r-,263--242 fax ,�tO`J-'?..i��w�•'1b .f ioiida Professional ` S a tcti L;,,,;;ise No. 36921 636 To-b ITruss Truss Type Qty Ply ADD: RODRIGUEZ (PHASE 1) 0014 8161 CJ7 DIAGONAL HIP GIRDER 3 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA -3-0-2-2-9-15 0-213 2-9-15 3x4 2 W1 13 Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:11:23 2013 Pag I D:? U 1 vvRtjZegaXkaR 1 iKisaypJWp-D6mVix9oJT16jKLtTsw511 M G HsyvunZn DiyJ bcyoYs I 3-6-7 7-0-14 3-6-7 3-6-7 2.48 DT T1 3x4 = 14 3 2x4 II 4 5 Fj W4 B1 15 3x6 = 3-6-7 8 1x4 II 16 7-0-14 7 6 3x6 = 3-6-7 3-6-7 Scale = 1:19.1 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FRC2010/TPI2007 CSI TC 0.90 BC 0.40 WB 0.10 (Matrix-M) DEFL in (loc) I/defl Vert(LL) 0.04 7-8 >999 Vert(TL) -0.04 7-8 >999 Horz(TL) -0.01 2 n/a Lid 360 240 n/a PLATES GRIP MT20 244/190 Weight: 37 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS (Ib/size) 2=535/0-11-5 (min. 0-1-8), 7=285/0-2-8 (min. 0-1-8) Max Horz 2=309(LC 3) Max Uplift2=-924(LC 3), 7=-435(LC 3) Max Grav2=678(LC 6), 7=327(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-946/1068, 3-13=-270/392, 4-7=-202/273 BOT CHORD 2-15=-820/600, 8-15=-527/229, 8-16=-527/229, 7-16=-527/229 WEBS 3-7=-239/548 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-6-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; VuIt=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 924 Ib uplift at joint 2 and 435 Ib uplift at joint 7. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. - 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 134 Ib up at 1-5-4, and 0 Ib down and 485 Ib up at 4-3-4 on top chord, and 22 Ib down and 85 Ib up at 1-5-4, and 2 Ib down and 18 Ib up at 4-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-95, 4-5=-95, 6-10=-20 Concentrated Loads (Ib) Vert: 13=134 14=48 15=82 16=7 2) Regular Only: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-110, 4-5=-110, 6-10=-20 Concentrated Loads (Ib) Vert: 13=134 14=51 15=82 16=10 Continued on page 2 Mahmound dolt a _ an P.E. Consulting Eng 3 s 13901 M.W. 108 Lb�A• Miami, Florida 33176 Phone 30, ?5 ' <4.2 Fax .)05-23 -`1.2=:1J r 1„ t fi j�kr rt�<;; .4 P e� tT h -,l_� Lc;f License, No. 36921 o 636 -Job -Truss Truss Type Qty Ply ADD: RODRIGUEZ (PHASE 1) 0014 8161 CJ7 DIAGONAL HIP GIRDER 3 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPIN EIRA un: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:11:23 2013 Pag ID:?U1wRtjZegaXkaRliKisaypJWp-D6mVix9oJT16jKLtTsw511 MGHsyvunZnDiyJbcyoYsl LOAD CASE(S) 3) C-C Wind: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=139, 4-5=175, 6-10=-10 Horz: 1-4=-149, 4-5=-185 Concentrated Loads (Ib) Vert: 13=54 14=-0 15=-22 16=-2 4) C-C Wind Positive: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-104, 4-5=-12, 6-10=-20 Horz: 1-4=54, 4-5=-38 Concentrated Loads (Ib) Vert: 13=134 14=485 15=-2 16=18 5) Live Only: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-4=-50, 4-5=-50, 6-10=-20 Concentrated Loads (Ib) Vert: 13=134 14=38 15=82 16=-2 6) C-C Wind Positive + Regular: Lumber'Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-135, 4-5=-66, 6-10=-20 Horz: 1-4=40, 4-5=-29 Concentrated Loads (Ib) Vert: 13=134 14=383 15=85 16=18 Ma no nd c i bx ri, P.E. Con3.111±7eg E.n3:wl? TS 13901 S. S.W. 108 Floridai 7 1 Phone 4 ,t3" ?7.r 41a )0.5-23::)-v.7:J.�}g '1 lv tit .3 r i� -� l' :. L .�7 s� z No. 46921 Job l russ Truss Type Qty Ply ADD: RODRIGUEZ (PHASE 1) 0015 8161 CJ7A DIAGONAL HP GIRDER 2 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA -3-0.2 0-2-3 1x4 11 -2-9-15 2-9-15 2 W1 13 Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:11:24 2013 Pag I D:? U 1 vvRtjZegaXka R 1 iKisaypJ Wp-h I KtvHAQ 3n9z LTw31 ZR KZFvVYGGwd E7xR M hs72yoYsH 3-6-7 7-0-14 3-6-7 3-6-7 2.48112 T1 3x4 r 14 3 W2 2x4 11 4 5 Hi W4 B1 •..-... Y."......••...•.•. •'000.'•O'ODOOJO.000'•O•••O.O •OJO�O'000�'DO1.........00'. 4x4 = 15 3-6-7 3-6-7 8 1x4 11 16 7-0-14 3-6-7 7 6 3x6 = Scale = 1:19.1 Plate Offsets (X,Y): [2:0-3-12,0-1-4] LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase - 1.33 Lumber Increase 1.33 Rep Stress Incr NO Code FRC2010/TP12007 CSI TC 0.61 BC 0.54 WB 0.08 (Matrix-M) DEFL in (loc) I/defl Vert(LL) 0.04 7-8 >999 Vert(TL) -0.04 7-8 >999 Horz(TL) 0.01 2 n/a LJd 360 240 n/a PLATES GRIP MT20 244/190 Weight: 37 Ib FT = 0% LUMBER TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS (Ib/size) 2=585/1-11-6 (min. 0-1-8), 7=318/0-2-8 (min. 0-1-8) Max Horz 2=376(LC 3) Max Uplift2=-908(LC 3), 7=-452(LC 3) Max Gray 2=688(LC 2), 7=359(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - AN forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-1378/788, 3-13=-360/167, 4-7=-213/343 BOT CHORD 2-15=-579/907, 8-15=-310/381, 8-16=-310/381, 7-16=-310/381 WEBS 3-7=-396/322 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-9-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. •' NOTES 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.opsf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Part. Encl., GCpi=0.55; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 908 Ib uplift at joint 2 and 452 Ib uplift at joint 7. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 281 Ib down and 228 Ib up at 1-5-4, and 2 Ib down and 375 Ib up at 4-3-4 on top chord, and 7 Ib down and 96 Ib up at 1-5-4, and 2 Ib down and 18 Ib up at 4-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) 1) Regular: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-95, 4-5=-95, 6-10=-20 Concentrated Loads (Ib) Vert: 13=94 14=8 15=82 16=7 2) Regular Only: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=-110, 4-5=-110, 6-10=-20 Concentrated Loads (Ib) Vert: 13=94 14=11 15=82 16=10 Continued on page 2 1\42. mound Zolfagh P.E. Consulting Enc::lt L , 13901 S.W. i.08 x'Ys3ia'U,. ?Mc; mi, Florida. 33176 Phone 305-253..2428 Fax iC?5-21)--t24,b t f na1 i,r.�,..in.ec e n r r�i�,l:ca P•�:,�s�.�::t . �..��,,:.�.,R�i'f�?g; License No. 3t�92) Ins , cto i_.,o no _ No 636 Job 8161 Truss CJ7A Truss Type DIAGONAL HIP GIRDER DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Qty 2 P y ADD: RODRIGUEZ (PHASE 1) 00151 Job Reference (optional) Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:11:24 2013 Pag I D:?U 1 wRtjZegaXka R 1 iKisaypJ Wp-h I KtvHAQ3n9zLTw31 ZR KZFvVYGGwd E7xRM hs72yoYsH LOAD CASE(S) 3) C-C Wind: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=175, 2-4=170, 4-5=175, 6-10=-10 Horz: 1-2=-185, 2-4=-180, 4-5=-185 Concentrated Loads (Ib) Vert: 13=-281 14=-1 15=-7 16=-2 4) C-C Wind Positive: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-12, 2-4=-135, 4-5=-12, 6-10=-20 Horz: 1-2=-38, 2-4=85, 4-5=-38 Concentrated Loads (Ib) Vert: 13=94 14=375 15=13 16=18 5) Live Only: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-4=-50, 4-5=-50, 6-10=-20 Concentrated Loads (Ib) Vert: 13=94 14=-2 15=82 16=-2 6) C-C Wind Positive + Regular: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-66, 2-4=-159, 4-5=-66, 6-10=-20 Horz: 1-2=-29, 2-4=64, 4-5=-29 Concentrated Loads (Ib) Vert: 13=228 14=290 15=96 16=18 M ahmo i-nd ' .' _ ' P.E. 13901 S.W. 10 For: a 331,76 E1 30 -.2 3 1;28 Fax .,O5-23a 7 iy f)(ytw ) )G ` s el�; Tina License No. 36921 No 67 I Job Truss Truss Type Qty Ply i ADD: RODRIGUEZ (PHASE 1) 8161 J5 Jack -Open Truss 15 1 0020 MC. - ^ Job Reference (optional) -2-0-0 un: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:07 2013 Pag I D:?U 1 vvRtjZegaXkaR 1 iKisaypJ Wp-waQ7x_hOx?Zt?4iK25jPpJBgcb_DC hzG KYce73yoYrc 5-0-0 0 2-0-0 01 2x4 = 5-0-0 5-0-0 3 5-0-0 Scale = 1:13.9 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.68 BC 0.34 WB 0.00 (Matrix-M) DEFL in (loc) I/defl Lid Vert(LL) -0.06 4-8 >983 360 Vert(TL) -0.11 4-8 >524 240 Horz(TL) 0.02 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 21 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 3=186/0-1-8 (min. 0-1-8), 2=524/0-8-0 (min. 0-1-8), 4=56/0-1-8 (min. 0-1-8) Max Horz 2=341(LC 3) Max Uplift3=-302(LC 3), 2=-744(LC 3), 4=-3(LC 3) Max Grav3=292(LC 6), 2=599(LC 2), 4=84(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-880/472 Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 3=302, 2=744. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahn0',in �0;2'z i:Iz i, P.E. Consulting Engineers 13901 S.Vv7. 108 M-Florida 13176 Phone 35253-742 Fax 505-23 )--t2'4S v, F ..r 1@O. 50921 36 Job Truss Truss Type .Qty Ply ADD: RODRIGUEZ (PHASE 1) 0021 8161 J5A JACK -OPEN TRUSS 3 1 Job Reference (optional) Princeton, I-L ssusz, -2-0-0 un: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:07 2013 Pag I D:?U 1 vvRtjZegaXkaR 1 iKisaypJWp-waQ7x_hOx?Zt?4iK25jPpJ BgMbyQChzGKYce73yoYrc 5-0-0 1 2-0-0 2 01 3.50 12 2x4 5-0-0 B1 5-0-0 3 5-0-0 Scale = 1:13.9 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.69 BC 0.45 WB 0.00 (Matrix-M) DEFL in (loc) I/defl Lid Vert(LL) -0.08 4-8 >708 360 Vert(TL) -0.14 4-8 >434 240 Horz(TL) 0.02 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 21 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 3=186/0-1-8 (min. 0-1-8), 2=524/1-4-0 (min. 0-1-8), 4=56/0-1-8 (min. 0-1-8) Max Horz 2=386(LC 3) Max Uplift3=-374(LC 3), 2=-813(LC 3), 4=-16(LC 3) Max Gray 3=346(LC 6), 2=599(LC 2), 4=97(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or Tess except when shown. TOP CHORD 2-3=-906/472 Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Part. Encl., GCpi=0.55; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 3=374, 2=813. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Y.tcathnoun E Zoll g xar P.E. Consulting Engineers 13901 S.I. 108 1 iami, Florida. 33176 6 �g F')ioa 30' y 3-2L�.2)J Fax .>( 573',„ ?4S Florida r',oas tr...".i E116.11r;`.z• `,,' P. No. 36921 Job Truss Truss yI pe ty Ply I ADD: RODRIGUEZ (PHASE 1) 00181 8161 J3 Jack -Open Truss 6 1 Job Reference (optional) TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA -2-0-0 Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:06 2013 Pag I D:?U 1 vvRtjZegaXka R 1 iKisaypJ Wp-S NsljehmAh R0Ow78UOCAG 5efsBiRTEj75vs4bcyoYrd 3-0-7 0 0 0 2-0-0 3x4 = 3-0-7 3-0-7 3-0-7 Scale = 1:10.2 rn 0 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.68 BC 0.12 WB 0.00 (Matrix-M) DEFL in (loc) I/defl Lid Vert(LL) -0.01 4-8 >999 360 Vert(TL) -0.01 4-8 >999 240 Horz(TL) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 15 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 3=89/0-1-8 (min. 0-1-8), 2=439/0-8-0 (min. 0-1-8), 4=13/0-1-8 (min. 0-1-8) Max Horz 2=250(LC 3) Max Uplift3=-139(LC 3), 2=-674(LC 3) Max Gray 3=160(LC 6), 2=504(LC 2), 4=52(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-750/427 BOT CHORD 2-4=-255/354 Structural wood sheathing directly applied or 3-0-7 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 3=139, 2=674. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmourid ZOifag,hai'7, P.E. Consulting Engirt s 13901 S.W. 108 Ply,. 1) ;.arm1, ricTicja 33176 PhoneS-7 r'1O.t{.1u i`S`t^AL " 4 t s.r T '. C. . fr' j °; r'rr 1s.1'cc s JobTruss ITruss Type 1Qty Ply IADD: RODRIGUEZ(PHASE 1) 0019 8161 J3A I JACK -OPEN TRUSS 4 1 I Job Reference (optional) ;O TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 0 1x4 II -2-0-0 2-0-0 2 Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:06 2013 Pag I D:7 U 1 vvRtjZegaXka R 1 iKisaypJ Wp-SN sljehmAh R0Ow78 U OCAGSefs Bh nTEj75vs4bcyoYrd 3-0-7 3-0-7 3.50112 3x4 = 3-0-7 3-0-7 Scale = 1:10.2 0 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.68 BC 0.16 WB 0.00 (Matrix-M) DEFL in (loc) 1/deft Vert(LL) -0.02 4-8 >999 Vert(TL) -0.02 4-8 >999 Horz(TL) 0.00 3 n/a Ud 360 240 n/a PLATES GRIP MT20 244/190 Weight: 15 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS FORCES (Ib) TOP CHORD BOT CHORD BRACING TOP CHORD BOT CHORD (Ib/size) 3=89/0-1-8 (min. 0-1-8), 2=439/1-4-0 (min. 0-1-8), 4=13/0-1-8 (min. 0-1-8) Max Horz 2=277(LC 3) Max Uplift3=-182(LC 3), 2=-715(LC 3) Max Gray 3=192(LC 6), 2=504(LC 2), 4=61(LC 4) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-3=-755/427 2-4=-255/320 Structural wood sheathing directly applied or 3-0-7 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. 11; Exp D; Part. Encl., GCpi=0.55; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 3=182, 2=715. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Maramound s cif :x ri, F.E. Consulting Engines 13901 S.W. 108 Miami, Florida a 33176 -,:1ae 105:- z: -2478 Fax iO5-23 -'-r2eurb ine r)nn License No. 36921 Job Truss Truss Type Qty Ply ADD: RODRIGUEZ (PHASE 1) 0016 8161 J1 Jack -Open Truss 6 1 Job Referencejpptional) V I KUJJ I.VMYHNY INV., - rInceton, I-L 33U31, Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:06 2013 Pag I D:? U 1 wRtjZegaXka R 1 iKisaypJ Wp-S N sljehmAh R00w78U OCAG 5efsBhJTEj75vs4 bcyoYrd -2-0-0 1-0-7 c m 0 2-0-0 01 3.50112 2 T1 4x4 = 1-0-7 B1 1-0-7 3 1-0-7 0 Scale = 1:7.1 Plate Offsets (X,Y):-[2:0-2-11,0-1-101 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.68 BC 0.19 WB 0.00 (Matrix-M) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) 0.00 8 0.00 8 0.00 2 I/deft >999 >999 n/a Ud 360 240 n/a PLATES GRIP MT20 244/190 Weight: 9 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 2=459/0-8-0 (min. 0-1-.8), 4=-85/0-1-8 (min. 0-1-8), 3=-59/0-1-8 (min. 0-1-8) Max Horz 2=160(LC 3) Max Uplift2=-804(LC 3), 4=-99(LC 2), 3=-68(LC 2) Max Gray 2=530(LC 2), 4=177(LC 3), 3=120(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-638/387 BOT CHORD 2-4=-270/411 Structural wood sheathing directly applied or 1-0-7 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. • 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 804 Ib uplift at joint 2, 99 Ib uplift at joint 4 and 68 Ib uplift at joint 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard IVialarriotmei P.E. Consulting Engineers 13901 S.W. 108 Miami, Florida 33176 ,76 se 05 253 2478 Fax .,EI5_23g- 2 01 .t a , . Tn 6921 'lob Truss 8161 J1A Truss Type JACK -OPEN TRUSS DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Oty I Ply tADD: RODRIGUEZ (PHASE 1) 0017 4 1 Job Reference (optional) Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:06 2013 Pag I D:? U 1 wRtjZegaXkaR 1 i KisaypJ Wp-SNsljeh mAhRO0w78UOCAG5efs Bh UTEj75vs4bcyoYrd -2-0-0 1-0-7 • 0 0 9 0 0 2-0-0 01 4x4 = 4 1-0-7 1-0-7 1-0-1 rn 0 0 Scale =1:7.1 Plate Offsets (X,Y): [2:0-2-3,0-1-141 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.68 BC 0.18 WB 0.00 (Matrix-M) DEFL in (loc) I/defl Ud Vert(LL) 0.00 8 >999 360 Vert(TL) 0.00 8 >999 240 Horz(TL) 0.00 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 9 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD BOT CHORD REACTIONS All bearings 0-11-11 except (jt=length) 3=0-1-8. (Ib) - Max Horz 2=169(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) 3 except 2=-1057(LC 3), 4=-321(LC 2) Max Gray All reactions 250 Ib or less atjoint(s) 3 except 2=677(LC 2), 4=516(LC 3), 2=585(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-534/325 BOT CHORD 2-4=-255/377 Structural wood sheathing directly applied or 1-0-7 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Part. Encl., GCpi=0.55; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=lb) 2=1057, 4=321, 2=1057. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Malimoumi Consulting Engineers 13901 S W. 108 Miami„ f,i. Florida 33176 • 7 i%.i_d a „>. .,.,. t Y.I1rr Cnrt ,e No. a(v921 a . Job 8161 Truss Truss ype -Qty V31A GABLE 1 DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 11-7-14 11-7-14 Ply ADD: RODRIGUEZ (PHASE 1) 0031 Job Reference (optional) Run: 7.350 s Sep 27 2012 Print 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:09 2013 Pag I D:? U 1 vvRtjZegaXkaR 1 iKisaypJ Wp-tyYu LgjfTcq bFOsi9WltukG8b PeJ gaYZos5kCxyoY ra 27-3-0 15-7-2 14 2x4 II 13 3.50 12 12 4x4 = 4 1110 3x4 27-3-0 9 8 Scale = 1:45.7 3x4 27-3-0 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress !nor YES Code FRC2010/TPI2007 CSI TC 0.77 BC 0.49 WB 0.12 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 102 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 27-3-0. (Ib) - Max Horz 14=-76(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) except 14=-168(LC 3), 7=-252(LC 3), 10=-197(LC 3), 12=-331(LC 3), 13=-325(LC 3), 9=-252(LC 3), 8=-504(LC 3) Max Gray All reactions 250 Ib or less at joint(s) 14 except 7=404(LC 6), 10=488(LC 6), 12=616(LC 6), 13=585(LC 6), 9=468(LC 6), 8=989(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-16=-202/311, 4-16=-158/321, 4-17=-156/318, 5-17=-197/309 WEBS 4-10=-394/232, 3-12=-540/374, 2-13=-501/358, 5-9=-440/312, 6-8=-784/500 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 8-7-14, Exterior(2) 8-7-14 to 11-7-14, Interior(1) 14-7-14 to 23-2-12; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 1x4 MT20 unless otherwise indicated. 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 168 Ib uplift at joint 14, 252 Ib uplift at joint 7, 197 Ib uplift at joint 10, 331 Ib uplift at joint 12, 325 Ib uplift at joint 13, 252 Ib uplift at joint 9 and 504 Ib uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmouri L`.L1i�u., 114: 1, P.E. Consulting Engineers 13901 S.W. 108 ply,. Florida 33176 . �y %5 C? "4 ' Fax 9.2 :ZS `,) m/ L i.cense No. 3692 qo.r ` rJob Truss Truss Type Qty Ply ADD: RODRIGUEZ (PHASE 1) 0030 8161 V29A - GABLE 1 1 Job Reference (optional) 0 TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPI 11-7-14 un: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:09 2013 Pag ID:?U1 wRtjZegaXkaR1 iKisaypJWp-tyYuLgjfTcgbFOsi9WltukGCUPgigasZos5kCxyoYra 26-1-14 11-7-14 3.50 12 N T-1 N �IIBTV n 14 3x8 II 13 ST2 12 16 11 3x4 = 4x4 = 4 T3 10 17 5 26-1-14 ST 9 14-6-0 T2 8 6 18 Scale = 1:43.0 3x4 26-1-14 Plate Offsets (X,Y): [14:0-4-8,0-1-8] LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.52 BC 0.34 WB 0.10 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 96 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 OTHERS 2x4 SP No.2 REACTIONS All bearings 26-1-14. (Ib) - Max Horz 14=-49(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) except 14=-159(LC 3), 7=-220(LC 3), 10=-196(LC 3), 12=-331(LC 3), 13=-332(LC 3), 9=-286(LC 3), 8=-437(LC 3) Max Gray All reactions 250 Ib or less at joint(s) 14 except 7=341(LC 6), 10=471(LC 6), 12=618(LC 6), 13=591(LC 6), 9=537(LC 6), 8=839(LC 6) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-16=-205/300, 4-16=-157/310, 4-17=-157/308, 5-17=-203/300 WEBS 4-10=-382/231, 3-12=-542/375, 2-13=-503/361, 5-9=-488/341, 6-8=-672/438 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 8-7-14, Exterior(2) 8-7-14 to 11-7-14, Interior(1) 14-7-14 to 22-1-10; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 1x4 MT20 unless otherwise indicated. 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 159 Ib uplift at joint 14, 220 Ib uplift at joint 7, 196 Ib uplift at joint 10, 331 Ib uplift at joint 12, 332 Ib uplift at joint 13, 286 lb uplift at joint 9 and 437 Ib uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard (M4�ahrrn�}O..L rf; Zoifap;{.haii P.E, � onsuiting Engineers ss 13901 S.W. 1 O . .i it tJ "-vv.. Miami, F j'� '. � -'E3• 3 3176 .r :l xIn. 30 - ;53 14 28 T,4 x gO3-23 -- 2'+y frof ,,y2.ttdi j 1 !1 !ii�r{dl ." L i 2? 4f. ,'+c) � e. 1 -J b Truss Truss Type Qty Ply ADD: RODRIGUEZ (PHASE 1) 0029 8161 V25A Valley Truss 1 1 j Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA (,) 3x4 14 10-10-14 10-10-14 3.50112 j 10-10-14 10-10-14 13 5x6 = Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:09 2013 Pag I D:?U 1 wRtjZegaXka R 1 iKisaypJ Wp-tyYuLgjfTcgbFOsi9WltukGGl Pj LgalZos5 kCxyoYra 12-4-14� 24-1-14 1-6-0 4x4 = 4x4 = 4 5 ��T2�� 12 11 12-4-14 1-6-0 10 11-9-0 24-1-14 11-9-0 9 3x4 Scale = 1:40.1 Ln Plate Offsets (X,Y):J13:0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.31 BC 0.17 WB 0.07 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 88 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide. REACTIONS All bearings 24-1-14. (Ib) - Max Horz 1=-1(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-142(LC 3), 8=-104(LC 3), 13=-336(LC 3), 14=-379(LC 3), 10=-379(LC 3), 9=-329(LC 3), 12=-111(LC 3), 11=-183(LC 3) Max Gray All reactions 250 Ib or less at joint(s) 1, 8, 12 except 13=522(LC 6), 14=673(LC 6), 10=613(LC 6), 9=575(LC 6), 11=344(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-13=-458/382, 2-14=-553/391, 6-10=-535/425, 7-9=-480/345, 5-11=-287/212 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 0-2-2 to 3-2-2, Interior(1) 3-2-2 to 6-7-15, Exterior(2) 6-7-15 to 16-7-13, Interior(1) 16-7-13 to 20-0-15; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 1x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable requires continuous bottom chord bearing. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 Ib uplift at joint 1, 104 Ib uplift at joint 8, 336 Ib uplift at joint 13, 379 Ib uplift at joint 14, 379 Ib uplift at joint 10, 329 Ib uplift at joint 9, 111 Ib uplift at joint 12 and 183 Ib uplift at joint 11. 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 Mahrnol nd Z6J�i.: %z 1) P.L. Consulti,A 13901 S.W. 108 Miami, Florida 3317E 3 77 No. :i°)2 Tob Truss Truss Type Qty Ply ADD: RODRIGUEZ (PHASE 1) 0028 8161 V21 Valley Truss 1 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 7-9-0 Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:08 2013 Pag ID:?U1wRtjZegaXkaR1 iKisaypJWp-Om_W8Ki1 ilhkdEHWcpEeLWkxP?FXx7ZPZCLBgVyoYrb 13-3-0 21-0-0 4x4 7-9-0 3.50 12 7-9-0 7-9-0 5x6 2 6 5x6 = 5-6-0 7-9-0 13-3-0 5-6-0 5x6 3 5 1x4 II 21-0-0 7-9-0 4x4 Scale = 1:33.7 Plate Offsets (X,Y): 2:0-2-12,Edge], [3:0-2-12,Edge], [6:0-3-0,0-3-0] LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber lncrease 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.93 BC 0.65 WB 0.11 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl n/a - n/a n/a - n/a 0.00 4 n/a Ud 999 999 n/a PLATES GRIP MT20 244/190 Weight: 65 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 21-0-0. (Ib) - Max Uplift All uplift 100 Ib or less at joint(s) except 1=-311(LC 3), 4=-302(LC 3), 6=-577(LC 3), 5=-588(LC 3) Max Gray All reactions 250 Ib or less atjoint(s) except 1=453(LC 6), 4=440(LC 6), 6=909(LC 6), 5=918(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-6=-734/593, 3-5=-740/598 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 311 Ib uplift at joint 1, 302 Ib uplift at joint 4, 577 Ib uplift at joint 6 and 588 Ib uplift at joint 5. 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 lairacimclb a i . rig P.E. Consulting c i'.� inners 13901 S.W. F 1053 }Moat13175 41 ., iPrix Y� P� Eo 17,e No. 36921 Job Truss -Truss Type Qty ' y ADD: RODRIGUEZ (PHASE 1) 8161 V17 Valley Truss 1 1 00271 OPCfl TRI ICC r rI.ADAAIv IA, D............. o oonon ..nnir� rnn,ur..�w Job Reference (optional) 3-9-0 3-9-0 3.50112 4x4 = 2 'tun: 7,350 s Sep 27 2012 Pent: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:08 2013 Pag ID:?U1vvRtjZegaXkaR1 iKisaypJWp-Om_W8Ki1 ithkdEHWcpEeLWk2D?09x7nPZCLBgVyoYrb 13-3-0 17-0-0 9-6-0 3-9-0 1x4 11 9 3 10 T2 3x4 8 5x6 = 3-9-0 7 1x4 II 13-3-0 B2 4x4 = 4 Scale = 1:27.3 N 5 6 1x4 II 3-9-0 9-6-0 1 3x4 17-0-0 Plate Offsets (X,Y LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 8:0-3-0,0-3-0] SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress lncr YES Code FRC2010/TPI2007 CSI TC 0.49 BC 0.10 WB 0.09 (Matrix) DEFL in (loc) l/defl L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 5 n/a n/a 3-9-0 PLATES GRIP MT20 244/190 Weight: 50 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 ' OTHERS 2x4 SP No.2 REACTIONS All bearings 17-0-0. (Ib) - Max Uplift All uplift 100 lb or less at joint(s) except 1=-132(LC 3), 5=-120(LC 3), 7=-467(LC 3), 8=-312(LC 3), 6=-324(LC 3) Max Gray All reactions 250 Ib or less at joint(s) 1, 5 except 7=740(LC 6), 8=502(LC 6), 6=518(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-7=-651/521, 2-8=-422/349, 4-6=-424/351 BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 1-0-4 to 7-11-15, Interior(1) 7-11-15 to 9-0-1, Exterior(2) 9-0-1 to 13-3-0; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 Ib uplift at joint 1, 120 Ib uplift at joint 5, 467 Ib uplift at joint 7, 312 Ib uplift at joint 8 and 324 Ib uplift at joint 6. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Ma1Anound .Zol aghari, Consulting Engineers 13901 Sr 108 331.76 3O 25 2r.28 Fax J0_23.•)--24?t { Seri. f..,:,_ nai :;.e'. e No. 3692 t Job Truss Truss Type Qty PTy ADD: RODRIGUEZ (PHASE 1) 0023 8161 MV12 Valley Truss 2 1 I Job Reference (pptional) MPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:08 2013 Pag ID:?U1 vvRtjZegaXkaR1 iKisaypJWp-Om_W8Ki1 ilhkdEHWcpEeLWk2p?LGx7rPZCLBgVyoYrb 12-0-0 12-0-0 3x4 3.50 FIT 1x4 II 2 7 1x4 I1 — B1 T1 1x4 i1 3 ST2 6 1x4 11 2x4 11 Scale = 1:21.1 4 W1 5 2x4 II LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL . 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSl TC 0.45 BC 0.29 WB 0.09 (Matrix) DEFL in (loc) l/defl Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) -0.00 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 44 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 12-0-0. •' (Ib) - Max Horz 1=363(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) 5 except 1=-127(LC 3), 7=-496(LC 3), 6=-329(LC 3) Max Gray All reactions 250 Ib or less at joint(s) 5 except 1=273(LC 6), 7=828(LC 6), 6=426(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-294/118, 2-8=-285/160 WEBS 2-7=-673/497, 3-6=-391/383 NOTES 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 7-7-5, Exterior(2) 7-7-5 to 11-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b) 1=127, 7=496, 6=329. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mai?I ourici Zoliaghari, Y.E Consulting Enaineer-S Miami, 13901 S.W. 1 0 8 }y li fg�/ ��q. g ' i�.✓,-....a. 33 76 : )u 14.a rO '-3:-.91: ! F. 'i C' c. T N 3692'. Job Truss Truss Type Qty Ply ADD: RODRIGUEZ (PHASE 1) 0022 8161 MV10 Valley Truss 2 1 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:08 2013 Pag I D:?U 1 vvRtjZegaXka R 1 iKisaypJWp-Om_W8 Ki 1 iI h kd E H WcpEeLWk2j?N Wx7 U PZC LBgVyoYrb 10-0-0 9 10-0-0 3x4 I Scale = 1:17.8 3 3.50 rlY 1x4 II 7 2 W1 L ST1 B1 2x4 5 1x4 II 4 2x4 II LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.46 BC 0.14 WB 0.11 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 34 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 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. REACTIONS (Ib/size) 1=172/10-0-0 (min. 0-1-9), 4=233/10-0-0 (min. 0-1-9), 5=611/10-0-0 (min. 0-1-9) Max Horz 1=328(LC 3) Max Upliftl=-93(LC 3), 4=-260(LC 3), 5=-595(LC 3) Max Gray 1=204(LC 6), 4=312(LC 6), 5=821(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-271/282 WEBS 2-5=-697/627 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2) 1-0-4 to 4-0-4, Interior(1) 4-0-4 to 5-7-5, Exterior(2) 5-7-5 to 9-10-4; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=lb) 4=260, 5=595. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Consulting 13901 S.W. 1.08 r ''e, Miami, Florida -t 3317 Phone 's, r -253-2428 Pax jut :�t lsofn'`S4.'»=a .12tikift i P:, i ^ im, No 36921 Job . I russ !Truss Type Qty Ply !ADD: RODRIGUEZ (PHASE 1) 8161 MV8 I Valley Truss 2 1 1 Job Reference (optional) 0026 DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA 4-0-0 4-0-0 Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:07 2013 Pag ID: ?U1 vvRtjZegaXkaR 1 iKisaypJ Wp-waQ7x_hOx?Zt?4i K25jP pJ Bvyb2ACg EG KYce73yoYrc 8-0-0 4-0-0 1 3.50 12 1x4 II 2 Tt� / U W1 Scale = 1:14.8 2x4 I i 3 W2 OOOOOOO❖•••••••❖• ••••••• •❖• OOO• • OO• • •❖•••••❖•`••�• $0 ••�.••••❖••• �.•••00••: •`.'O••••••••••••••• •••••'•`•••❖•••••'.`.••`•❖• •. • • • • • ••• •❖•❖•••'••� •`••O••••• �.••••••••`P•O •••••••.•.•••.••••.•••••••••••••••••..••••••••..•.••••••••••••••••••••••••••••••••••••.••.•••••..•.•..•.••••.•••••••••••• 2x4 1x4 11 5 2x4 II 4 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TP12007 CSI TC 0.33 BC 0.08 WB 0.11 (Matrix) DEFL in (loc) I/defl Lid Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 26 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation_uide. REACTIONS' (Ib/size) 1=112/8-0-0 (min. 0-1-8), 4=176/8-0-0 (min. 0-1-8), 5=497/8-0-0 (min. 0-1-8) Max Horz 1=288(LC 3) Max Upliftl=-50(LC 3), 4=-209(LC 3), 5=-591(LC 3) Max Gray 1=131(LC 6), 4=240(LC 6), 5=679(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-259/122 WEBS 2-5=-593/635 NOTES 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.0psf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=lb) 4=209, 5=591. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard M. a'.Klmot.t3f1{{��. ,G�kee.'na'-,..iia"1., P.E.L..onsulting Enginafs 13901 S.W. 108 K; . ?hone 305-253.-2 •28 fax .,0-23)44:24S .i !o`i da Pro ,....._i. �.C'.� E712;inccri9g ie"cnnm No. 3692 1fi``' Job rl' T. -Truss Type 8161 MV6 Valley Truss DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Qty 2 ADD: RODRIGUEZ (PHASE 1) 0025 Job Reference (optional) Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:07 2013 Pag I D: o U 1 wRtjZegaXka R 1 i KisaypJ Wp-waQ7x_hOx?Zt?4iK25jPpJ Bnfbo MC hzG KYce73yoYrc 6-0-0 6-0-0 2x4 2x4 II 2x4 II 2 3 Scale = 1:11.8 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.86 BC 0.20 WB 0.00 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 n/a n/a PLATES GRIP MT20 244/190 Weight: 18 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS (lb/size) 1=278/6-0-0 (min. 0-1-8), 3=278/6-0-0 (min. 0-1-8) Max Horz 1=218(LC 3) Max Upliftl=-294(LC 3), 3=-358(LC 3) Max Gray 1=371(LC 6), 3=388(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-340/382 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.opsf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=294, 3=358. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard i, Consulting ngin zTS 13901 S.W. 108 pi -vs. Miami, Florida33176 Phone 3O 253_24.2 } Fax .3`5_.23' ' .s.y loti..d Professional Engi.11 Fob 8161 -Truss MV4 russ Pype Valley Truss DECO TRUSS COMPANY INC., Princeton, FL 33032, MARIO ESPINEIRA Qty Ply 2 1 ADD: RODRIGUEZ (PHASE 1) 0024 Job Reference (optional) Run: 7.350 s Sep 27 2012 Print: 7.350 s Sep 27 2012 MiTek Industries, Inc. Mon Aug 12 16:12:07 2013 Pag ID:?U1vvRtjZegaXkaR iKisaypJWp-waQ7x_hOx?Zt?4iK25jPpJBwgb3VChzGKYce73yoYrc 4-0-0 4-0-0 9 (V 2 2x4 3.50 12 B1 W1 :••:•••:• ••••.*::::!:••••••••••••••••••••••••••••••••••••••••••••••••••••••••.•::•••••••.•:,+:•.•.•.:..•.•.•.•.•.•.•.•.•.•:+:4 •+. •:.:.::•••.•.::•:•:•.•• :•:••+:44,,4+:•••:•:••• • •.:44..• 2x4 2x4 II 3 Scale = 1:8.5 LOADING (psf) TCLL 30.0 TCDL 25.0 BCLL • 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.33 Lumber Increase 1.33 Rep Stress Incr YES Code FRC2010/TPI2007 CSI TC 0.28 BC 0.06 WB 0.00 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) n/a - n/a - 0.00 I/deft n/a n/a n/a Ud 999 999 n/a PLATES GRIP MT20 244/190 Weight: 11 Ib FT = 0% LUMBER TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS (Ib/size) 1=163/4-0-0 (min. 0-1-8), 3=163/4-0-0 (min. 0-1-8) Max Horz 1=131(LC 3) Max Upliftl=-177(LC 3), 3=-215(LC 3) Max Gray 1=219(LC 6), 3=229(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; TCDL=5.opsf; BCDL=5.0psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=177, 3=215. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard i"'ri ahrno11.nd �.�va.j..;d .y,.;.0 T�9 P.E. Consulting Eng. n: ers 13901 S.W. 108 r.li.. M?.i+ i, Florida 33176 Phone 305-253 2428 Pax 305-23.)-- 24 i-1ore a �rr rofe iona1 Encr,inecting ? Li.cv-R3c No. 36921 STA\DARD R00 = VALE D . TA L SUPPORTING VALLEY VALLEY TRUSSES TRUSSES AREA MARTIAL ROOF KAYO STRAP @ 48" 0.C. SEE NOTE (c) BELOW. 3x5 SEE NOTE (a). SUPPORTING TRUSSES @ 2'-0" 0.C. MAX. \OTES: (o) Provide continuous bracing on verticals over 6'-3". Connect bracing to verticals w/2-8d nails and bracing must be tied to a fixed point at each end. T (a)max. spacing for verticals studs=8'-0". On trusses with spans over 24'-0" the verticals should be spaced at 6'-0" o.c. max. (c) Conn. for wind uplift w/ min. 1 1/4", 16 ga. twist strap of 4'-0" intervals w/4 10d nails each side of strop. Max. 175 mph wind speed 20'-0" max. wall height. (ASCE 7-10). VALLEY TRUSSES AT 2'-0" 0.C. MAX. Note: Plywood sheathing may be extended below volley trusses. Provide opening for straps to connect to trusses below. SUPPORTING TRUSS 6" WEDGE NAILED TO. TRUSS W/2-8d TOE NAILS OR BEVEL CUT BOTTOM CHORD OF VALLEY TRUSS. MINIMUM GRADE OF LUMBER REFER TO ENGINEERING SHEETS. FBC-2010 LOADING (PLF) L. D. T.C. 30 15 B.C. 0 10 SPACING: 24 INCH 0/C. STR. INCR.: 33% DRAWN BY: CHECKED BY: REP. STRESS: YES DECO TRUSS COMPANY 13980 S.W. 252 ST. PRINCETON, FL. 33032 Mahmoud Zolfoghari 13901 S.W. 108 Ave. Miami, FL. 33176 305-253-2428 P.E. No. 36921 . STA\DAR3 LAT ERAL WEB BAC \G TRUSSES @ 24" 0.C. TYP. END OF BRACING MEM. SHALL BE CONNECTED TO A FIXED RIGID POINT OR X—BRACED AS NOTED ON THIS DETAIL. LAT 2x4 LATERAL BRACE PER TRUSS DESIGN WITH 2-10d NAILS PER WEB FOR FORCES UP TO 4600 Ibs. FORCES IN EXCESS OF 4600 Ibs. REQUIRES 2x6 #3 OR BETTER. NOTE: PROVIDE X—BRACING AT 20'-0" INTERVALS FOR WEB FORCES UP TO 2509 Ibs. AND AT 10'-0" FOR FORCE GREATER THAN 2509 Ibs. RAL BRACING D -TAIL ALT. LATERAL BRAC TRUSSES @ 24" 0.C. TYP. rT— BRACE WITH 10d NAILS @ 6- O.C. TYP. NOTE: \G 3ETA L WEB SECT 10d @ 6" 0.C. TYP. T—BRACE SAME SIZE AND GRADE AS WEB. WEB (2x6 MAX.) 0\ DETAL 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 T.0 SEE STRUCTURAL B.0 SEE STRUCTURAL WEBSSEE STRUCTURAL LUMBER SHEET. SHEET. SHEET. TPI-2007 Revised: 7/7/94 03/2012 LOADING (PLF) L. D. T.C. 30 15 B.C. 0 10 SPACING: 24 INCH 0/C. STR. INCR.: 33% DRAWN BY: G.L.H. CHECKED BY: J.A.I. REP. STRESS: YES I II I LLD I I I I MITek Industries Inc. Mahmoud Zolfaghori 13901 S.W. 108 Ave. Miami, FL. 33176 305-253-2428 P.E. No. 36921 Approved for MITek Industries Inc. COMPANY,TRUSS • Trusses & Building Materials 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 HIP / JACK HANGER DETAIL SHEET 1. FOR HIP CORNER JACK 5'-0" AND 7'-0" SETBACK, USE USP HJC26 UNIVERSAL HIP HANGER, ON BOTTOM CHORD. TOP CHORDS NAIL WITH THREE (3) —16D NAILS AND USE USP RT7 (L/R) HURRICANE CLIP FOR HIP CORNER JACK 9'-0" AND 11'-0" SETBACK, USE USP HJC28 UNIVERSAL HIP HANGER ON BOTTOM CHORD. TOP CHORDS NAIL WITH THREE (3) —16D NAILS AND USE USP RT7 (L/R) HURRICANE CLIP 2. FOR 1'-0" TO 9'-0" SIDE JACKS, NAIL TOP & BOTTOM CHORD WITH THREE (3) — 16D NAILS AND USE USP RT7 (L/R) HURRICANE CLIP AT TOP & BOTTOM. 3. FOR COMMON JACKS 5'-0" TO 7'-0", USE USP CLPBF BUTTERFLY HANGER ON BOTTOM CHORD AND NAIL TOP CHORD WITH THREE (3) — 16D NAILS AND USE USP RT7 (L/R) HURRICANE CLIP AT TOP 4. FOR COMMON JACKS 9'-0" TO 11'-0", USE USP THD 26 HANGER ON BOTTOM CHORD AND NAIL TOP CHORD WITH THREE (3) — 16D NAILS AND USE USP RT7 (L/R) HURRICANE CLIP AT TOP NOTE: Refer to attached Miami -Dade County Product and/or Florida Approvals for nailing and proper use of hangers. Hanger / Strap I.D. Number State of Florida or Miami -Dade County Approval Number HJC26 & HJC28 Miami -Dade Approval Number 11-0510.01 SKH26 L/R Miami -Dade Approval Number 11-0510.01 RT7 — Hurricane Clips Miami -Dade Approval Number 11-0510.01 CLPBF — Butterfly Hanger Miami -Dade Approval Number 08-0206.07 HJC HIP/JACK ALLOWABLE LOADS , STOCK NUMBER STEEL GAGE DIMENSIONS (inches) FASTENER SCHEDULE''' SP ALLOWABLE LOADS (Ibs) 3' 4 w H D Carrying TrussJack Carried Trusses Hip Type Download Upli Uplift Co = 1.0 Cp... 1.15 Co = 1.25 Co = 1.6 2005 qty Type OtY Qty HJC26 12 6 6 5'/8 7'4 3V4 3'/4 16 20 16d Common 16d Common 7 8 5 6 ' 10d Common 10d Common 2090. 3220 2090 3705 2090 3985 2010 HJC2B 12 _ FOR SI: 1 inch= 7_5.4 mm, 1 ibf=445N, 1 ps =6. 'A 10d Common Nail is a nail with a diameter of 0.148" and length of 3". A 16d Common Nail is a nail with a diameter of 0.162" and a length of 3'/z'. 2Loads have been increased as shown in accordance with code. 15% and 25% for snow and construction Toads. No further increase is permitted. 60% for wind or seismic loading. No further increase is permitted. 3The lumber species is Southern Pine `The published Toad is for the total of the hip at 45 degrees and jack at 90 degrees combined. 3The minimum header thickness shall be 2 inches for the 16d common nails. JUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS STOCK STEEL NUMBER GAGE DIMENSIONS (inches) W 9 1 1i6 9 1 /„ 9 1/is 9 1 1t5 For St: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1 psi = 6.89 kPa 'A 10d Common nails is 3 inches long and 0.148 inches in diameter 2The 10d Common Nails nails driven into the joist shall be installed at 30 to 45 degrees horizontally toward the header. 3Loads have been increased as shown in accordance with code. • 15% and 25% for snow and construction loads. No further increase is permitted. 60% for wind or seismic loading. No further increase is permitted. 4The lumber species is Southern Pine st•)plift loads for connectors listed as N/A had an uplift capacity less than the required 700 pounds. H D FASTENER SCHEDULE' 2 SP ALLOWABLE LOADS (Ibs.) 4 A Qty Header Type Qty Joist Type Co=1.0 JUS24 JUS26 JUS2B JUS210 18 18 18 18 3'18 3 4 /16 6s/8 731, SLANT NAIL DETAIL 13/, 13/4 131, 13/4 4 4 6 8 10d Common 10d Common 10d Common 10d Common 2 4 4 4 10d Common 10d Common 10d Common 10d Common TYPICAL JUS INSTALLATION 710 925 1170 1420 Download 3 Co=1.15 815 1065 1350 1635 Co= 1.25 890 1080 1465 1700 JUS HJC Upitft33 Co=1.6 N/A 1040 1160 1115 NOA No. 11-0510.01 Expiration Date: June 04; 2016 Approval Date: July 21, 2011` TYPICAL HJC INSTALLATION #'itODUCi" ROZEWEEt Y3 xertplyittgwith the Fletiols c Ne 1—I 0.0/ Expinstion !VW lb Prodlaret Caaoa _ L.. -•_' �j sdr c..,�TA�2, �G�. 7 UNITED STEEL PRODUCTS COMPANY 14305 SOUTHCROSS DRIVE - SUITE 200 BURNSVILLE, MN 55306 PH: 800-328-5934 NAME: FACE MOUNT HANGERS HJC JUS DATE: 3/28/2011 STEVEN A. BREKKE PROFESSIONAL ENGINEER LICENSE NO. 70432 SHEET: 1 OF 2 DRAWING NO.: MD-HJC-JUS SKH SKEWED HANGER ALLOWABLE LOADS STOCK NUMBER STEEL GAGE DIMENSIONS (inches) FASTENER SCHEDULE' SP ALLOWABLE LOADS Mast Uplift2 W H 0 Header Joist Download2 Face Type Qty Type Co=1.0 Co=1.15 Co=1.25 Co=1.6 SKH26IJR 16 19/26 5'/4 1'/s 6 16d Common 6 10dx1-1/2 895 _ 1030 1120 870 4 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf = . 'A 10dx1-1/2" Common nails is 11/2 inches long and 0.148 inches in diameter The 16d Common nail is 0.162 inches in diameter by 3'/2 inches long. 2Loads have bean increased as shown in accordance with code. 15% and 25% for snow and construction loads. No further increase is permitted. 60% for wind or seismic loading. No further increase is permitted. 3The lumber species is Southern Pine JL JOIST HANGER ALLOWABLE LOADS SKH SKH26R INSTALLATION TOP VIEW STOCK NUMBER STEEL GAGE DIMENSIONS (inc (inches) FASTENER SCHEDULE' ALLOWABLE LOADS (lbs 3 Header Joist Download 2 Uplift2'4 W H ❑ Qty Type Qty Type Co=1.0 Co=1.15 Co=1.25 Co=1.6 WA 19/ 3 11/2 4 10d Common 2 10dx11/2 490 565 615 700 JL24 20 19/is t6 43!4 1V/, 6 10d Common 4 10dx1'/, 740 850 925 940 JL26 20 �, 19J 63Js :04:0410 10d Common 6 10dx1'/, 1230 1415 1515 1170 JL26 20 i n 8'/4 11/z 14 10d Common 8 10dx1'/2 1720 1980 2070 JL210 20 1'/i, For SI: 1 inch = 25.4 mm 1 lb f = 4.45 N, 1 psi = 6.89 6Pa. 'A 10d Common nail is 3 inches long and 0.148 inches in diameter A 10dx1'/2 nail is 11/2 inches long and 0.148 inches in diameter 2Loads have been increased as shown in accordance with code. 15% and 25% for snow and construction loads. No further increase is permitted. 60% for wind or seismic loading. No further increase is permitted. 2The lumber species is Southern Pine 'Uplift loads for connectors listed as N/A had an uplift capacity less than the required 700 pounds. TYPICAL JL INSTALLATION JL NOA No. 11-0510.01 Expiration Date: June 04, 2016 Approval Date: July 21, 2011 SKH26R INSTALLATION DRIVE NAILS AT ANGLE PRODUCT RENEWS0 est1N0tiet nava& building code , eaccortance Pio 0- 5 TO/ � _ _• � = F - ' ... 2� �� UNITED STEEL PRODUCTS COMPANY 14305SOUTHCROSSDRIVE - SUITE 200 BURNSVILLE, MN 55306 PH: 800-328-5934 NAME: FACE MOUNT HANGERS SKH JL DATE: 3/28/2011 STEVEN A. BREKKE PROFESSIONAL ENGINEER LICENSE NO. 70432 SHEET: 2 OF 2 DRAWING NO.: MD-SKH-JL ItIV IV/".1 I C AN H 0 RA.47& , 444161A4 Ivisx444'..F.`14P,A,4". U S U RRI N GI ?SE RI E'S, C 4: I'L; " CA • - , STRUCTURAL +..ikk.....cgiawy,,guwA-4-Ywp 4.4 1t. ffit )0SfilAWriilit'POKK14014.11141WIR4 bte0 TAZZI2, Typical RT3A truss/rafter to plate installation 17/16;r1 r 1 4 /2"/ 4 RT3A ,141 Typical RT7 truss/rafter to double plate installation RT7 Typical RT4 truss/rafter to plate installation 71,5" RT4 .49 Typical RT7A truss/rafter to double plate installation 6 1/ 4" 2 7/16", 1 1/21, RTTA Typical RT5 truss/rafter to double plate installation 5 2 7/6" ! 1115/16" RT5 fi Typical RT8A stud to double plate installation /4" 11/4" 713/16" -'• 1114-11 RT8A Typical RT6 truss/rafter to double plate installation 2 /2" 1 3/e!"! RT6 !f!. Typical RT10 truss/rafter to double plate to stud installation 1 9/161, 2 NS' 31/16"!,' 10 3/4" oz 146pAcloop USP Structural Connectors® 1-800-328-5934 • www.USPconnectors.com continued on next page .r.,CANEj.g,rfp .c't,. W*' Y•,�i �x`.ic ..' ... HURRIRETROFITCONNECTOR R Y't'a i%M CONTINUED ?,4r1 t#.`t4 ©Copyright 2011 USP Structural Connectors® USP Stock No. Ref. No. Steel Gauge FastenerSchedule''''' Allowable Loads (Lbs.)' Code Ref. Truss/Rafter Top Plate Masonry Block Lateral 160% Uplift Qty Type Qty Type Qty Type F1 F2 F3 DF-L 1 SP S-P-F 160% 160% RT16M HM9KT 18 9 10d x 1-1/2 --- --- 4 1/4" x 1-3/4"Tapcon 630 480 115 1395 1395 F19 9 10d x 1-1/2 4 16d 2 1/4" x 1-3/4" Tapcon -- - - -- 1360 1360 1) Allowable loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) 10d x 1-1/2 nails are 9 gauge (0.148- diameter) by 1-1/2 long. 3) Install with 1/4" x 1-3/4" Tapcon0 Concrete Screws in accordance to manufacturer's installation specifications. 4) Fasteners to be installed to fully grouted and reinforced concrete masonry. HURRICANE/SEISMICANCHOR: �C52.0, HCPRS; HH[ ,SERIES; H'tni�k/tn p These anchors tie trusses and rafters to top plates and may be used to tie wood framing members to resist uplift and lateral forces. Materials: See chart Finish: G90 galvanizing; RT7A-GC & RT15-GC — Gold Coat Options: HHCP2, RT3A, RT4, RT5, RT7, RT7A, RT10, RT15, RT8A, RT16A, and RT16-2 are available in Triple Zinc. To order, add TZto stock number, as in RT10-TZ. RT3A, RT4, RT5, RT7, RT8A, RT10, RT16A, and RT16-2 are available in Stainless Steel. To order, add SSto stock number, as in RT7-SS. Codes: ESR-1881, ESR-1465, 2031 C, FL565, FL821, FL817, FL859, Dade County, FL 07-0306.10, L.A. City RR 25779 Typical HCPRS stud to plate installation Typical HHCP2 truss/rafter to double plate corner installation HCPRS HHCP2 USPSTRUCTU AL CONNECTORS' A MiTek'Comp.n Typical HC520 gable brace installation Typical HC520 stud to plate installation hstall diagonally across from each `other for minimum truss: This installation yields full catalog values. Nailing into both sides of a single ply 2x_ truss will result in reduced values.;' ' ' Hurricane Anchor installation to achieve twice the Toad (Top View) 1-800-328-5934 • www.USPconnectors.com continued on next page USP2173-111 CUSP �00 STRUCTURAL YONNECTORS- A MR•kCan,p• Materials: See chart Finish: G90 galvanizing Options: See Specialty Options Chart. Rough/Full sizes available. THD hangers with widths greater than 3"" can have one flange inverted with no load reduction. Specify right (R) or left (L). Codes: ESR-1781, FL9835, FL13285, Dade County, FL 06-0921.05, L.A. City RR 25843 lAr•'nri l'T 1y_C aA rk,"St� I I t i:I Installation: • Use all specified fasteners. See Product Notes, page 11. See EWP applications pages 121-122 a. .a-ieH2�J��4�x51•�'1�r1 i'�:�T1'.i�r.S4,r��'��x�:35F"X�.nF.°.3!�s�7i'�`iil'r�:d:3'. Joist I Truss Size 2x6-8 USP Stock No. THD26 2x8-10 I THD28 2x10-12 (2)2x6-8 (2)2x8-10 (2)2x10-12 THD210 THD26-2 Ref. No. HTU26 HTU28 HTU210 Steel Gauge 16 Some model designs ..may.vary from. illustration shown Iret'n,,T.1 I!D�SERIESa 1' 4.-.e,1 a f. it rs tip Typical THD210 installation Dimensions Fastener Schedule''' Allowable Loads (Lbs.) Header Truss DF-LISP W H D Qty 1-518 5-1/16 3 HHUS26-2, HTU26-2 16 1-5/8 16 14 1-518 3-7116 ( 4x6-8 THD28-2 HHUS28-2, HTU28-2 THD210 -2 HHUS210-2, HTU210-2 I 14 14 3-7/16 3-7116 9-1/8 18 Type 16d 3 28 16d 9 3 5-318 38 3 18 16d WWI THD46 HHUS46 14 3-5/8 5-5/16 4x8-10 THD48 HHUS48 4 x 10 -12 THD410 HHUS410 4x12-14 4x14-16 (3)2 x 10 12, 6 x 10 -12 THD412 3 Qty Type 12110dx1-112 16 10d x 1-1/2 16d 20 10d x 1-112 10d 2540 16 10d • 3950 28 16d 5115 2920 4540 38 16d 20 I 10d 1 5360 1 6160 2540 2920 10d I 3950 4540 18 16d 12 10d 14 i 3-518 7-1/16 14 3-5/8 9-1/16 I 16d 16 5115 3175 160 2170 2330 3095 4935 2285 2595 6700 . 3810 3175 2285 3 28 3 38 16d 20 104 5360 6160 3 48 116d 20 I 104 6770 I 7045 ) 7045 3 58 , 16d 20 I 10d 1 7045 1 7045 3 1 38 16d 20 I 10d f 5660 1 6510 6510 1 7080 I 3410 14 3-518 11 THD414 THD210-3. r'i HHUS210-3 THD610 1 HHUS5.50/10 6x12-14 THD612 {I HHU5725110 6x14-16 THD614 7x9-1/4-14 I THD7210 14 12 12 3-518 5-118. 2-7/8 9 5-112 i 9 ) 3 38 16d 1 20 1 10d I 5660 12 5-112 l 11 1 3 1 48 L..16d i 20 I 10d 1 7150 I 12 5-112 l 12-7/8 1 3 158 116d 120 1 10d I 8415 I 8415 8415 12 7-114 I 9 3 138 116d 1201 10d ; 5660 j 6510 I 7080 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted 2)10d x 1-1/2 nails are 9 gauge (0.148" diameter) by 1-1/2" long. 3) Minimum nail penetration is 1-518- for 16d nails. Specialty Options Chart — refer to Specialty Options pages 194 to 195 for additional details. Sloped Seaf' I Sloped / Skewed1" Inverted Flange Not available in widths < 3". Range 1' to 45' 1' to 45' See Sloped Seat and Skewed Widths > 3 can have one flange inverted. Option Skewed''' Floor Roof Uplift' 100% 2485 115% 2855 125% 3060 3865 3965 3965 5075 8225 8415 Allowable Loads 85% of fable load 1 65% of table load 6556 of table load 100% of table load. 65% of table load when nailing into the support members end grain. Ordering Add SK,angle required, and right (R) or left (L). to product number. Ex. THD410-SK45R Add SL, slope required, and up (U) or down (D), to product number. Ex. THD410-SL30D See Sloped Seat and Skewed. Ex. THD410-SK45RSL30D Add 1/F,oneflange, right (R) and left (L), to product number. Ex. THD4101IFR 1) Skewed hangers with skews greater than 15` may have all joist nailing on outside flange. 2) Sloped or sloped / skewed hangers with slopes greater than 15° may have additional joist nails. 3) All sloped, skewed, or combinations require bevel cut or sqare cut on joist in all applications. 4065 4935 2595 6700 3810 3810. Code Ref. 5, F18, F30, D2, R5 7045 I 3810 I 5. F30. R5 7045 i 3850 1 5, F18, F30, D2, R5 5, F18, F10, F30, D2, R5 4065 I 5, F30, R5 3410 5, F18, F30, D2, R5 1-800-328-5934 • www.USPconnectors.com poS USP STRUCTURAL L�"`q�.,C�y®CONN_ECTORS` VY� �1 Mnek company eKb ,q. ! { t� i 3R1+1.'1". f � 1 X " txlry � IES, CRUSSANGE5�1 , _� r# 450. 4.114�oA;to'�f,`iero- 44 i 4rlfit RH}E't zl'rk' f' 1.t" # The MUS & HUS hanger series offers double shear nailing. USP's raised dimple allows for 30° to 45' nailing through the joist into header, resulting in higher loads and less nailing. Materials: See chart Finish: G90 galvanizing Codes: ESR-1881, FL9835, Dade County, FL 06-0921.05 Installation: • Use all specified fasteners. See Product Notes, page 11. • Joist nails must be driven in at a 30° to 45° angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used to achieve listed load values. Double shear nail design features fewer nails and faster installation See EWPl ,appycatlons`page, 1121 Typical HUS installation (MUS similar) Uses standard length nails -..-..T KKalsed /dimple allows • „ 30°to45 H nailing Joist/ - Truss Size • USP Stock No. Ref. No. Dimensions Fastener Schedule' _ Allowable Loads (Lbs.)° . Code Ref. . Steel Gauge W H Header Truss' DF-L I SP S-P-F Uplift' Qty _TypeQty Q Type Floor Roof U lift' P Floor Roof 100 % 115 % 125 % 160 % 100 % 115 % 125 % 160 % 2 x 6 - 8 MUS26 MUS26 18 1-9/16 5-1/16 6 10d 6 10d 1285 1475 1605 865 1100 1265 11375 725 110 HUS26 HUS26 16 1-5/8 5-7/16 14 16d 6 .16d 2635 3030 3295 1925 2260 2600 2810 1615 6,F15,F18, D2, R13 2x8-10 MUS26 MUS28 18 1-9/16 7-1/16 8 10d 8 10d 1710 1970 2140 1230 1465 1685 1830 1035 110 HU528 HUS28 16 1-5/8 7-3/16 22 16d 8 16d 3970 4345 4345 2570 3410 3650 3650 2160 6, F15, F16, D2, R13 2 x 10 -12 HUS210 HUS210 16 1-5/8 1 9-3/16 30 164 10 164 15310 5510 5510 3205 4095 4420 4630 2690 1-3/4 x 5-1/2 - 7-1/4 I HUS175 HU1.61/5 16 1-13/16 j 5-3/8 14 164 6 16d 2635 3030 3295 1925 2260 2600 2810 1615 1-3/4 x 7-114-11-1/4 HUS177 --- 16 1-13/16 i 7-1/8 22 16d 8 • 16d • 3975 4345 4345 2570 3410 3650 3650 2160 1-3/4x9-114.-14 HUS179 HUS1.81110 16 1-131161 9-118 30 16d • 10 16d 5310 5510 5510 3205 4410 4630 4630 2690 1) Uplift loads have been increased 60% for wind or seismic loads; no urther increase shal be permitted. 2) Minimum nail penetration is 1-5/8" for 6d nails. 3) Nails must be driven at a 30° to 45° angle through joist or truss into header to achieve the table loads. 4) HUS175, HUS177, and HU5179 load values assume the joist is 1-3/4" wide and has a bearing strength of not less than 675 psi. New products or updated product information are designated in bold font. BUtTERFLYHANGER t r.i The' butterfly hanger's flared header flange design allows for added nailing. Excellent truss -to -truss hanger for 2x4 purlin or truss bottom chords. Materials: 18 gauge Finish: G90 galvanizing Codes: ESR-1881, FL574, Dade County, FL.08-0206.07 Installation: • Use all specified fasteners. See Product Notes, page 11. Joist Size USP Stock No. Ref. No. Steel Gauge Fastener Schedule' Allowable Loads (Lbs.) Code Ref. Header Joist DF•LISP Qty Type Qty Type Floor Roof Uplift' 100% 115% 1125% 160% 2x4 I j CLPBF I --- I 18 12 10d 6 i 10dx1-112 I i 815 815 6,F7.F15. 815 215 1 D11,R13 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be perm' ea. 2) Minimum nail embedment shall be 1-1/2" for 10d nails. Typical CLPBF installation <`:.. 2 1/2„ 1 9/16"-"-/f CLPBF 0 S 0 n 0 0 0 0 .m 0 1-800-328-5934 • www.USPconnectors.com BCSI-B1 SUMMARY SHEET - GUIDE FOR HANDLING, INSTALLING, RESTRAINING AND BRACING OF TRUSSES Spans over 60' may require complex permanent bracing. Plea : t • ys c. It a Regi ! esign Professional. B1 GENERAL NOTES Trusses are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bracing of trusses. Refer to BCSI - Guide to Good Practice for Handling Installing Restraining & Bracing of Metal Plate Connected Wood Trusses*** for more detailed information. NOTAS GENERALES Los trusses no estan marcados de ningun modo que identifique la frecuencia o localization de restriccion lateral y arriostre diagonal temporales. Use las recomendaciones de manejo, instalacion, restriccion y arriostre temporal de los trusses. Vea el folleto BCSI- Guia de Buena Pracica para el Manejo, Instalacion, Restriction y Arriostre de los Trusses de Madera Conectados con Placas de Metal*** para informacion mas detallada. Truss Design Drawings may specify locations of Los dibujos de diseno de los trusses pueden especificar permanent lateral restraint or reinforcement for las localizations de restriccion lateral permanente o individual truss members. Refer to the BCSI- refuerzo en los miembros individuates del truss. Vea la B3*** for more information. All other permanent hoja resumen BC5I-B3*** para mas informacion. El bracing design is the responsibility of the building resto de los disenos de arriostres permanentes son la designer. responsabilidad del disenador del edificio. AWARNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! El resultado de un manejo, levantamiento, instalacion, restriccion y arrisotre incorrecto puede ser la caida de la estructura o a6n peor, heridos o muertos. AcJuro X Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. 1.q411711.4d Utilice cautela al guitar las ataduras o los pedazos de metal de sujetar para evitar daft a los trusses y prevenir la herida personal. Lleve el equipo protectivo personal para ojos, pies, manos y cabeza cuando trabaja con trusses. A Ni1I.UuS)lh Use special care in windy weather or near power lines and airports. HANDLING - MANEJO Avoid lateral bending. Evite la Flexion lateral. The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista tiene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses en la obra. Descargue los trusses en la tierra lisp para prevenir el dano. WI Trusses may be unloaded directly on the ground at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.). Los trusses pueden ser descargados directamente en el suelo en aquel momento de entrega o almacenados temporalmente en contacto con el suelo despues de entrega. Si los trusses estaran guardados para mas de una semana, ponga bloqueando de altura suficiente detras de la pile de los trusses a 8 hasta 10 pies en centro (o.c.). 2 For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cubra los paquetes para protegerlos del ambiente. Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of trusses. Vea el folleto BCSI*** para informacion mas detal- lada sobre el manejo y almacenado de los trusses en area de trabajo. Spreader bar for truss WI Use proper rig- ging and hoisting equipment. m DO NOT store unbraced bundles upright. DO NOT store on uneven ground. jatl'1lr Utilice cuidado especial en dfas ventosos o cerca de cables electricos o de aeropuertos. Use equipo apropiado para levantar e improviser. NO almacene verticalmente los trusses sue/tos. NO almacene en tierra desigual. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES DONT overload the crane. NO sobrecargue la grtia. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. © A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- lel chord trusses up to 45' (13.7 m). Use at least three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses >45' (13.7 m). Puede usar un solo lugar de levantar para pa- quetes de trusses de la cuerda superior hasta 45' y trusses de cuerdas paralelas de 30' o menos. Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada hasta 60' y trusses de cuerdas paralelas hasta 45: Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45: A Do not over load supporting structure with truss bundle. iADVt.`.. No sobrecargue la estructura apoyada con el paquete de trusses. W1 Place truss bundles in stable position. Puse paquetes de trusses en una position estable. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES NOTICE Using a single pick -point at the peak can damage the truss. El use de un solo lugar en el pico para levantar puede hacer dan/o al truss. Toe -in Toe -in Spreader bar 1/2 to -1 . 2/3 truss length TRUSSES UP TO 60' (18.3 m) TRUSSES HASTA 60 PIES Tagline Approx. 1/2 truss length TRUSSES UP TO 30' (9.1 m) TRUSSES HASTA 30 PIES Locate Spreader bar above or stiffback mid -height Attach 10' (3 m) o.c. max. Spreader bar 213 to truss length -� TRUSSES UP TO AND OVER 60' (18.3 m) TRUSSES HASTA Y SOBRE 60 PIES -0- 0 Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en position con equipo de graa hasta que la restriccion lateral temporal de la cuerda superior este instalado y el truss este asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO IJJ Trusses 20' (6.1 m) or less, support near peak. Soporte cerca al pico los trusses de 20 pies o menos. E- Trusses up to 20' (6.1 m) Trusses hasta 20 pies Trusses 30' (9.1 m) or less, support at quarter points. Soporte de los cuartos de tramo /os trusses de 30 pies o menos. F Trusses up to 30' (9.1 m) Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL NOTICE Refer to BCSI-B2*** for more information. Vea el resumen BCSI-B2*** para mas infor- macion. ' 0 Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de tierra para el primer truss directamente en linea con cada una de las files de restriccion lateral temporal de la cuerda superior (vea la table en la proxima column). DO NOT walk on unbraced trusses. NO camine en trusses sue/tos. Top Chord Temporary Lateral Restraint (TCTLR) 2x4 min. B ace first truss -4 securely before erection of additional trusses. STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES L� 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instale /os arriostres de tierra. 2) Instale e/ primero truss y ate seguramente al arriostre de tierra. 3) Instale /os proximos 4 trusses con restriccion lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instale arriostre diagonal para los pianos de los miembros secundarios para estabilice los primeros cinco trusses (vea abajo). 6) Instale la restriccion lateral temporal y arriostre diagonal para /a cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses ester; insta/ados. NOTICE Refer to BCSI-82*** for more information. Vea el resumen BCSI-BP","` para mas informacion. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES O This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriccion y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de la column para la restriccion y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Longitud de Tramo Top Chord Temporary Lateral Restraint (TCTLR) Spacing Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' (9.1 m) 10' (3 m) o.c. max. 30' (9.1 m) - 45' (13.7 m) 8' (2.4 m) o.c. max. 45' (13.7 m) - 60' (18.3 m) 6' (1.8 m) o.c. max. 60' (18.3 m) - 80' (24.4 m)* 4' (1.2 m) o.c. max. *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). *Consulte a un Professional Registrado de Disef/o para trusses mas de 60 pies. © See BCSI-82*** for TCTLR options. Vea el BCSI-B2*** para las options de TCTLR. NOTICE Refer to BCSI-B3*** for Gable End Frame restraint/bracing/ reinforcement information. Para informacion sobre restriccion/ arriostre/refuerzo para Armazones Hastiales vea el resumen BCSI-B Note: Ground bracing not shown for clarity. 10" or > Truss attachment WI Repeat diagonal braces for each set of 4 trusses. required at supports) Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS NOTICE LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y El ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! Web members., 10' (3 m) - 15' (4.6 m) max. Same spacing as bottom chord lateral restraint Diagonal bracing CLR solice reinforcement Truss M gember1jCLR Bottom chords Diagonal braces every 10 truss spaces 20' (6.1 m) max. Note: Some chord and web members not shown for clarity. 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses or CLR splice reinforce- ment. Bottom chords s 10' (3 m) - 15' (4.6 m) max. Minimum 2' 2x Scab block centered over splice. Attach to CLR with minimum 8-16d (0.135x3.5") nails each side of splice or as specified by the Building Designer. SECTION A -A Truss Member Note: Some chord and web members not shown for clarity. Diagonal braces every 10 truss spaces 20' (6.1 m) max. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10' 3 m) or Diagonal bracing Repeat diagonal bracing 15' 4.6 m)* every 15 truss spaces 30 (9.1 m) max. NOTICE Refer to BCSI-87*** for more I information. Vea el resumen BCSI-87*** para mas informacion. Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. `Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. • INSTALLING - INSTALACION Tolerances for Out -of -Plane. Tolerancias para Fuera-de-Plano. 'ram- Length -> Max. Bow Max. Bow "( Length -�- Max. Bow Length • Tolerances for Out -of -Plumb. Tolerancias para Fuera-de-Plomada. D/50 max CONSTRUCTION LOADING ' CARGA DE CONSTRUCCION CD DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con la construction hasta que todas las restric- clones laterales y /os arriostres esten colocados en forma apropiada y segura. Out -of Plumb D/50 D (ft.) Out -of -Plane Max. Bow Truss Length 3/4" (19 mm) 12.5' (3.8 m) 1/4" (6 mm) 1' (0.3 m) 7/8" (22 mm) 14.6' (4.5 m) 1/2" (13 mm) 2' (0.6 m) (25 mm) 16.7' (5.1 m) 3/4" (19 mm) 3' (0.9 m) 1-1/8" (29 mm) 18.8' (5.7 m) (25 mm) 4' (1.2 m) 1-1/4" (32 mm) 20.8' (6.3 m) 1-1/4" (32 mm) 5' (1.5 m) 1-3/8" (35 mm) 22.9' (7.0 m) 1-1/2" (38 mm) 6' (1.8 m) 1-1/2" (38 mm) 25.0' (7.6 m) 1-3/4" (45 mm) (51 mm) 7' (2.1 m) z8' (>_24 m) 1-3/4" (45 mm) (51 mm) 29.2' (8.9 m) (10.1 m) DO NOT exceed maximum stack heights. Refer to BCSI-B4*** for more information. NO exceda /as alturas maximas de monton. Vea el resumen BCSI-B4*** para mas informacion. O NEVER stack materials near a peak or at mid -span. NUNCA amontone los materiales cerca de un pico. m DO NOT overload small groups or single trusses. NO sobrecargue pequef/os grupos o trusses individua/es. WI Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses como sea posible. O Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS - ALTERACIONES NOTICE Refer to BCSI-65.*** Vea el resumen BCSI-B5.*** Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 3-4 tiles high Truss bracing not shown for clarity. • DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO corte, altere o perfore ningtin miembro estructural de un truss, a menos que este especificamente permitido en el dibujo del diseno del truss. NOTICE Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante /a construction o han sido alterados sin la autor- izacion previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantia limitada del Fabricante de Trusses. "Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. To view a non -printing PDF of this document, visit sbcindustry.com/b1. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, floors, roofs and 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. WORD TRUSS COUNCIL 6300 Enterprise Lane • Madison, WI 53719 608/274-4849 • sbcindustry.com TRUSS PLATE INSTITUTE 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 703/683-1010 • tpinst.org B1WARN31x17 130318 • HOA UMN. LA UA'=UNA••- A 7� Vanos mas de 60 pies pueden requerir arriostre per nanente complejo. Por favor, siempre consulte a un Profesional Registrado de Diseno. U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood insurance Program ELEVATION CERTIFICATE Important: Follow the instructions on pages 1-9. OMB; No.1660-0008 .. Expiration Date: November 30, 2018 Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, an 'SECTION A - PROPERTY 'INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Nanie CLAUDIO RODRIGUEZ ; Policy Number A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1263 NE 101 STREET _ Company NAIC Number. . : City State ZIP :Code- MIAMI SHORES Florida- 33138 ; A3. Property Description (Lot and Block Numbers, Tax Parcel Number LegaliDescnption,, etc.) ° h. Lot 5 Block 185 OF "BAY BREEZE SEC. MIAMI SHORES", P.8..42, PG. 25,,M/D.C.R. A4. Building Use (e A5..Latitude/Longitude: A6, Attach at least A7. Building Diagram A8. 'For a building a) Square footage b) Number of c) . Total net area d) Engineered A9. Fora building within ` a) Square footage b) Number of c) Total net area d) Engineered g., Residential, Non -Residential, Addition, Accessory,, etc.) ; Lat. 25°52'06.60"N Long. 80°10'18.80" W • RESIDENTIAL. Horizontal Datum: obtain flood insurance. foot above;ad o e .., , above adjacent (fix NAD,1983 . „ . . 4 . dj. grade n NAD 1927 scent grade 2 photographs of the building; if the Number .8 Certificate is,beingused to 1,282 sq ft with,a crawlspace of crawlspace permanent flood of flood openings flood openings? attached of attached permanent flood of flood Openings flood openings? or enclosure(s): .or enclosure(s) openings in the crawlspace, in A8.b 580 sq or enclosure s within.l.0 l , t) within in . . sq ft within 1:0.foot sq in 0 ■ Yes d No garage` garage , 452 openings in the attached garage in A9.b 0 0 Yes x No SECTION 6 .. FLOOD INSURANCE RATE MAP (FIRM) •INFORMATION •-. z 81 NFIP Community VILLAGE OF MIAMI :Name & Community Number SHORES 120652 B2. County Name MIAMI/DADE '83:..State . Florida B4aMap/Piirnel Number 1 12086C 0306 85. Suffix L B6. FIRM Index Date : 09/11/2009 B7. FIRM Panel . Effective/ . Revised Date 09/11/2009 B8, Flood Zone(s) , ' AE 'S9 Base Fiood',Elevation(s) , Zone AO, use Base-• Flood Depth) 8 B10. Indicate the source {:] FIS Profile B11. Indicate elevation B12. Is the budding Designation Date: of the Base Flood Elevation (BEE) [] Community Determined for`BFE in Item B9: Coastal Barrier Resources 0 CBRS data (] NGVD System or base floepth entered in item B9: ` "` od'd 0 Other/Source N//�.__ ,_ ,._ , ._ _. .rw ........ ........W f . x FIRM datum used located in a N/A 1929 [ NAVD (GBRS) area 1988 [] Other/Source: or Otherwise Protected N/A Area (OPA)?' [l Yes x No ■ OPA FEMA Form 086-0-33 (7/15) Replaces all previous editions. orm"Page 1 of 6 ELEVATION;CERTIFICATE OMB No, 1660-0008 , Expiration,Date: November 30, 2018 IMPORTANT: In these spaces, Copy tihe.correspondln information from Sectlon A. , FOR`iNSURANCE COMPANY USE Building Street Address (including Apt, Unit,,Suite; and/or Bldg1N6) or P.b:�Ro and Boii No. 1263NE 101 STREET # *± Poll Number City State ZIP Code • MIAMI SHORES z , . r c 'Florida' '33138 ,Company NAIC Number ;SECTION C ,. BUILDING ELEVATION INFCRMATION,(SURVEY REQUIRED), . , . . -. CI. Building elevations are based on: ■ Construction Drawings* ❑ Building Under. Construction* El , Finished Construction *.A new Elevation Certificate will be required when construction of the building Is complete. , C2, Elevations —:'Zones Al-MO)AE, AH, A (with BFE), VE, V1 V30, V (with BFE), AR, AR/A, AR/AE, Complete Items C2.a—h below according to the building diagram. specified In Item A7, In Puerto Benchmark Utilized: ,COUNTY# B26RA, ELEV 17,23' _ -Vertical Datum: NGVD29 F, - ARAA1-A30, AR/AH, AR/AO. Rico only, enter meters- ; - Indicate elevation datum used for the elevations in items a) `through h) below. . yur, n I^ ":GVD 1929 �^,r NAVD.19 ®':3t1-81S" :.e.:. .. • 'Nh Datum used for building elevations must be the seine'as.that tsed'for the' BFE r.: e _'> ' Check the measurement used. ' a) Top of bottom floor (including basement,'crawlspace or`endosGre floor) •` .7 ` • Q feet` [J' ii'ieters b) Top of the next higher floor ' ,°i` - • - : 9 9 • ' r,x "feet: it meters c) Bottom of the lowest horizontal:,structural member ,Zones only .. .• . -N/A = - ` N y) r F ''®,feet j] meters • d) Attached garage (top of slab) 7 8 •-: .1111 ;feet:.:D-meters e) Lowest elevation of machinery or equipment servicing the building , -, . 8, 8, . , x i feet• .,' ®. meters (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 7 3 ,0 p 'feet meters ' gj Highest adjacent (finished) grade next to'building (HAG) , ''8. ,1, xQ feet ■ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including * 8: 1 • '[x] feet 'Er Meters , structural support .:. SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,' engineer, or architect authonzed by law to°certify elevation fnformatIon, l certify that the information on this Certificate represents my" best efforts to rnteeiprt t the data"aveliable I$understa td thet,any false statement may be punishable by fine or imprisonment under 18 U. S,Code,'Seation 1001. ' i - ' ' ; Were latitude and longitude in Section A provided by. a licensed landtsurveyor? •- :{7x Yes 0 No 0 Check here if attachments. Certifiers Name LicenseNumber RICHARD E. COUSINS 4188 --- 49�:.. PI ce_ 17�r r 1. .�"� -.$ Title LAND SURVEYOR & MAPPER _ Company,Name... ; �.. _. ,- _p .:-. COUSINS SURVEYORS 8, ASSOCIATES INC. .- , ,:Here: B ,.. Address — 3921 SW 47TH AVENUE,:SUITE 1011 ° F City-`- r; ? t. ,- State-- : ZIP Code { , DAVIE Florida' . 33314 Signature/f Date Telephone , . , .‘2�•`/� - `�.� ' p/01 /2018 (954) 689-7786 Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) Insurance.agenticompany, and,(3) building owner. Comments (including type:of equipment.and location, per C2(e), if applicable) - • Latitude and Longitude.wae obtained by the GPS<Street-Finder.installed insour,trucks,and venfied:by theGoogieEarth program. Field survey datum is same as datum` used for BFE in item B9..No conversion needed. C2a- Top of Bottom Floor - 7 55'- (Crawispece) C2e - NC Elevation 8 30' . 'C:O.R.-'7.16' . , -.. . .. .. ... . r -FEMA Form 086-0-33 (7/15) Replaces allprevious editions. orm Pege ,2 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date:•November30, 2018 IMPORTANT: In these spaces,.copy thecorreepondln Information. from Section A. FOR INSURANCE C PANY USE BuildingStreet Address (includingt Unit, Suite, arid/or Bldg. No. or P;O Route and Box No... Apt, 9 )�y 1263 NE 101 STREET Poli " Number'. ... City State ZIP Code MIAMI SHORES Florida 33138 Company NAIC Number , SECTION E — BUILDING ELEVATION .INFOR NATION (SURVEY NOT REQUIRED)' FOR-ZONE'AO'AND ZONE A' WITHOUT BFE) For Zones AO and A (without BFE), complete Items El—E5. If the Certificate is intended to supports complete. Sections A, B,and C. For Items El—E4, use natural grade, if available. Check the measurement enter meters. El, Provide elevation information for the following and check the appropriate boxes to show whether the highest adjacent grade (HAG) and the Lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or endosure).is ❑ feet ❑ meters LOMA or LOMR-F request, used In Puerto Rico only, the elevation is above or below . ❑ above or ❑ below the HAG. 0 above or '❑ below the LAG. 9 (see pages 1-2 of Instructions), 0 above or ❑below the HAG. : b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet 0 meters E2, For Building Diagrams 6-9 with permanent flood openings`provided in Section A Items 8-and/or the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters E3. Attached garage (top of slab) Is ■ feet ❑ meters ■ above or ❑ below the HAG. ❑ above or ❑ below the HAG. rdence with the community's certify this information in Section G. E E4. Top of platform of machinery and/or equipment servicing the building is • feet ❑ meters E5. Zone AO only: If no flood depth number Is available, Is thej topof the bottom floor' elevated in acc; floodplain management ordinance? . • Yes 0 No ❑ Unknown. The, Iocal,of iciai must , SECTION.F— PROPERTY OWNER (OR OWNeR's REPRESENTATIVE) CERTIFICATION The property owner or owners authorized representative who completes Sections A,'B, and E for. Zone A,(without aiFEMA-issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Address City State ZIPCode Signature Date Telephone Comments THIS PAGE LEFT INTENTIONALLY BLANK • 0 Check here if attachments. FEMA Form 086-0-33 (7/15) Replaces all previous•editions. roan rags o ELEVATION CEI TIFICATE IMPORTANT:.In_thesee tltcea, copya R tlon from Section A. Building Street Address (including'AptthUni, Suite; and/or Bldg. o.) or P,o; Route and Box No. 1263 NE 101 STREET OMB No. 1660-0008 Expiration Date: November 30„2018 FOR INSSURi4NCE,COMPANY..USE Policy'Number. 'City IMIAMI SHORES 1State Florida ZIP Cade c33.'38. 'Company-NAIC•Numller -- CO -' SECTION O : COMMUNITY -INFORMATION -(OPTIONAL) .... The local official who is authorized by law or ordinance to administer the Community's floodplain management ordinance. can,bomplete Sections A, B, C (or E),.and of this Elevation Certificate. Complete the applicable item(s) and sign below..Check,the measurement used in items G8=010. In Puerto Rico only, enter meters, G1. 0 The inforr ietion'in'Section C was taken froth other documentation that has been signed and sealed by a licensed surveyor, engineer, or, architect who is authorized by law to certify:elevation; info rrnation. (Indicate the source,end date of the'eievation data in the Comments area below.) G_. u n A community official completed Section E for a building located in Zone A (without a FEMA-issued' or corrimunit issued BFE) Cal or Zone Aq: _ , G3. ❑ The following information (Items:G4-010) is provided for community floodplein management purposes G4. Permit Number 05. Date -Permit Issued G6. Date;Gertificateof , Compliance/Occupancy "Issued • G7. This permit has been issued for .. 0 New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor'(including basement) of the building: •- G9. BFE,or (in Zone AO) depth of flooding,at the.building site: G10. Community's design flood elevation: '❑ feet Q meters (]:feet [.meters' '0'feet .,D meters Datum Datum Datum Local Official's Name • Title Community Name Telephone Signature Date Comments (including type of equipment and location, per C2(e), if applicable) THIS PAGE LEFT INTENTIONALLY BLANK .❑ Check here -If attachments. FEMA Forrn 086=0-33 (7/15) Replaces all previous editions.Page ELEVATION CERTIFICATE BUILDING PHOTOGRAPHS See Instructions for Item A6. OMB No. 1660-0008 Expiration Date: November 30, 201 IMPORTANT: In these spaces, copy the coirrespondlnq information from Section A. FOR INSURANCE CQMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 1263 NE 101 STREET Policy Number: City State ZIP Code MIAMI SHORES Florida 33138 Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. c r-, *6.43 '� _ .... ..... 1 2v , Photo One Photo One Caption DATE TAKEN: 08/01/2018 Front View Fr ti Photo Two Photo Two Caption DATE TAKEN: 08/01/2018 Front View FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 5 of 6 ELEVATION CERTIFICATE BUILDING PHOTOGRAPHS Continuation Page OMB No, 1660-0008 Expiration Date: November 30. 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P,O. Route and Box No. 1263 NE 101 STREET Policy Number: City State ZIP Code MIAMI SHORES Florida 33138 Company NAIC Number If submitting more photographs than will fit on the preceding page, affix the additional photographs below. Identify all photographs with: date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. 9s Ilia r„ r lk lo Photo One Milimil It r�4 i ((�, = Photo One Caption PIC TAKEN: 08/01/2018 Rear View ,., 41 Y .iT , . P:w yd Photo Two Photo Two Caption PIC TAKEN: 08/01/2018 Rear/Side View FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 6 of 6