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RC-13-2001 ,.,M-ami Shores Village Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 3313E Tel: (305)795.2204 Fax: (305)756.8972 =- INSPECTION'S PHONE NUMBER: (305)762.4949 FBC 20 BUILDING Permit No. PERMIT APPLICATION Master Permit No. Permit Type: BUILDING ROOFING JOB ADDRESS: 13 7a Al, F- . iv 3 City: Miami Shores County: Miami Dade Zip: 33/299 Folio/Parcel#: Is the Building Historically Designated:Yes NO Flood Zone: OWNER:Name(Fee Simple Titleholder): [ (CA.b~ C( f t✓'�^ Phone#: �ac W�j-- 3 Z,�q Address: �1 ^3 �d 1l� (0 City: [ ► I I cs utAX !E .L k,a State: `" - zip: 3 3 13 8 _ Tenant/Lessee Name: 1) lin Phone#: R 01- 6 &U4 Email: �,cl vu (1-a..� �� c a..�.�� (a o ni • C.I N__ CONTRACTOR: Company Name: b&T:t ryc r\y f, too ftt, _Phone#: C3 2.71-2.018 Address: S W- &I CT- City: I/�N3b,54 I�� State: L Zip:_\�i�t' Qualifier Name: J p< 4 M►�V-6 ( �or.2-t. Phone#:��$6) 3�7 Zft?l State Certification or Registration#: C—G, C.. & -t—certificate of Competency#: Contact Phone#: 79(o ZtV-7— -J—!OV Email Address:_MAGK It17 e_ Ar-OL. DESIGNER: Architect/Engineer: J"w A Lb 4nAW;>f:"- Phone#: Value of Work for this Permit: $ l�Ob 004- 1 IiJd uare/Linear Foota Work: Type of Work: ❑Addition ❑Alteration ❑New Repair/Replace ❑Demolition Description of Work: MLV S S S N o 2 D ILA W i Iy0.S Color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ Bonding Company's Name(if applicable) P Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. 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:AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING ' TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estim lue exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction -en law rochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded no ice of co ,en nt must be posted at the job site for the first inspection which occurs seven (7) days after the building permit ' issued. n t absence f such posted notice, the inspection will not be appy d and a reinspection fee will be charged. Signature Signature Owner or Agent ontractor The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of A/U✓ ,20'/3�by Gp4l,-"14t4 r day of 20 1�3,by who is personally known tome or who has produced who is personally known to me or who has produced As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: 40 O ........ ``�� 1 ... . 31 �• Sign: o�•'s Sign: Print: _ �v1W��l�� Print: 0 1 9 C n J INV,n►i ®r r�rre n-o v a v it My Commission Expires: 9`��!901f 0 :� My Commission Expires: 9 6 0Z1901E0 �,� . �I!S SS's\ �` �r x � � �r (�i► 1� ` APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised 5/2/2012)(Revised 3/12/2012)XRevised 06/10/2009XRevised 3/15/09)(Revised 7/10/2007) Miami shores Village ♦S'tueEs Building Department logo ...� 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 LpRIpA Fax: (305) 756.8972 Page 1 of 1 Permit No: 9� i�� Structural Critique Sheet A STOPPED REVIEW Plan review is not complete,when all items above are corrected,we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. Mehdi Asraf Miami shores Village 5>�oR�s y' Building Department logo 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305)795.2204 �tOR1DA Fax: (305) 756.8972 I Page 1 of 1 Permit No L '® Structural Critique Sheet V/9-4 Is our t 7.3v o aE CvPi c S tion Pr ©f ftU c,% �'S - `1) OR-U C S-ULA-PS -FO A- LOA-P-S f iJ .D i i-rcri b lam- (LI, , �2 L��J, IN -4-W 1iV--rC'7'r6N L�Y/V -i-t u L-Miv e-c u ELY STOPPED REVIEW Plan review is not complete,when all items above are corrected,we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. Mehdi Asraf D Trusses & Building Materials 13980 SW 252 Street, Miami, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 vvww.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 responeibility 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 Wv GAU mom ox -ROAM M-M of NMI J�g-FE13im-:11.111 I',' N �C-04 W -g W1% 'A" x "A N g mum V11 -�N NIRIN k diN In !Y. g ir g YN, IOU RV ,I'll �-ffi- ho� -1 poll R T q M" AN .......... wg A WO 5.1 W,�Inq N1, IF I Ingi Islip gg�g �'T-j k!"PR gwf 03 BE ME - R B clk g Wi I WW^ i�M*IU "'M S 41,'. 2.11. I IN gg .1, X V Now ANA X4; g gi R-1 A-, mf MOR M-15 wwn N AV ",X, g", 3MW NAME gg 4v,4t',� VAR WON My, 011 -MY Pi ggg z., R, MOP Nbo "%Z jig. gg -F .......... mom" VIA:.RV%4140 owl IN. WRI .3 YNX -114,0?5'MR NMI 1W MRS. t4u BEER al ME IRWIN, Rf, 21 4 AN W p� k"1,117 _0 Ag R ,ogli— "g 5, p -mgmugg", Z X 1-,- IP V, 0-1 1� Ek, -3. 'Op RR �,ON Deco Truss Company, Inc. 13980 SW 252nd ST aTRUSS 0M ... ANY• I Miami, FL 33032 Trusses&Building Materials Tel: (305) 257-1910 Fax: (305) 257-1911 Re : 8234: REMODELING: Site Information: Project Customer: DISTINCTIVE HOMES Job Name :REMODELING: CHEE-AWAI Lot/Block: Subdivision Site Name: Site Address: 1370 N.E. 103 STREET MIAMI SHORES St: FL. Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FRC2010rTPl2007 Design Program: 7.35 Sep 27 2012 Roof Load: 55.0 psf Floor Load: N/A P Wind Code: Wind Speed: 175 mph This package includes 16 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 10/17/13 A2 0001 2 10/17/13 A3 0002 , 3 10/17/13 AG1 0003 r d 4 10/17/13 AG4 0004 p "�_� d I j'.!;� 5 10/17/13 CJ10 0005 sP�h�-�Ici �rj r_Uj�r,°��d r'n 6 10/17/13 A 0008 . Ice -!„ E()i riG Irl (7)rn `n r- I V,i'` 7 10!17/13 J3 0007 I � ,r c j1 I gr; C,?Bl.P10e &,3s Ili CUltlr ,Ct t ccujT,,�rn S �- 8 10/17/13 J5 0008 Ci I IT 0009 Cons UC1� n-i^?� Pr �Tl i h Precau'iori�9 10/17/13 J7 Coordina'inn �tilill +t SP�� jIr ai Cf�ils I'UCLiC+fl 10 10/17/13 V12 0010 the rC'SGflsl��l( "G,lr Fl it � 'j �;fl�( pYjGaCrE,df1Cp1� �wt4�rttlS 9CVr�lil 11 10/17/13 V16 0011 ' C �`�r�-I��c C' 12 10/17/13 V20 0012 13 10/17/13 V24 0013 14 10/17/13 V28 0014 I /I•L` 15 10!17/13 V4 0015 , �y }?,- B••, 16 10/17/13 V8 0016 lei e �labl•i'ittal No. Date 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 oI MRS rasa ype ty y REMODELING:CHEE-AWAI (R.C.) 8234, AGI HIP TRUSS 1 3 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.350 s Sep 27 2012 Pant:7.350 s Sep 27 2012 MiTek Industries,Inc. Thu Oct 1713:52:21 2013 Peg I D:ouKRS5eRvXFepOePWGgAOUycm61-PIZ665J BJOgT2pffjJAuAmROPbsSyxXdUvK41UySVice 1-8 4 36 0 7-0.0 10-11-8 149 4 18 7-0 22-4-12 26-2-8 30.2-0 338-0 37-2-0 1-8-4 1-9 12 3-6-0 311-8 39 12 39 12 39 12 39 12 311-8 36 0 36 0 Scale=1:62.8 3.00 12 5x10 MT20H= 7x6 MT20H= 5x10 MT20H= 3 4 29 5 6 7 30 8 9 4x10 11 T-2 2 �_ 10 4x10 II �� o +o, 1 1I ; 04 ryl� ld 22 21 31 20 19 32 18 33 17 34 16 35 15 14 36 13 12 4x8= 2x4 11 4x6= 5x10 MT20H= 4x8 5x10 MT20H= 4x6 2x4 I I 4x8= • rtr tor,must refer to Engineer OrWl'ng , For PWW niiing inshctlons,on Order Aftaclunent 1 8 4 36 0 7-0.0 10.11 8 149 4 18-7-0 22 4 12 26 2-8 30-2-0 338 0 37-2-0 1 8 4 1-9 12 36-0 311-8 39-12 39 12 39 12 39-12 311-8 36 0 36-0 Plate Offsets(X,1): [1:0-0-7 2-0-01,11:0-3-11,Edge],[3:0-5-4,0-3-0], 6:0-4-0,0-4-81,r9:0-5-4,0-3-0],[11:0-3-11 Edge],[11:0-0-7,2-0-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.87 Vert(LL) 1.20 17 >371 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.89 Vert(TL) -1.06 17 >422 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) -0.18 11 n/a n/a BCDL 10.0 Code FRC20101TPI2007 (Matrix-M) Weight:717 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. T2:2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. BOT CHORD 2x6 SP No.2*Except* B2:2x6 SP M 26 WEBS 2x4 SP No.2 WEDGE Left:2x4 SP No.2,Right:2x4 SP No.2 REACTIONS (Ib/size) 1=3094/0-8-0 (min.0-1-8),11=3094/0-8-0 (min.0-1-8) Max Uplift 1=-4373(LC 3),11=-4373(LC 3) Max Grav 1=3662(LC 2),11=3662(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-11021/13400,2-3=-12535/15473,3-4=-15419/18951,4-29=-17419/21247, 5-29=17419/21247,5-6=-18086/22029,6-7=-18086/22029,7-30=-17419/21247, 8-30=-17419/21247,8-9=-15419/18951,9-10=-12535/15472,10-11=-11021/13400 BOT CHORD 1-22=-12816/10606,21-22=-12816/10606,21-31=-15009/12239,20-31=-15009/12239, 19-20=18751/15419,19-32=-18751/15419,18-32=-18751/15419,18-33=-21048/17419, 17-33=-21048/17419,17-34=-21048/17419,16-34=-21048/17419,16-35=-18751/15419, 15-35=-18751/15419,14-15=-18751/15419,14-36=-15009/12239,13-36=-15009/12239, 12-13=-12816/10606, 11-12=-12816/10606 WEBS 2-22=-502/714,2-21=-2169/1859,3-21=-1299/933,3-20=-4141/3642,4-20=-1276/1354, 4-18=-2559/2310,5-18=-735(725,5-17=-872/832,6-17=-380/267,7-17=-872/832, 7-16=-735/725,8-16=-2559/2310,8-14=-1276/1354,9-14=-4141/3642,9-13=-1299/933, 10-13=-2169/1859,10-12=-5021714 NOTES 1)3-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;C-C Extedor(2)0-0-0 to 12-3-1,Interior(1)12-3-1 to 24-10-15,Exterior(2)24-10-15 to 30-2-0;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. Malrrnound ZOltagl2tn, 11%.b. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 4x4 MT20 unless otherwise indicated. Consulfingi ineers 8)Plates checked for a plus or minus 0 degree rotation about its center. 13901 S.W. 108 A-v,. Continued on page 2 Nflami,Florida. 33176 Phone 305-253-2428 Fax a(}5-23a-,-?24� Florida Professional Engineering License No 3692 Special Inspector icertse No Job ruse ruse Type Qty y FREMOOELING:CHEE-AWAI (R.C.) �f 8234 AGI HIP TRUSS 1 3 rence(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.350 s Sep 27 2012 Print:7.350 s Sep 27 2012 Mi Tek Industries,Inc. Thu Oct 1713:52:21 2013 Peg I D:ouKRSSeRvXFepOePWGgAOUycm61-PIZ665J BJOgT2pff)JAuAmRQPbs5yxXdUvK41UySVice NOTES 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 4373 Ib uplift at joint 1 and 4373 Ib uplift at joint 11. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)961 Ib down and 1506 Ib up at 7-0-0, 119 Ib down and 255 Ib up at 9-0-12,119 Ib down and 255 Ib up at 11-0-12,119 Ib down and 255 Ib up at 13-0-12,119 lb down and 255 Ib up at 15-0-12,119 Ib down and 255 Ib up at 17-0-12,119 Ib down and 255 Ib up at 18-7-0,119 Ib down and 255 Ib up at 20-1-4,119 Ib down and 255 Ib up at 22-1-4,119 Ib down and 255 Ib up at 24-1-4,119 Ib down and 255 Ib up at 26-1-4,and 119 Ib down and 255 Ib up at 28-1-4,and 961 Ib down and 1506 Ib up at 30-1-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) 1)Regular.Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-3=-75,3-9=-75,9-11=-75,23-26=-20 Concentrated Loads(ib) Vert:21=-805 20=-95 18=-95 17=95 16=-95 14=-95 13=-805 31=-95 32=-95 33=-95 34=-95 35=-95 36=-95 2)Regular Only:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-3=-90,3-9=-90,9-11=-90,23-26=-20 Concentrated Loads(lb) Vert:21=-961 20=-119 18=-119 17=-119 16=-119 14=-119 13=-961 31=-119 32=-119 33=-119 34=-119 35=119 36=-119 3)C-C Wind:Lumber Increase=1.60.Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=104,3-29=95,29-30=79,9-30=95,9-11=104,23-26=-10 Horz: 1-3=-114,9-11=114 Concentrated Loads(lb) Vert:21=1486 20=245 18=245 17=245 16=245 14=245 13=1486 31=245 32=245 33=245 34=245 35=245 36=245 4)C-C Wind Positive:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-70,3-9=-61,9-11=-70,23-26=-20 Horz:1-3=40,9-11=-40 Concentrated Loads(lb) Vert 21=1 506 20=255 18=255 17=255 16=255 14=255 13=1506 31=255 32=255 33=255 34=255 35=255 36=255 5)Live Only:Lumber Increase=0.90,Plate Increase=0.90 Pit.metal=0.90 Uniform Loads(plf) Vert:1-3=-30,3-9=-30,9-11=-30,23-26=-20 Concentrated Loads(lb) Vert:21=-338 20=-23 18=-23 17=-23 16=-23 14=23 13=-338 31=-23 32=-23 33=-23 34=-23 35=-23 36=-23 6)C-C Wind Positive+Regular.Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-105,3-9=-98,9-11=-105,23-26=-20 Horz: 1-3=30,9-11=-30 Concentrated Loads(lb) Vert:21=1105 20=193 18=193 17=193 16=193 14=193 13=1105 31=193 32=193 33=193 34=193 35=193 36=193 7)1st unbalanced Regular:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-3=-75,3-9=-75,9-11=-30,23-26=20 Concentrated Loads(lb) Vert:21=-805 20=-95 18=-95 17=-95 16=-95 14=-95 13=-805 31=-95 32=-95 33=-95 34=-95 35=-95 36=-95 8)2nd unbalanced Regular:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-3=-30,3-9=-75,9-11=-75,23-26=-20 Concentrated Loads(lb) Vert:21=-805 20=-95 18=-95 17=-95 16=-95 14=-95 13=-805 31=-95 32=-95 33=-95 34=-95 35=-95 36=-95 9)3rd unbalanced Regular Only:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-3=-90,3-9=-90,9-11=-30,23-26=-20 Concentrated Loads(lb) Vert:21=-961 20=-119 18=-119 17=-119 16=-119 14=-119 13=-961 31=-119 32=-119 33=-119 34=-119 35=-119 36=-119 10)4th unbalanced Regular Only:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-3=-30,3-9=-90,9-11=-90,23-26=-20 Concentrated Loads(lb) Vert:21=-961 20=-119 18=-119 17=-119 16=-119 14=-119 13=-961 31=-119 32=-119 33=-119 34=-119 35=-119 36=-119 mahmound Zolfaghari,P.E. Consulting Engin 13901 S.W. 108 A-V,. Miami,Florida 33176 Phone 305-253-2428 Parc a0S�23a_�lu Florida Professional Engincering License No, 3691" Special lnspeator l.iemse lvlo 63h o cuss russ ype ty y REMODELING:CHEE-AWAI 0001 8234, �A2 Hip Truss 1 1 j I 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 MTek Industries,Inc. Thu Oct 1713:58:14 2013 Peg ID:ouKRS5eRvXFepOePWGgAOUycm61-aCOYBobcBslNv38Vuy?gzCZrYuNn9XSbfKLFeXySVX7 1-8 0 4 6-0 9-0-0 13-10-6 1 18-7-0 23-3-10 28-2-0 32-8-0 35 6-0 137-2-0; 1-5-0' 2-10-0 4-6-0 4-10-6 4 8-10 4-8-10 4 10 6 4 6 0 2-10 Scale=1:68.0 3.00 12 5x10 MT20H= 5x10 MT20H= 5x10 MT20H= 4 529 6 7 0 B 2x411 I I T 9 2x411 4 2 4 10 0 0 1 11 o N 11 BI [d 22 21 20 19 18 17 16 15 14 13 12 5x10 MT20H= 2x4 11 5x10 MT20H WB= 3x8= 5x10 MT20H WB— 2x4 I I 5x10 MT20H= 2x4 11 2x4 11 1-5-0 46 0 9 0 0 14--1-0-6 10 6 18-7-0 23-3-10 28-21 32-8-0 35 6 0 37-2-0 1-5 01 2-10 0 46 0 410 6 48 10 48 10 4 10 6 F 4 6 0 2-10-0 1 1 8 0' Plate Offsets(X,Y): [4:0-7-0,0-2-12],[6:0-5-0,0-3-0],[8:0-7-0,0-2-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.47 Vert(LL) 1.23 17 >362 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.76 Vert(TL) -1.63 17 >274 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.28 11 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Weight:179 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 31,' TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-5-2 oc bracing. WEBS 2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.2,Right:2x4 SP No.2 Installation guide. REACTIONS (lb/size) 1=1765/0-8-0 (min.0-1-14),11=1765/0-8-0 (min.0-1-14) Max Uplift 1=-1591(LC 3),11=-1591(LC 3) Max Grav 1=2257(LC 6),11=2257(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD .1-2=-6277/4392,2-3=-6291/4425,3-4=-6319/4402,4-5=-7708/5346,5-29=-8231/5637, 6-29=-8231/5637,6-30=-8231/5637,7-30=-8231/5637,7-8=-7708/5346,8-9=-6319/4402, 9-10=-6291/4425,10-11=-6277/4392 BOT CHORD 1-22=-4182/6018,21-22=-4182/6018,20-21=-418216018,19-20=-4083/6070, 18-19=-4083/6070,17-18=-5090/7641,16-17=-5090/7641,15-16=-4083/6070, 14-15=-4083/6070,13-14=-418216018,12-13=-4182/6018,11-12=-418216018 WEBS 3-20=-4/470,4-18=-1136/1815,5-18=-7741596,5-17=-3301681,6-17=-455/351, 7-17=-330/681,7-16=-774/596,8-16=-1136/1815,9-14=-4/470 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.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;C-C Exterior(2)0-0-0 to 14-3-1,Interior(1)14-3-1 to 22-10-15,Exterior(2)22-10-15 to 28-2-0;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)All plates are 3x4 MT20 unless otherwise indicated. 6)Plates checked for a plus or minus 0 degree rotation about its center. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1591 Ib uplift at joint 1 and 1591 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 Malunound Zoltaghan,?.E. Consulting Engineers 13901 S.W. 108 Ago. Miami,Florida 33175 Phone 305-253-2425 Fax X05-23:�-,24 Florida Professional Engineering License NO, 3692 Special Inspector 1,icertge Nn 6'46 Yruss cuss ype Qty y REMODELING:CHEE-AWAI 0002, 6234rA3 Hip Truss 1 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 MTek Industries,Inc. Thu Oct 17 13:58:14 2013 Peg ID:ou KRS5eRvXFepOePWGgAOUycm61-aCOYBobcBsl Nv38Vuy?gzCZkfuM79 UebfKLFeXySVX7 1-8-0 5-6-0 11-0-0 16-0-11 21-1-5 26 2-0 31-8-0 35-6-0 37-2-0 1-8-0' 3-10-0 5-6-0 5-0-11 5-0-11 5 0 11 5 6 0 3-10-0 1 8 0 Scale=1:68.0 3.00 F12 5x10 MT20H= 5x10 MT20H= 3x4= 3x4= 4 5 6 7 3x43x4 3x4 2x4 11 82x4 l 1 2 24 � �4 �25 9 10 CS 17 16 15 14 13 12 11 2x4 11 2x4 11 5x10 MT20H= 3x4— 5x10 MT20H= 2x4 I I 2x4 11 5x10 MT20H= 5x10 MT20H= Z'- Mo 8 0 56 0 11-0-0 18-7-0 26-2-0 31 8 0 35 6 0 37-2-0, 1 8 0 E & 560 - 7-7-0 7-7-0 —T 56 0 3 10 0 0 Plate Offsets(X Y): [4:0-5-0,0-2-4],17:0-5-0,0-2-4],[13:0-4-12,0-3-01,[15:0-4-12,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.92 Vert(LL) 1.07 14 >419 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.80 Vert(TL) -1,3913-14 >320 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.28 10 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Weight:173 lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T2:2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 3-6-11 oc bracing. BOT CHORD 2x4 SP M 31 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer WEDGE Installation guide. Left:2x4 SP No.2,Right:2x4 SP No.2 REACTIONS (Ib/size) 1=176510-8-0 (min.0-1-14),10=176510-8-0 (min.0-1-14) Max Uplift/=-1578(LC 3),10=-1578(LC 3) Max Gray 1=2270(LC 6),10=2270(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-6460/4460,2-24=-6485/4500,3-24=-6432/4508,3-4=-6059/4232,4-5=-5865/4180, 5-6=-6859/4790,6-7=-5865/4180,7-8=-605914232,8-25=-6432/4508,9-25=-6485/4500, 9-10=-6460/4460 BOT CHORD 1-17=-4259/6206,16-17=-4259/6206, 15-16=-4259/6206,14-15=-453316724, 13-14=-4533/6724,12-13=-4259/6206,11-12=-4259/6206,10-11=-4259/6206 WEBS 3-15=-441/394,4-15=-4891902,5-15=-12351760,6-13=-1235/760,7-13=-489/902, 8-13=-441/394 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.Opsf,BCDL=5.Opsf;h=15ft;Cat.ll;Exp D;Encl., GCpi=0.18;C-C Exterior(2)0-0-0 to 3-8-10,Interior(1)3-8-10 to 5-6-0,Extedor(2)5-6-0 to 11-0-0,Interior(1)16-0-11 to 20-10-15, Extedor(2)26-2-0 to 37-2-0;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 1578 Ib uplift at joint 1 and 1578 Ib uplift at joint 10. 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 Zolfaghan, . C onsWting Freers 13901 S.W. 108 AS, Nfi ,lalorlda 33176 Phone 303-25.)-21-28 F ( ..?3s- �+ Flof1da Profflmi>mil F2,ftyitivrhi License, No. 3692 Job Truss Truss Type Qty Ply REMODELING:CHEE-AWAI I82M AG4 Hip Truss 1 41 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA 7.350 s Sep 27 2012 MiTek Industries,Inc. Mon Oct 21 11:44:45 2013 Page ID:ouKRS5eRvXFepOePWGgAOUycm61-XATt8t7b1 iC9XZkoub60pK3gEte2oNr1 bKCb?IyRD6G 1-10-0 3-5-0 6 10 0 10-3-0 13.10-9 17-4-7 21-0-0 X23 3-0 26-8-0 30-1-0 34-1-0 35-4-0 1-10-0 3 5 0 3 5 0 3-5-0 3-7-9 3-5-13 3-7-9 2-3-0 3-5-0 3 5 0 40 0 1-3-0' Scale=1:61.6 6x6% 3x6= 1x4 'I 4x8= 5x10 MT201-1= 3.00.12 5 6 31 7 32 8 9 3x4= 4x4%I 4x8_ 3x4 33 4 10 30 3x4 3 4x8= d 12 13Li 01 Ll L1 ^ c5 �{ Ll Ick 24 23 22 21 20 19 18 17 16 15 14 3x6 11 4x8 ;I 4x8 11 6x8- 4x8 11 5x10 MT20H- 6x8= 4x8 I 3x8 11 6x10 11 4x6= CUli[rctor,must refer to Engineer Draining For pr ;nailing instructions,on Rder Abcb=nt 1 110 6-10-0 10-3-0 13.109 17-4-7 21-0-0 _23-3-0 26-8-0 30-1-0 3410 3 5 0 3 5 0 3 5 0 73 + 3-5-13 3-7-9 2-3 0 3-5-0 3-5-0 4 0 0 Plate Offsets(X,Y): [5:0-1-8,0-2-4],[8:0-4-0,0-1-12],[9:0-6-0,0-2-8],[10:0-2-4,0-2-0],[12:0-9-11,0-1-15],[14:0-5-4,0-1-8],[15:0-5-4,0-2-0],[18:0-6-4,0-2-4],[19:0-2-0,0-2-4], [20:0-5-8,0-2-0],[22:0-5-12,0-2-0],[23:0-5-0,0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def] Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.83 Vert(LL) -0.18 23 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.91 Vert(TL) -0.41 23 >611 240 MT20H 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) -0.04 2 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix-M) Weight:907 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. T3:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x8 SP No.1 D WEBS 2x4 SP No.2*Except* W8:2x8 SP No.1 D,W7:2x4 SP M 31 REACTIONS (Ib/size) 12=403/0-10-0 (min.0-1-8),18=2109/0-10-0 (min.0-6-14),2=949/0-10-0 (min.0-2-10) Max Horz 12=3(LC 3) Max Uplift 12=-2082(LC 11),18=-14319(LC 11),2=-5737(LC 11) Max Grav 12=3513(LC 2),18=27132(LC 2),2=10407(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 9-10=-6452/12527,10-30=-1418/2828,11-30=-142512778,11-12=-4012/1982, 5-6=-9016/4939,6-31=-1235/2638,7-31=-1235/2638,7-32=-1235/2638,8-32=-1235/2638, 8-9=-9934/19171,2-3=-25214/13188,3-33=-23226/12306,4-33=-23190/12311, 4-5=-15367/8245 BOT CHORD 2-24=-12643/24442,23-24=-12643/24442,22-23=-11752/22528,21-22=-7925/15328, 20-21=-7925/15328,19-20=-4594/9016,18-19=-19171/10279,17-18=-11817/6402, 16-17=-11817/6402,15-16=-2695/1573,14-15=-1 78213893,12-14=-1782/3893 WEBS 11-14=-147713053,11-15=-6794/3460,10-15=-3230/6526,10-16=-10456/5528, 9-16=-2702/5313,9-18=-11172/5890,8-18=-12265/6600,8-19=-10661/20262, 7-19=-341/289,6-19=-14484/7673,6-20=-4220/8277,5-20=-7735/4083,5-22=-4024/7880, .-. 4-22=-8486/4500,4-23=-2537/5190.3-23=-1973/918.3-24=-310/859 NOTES cma 1)4-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-4-0 oc. " 9t Webs connected as follows:2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. ami *2 Attach BC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. C� 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp D;Encl., c MD GCpi=0.18;C-C Exterior(2)32-3-9 to 35-11-0,Interior(1)28-7-13 to 32-3-9,Exterior(2)23-10-0 to 28-7-13,Interior(1)15-7-13 to a> 19-0-3,Extedor(2)6-0-3 to 2-4-7;Lumber DOL=1.60 plate grip DOL=1.60 dna 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. ' '02 cn 7)The solid section of the plate is required to be placed over the splice line at joint(s)21. 8)Plate(s)at joint(s)9,5,12,17,11,14,15,10,16,18,8,19,7,6,20,22,4,23,3,24 and 2 checked for a plus or minus 0 degree >ry Cor 9hdr drppgbds2center. 1 C J --4 Job russ Truss Type Qty y REMODELING:CHEE-AWAI 8234, AG4 Hip Truss 1 4i Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA 7.350 s Sep 27 2012 Mi Tek Industries,Inc. Mon Oct 21 11:44:45 2013 Page ID:ouKRS5eRvXFepOePWGgAOUycm6l-XATt8t7b1 iC9XZkoub60pK3gEte2oNr1 bKCb?IyRD6G NOTES 9)Plate(s)at joint(s)21 checked for a plus or minus 2 degree rotation about its center. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2082 Ib uplift at joint 12,14319 Ib uplift at joint 18 and 5737 Ib uplift at joint 2. 11)Load case(s)2,11 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) 1)Regular:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pig Vert:9-13=-75,5-9=-75,1-5=-75, 12-27=-20 2)Regular Only:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:9-13=-90,5-9=-90,1-5=-90,12-27=-1120(B=-1100) 3)C-C Wind:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:9-30=104,25-30=71,12-25=104,12-13=171,5-31=95,31-32=79,9-32=95, 1-2=171,2-28=104,28-33=71,5-33=104,12-27=-10 Horz:9-30=114,25-30=81,12-25=114,12-13=181, 1-2=-181,2-28=-114,28-33=-81,5-33=-114 4)C-C Wind Positive:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:9-12=-70,12-13=-5,5-9=-61,1-2=-5,2-5=-70,12-27=-20 Horz:9-12=-40,12-13=25,1-2=-25,2-5=40 5)Live Only:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:9-13=-30,5-9=-30,1-5=-30, 12-27=-20 6)C-C Wind Positive+Regular:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:9-12=-105,12-13=-56,5-9=-98,1-2=-56,2-5=-105,12-27=-20 Horz:9-12=-30,12-13=19,1-2=-19,2-5=30 7)1st unbalanced Regular.Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:9-13=-75,5-9=-75,1-5=-30,12-27=-20 8)2nd unbalanced Regular:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:9-13=-30,5-9=-75,1-5=-75,12-27=-20 9)3rd unbalanced Regular Only:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:9-13=-90,5-9=-90,1-5=-30,12-27=-20 10)4th unbalanced Regular Only:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:9-13=-30,5-9=-90,1-5=-90,12-27=-20 11)User defined:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:9-30=104,25-30=71,12-25=104,12-13=171,5-31=95,31-32=79,9-32=95,1-2=171,2-28=104,28-33=71,5-33=104,12-27=548(B=558) Horz:9-30=114,25-30=81,12-25=114,12-13=181,1-2=-181,2-28=-114,28-33=-81,5-33=-114 Mahmound Zolta i,P.E. Consulting En&= 13901 S.W. 108 Ad,. K Miami,Florida 33176 Phone 305-253,2428 P ,50M3.)--,2,+n Flpft ft-Dos-foM kn&d6figLleett5e No. 369121 POOP,,#, ± ^+s ed "n mss toss Type ty y I REMODELING:CHEE-AWAI (R.C.) 18234, CJ10 Diagonal Hip Girder 12 1 Job Reference(optional) DECO TRUSS COMPANY INC.,Princeton,FL 33032,MAR10 ESPINEIRA Run:7.350 s Sep 27 2012 Print:7.350 s Sep 27 2012 MTek Industries,Inc. Thu Oct 1713:52:22 2013 Peg I D:ouKRS5eRvXFepOePWGgAOUycm61-tU7UJ RKp4iyKgzErH 1 h7i_er?I8hldnjZ4dHxySVcd 4-11-0 9-10-1 4-11-0 4-11-0 Scale=1:18.3 3x4= 3 4 2.12 F12 4x4 11 2 I '-�_ 1 B1 3x8 Ii 11 7 12 6 1x4 11 3x4 5 4x6= 4-11-0 9 101 4-11-0 4-11-0 Plate Offsets(X Y): [1:0-3-7 Edge] [3:0-0-8,0-1-81,[6:0-2-12.0-2-0] LOADING(psf) SPACING 2-0-0 CSI FDEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.70LL) 0.21 6-7 >557 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.46TL) 0.18 6-7 >639 240 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) -0.03 6 n/a n/a BCDL 10.0 Code FRC2010lTP12007 (Matrix-M) Weight:42 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins, BOT CHORD 2x4 SP M 31 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-1-11 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer I Installation guide. _ REACTIONS (Ib/size) 6=730/0-2-8 (min.0-1-8),1=524/0-10-15 (min.0-1-8) Max Horz 1=236(LC 3) Max Uplift6=-1232(LC 3),1=-823(LC 3) Max Grav 6=861(LC 2),1=617(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1855/2555,3-6=-250/338 BOT CHORD 1-11=-2667/1800,7-11=-2667/1800,7-12=-2667/1800,6-12=-2667/1800 WEBS 2-7=-685/383,2-6=-1687/2506 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.11;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)6. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1232 Ib uplift at joint 6 and 823 Ib uplift at joint 1. 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)171 Ib down and 232 Ib up at 14-9 on top chord,and 26 Ib down and 127 Ib up at 1-4-9,and 170 Ib down and 377 Ib up at 4-2-8,and 333 Ib down and 646 Ib up at 7-0-7 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) 1)Regular:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-3=-75,3-4=-75,5-8=-20 Concentrated Loads(lb) Vert:9=111 10=-18 11=-138 12=-275 2)Regular Only:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) ,Vert:1-3=-90,3-4=-90,5-8=-20 Mahmound Zolffi s an,P.E. Concentrated Loads(lb) Vert:9=134 10=-26 11=-170 12=-333 Consulting fid' gin 13901 S. T. 108 A)t, Continued on page 2 Miami,Florida 33176 Phone 305-253.2428 F 305-233- i-20 Florida ProfossioftlUggift rifIg lArnige No. `3692, Jo Truss Truss Type ty Py REMODELING:CHEE-AWAI (R.C.) 823A CA Diagonal Hip Girder 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 MTek Industries,Inc. Thu Oct 1713:52:22 2013 Pag I D:ouKRS5eRvXFepOePWGgAOUycm6l-tU7UJRKp4iyKgzErH 1 h7i_er?I8hldnjZ4dHxySVcd LOAD CASE(S) 3)C-C Wind:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert: 1-3=124,3-4=171,5-8=-10 Hoa:1-3=-134,3-4=-181 Concentrated Loads(lb) Vert:9=-171 1 0=1 07 11=357 12=626 4)C-C Wind Positive:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-78,3-4=3,5-8=-20 Horz:1-3=48,3-4=-33 Concentrated Loads(lb) Vert:9=232 10=127 11=377 12=646 5)Live Only:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-3=-30,3-4=-30,5-8=-20 Concentrated Loads(lb) Vert:9=42 10=7 11=-41 12=-98 6)C-C Wind Positive+Regular.Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-111,3-4=-50,5-8=-20 Horz:1-3=36,3-4=-25 Concentrated Loads(lb) Vert:9=187 10=102 11=286 12=482 Malunou .d Zol$aghari,P.E. Consulting Engineem 13901 S.W. 108 Av,. Mim ,Florida 33176 Phone 305.253.2428 Fa c A5-233---:'?4b lad1iva1igilleefing License No. 369%t JoTruss russ ype ty y REMODELING:CHEF-AWAI 00091 8234. I J7 Jack-Open Truss 13 1 I 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. Thu Oct 1713:58:15 2013 Peg I D:ouKRS5eRvXFepOePWGgAOUycm6l-2PywP8cEy9Q EWDjhSfXvWQ52M Ipfu3uku_5pAzySVX6 i 3-6-0 7-0-0 3-6-0 3-6-0 Scale=1:14.2 3 li 3.00 12 2x4 2 % T1 0 I N W1 \_ B1 l fff L 5 3x8 I I 3x4= 2x4 II 4 6-10-0 7 0 p 6-10-0 2- Plate Offsets(X Y): [1:0-3-6 Edge] 15:0-2-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.34 Vert(LL) 0.02 5-8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.27 Vert(TL) -0.07 5-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FRC20101TPI2007 (Matrix-M) Weight:28 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-10 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.2 Installation guide. REACTIONS (Ib/size) 3=115/0-1-8 (min.0-1-8), 1=326/0-8-0 (min.0-1-8),5=219/0-1-8 (min.0-1-8) Max Horz 1=253(LC 3) Max Uplift3=-235(LC 3),1=-392(LC 3),5=-248(LC 3) Max Grav 3=182(LC 6),1=450(LC 6),5=301(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-803/741 BOT CHORD 1-5=-899/832 WEBS 2-5=-868/938 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsfi BCDL=5.Opsf,h=15ft;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)3,5. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 235 Ib uplift at joint 3,392 Ib uplift at joint 1 and 248 Ib uplift at joint 5. 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Mahmound Zolfa° h ,P.E. Consulting Engin 13901 S.W. 108 A-v, Miarni,Florida 33176 Phone 303.253.2428 Fox A5-23:)--24)b k'IOMA WOSIWIl Ef$1flee6l g License No. 36q' AP00141 I O Wf�1+� hOTO 616 o cuss russype ty y REMODELING:CHEE-AWAI ' 0008 8234 JS Jack-Open Truss 4 1 ' i Job Reference(optional) i 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. Thu Oct 17 13:58:15 2013 Peg I D:ou KRS5eRvXFepOe PWGgAO Uycm61-2PywP8cEy9Q E WDjhSfXvWQ 5?E I kV u6 Bku_5pAzyS VX6 5-0-7 5-0-7 Scale=1:11.9 2 1 3.00 12 ' I � T1 B1 >' 3x8 11 3 3x4 I I 5-0-7 5-0-7 _ Plate Offsets(X,Y): [1:0-2-0,0-2-12],[1:0-3-6,Edge] LOADING(pso SPACING 2-0-0 CSI DEFL in (loc) Udefi L/d PLATES GRIP TCLL 30.0 Plates Inctease 1.33 TC 0.54 Vert(LL) 0.14 3-6 >436 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.60 Vert(TL) -0.11 3-6 >526 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 10.0 Code FRC201O/TP12007 (Matrix-M) Weight:17 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=157/0-1-8 (min.0-1-8),3=79/0-1-8 (min.0-1-8),1=236/0-8-0 (min.0-1-8) Max Horz 1=192(LC 3) Max Uplift2=-303(LC 3),3=-67(LC 3),1=-300(LC 3) Max Grav2=246(LC 6),3=104(LC 6),1=331(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 1-3=-302/235 NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.Opsf,BCDL=5.Opsf;h=15ft;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)2,3. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 303 Ib uplift at joint 2,67 Ib uplift at joint 3 and 300 Ib uplift at joint 1. 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)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 Mahmound Zollaghan, Consulting Engineers 13901 S.W. 108 ,ft-v,. Miami,Florida 33176 Phone 305-253-2428 Fax. SUS-23--)-,2,&� Florida :Professional Engineering License No. 3692+ Special Inspector Licence No 616 pTruss russ ype ty y REMODELING:CHEE-AWAI 00071 8234 J3 Jack-Open Truss 4 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 Mi rek Industries,Inc. Thu Oct 17 13:58:15 2013 Peg I D:ouKRSSeRvXFbpOePWGgAOUycm61-2PywPecEy9QEWDjhSfXvWQ55RIquu6Bku_SpAzySVX6 3-0-7 3-0-7 Scale=1:9.4 3.00 12 2 I 1 % T1 ^; i � N c :L 81 3x8 11 3 e I 2x4 11 3-D-7 3-0-7 Plate Offsets(X Y)• [1.0-2-0 0-1-8] [1:0-3-6 Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.15 Vert(LL) 0.02 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.19 Vert(TL) -0.01 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FRC20101TP12007 (Matrix-M) Weight:11 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-7 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=89/0-1-8 (min.0-1-8),3=52/0-1-8 (min.0-1-8),1=141/0-8-0 (min.0-1-8) Max Horz 1=115(LC 3) Max Uplift2=-169(LC 3),3=-57(LC 3),1=-175(LC 3) Max Grav 2=139(LC 6),3=72(LC 6),1=197(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=S.Opsf;BCDL=S.Opsf,h=15ft;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)2,3. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 169 Ib uplift at joint 2,57 Ib uplift at joint 3 and 175 Ib uplift at joint 1. 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)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 Mahnlound Zolfaghari,P.E. Consulting Engineers 13901 S.W. 108 xvo Miami,Florida 33176 Phone 305-253-2428 Fax X05-23:5-t20 Florida Professional Engineering License No. 36921 Special Inspector license No 616 o toss Truss Type Qty y REMODELING:CHEE-AWAI 8234 11 (Jack-Open Truss 4 1 0006 IJob 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 MTek Industries,Inc. Thu Oct 1713:58:14 2013 Peg I D:ouKRS5eRvXFepOePWGgAOUycm61-aCOYBobcBsl Nv38Vuy?gzCZynuYV9fxbfKLFeXySVX7 1-0-7 1-0-7 3.00 12 Scale=1:7.0 2 T1 h C6 1 0 i 1 X- 3 A 3x4= 1-0-7 r 1-0-7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.01 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 •BC 0.01 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 1 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix-M) Weight:4 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-7 oc purlins. BOT CHORD 2x6 SP No.2 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 (Ib/size) 1=49/0-8-0 (min.0-1-8),3=29/0-1-8 (min.0-1-8),2=20/0-1-8 (min.0-1-8) Max Horz 1=40(LC 3) Max Uplift 1=-56(LC 3),3=-44(LC 3),2=-38(LC 3) Max Grav 1=67(LC 6),3=43(LC 6),2=31(LC 6) FORCES (lb) Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=5.0psf;BCDL=5.Opsf,h=15ft;Cat.11;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)3,2. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 56 Ib uplift at joint 1,44 Ib uplift at joint 3 and 38 Ib uplift at joint 2. 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)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 Mal ,=hind Zolta;hart> .E. Cone En Ims 13901 S-W- 108 Ado b& ,Flotllo. 3M76 a� Fho0 2 3 � X05.2 :) 20 Flofida S11"A1 h 1 ticellsX10, 36921 S.ecig Iftg e .3r Liee �e No �� oTruss Truss ype Qty y REMODELING:CHEE-AWAI 0015' 8234 i V4 GABLE 1 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 MTek Industries,Inc. Thu Oct 17 13:58:16 2013 Peg ID:ouKRSSeRVXFepOePWGgAOUycm61-WbWJcUcsjTY58Nl uON282delbiD6dZRt7egMjPySVXS 2-0-0 4-0-0 2-0-0 2-0-0 4x4= Scale=1:7.5 3.0012 2 3 T1 �TT1 MEN l 4-0-0 4-0-0 --� LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.00 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:10 Ib FT=0% LUMBER BRACING TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=79/4-0-0 (min.0-10-7),3=79/4-0-0 (min.0-10-7) Max Uplift 1=-153(LC 3),3=-153(LC 3) Max Grav 1=124(LC 6),3=124(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 153 Ib uplift at joint 1 and 153 Ib uplift at joint 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 Mahnmound Zolfagban,P. Consulting Fnginem ;,. ,. 13901 S.W. 108 XV,. Miami,Florida 33176 Phone 305-253-2428 lax .M-233--'2 b plon*dg prOA8910nal Engineering License No. 36921 o russ russ ype Qty y REMODELING:CHEE-AWAI 0016' 8234. IV8 Valley Truss 1 1 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 MTek Industries,Inc. Thu Oct 17 1358.16 2013 Pag I D:ouKRSSeRvXFepOePWGgAOUycm61-WbWJcUcsjTY58N IuON282deFgiDFdZTt7egMjPySVXS 4-0-0 8-0-0 4-0-0 4-0-0 Scale=1:14.6 4x4= 3.00 12 2 T1 `_T1 3 l 4 2x4 1x4 11 2x4 8-0-0 8-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.24 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC2010ITP12007 (Matrix) Weight:21 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=128/8-0-0 (min.0-1-8),3=128/8-0-0 (min.0-1-8),4=278/8-0-0 (min.0-1-8) Max Uplift 1=-1 83(LC 3),3=-183(LC 3),4=-317(LC 3) Max Grav 1=184(LC 6),3=184(LC 6),4=381(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-310/353 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.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 183 Ib uplift at joint 1,183 Ib uplift at joint 3 and 317 lb uplift at joint 4. 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 LVIahinound Zolfaghaaii,F.E. Consulting Engine 13901 S.W. 108 Ad,. Miami,Florida, 33176 Phone 305-253-2428 F X05-23a--tz48 Florida Professional Engineering License No, 36921 1-ci")] 1nsr-m-tor l-go asp- TO 636 o Truss russ ype city y REMODELING:CHEE-AWAI 00101 8234 V12 Valley Truss 1 1 I I 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. Thu Oct 1713:56:16 2013 Peg I D:ouKRS5eRvXFepOePWGgAO Uycm61-WbWJcUcsjTY58N IuON282deDbi8rdY_t7egMjPySVX5 6-0-0 12-0-0 6-0-0 6-0-0 Scale=1:19.0 4x4= 3.00 i 12 2 i I STI 3 1 � 4 3x4= 1x4 11 3x4 12-0-0 12-0-0 Plate Offsets(X)): L2:0-2-0,0-2-4] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.37 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.34 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FRC201O/TPI2007 (Matrix) Weight:34 Ib FT=0% LUMBER BRACING 'TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=190/12-0-0 (min.0-1-8),3=190/12-0-0 (min.0-1-8),4=535/12-0-0 (min.0-1-8) Max Uplift 1=-226(LC 3),3=-226(LC 3),4=-577(LC 3) Max Grav 1=260(LC 6),3=260(LC 6),4=718(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=518/530 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.Opsf,BCDL=5.Opsf,h=15ft;Cat.ll;Exp D;Encl., GCpi=0.18;C-C Exterior(2);Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 226 Ib uplift at joint 1,226 Ib uplift at joint 3 and 577 Ib uplift at joint 4. 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 Z®lfaghari,P.E. Consulting Enginws 13901 S. V. 108 A-v,. Miaim,Florida 33176 Phone 305.253.2428 Pax -105-233®-t2,+h Florida Profemonal Ephgit terirjg License No, 36921' 800witd ffigtm,dlat timme"'Tn 61 r, o ruse cuss ype Qty y REMODELING:CHEE-AWAI i 001111 8234 VV16 IValley Truss 1 1 Job Reference(opbonap DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.350 s Sep 27 2!012 Print:7.350 s ID:ouKRS5eRvXFepOePWGgAOUycm6lp n4hggdUUngymXt4a427 2012 M7ek ZNbrBQY5Y6M?Z1Inc. Thu Oct 17 LIawFsySVX8:17 2013 4 8-0-0 16-0-0 8-0-0 8-D-0 Scale=1:25.3 4x4= 3.00 12 3 r 10 1x4 II 1x4 II T1 9I T1 4 2 1 \ 5 3x4= 8 7 6 3x4 1x411 1x411 • 1x411 16-D-0 16-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.23 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.08 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FRC2010fTPI2007 (Matrix) Weight:48 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 16-0-0. (lb)- Max Uplift All uplift 100 Ib or less atjoint(s)1,5 except 7=-296(LC 3),8=-387(LC 3),6=-387(LC 3) Max Grav All reactions 250 Ib or less at joints)1,5 except 7=453(LC 6),8=510(LC 6),6=510(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-7=-374/341,2-8=-427/411,4-6=-427/411 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.Opsf,BCDL=5.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;C-C Exterior(2)1-2-3 to 4-0-0,Interior(1)4-0-0 to 5-0-0,Exterior(2)5-0-0 to 8-0-0,Interior(1)11-0-0 to 11-9-13;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)Gable requires continuous bottom chord bearing. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)1,5 except Qt=lb) 7=296,8=387,6=387. 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 Zolfaghmi,P.E. Consulting Engineers 13901 S. I. 108 i v, . Miami,Florida 33176 Phone 305-253-2425 PaX .,3U5-23a- r21+b Florida Professional Engineering License No. 36921 Special Inspector License TIZO 616 oTruss Truss Type Qty Ply REMODELING:CHEE-AWAI 0012 8234 V20 Valley Truss 1 1 I 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. Thu Oct 1713:58:17 2013 Pag ID:ouKRS5eRvXFepOePWGgAOUycm61-_n4hggdUUngymXt4a4ZNbrBOk5WeM7J1 LlawFsySVX4 9-4-8 10-7-8 20-0-0 9-4-8 1-3-0 9-4-8 Scale:3t8"=1' 1x4 11 3x4= 3x4= 3.00.12 3 4 5 1x4 II 1x4 i 1 cJ 2/ 8 11 12 T/ ST T113 14 w �� T T _ w 7 3x4= 10 9 8 3x4 1x4 II 5x8= 1x4 11 20-0-0 20-0-0 Plate Offsets(X,Y): [9:0-3-0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.24 Vert(TL) n/a n/a 999 -BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FRC2010/TPI2007 (Matrix) Weight:62 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 20-0-0. (lb)- Max Uplift All uplift 100 Ib or less atjoint(s)except 1=-181(LC 3),7=-181(LC 3),9=-227(LC 3),10=496(LC 3), 8=-496(LC 3) Max Grav All reactions 250 Ib or less at joint(s)1,7 except 9=367(LC 6),10=664(LC 6),8=664(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-9=-322/287,2-10=-524/502,6-8=-524/502 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=S.Opsfi BCDL=5.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;C-C Extedor(2)1-2-3 to 4-2-3.Interior(1)4-2-3 to 5-1-9,Exterior(2)5-1-9 to 14-10-7.Interior(1)14-10-7 to 15-9-13; 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 181 Ib uplift at joint 1,181 Ib uplift at joint 7,227 Ib uplift at joint 9,496 Ib uplift at joint 10 and 496 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 Mahmoi nd Zolfag ,P.E. Consulting Enginem 13901 S. U. 108 .hv®„ Iii , Florida 33176 Phony Floft PfA1.0,11fiAl h it �i l . 3692.1 **4*0f+*,1_ '.1 ob russ Truss ype Qty y REMODELING:CHEE-AWAI 00131 8234 V24 Valley Truss 1 1 1 j Job Reference(optional) i DECO TRUSS COMPANY INC.,Princeton,FL 33032,MARIO ESPINEIRA Run:7.350 s Sep 27 2012 Print:7.350 s Sep 27 2012 Mi Tek Industries,Inc. Thu Oct 17 13:58:17 2013 Peg ID:ouKRSSeRvXFepOePWGgAOUycm61-_n4hggdUUngymXt4a4ZNbrBQW5Y1 M?b1 LlawFsySVX4 9-4-8 14-7-8 24-0-0 9-4-8 5-3-0 9-4-8 Scale=1:38.5 3x4= 3.00;12 3x4= 3 4 5 6 7 T2---------7_7__ 15T1 T176 8 w 2 T STi TBi R l 3x4= 14 13 12 11 10 3x4= 5x6= v 24-0-0 24-0-0 Plate Offsets(X,Y): [12:0-3-0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.24 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.33 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:77 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. _ REACTIONS All bearings 24-0-0. (lb)- Max Uplift All uplift 100 Ib or less at joint(s)1,9 except 12=-299(LC 3),13=-357(LC 3),14=-350(LC 3), 11=-357(LC 3),10=-350(LC 3) Max Grav All reactions 250 Ib or less at joint(s)1,9 except 12=444(LC 6),13=488(LC 6),14=481(LC 6), 11=488(LC 6),10=481(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 5-12=-364/337,3-13=-409/400,2-14=-396/373,7-11=-409/400,8-10=-396/373 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.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp D;Encl., GCpi=0.18;C-C Exterior(2)1-2-3 to 4-0-0,Interior(1)4-0-0 to 5-1-9,Exterior(2)5-1-9 to 18-10-7,Interior(1)18-10-7 to 19-9-13; 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 100 Ib uplift at joint(s)1,9 except Ot=lb) 12=299,13=357,14=350,11=357,10=350. 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 MahmOund Z01faghad,P.E. COMIting Engin Via.. 13901 S.W. 108 Maw,F1oridgi 33176 Phone 305-253-242s pax F1046 Profo- dh4l rtSA t19, L boe NA; 36921 os Job--- runs toss ype ty y REMODELING:CHEE-AWAI 00141 8234 V28 Valley Truss 1 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 Mi Tek Industries,Inc. Thu Oct 17 13:58:17 2013 Pag I D:ouKRSSeRvXFepOePWGgAOUycm61-_n4hggd U UngymXt4a4ZNbrBOsSWXM?K1 LlawFsySVX4 9-4-8 18-7-8 28-0-0 _ 9-4-8 9-3-0 9-4-8 Scale=1:45.0 3.00 12 3x4= 3x4= 3 4 17!5r218 6 7 8 C15 16f1 2 T Y T119 20 i T T 9Bi w i 1 3x4% 14 13 12 11 10 3x4 5x6= 28-0-0 28-0-0 Plate Offsets MY): [12:0-3-0,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 30.0 Plates Increase 1.33 TC 0.34 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.33 BC 0.24 Vert(TL) n/a n/a 999 DCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FRC2010/TP12007 (Matrix) Weight:91 Ib FT=0% LUMBER BRACING )'OP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 28-0-0. (lb)- Max Uplift All uplift 100 Ib or less at joint(s)except 1=-172(LC 3),9=-172(LC 3),12=-352(LC 3),13=-288(LC 3), 14=-489(LC 3),11=-288(LC 3),10=-489(LC 3) Max Grev All reactions 250 Ib or less at joint(s)1,9 except 12=502(LC 6),13=421(LC 6),14=656(LC 6), 11=421(LC 6),10=656(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 5-12=-412/387,4-13=-360/339,2-14=-519/497,6-11=-3601339,8-10=-5191497 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=S.Opsfi BCDL=S.Opsf;h=15ft;Cat.11;Exp D;Encl., GCpi=0.18;C-C Exterior(2)1-2-3 to 4-2-3,Interior(1)4-2-3 to 5-1-9,Exterior(2)5-1-9 to 9-4-8,Interior(1)13-7-7 to 14-4-10, Exterior(2)18-7-8 to 26-9-13;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 172 Ib uplift at joint 1,172 Ib uplift at joint 9,352 Ib uplift at joint 12,288 Ib uplift at joint 13,489 lb uplift at joint 14,288 Ib uplift at joint 11 and 489 Ib uplift at joint 10. 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 Mahmound Zolfagiim i,P.E. Consulting Engin=s `A-- 13901 S. I. 108 AV,. 1VliarrA,Floods 33176 Phone 305-23D-12-429 P o05- >3.,)--,•2,[b 16ri 1h dmse No. 369'' 1 l q tr pM LifflRe No 616 STANDARD ROOF VALLEY DETAIL SUPPORTING VALLEY VALLEY TRUSSES TRUSSES AREA SEE NOTE (o). STRAP @ 48" O.C. SEE NOTE (c) BELOW. 3x5 SUPPORTING TRUSSES @ 2'-0" O.C. MAX. NOTES: (a) 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. PARTIAL. ROOF LAYOUT (b) 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 strop at 4'-0" intervals w/4 10d nails each side of strap. Max. 175 mph wind speed 20'-0" max. wall height. (ASCE 7-10). 12 VALLEY TRUSSES AT —� PITCH 2'-0" O.C. MAX. Note: Plywood sheathing may be extended below valley 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 Mahmoud Zolfoghori 13901 S.W. 108 Ave. . 33176 REFER TO ENGINEERING FBC-2010 Miami,305-2533—2442828 SHEETS. DECO TRUSS COMPANY P.E. No. 36921 t 13980 S.W. 252 ST. LOADING (PLF) STIR. INCR.: 33% PRINCETON, FL. 33032 L. D. DRAWN BY: T.C. 30 15 CHECKED BY: 1 B.C. 0 10 REP. STRESS: YES SPACING: 24 INCH O/C. STANDARD LATERAL WEB BRACING 2x4 LATERAL BRACE TRUSSES @ 24" O.C. TYP. PER TRUSS DESIGN WITH 2-10d NAILS PER WEB FOR FORCES UP TO 4600 lbs. FORCES IN EXCESS OF 4600 lbs. REQUIRES 2x6 #3 OR BETTER. NOTE: PROVIDE X—BRACING AT 20'-0" INTERVALS FOR WEB FORCES UP TO 2509 lbs. AND AT 10'-0" FOR FORCE GREATER THAN 2509 lbs. END OF BRACING MEM. SHALL BE CONNECTED A FIXED LATERAL BRACING DETAIL RIGID POINT OR X—BRACED AS NOTED ON THIS DETAIL. ALT. LATERAL BRACING DETAIL 10d @ 6" O.C. TYP. TRUSSES 24' T—BRACE SAME SIZE AND GRADE AS WEB. O.C. TYP. WEB (2x6 MAX.) /�T— BRACE WITH 1 10d NAILS @ 6" WEB SECTION DETAIL NOTE: BRACE MUST BE 80% THE LENGTH OF THE WEB. THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. MINIMUM GRADE OF LUMBER TPI-2007 DD Mahmoud Zolfcghari T.0......SEE STRUCTURAL SHEET. 13901 S.W. 108 Ave. Revised: Miami, FL. 33176 B.0......SEE STRUCTURAL SHEET. 7/7/94 305-253-2428 WEBS...SEE STRUCTURAL SHEET. 03/2012 O 00 P.E. No. 36921 LOADINGPLF oo STR. INCR.: 33% l ` 5 DRAWN BY: G.L.H. T.C. 30 B.C. 0 10 CHECKED BY: J.A.I. SPACING: 24 INCH 0 C. REP. STRESS: YES MITek Industries Inc. Approved for MITek Industries Inc. r oECo TRUSS COMPANYff INC. Trusses & Building Materials 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 HIP/JACK HANGER DETAIL SHEET I. 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 I F-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 F-0"TO 9'-0"SIDE JACKS,NAIL TOP&BOTTOM CHORD WITH THREE (3)- 16D NAILS AND USE USP RT7(UR)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. i Hanger/ Strap State of Florida or Miami-Dade County I.D. Number Approval Number HJC26 & HJC28 Miami-Dade Approval Number 11-0510.01 SKH26 UR - 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 c HJC HIPIJACK ALLOWABLE LOADS, DIMENSIONS(inches) FASTENER SCHEDULE'' SP ALLOWABLE LOADS(Ibs)3.4 STOCK STEEL Carried Trusses NUMBER GAGE W H D Carrying Truss Jack Hip Downloadz UPI t/ +�- Qty Type Qty Qty Type Co=1.0 Cn=1.16 1 Co=1.25 HJC26 12 6 53(B 3'14 16 16d Common 7 5 1ad Common 2090. 2090 2090 2005 ... Vic'.. HJC28 12 6 7'/n 3t/4 20 lad Common 8 6 1adCommon $220 3705 3985 2010 FOR SI-, Iinch=25.4mm,1Ibf=4.45 N,1 Psi 6.39 kPa `$ 'A Iad Common Nail is a nail with a diameter of 0.148"and length of 3". x !r c } , A 16d Common Nail is a nail with a diameter of 0.162"and a length of 3'/='. c 1 'j &ate, 71-oads have been increased as shown in accordance with code. ° a °° s 41r 15%and 254/4 for snow and construction loads. No further increase is permitted. 60%for wind or seismic loading. No further increase Is permitted. H °" 37he lumber species is Southern Pine o `The published load is for the total of the hip at 45 degrees and Jack at 90 degrees combined. ° 4e sThe minimum header thickness shall be 2 inches for the lad common nails. W . v' JUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS HJC TYPICAL HJC INSTALLATION DIMENSIONS(inches) FASTENER SCHEDULE'2 SP ALLOWABLE LOADS(lbs.)4 STOCK STEEL Header Joist Download uplift", NUMBER GAGE W H D A Qty Type city Type Co=1.0 Co=1.15 Co=1.25 CD=1-6 JUS24 18 191,s 3'/s 13(. 1 4 toil Common 2 10d Common 710 815 890 NIA JUS26 18 191,s 4131,s 131. 1 4 lad Common 4 1a Common 925 1065 1080 1040 JUS25 18 19/,s 6s/8 1314 1 6 lab Common 4 lad Common 1170 1350 1465 1160 PRS,WWW JUS210 18 191 7314 1314 1 8 10d Common 1 4 10d Common 1 1420 1635 1700 1115 a8 may*with ft For SI: 1 inch=25.4 mm,1 Ibf=4.45 N,1 psi=6.88 kPa 'A lad Common nails is 3 inches Ione and 0.148 inches in diameter NOA No.11-0510.01 p' `� r D.�>• 2The I ad Common Nails nails driven into the loist shall be installed at 30 to 45 degrees horizontally toward the header. Expiration Date:June 04,2016, 31-oads have been increased as shown in accordance with code. 15%and 25%for snow and construction loads. No further increase is permitted. Approval Date:July 21,2011 ' 60%for wind or seismic loading. No further increase is permitted Pin tlwiCf COt f 'The lumber species is Southern Pine u< 'Uplift loads for Connectors listed as NIA had an uplift capacity less than the required 700 pounds. 3 h 1. \\ _ UNITED STEEL PRODUCTS COMPANY r,�n 14305 SOUTHCROSS DRIVE-SUITE 200 BURNSVILLE,MN 55306 PH:800-328-5934 �• /� 4 rr H � ,w,, NAME: FACE MOUNT HANGERS HJC JUS t Uj I t ''� ''• _ STEVEN A.BREKKE t it �� \v. .. �•�`2 .i mac." DATE: � . 3/28/2011 PROFESSIONAL ENGINEER �;•�`` LICENSE NO.70432 W y �D SHEET; DRAWING NO.: SLANT NAIL DETAIL TYPICAL JUS INSTALLATION JUS 1 OF 2 MD-HJC-JUS t SKH SKEWED HANGER ALLOWABLE LOADS DIMENSIONS inches FASTENER SCHEDULE SP ALLOWABLE LOADS IlbSI' STOCK STEEL Header ,foist Download2 Uplift2 NUMBER GAGE W H D FaceType Qty Type Co=1.0 Co=1.15 Co=9.25 Co=1.6 _ SKH26UR 16 191 52 17/ 6 1 16d Common 6 10dx1-172 895 1030 1120 870 o For Si:1 Inch=25.4 mm,1 psi=6.89 kPa,'Ibf=4.45 N 'A 10dx1-112'Common nails is 1112 inches long and 0.148 inches in diameter -` The 16d Common nail is 0.162 inches in diameter by 3'/2 inches long. I a , 21-oads have been increased as shown in accordance with code. 4Q 15%and 25%for snow and construclion loads. No further increase is permitted. H .o. 60%for wind or seismic loading. No further increase is permitted. 'The lumber species is Southern Pine --� I \ SKH26R INSTALLATION D \ DRIVE NAILS AT ANGLE W SKH26R INSTALLATION TOP VIEW JL JOIST HANGER ALLOWABLE LOADS SKIN FASTENER SCHEDULE' ALLOWABLE LOADS(lbs)' STOCK STEEL DIMENSIONS(inches) 2 sa Header Joist Download Uplift NUMBER GAGE W H D Qty Type Qty Type Co=1.0 Co=1.15 Co=1.25 Co=1.6 JL24 20 19118 3 ill, 4 10d Common 2 10dx1'/ 490 565 615 WA JL26 20 19l 4'! 1'/ 6 10dCommon 4 _L0dx1'/ 740 850 925 700 **bXWW JL28 20 1s/ 63/ 1'/ 10 10d Common 6 10dx1'( 1230 1415 1515 940 JL210 20 131 S'/ 11 11 10d Common 6 10dx1'/ 1720 1980 2070 1170 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N,1 psi=6.89 kPa. :25M401 5 B4O1 'A 10d Common nail is 3 inches long and 0.148 inches in diameter NOA No. 11-0510.01 A 10dx1'12 nail is 1'12 inches long and 0.148 inches in diameter 2Loads have been increased as shown in accordance with code. Expiration Date: June Oil,2016 15%and 25%for snow and construction loads. No further increase is permitted. 1 I ® Approval Date:July 21,2011 IT 60%for wind or seismic loading. No further increase Is permitted. "The lumber species is Southern Pine °Uplift loads for connectors listed as N/A had an uplift capacity less than the required 700 pounds- m ® o UNITED STEEL PRODUCTS COMPANY 14305 SOUTHCROSS DRIVE-SUITE 200 ti H 0 Y BURNSVILLE,MN 55306 PH:800328-5934 NAME: FACE MOUNT HANGERS ° SKH JL f SO—19 DATE: STEVEN A.BREKKE wD - 3/28!2011 PROFESSIONAL ENGINEER LICENSE N0.70432 l _ SHEET: DRAWING NO.: TYFnCALJLINSTALtAlloly JL - 2 OF 2 MD-SKH-JL USP' ■ - ■ STRUCTURAL CONNECTORS' A MI%k Company Typical RMA Typical RT4 Typical RT5 Typical RT6 truss/rafter truss/rafter to truss/rafter truss/rafter 0 to plate installation plate installation to double to double plate installation plate installation N O C f1 2 1j2„ l 551/4.. 0 3 3/4„ 13/8', o 3911 2" RMA RT4 RT5 RM F1 �F2 Typical RT7 Typical R77A Typical RT90 YP YP truss/rafter truss/rafter Typical RIBA truss/rafter to double to double stud to double to double plate to plate installation plate installation plate installation stud installation 19110- 1 9/16"Id r .. .I11/ 11/2 f2 3l ...\ 4.. 415/16' , r 31/�e 3154.. � 215j1� _ 6 U2" 713hG" Y ' 2 7116'; 10 3/4- 11/4-) /411/4') RT7 977A RIBA VRrIO continued on next page —in 1-800-328-5934®www.USPconnectors.com USP QSTRUCTURAL CONNECTORS• Fastener Schedule''•° Allowable Loads(Lbs.)' Truss/Rafter Top Plate Masonry Block Lateral 160% Uplift USP Steel DF-L/SP S-P-F Stock No. Ref.No. Gauge qtyType Qty Type Qty Type F1 F2 F3 160% 160% Code Ref. RT76M HM9KT 18 9 1 10dx1-1/2 --� -- 1 4 1/4"x1-3/4'Tapcon 630 480 115 1395 1395 F19 III 9 10d x 1-1/2 4 1 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 1-314"Tapcon0 Concrete Screws in accordance to manufacturer's installation specifications. ® 4)Fasteners to be installed to fully grouted and reinforced concrete masonry. m 0 m c ® ® ® ® ® e m 3 r yThese anchors tie trusses and rafters to top plates and may be used to tie ' N wood framing members to resist uplift and lateral forces. Materials: See chart N 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, _ I © add TZto stock number,as in RT10-TZ. k RT3A, RT4, RT5, RT7, RT8A, RT10, RT16A, and RT16-2 are available in Stainless Steel. To order, add SSW stock number, as in RT7-SS. Typical HC520 Codes: ESR-1881, ESR-1465,2031C, FL565, FL821, FL817, gable brace installation FL859, Dade County, FL 07-0306.10, L.A. City RR 25779 .`` 11/2,. 51l4"� 4„ Typical HCPRS Typical HC520 stud to plate installation HCPRS stud to plate installation HC520 ; F1/�s I uplift 1 5/g" Wall Top Plate Fj I� Y I Typical HHCPZ Install diagonally across from each Nailing into both sides of a eingle ply 2x yp HHCP2 other for minimum t+.,z"truss.This truss will result in reduced values truss/rafter to double plate Installation yields full catalog values. corner installation Hurricane Anchor installation to achieve twice the load (Top View) 1-800-328-5934®www.USPconnectors.com continued on next page USP2173-111 O USP • ®. STRUCTURAL �`CONNECTORS' A M Tak'Company Materials: See chart Finish: G90 galvanizing ;4 Options: See Specialty Options Chart. Rough/Full sizes available. ff l: 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 Typical THD210 installation Installation: •Use all specified fasteners. See Product Notes,page 11. o Some model designs H j may vary from N illustration shown y G n W � ° 0 •• THD28 0 Dimensions Fastener Schedule'' Allowable Loads(Lbs.) HeaderTruss DF-LISP Joist USP Steel Floor Roof Uplift Code Truss Size Stock No. Ref.No. Gauge W H D qty Type qty Type 100% 115% 1 125% 160%, Ref. 2x6-8 THD26 I HTU26 16 1-518 1 5-1116 3 18 16d 12 11 Od x 1-1/2 1 2485 2855 1 3060 2170 2 x 8-10 THD28 HTU28 16 1-518 7 3 28 16d 16 10d x 1-1/2 3865 3965 3965 2330 2 x 10.12 THD210 HTU210 16 1-58 9;• 3 1 38 16d 20 10d x W12 I 5075 5115 5115 3095 (2)2x6-8 THD26-2 { HHUS26-2,HTU26-2 14 3-7116 5-3/8 3 18 16d 12 10d 2540 2920 3175 2285 5, (2)2 x 8-10 THD28-2 HHUS28-2,HTU28-2 14 3-7/16 7-1/8 3 28 16d 16 10d 3950 4540 4935 2595 F18' F30, (2)2 x 10-12 THD210-2 HHUS210.2,HTU210-2 I 14 3-7116 9-118 3 38 16d 20 10d 5360 6160 6700 3810 D2, 4x6-8 THD46 HHUS46 14 3-518 5.5116 3 18 JR 12 10d 2540 2920 3175 x_2285 R5 4x8-10 THD48 HHUS48 14 i 3-518 7-1/16 3 28 16d 16 10d 3950 4540 4935 2595 4 x 10-12 THD410 HHUS410 14 3-518' 9.1116 3 38 16d 20 10d 5360 6160 6700 3810 4 x 12-14 THD412 —— 14 3-518 11.. 3 48 16d 20 1 10d 1 6770 ( 7045 7045 3810 4 x 14.16 THD414 —— 14 3-5/8 12-7/8 3 58 16d 20 10d 7045 7045 7045 3810 1 5,F30,R5 (3)2 x 10-12 TH0210-3 HHUS210-3 1 12 5-118 9 3 38 16d 20 10d 1 5660 6510 7045 I 3850 1 5,F18,F30,D2,R5 6 x 10-12 THD610 I HHUS5.50/10 12 5-1/2 9 3 38 16d 20 10d ) 5660 6510 { 7080 3410 5 F16 6x12-14 THD612 —— 12 5-1/2 11 3 48 16d 20 10d ' 7150 8225 8415 4065 F10.F30,D2,R5 604-16 THD614 —— I 12 5-1/2 12-718 3 58 16d 20 10d 1 8415 i 8415 8415 4065 5,F30,RS 7 x 9.1/4-14 THD7210 HHUS725110 12 7-114 9 3 38 16d 1 20; 10d 1 5660 j 6510 7080 3410 5,F18,F30.D2,R5 1)Uplift loads have been increased 60%for wind or seismic loads;no further increase shall be permitted. 2)1 Od x 1-112 nails are 9 gauge(0.148-diameter)by 1-112-long. 3)Minimum nail penetration is 1-5/8-for 16d nails. Specialty Options Chart—refer to Specialty Options pages 194 to 195 for additional details. Option Skewed" Sloped Seat' Sloped I Skewed'z? Inverted Flange Not available in widths<3-. Range 1'to 45' 1'to 45' See Sloped Seat and Skewed Widths>3 can have I i one flange inverted. I 100%of table load. Allowable i 85%of table load 65%of table load 65%of table load l 65%of table load when nailing into the support Loads I members end grain. I Add SKangle required, i Add SL,slope required, { Add 11Fone flange, Ordering I and right(R)or left(L), I and up(U)or down(D), r See Sloped Seat and Skewed. right(R)and left(L), to product number. f to product number. Ex.THD410-SK45RSL30D to product number. Ex.THD41 O-SK45R C Ex.THD410-SL30D Ex.THD4101IFR 1)Skewed hangers with skews greater than 15°may have all joist nailing on outside flange. 2)Sloped or sloped i skewed hangers with slopes greater than 15°may have additional joist nails. 3)All sloped,skewed,or combinations require bevel cut or sqare cut on joist in all applications. ® 1 1-800-328-5934®www.USPconnectors.com 6 us ® ITRUCTURAL CONNECTORS A MJTek C°mp"L Y The MUS&HUS hanger series offers double shear nailing. ~`` _ Raised c dim le allows Iraised dimple allows for 30' to 45' nailing through 3o°i o 45 the joist into header, resulting in higher loads and less +t H nailing nailing. Materials: See chart Finish: G90 galvanizing Codes: ESR-1881, FL9835, HUS I r' Dade County, FL 06-0921.05 Typical HUS installation ~ I Installation. (MUSsimilar) 0 •Use all specified fasteners.See Product Notes, page 11. G •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 _ H achieve listed load values. " �j Double Shear nail deli n 0 USeS Standard features fewer nails and I length nails /4-W_ " m faster installation o MUS I r n i s DimensionshKeeader astener Schedule' Allowable Loads(Lbs.)` Truss° DF-L I SP S P•F u' Joist/ USP Steel Floor RoQM� Roof Uplift Code Truss Size Stock No. Ref.No. Gauge w H Type Qty Type 100% 115% 115%1125%1160% Ref. MUS26 1 MUS26 18 1-9/16 5-1116 6 lod 6 10d 1285 1475 1605 1 865 1 1100 1265 1375 725 110 2x6-8 6,F15,F18, HUS26 HUS26 16 I 1-518 15-7/16 14 16d 6 16d 2635 3030 3295 1925 1260 2600 2610 1615 D2,1113 I MUS28 MUS28 16 1.9/16 1 7-1116 8 1 10d 1 8 10d 1710 1970 2140 1230 1465 1685 1 1630 1035 + 110 2x8-10 HUS28 (HUS26 16 1.5/8 7-3/16 22 16d 8 16d 3970 4345 4345 2570 3410 3650 3650 2160 2x10-12 HUS210 HUS210 16 1-518 9.3116 30 16d 10 16d 5310 5510 5510 3205 4095 4420 4630 2690 6 F15 1-314x5-12-7-1/4 HUS175 HU1.81/5 16 1-13116 5-3/8 14 16d 6 16d 2635 3030 3295 1925 2260 2600 2810 1615 F18,D2, 1.3/4x7-1/4-11.1/4 HUS177 -- 16 FI-13116 7-1/8 22 t6d 8 16d 3975 4345' 4345 25703410 3650 3650 2160 R13 1-3/4x9-1/4.14 HUS179 HUS1.81110 16 -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 further increase shall be permitted. 2)Minimum nail penetration is 1-518•for 16d nails. 3)Nails must be driven at a 30°to 450 angle through joist or truss into header to achieve the table loads. 4)HUS175,HUS177,and HUS179 load values assume the joist is 1-3/4"wide and has a bearing strength of not less than 675 psi. New products or updated product information are designated in bold font. ,I The butterfly hanger's flared header flange design allows for added nailing. Excellent truss-to-truss hanger for 2x4 puriin or truss bottom chords. Materials: 18 gauge ' Finish: G90 galvanizing Codes: ESR-1881, FL574, Dade County, FL08-0206.07 Installation: Typical CLPBF •Use all specified fasteners. See Product Notes, page 11. installation Fastener Schedule' Allowable Loads(Lbs.j Header Joist OF-LISP USP Steel Floor Roof I UPlift' Code Joist Size Stock No. Ref.No. Gauge Qty Type Qty Type 100% 115°!° 125/ 160!° Ref. r 6,F7.F15. z '/� 2x4 iCLPBF j -- i 18 12 i 10d i 6 ` 10dx1.112 815 815 815 215 D11 R13 1)Uplift loads have been increased 60%for wind or seismic loads;no further increase shall be permitted. 1/2"� 2)Minimum nail embedment shall be 1-112-for 10d nails. 19110- CLPBF ® 1-800-328-5934^www.USPconnectors.com am- ( ENERAL NOTES NOTES GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES Trusses are not marked in any way to identify the Los trusses no estan marrados de Nngun modo que I RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES LAS MEDWAS DE LA INSTALACION DE LOS TRUSSES j RESTRICC16N YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 frequency or location of temporary lateral restraint identiBque/afrecuendao/ocalizaddnderestriocidnlateral 10' 3 m)or Diagonal bracing Repeat diagonal bracing and diagonal bracing.Follow the recommendations yarriostre diagonal tempora/es.Use las recomendaciones � DONT overload the crane. ,- , 0 1)Install ground bracing.2)Set first truss and attach securely to ground bracing.3)Set next 4 • Refer to 151(4.6 m)• every 15 truss spaces 30' for handling,installing and temporary restraining de manejo inslaladdn,restriccidn yamostre temporal de ! NO sobrecargue la grua. trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal BCSI-07***for more (9.1 m)max. and bracing of trusses.Refer to SCSI-Guide to los trusses.yea el folleto BCSI-Gula de Buena Pradip bracing(see below).5)Install web member plane diagonal bracing to stabilize the first five information. Good Practice for Handling.Installin Restraining para el Mane Instaladon Restrlccdn vArnostre de los *. (see below).6 Install bottom chord temporary lateral restraint and diagonal bracing see ® NEVER use banding to lift a bundle. trusses q � � I { ) ) � ry g g( Vea el resumen BCSY-B7*** &Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con P/accts de Metal*** I NUNCA use las ataduras pare levantar un paquete. a below).7)Repeat process with groups of four trusses until all trusses are set. Trusses***for more detailed information. para informaddn mas delallada. f' para mas mformacidn. Truss Design Drawings may s 0 A single lift point may be used for bundles of f 1)Instale los arriostres de tierra.2)Insta/e el primero truss y ate seguramente al arricstne de g g y pecify locations of Los di6ujos de diseno de los susses pueden espedficar dot.� Berra.3)Instate los prdximos 4 trusses con restriccfdn lateral temporal de miembro corto(vea permanent lateral restraint or reinforcement for las localizadones de restricd6n lateral top chord pitch trusses up to 45'(13.7 m)and _ Apply diagonal brace to vertical Pe pemranente o parallel chord trusses up to 30'(9.1 m). abajo).4)Instale el amostre diagonal de la cuerda superior(vea abajo).5)Instale amostre webs at and of cantilever and at individual truss members. Refer to the SCSI refueizo en los miembros individua/es del truss.yea la diagonal para los pianos de los mlembros secundarlos para estabilice los primeros dnco trusses B3***for more information.All other permanent hoja resumen SCSI-B3***para mas informaddn. EI Use at least two lift points for bundles of top ® bearing locations. All lateral rests r is bracingdesign is the responsibility of the building resto de los disenos de arriostres WARN%NG Do not over load supporting (vea abajo).6)Instate la restricoidn lateral temporal y arriostre diagonal para la cuerda inferior chord pitch trusses up to 60'(18.3 m)and poral- lapped at least two trusses. g p ty g permanentes son la structure with truss bundle. (vea abajo).7)Repita este procedimiento en grupos de cuatro trusses hasty que todos los o designer. res nsabilidad del disenador del edifido. lel chord trusses up to 45'(13.7 m).Use at least I I 9 Po trusses estcn instalados. 'Top chord temporary lateral hordsiid spacing shall 6e 10'(3 m)o.c.max.for 3x2 chords three lift points for bundles of top chord pitch iADVERTENCYA!No sobrecargue la and 15'(4.6 m)o.c.for 4x2 chords. /� � I trusses>60'(18.3m)and parallel chord trusses estructura apoyada con el paquete de ® Refer to BCSI-B2***for more information. INSTALLING INSI ALf1 CION >45'(13.7 m). trusses. yea el resumen BCSI-82***para mas informaadn. ®WARNING The consequences of improper _- _ P I Out-of-Plane , qI handling,erecting,installing,restraining Puede usar un solo lugar de levantar para pa- ® Place truss bundles in stable position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES and bracing can result in a collapse of the quetes de trusses de la cuerda superior hasty 45' Tolerances for Out-of-Plane. Outof-Plumb Max.Bow Truss Length structure,or worse,serious 4' Puss paquetes de trusses en una pos/c/cin RESTRICCIdN/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES Tolerancias para Fuera-de-Plano. personal injury � i I y trusses de cuerdas paralelas de 30'o menos. 3/4" 12.5' or death. ; p p estable. /50 D tL .� Use or to menos dos untos de levantar con { 0 This restraint and bracing method is for all trusses except 3xZ and 4x2 parallel chord trusses I Length->•I Max.MBow ( ) 19 mm 3.8 m r N= 6 ,, grupos de trusses de cuerda superior(nclinada (PCTs).See to of next column for temporary restraint and bracing of PCTs. ({� t/4^ 1' 7I8" 14.8' iADVERTENCIA-EI resultado de un manejo, (g p ) P ry 9 1 hasty 60'y trusses de cuerdas pa2lelas hasty 6 mm 0.3 m 22 mm 4.5 in) , incomecto puede insera cal a de l es arrlsotre Este mctodo de resin cc do y amostre es para todo trusses excepto trusses de aerdas paralelas Max.Bow Lensm y j; � �� j 45:Use por io menos dos puntos de levantar con grupos de(cusses de cuerda superior inc6nada I P j 1/2" 2' 1" 1 s.T incorredo puede ser la caida de la estructura o mas de 60'y trusses de cuerdas paralelas mas de 45' (Cls)3x2 y 4x2.yea la parte superior de la columna para la restriccddn y arnostre temporal de PCTs. Max.Bow o ) 13 mm 0.6 m 25 mm 5.1 m aun peor,heridos o muertos. � 1)TOP CHORD-CUERDA SUPERIOR - a I 3/4" 3' 1-1/8" 18.8' ®C�.1VM1 )c p Exercise care when removing - E Length m ; plumb 19 mm 0.9 m 29 mm 5.7 m MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES o ; banding and handling trusses to avoid Truss Span Top Chord Temporary Lateral Restraint,(TCTLR)Spacing line 1" 4' 1-1/4" 20.8' 4 RECOMENDACIONES PARA LEVANTAR TRUSSES INDMDUALES Longltud da Tiamo Espaclam/errto del Arrlosfre Temporal de la cuerda Superior Tolerances for I 25 mm 1.2 m 32 mm 8.3 m ®` damaging trusses and prevent injury.Wear . \ personal protective equipment for the O aoQ� Out-of-Plumb. 1-114" 5' 1-3/6" 22.i eyes, m ® (9 to 30' feet,hands and head when working with Using a single pick-point at the peak can damage the truss. (9 1 m) 10'(3 m)o.c.max. Tole2naas pat D/50 max i 32 mm 1.5 m 35 mm 7.0 m trusses. m EI use de un solo Iugar en el pito para levantar puede 60'or less Fuera-de-Plomada. 1-1/2" 8' 1-1!2" 25.0' 30'(9.1 m)- 38 mm 1.8 m 38 mm 7.6 m 9_10a X79 Utilice cautela al quitar las ataduras hacer datlo al truss. 45'(13.7 m) 8'(2.4 m)o.c.max. 1-3/4" T 1-3/4" 29.2' o los pedazos de metal de suiietar para evitar dap"o a 45'(13.7 m)- CONSTRUCTION LOADING 45 mm 2.1 m 45 mm 8.9 m los trusses y prevenir la henda personal. Ueve 6'(1.8 m)o.c.max. CARGA DE CONSTRUCCION 2" i6' 2" x33.3' ®) el ui o rotectivo ,Approx.1/2� 60'(18.3 m) 51 MIT) z2.4 m 5t mm 10.1 m eq lo p personal para ojos,pies truss length ® DO NOT roceed with construction until all lateral mans y cabeza cuando trabaja con trusses. ®'ammd Use d�1�,�9 Utilice I Tagline TRUSSES UP TO 30' 9.1 m 60'(18.3 m)- 4'(1.2 m)o.c.max. P special care in cuidado especial enSL:� E ( j-� 80'(24.4 m)* restraint and bracing is securely and properly in place. Maximum stack Height P� pe TRUSSES HASTA 30 PIES for Material an Trusses windy weather or alas ventosos o terra NO proceda con la construcc/dn hasty que todas las restric- *Consult aRegistered Design Professional for trusses longer than 60'(18.3 m). near power Tines de cables eluctricos o At itch dopes laterales y los aMostres estein colorados en forma Material Height Locate spreader ter 10'3 m 'Consults a un Professional Re istrado de DiserTo roc trusses mas and airports, de aeropuertos. ( ) g apropiada ysegura. reader bar above or stiffback O.C.max. de 60 pies. / Gypsum Board 12"(305 mm) Toe-in oe-m mid-height I *** I G DO NOT exceed maximum stack heights.Refer to BCSI-B4*** -� T + 0 See BCSY-Bra for TCTLR options. for more information. Plywood or OSB 16"(406 mm) Vea el BCSI-82***para las opdones de TCILR. Spreader bar _ sp eager bar 1rz to i At® exceda las afturas maxlmas de monton.Vea el resumen Asphalt Shingles 2 bundles Ta line �truss length ® BC57-B4*** roc mas informaddn. concrete dock 8"203 mm for truss 9 Spreader bar 2 3 to Refer t0 BCSI-B3***for TRUSSES UP TO 60'(18.3 -� ( ) TRUSSES HASTA 60 PIES Tagline 3 a truss lengrn Gable End Frame restraint/bracing/ A HANDLING - reinforcement information. Clay Tile 3-0 tiles high TRUSSES UP TO AND OVER fi0'(18.3 m) ppw� ®Qa�y® �- TRUSSES HASTA Y SOBRE 60 PIES -� Para informacidn sobre restricddn/ TCTLR M/'7NE�® Hold each truss in Ilion with the erection amos(re/refuerzo para Armazones �'- w pos equipment until top chord temporary lateral restraint Hastiales vea el resumen BCSI-B ® is installed and the truss is fastened to the bearing points. 1 10"or � NEVER stack materials near a peak or at mid-span. Avoid lateral bending. Note:Ground bracing not shown for clarity. Evite la fiexidn lateral. 0 Use proper rig- Use equipo apropiado Sostenga sada truss en posid6r;con equipo de grua hasta que la restdcd6n lateral temporal de la Truss attachment NUNCA amontone los materiales tecta de un pito. ging and hoisting para levantar a cuerda superior este instalado y el truss esta asegurado en los soportes. 0 Repeat diagonal braces for each set of 4 trusses. required at support(s) ® DO NOT overload small groups or single trusses. ® The contractor is responsible for equipment, improvisar. Replta los arrisotres diagonales para sada grupo de 4 trusses. Section A-A NO sobrecargue pequen"os grupas o trusses individuates. properly receiving,unloading and storing INSTALLATION OF SINGLE TRUSSES BY HAND 2)WEB MEMBER PLANE-PLANO DE LOS MIEMBROS SECUNDARIOS the trusses at the jobsite.Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTD DE TRUSSES INDMDUALES 0 Place loads over as many trusses as possible. smooth surface to prevent damage. h POR LA MANO • Coloque las Argas sobre Lantos trusses tomo sea EI contradsta Gene la responsabil/dad de 7 VERY IMPORTANT B8E58�I�lT EI®TAG®f�AL B�atilbZ9d"a ARE posible. recibir,descargar y almacenar adecuadamente '41 , k. IDS trusses en la obra.Descargue los drosses en i' r © Trusses 20' -\ _ Trusses 30' __- t -_ 0 Position loads over load bearing walls. (6.1 m)or 11 (9.1 m)or f iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGOiNAL la tierra lisp arc revenlr el dano. Coloque las cargos sobre las parades'soportantes. p p 1 less,support a less,support at SON MUY IMPORTAINTEs! Diagonal - 1P' • near peak. quarter points. bracing CLR sones reirdorcement ALTERATIONS-ALTERACIONES p � Truss bracing not shown for clarity. z ..., .: � � --��'',`•�y I Soporte F� Soporte de nus rax_CLR Refer to BCSI-B5.*** - - resumen S :mss- - E-Trusses up to 20' �II r Truss Member • p los cuartos los trusses I de tr-amo los E Trusses up to 30' � Web members _`'`'_' de 20 pies o trusses de 30 (9.1 m .`:'`:` '� ''"" �� (6.1 m) I ) a truss unless 'c`a'.¢: �� t� DO NOT store NO almacene menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies permitted raw 1 Vea e e BC 185** •, i DO NOT cut,alter,or drill any structural member of specifically pe ed by the truss design drawing. untraced bundles vertic'almente los NO corte,altere o perfore ningun miembro estructural de un(cuss upright. trusses sueltos. TEMPORARY RESTRAINT & BRACING A a menos que ester espectficamente permitido en el dlbujo del disen"o 0 Trusses may be unloaded directly on the groundBottom del truss. at the time of delivery or stored temporarily in RESTRICCION Y ARRIOSTRE TEMPORAL s Minimum 2'2x Scab block contact with the ground atter delivery.If trusses �G centered over splice.Attach • Trusses that have been overloaded during construction or altered without the Truss Man- are to be stored for more than one week,place ® *** Diagonal braces to CLR with minimum 8-i6d ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. blocking of sufficient height beneath the stack Refer to BCSI-Bra for more Top Chord Temporary 1 every 10 truss spaces (0.135x3.5")nails each side of trusses at 8'(2.4 m)to 10'(3 m)on-center information. Lateral Restraint 20'(6.1 m)max. of splice or as specified by the Trusses que se hall sobrecargado durante la construcddn o han sido alterados sin la autor- (D•C•)• *** CTLR 10'(3 m)-15'(4.6 m)max, Building Designer. izaddn previa del Fabricante de Trusses,pueden hacer nulo y sin efecto la garantla Iimitada del Vea el resumen BC57-Bra para mas infor- R ) 2x4 min. spacing Same s acro as bottom Note:Some chord and web members SECTION A-A Fabncante de Trusses. ')' Los trusses pueden ser desprgados directamente macidn. I chord lateral restraint en el suelo en aque/momento de entrega o not shown for clarity. almacenados temporalmente en contacto con el }_ t 0 Locate ground braces for first truss directly .-Contact the Component Manufacturer for more information or consult a RegfsmrcM Design Professional for assietanos. 3)BOTTOM CHORD-CUERDA INFERIOR suelo despu6s de entrega.Si los trusses estaran _- in line with all rows of top chord temporary To view a non-panting PDF of this document,visit sbdndushycom/bl. guardildos para mas de una semana,�nga �� lateral restraint(see table in the next column). Lateral Restraints-2x4x12'or PT�._'S..' bloqueando de alfura sufide se tetras delapita er NOTE:The ilius manufacturer and truss designer ray on the presumption that the contractor and crane operator(f applkab e)are DO NOT store on NO almacene en tiers greater lapped over two trusses Professionals with the capability to undertake the work they have agreed to do on any given projecL If the contractor believes it needs de los trusses a 8 hasty 10 pies en centro(o.c.). ® Coloque los amostres de tierra para el primer =90° assistance in some aspect of the construction project,it should seek assistance from a competent party.The methods and procedures uneven ground. desigual. or CLR splice reinforce- Note:Some chord outlined In this document are Intended to ensure that the overall construction techniques em truss direaamente en linea con sada una deemployed will pct the trusses Into place SAFELY. For trusses stored for more than one week,cover ment. and web members Thi necommend with s for handling,manufacture staining and brut m truces are based upon the collective experience of leading bundles to protect from the environment. 5 Q✓ las filas de restriccidn lateral temporal de la only acre Involved f r us truss design, building designer Ir or contra but must,due to the nature these reco mens tions be I be presented P cuerda superior(vea la tabla en la prdxima Brace first truss Bottom not shown for only as a GUIDE for use by a qus deli building designer or mnng,Ins ll n r of Intended that recommendations doe be Intot erpreted he Para trusses uardados .n I columna). Y clarity. useofsuperior ro the building metdesihods for r design specificationforand providing ding stability for the and oIumm,bracing troors,and tt tidal the elude the g por mas de una semana, 1~ =�,�� �^'- _ �-securely before chords clan use of other equivalent methods for ratralning/bradngctnd providing stability for the walls,columre,Floors,roofs and all the Interrelated cube los paquetes para protegenos del ambiente. - erection of additional structural bullding components as determined by the contractor.Thus,SECA and TPI expressly disclaim any responslbiiay,for damages DO NOT walk On trusses. �, arising from the use,application,or reliance on the recommendations and information contained herein. Refer to BCSI***for more detailed information - �cr pertaining to handling and jobsite storage of = - untraced trusses. r trusses. _ NO camine en trusses Diagonal braces every 10 SBC ,i11 �+ . sueltos. truss spaces 20'(6.1 m)max. Vea el folleto BCSI***para informaddn mas detal- r; ® vwataaseosem TRUSS PLATE INSTITUTE lata sobre e/manejo y almacenado de los busses 10'(3 m)-15'(4jo. .6 m)max. 6300 Enterprise Lane•Madison,WI 53719 218 N.Lee St.,Ste.312•Alexandria,VA 22314 la area de l mane 6081274.4849*sbdndustry.com 703/683-1010*tpinsLorg -�/ stwaaw11xi7 31 Miami 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 FBC 201R� BUILDING Permit No. PERMIT APPLICATION Master Permit No � � Permit Type: BUILDING ROOFING JOB ADDRESS: 13 7 n N• S , /0 3 5r' City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO )011 Flood Zone: OWNER:Name(Fee Simple Titleholder): 11/�j L� C-.rl ee —^wo, Phone#:( , .3� 0t.^.32 Y S Address: 1370 Al.f, LVA-107 City: e/l4JS•/ &4"*f State: Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: �S�`+'NyE 1TV r Phone#: (706iZ79'-200$ Address: 5S--357 S uI• 1F2. C.i City: "I*Pov1 State: Zip: ,3 Qualifier Name: —/6 SL at CaM4cL Phone#: 7*6- 5L 7'-asfif State Certification or Registration#: [,C G OS-7 MY Certificate of Co C � Contact Phone#: 7 S L 367- ZrS'9$ Email s: DESIGNER: Architect/Engineer: w 7 k \ o it. Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑Addition ❑Alteration ❑New ❑Repair/Replace ❑Demolition Description /of Work: bKz:5—�5 M uCT1u je0*L. Pc,c.e s rr-grC4i rs Color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Bond$ Notary$ Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ TOTAL FEE NOW DUE$ Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. 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. " "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value,f %r eedin&.$2500,-:the applicant must promise in good faith that a copy of the notice of commencement and construction lie rochure livered to the person whose property is subject to attachment. Also, a certified copy of the recorded noti of com enc ent must be sted at the job site for the first inspection which occurs seven (7) days after the building permit i issued. th absence of suc posted notice, the inspection will not be proved and a reinspection fee will be charged. aSignature - Signature- Owner or Agent ontractor . The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this I day of jvl�✓" ,20 ,by X14 444&.,7 day of ,•2b'1_2 by b mt u a Q1+��L who is personally known to me or who has produced �1� who'is personally known to me or w o has produced fes) As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: \\a� �0131 y �'',��� �. �, NOTARY PUBLIC: Sign: — Q = Sign: s. • - ;.a ops Print: = `�� _,\0�0\�� :' Print: My Commission Expires: :;� s a 1� \J2 My Commission Expires �OAIS APPROVED BY Plans Examiner Zoning 1N Structural Review Clerk (Revised 5/2/2012XRevised 3/12/2012))(Revised 06/10/2009)(Revised 3/15/09)(Revised 7/10/2007) .......... . ... .. ....... ............ ................... ......... .......... ........... .. ........ . ... ....... . ..... ..... ..... ................... ....... .. ......... ..... .......... ........... .............. ...... ...... ... .. ....... .......... ra L .... ......... . .... .. .......... ....... .............. . ...... ... . .. . . .......... ........... 0_7 44P C, E. #038398 Edward A. LANDERS, RL (305)823-3938 CONSULTING ENGINE Miami ShoresVillage �1 g VE `�� Building Department SEP 0 4, 2013 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 BY: INSPECTION'S PHONE NUMBER:(305)762.4949 FBC 20 BUILDING Permit No. f PERMIT APPLICATION Master Permit NoW, Permit Type: BUILDING ROOFING JOB ADDRESS: 1370 /Y.e. /0-55'r City: Miami Shores County: Miami Dade Zip: 3 313 8 Folio/Parcel#: Is the Building Historically Designated:Yes NO 247 Flood Zone: OWNER:Name(Fee Simple Titleholder):.Al Ua - 4 w&.I Phone#:(300 (006—;2—f. Address: 1370 . fQ3 a'r' City: /alt *1 ESltiOr�.f State: Zip: Tenant/Lessee Name: Phone#: Email: a CONTRACTOR: Company Name: G #"'-'s Phone#: Address: S'.-W• //2— �! City: t State: R74 Zip: G Qualifier Name:_ 69 A= q?,, Phone#(�8' tii -Z 9 State Certification or Registration#: jr_jrZC _ _'Tj Y Certificate of Competency#: Contact Phone#:N15C-7a S7-7A Email Address: MILK,/1171'* AQL ..GO/4I DESIGNER:Architect/Engineer:����tt L&Aag ag Phone#: (5CM) 2-99-7sV Value of Work for this Permit: $ /49 3 �0 Square/Linear Footage of Work: Type of Work: ❑Addition jj❑Alteration ❑New Qm ❑ epair/Replace ❑Demolition Description of Work: -IC ,( * !IV Color thru tile: Submittal Fee$ 7� Permit Fee$ 3 • 10 CCF$ 6• CO/CC$ Scanning Fee$ Id.0 0 Radon Fee$ q. ;? — DBPR$ Bond$ Notary$ Training/Education Fee 1 $- -�Technology Fee$ €1 .0 Double Fee$ Structural Review$ Ab-on XD , oe TOTAL FEE NOW DUE$ �- , Bonding Company's Name(if applicable) Bonding Company's Address City State Zip r M Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. 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. "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.COM.M1RNCEMEN-T:" Notice to Applicant., As a condition to the issuance of a building permit with an estimated vglue excoeding.S2500;the applicant must prdmise in good faith-that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencem ust be posted at the job site for jhe first inspection which occurs seven (7) days after the building permit i ssu d. In a absence o such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature . Signature Owner or Agent Contractor The,fgregoing instruineiit was acknowledged before me this The foregoing instrument was acknowledged beforb me this day ofZ�,20'( ,by�c ll(, ci- &.0^4 day 6f €Q�� 20 �by whNs4e sonally known to me or who has produced rQL �_ who is peerrsog>i own to me gr wlio has produced¢V L ' ° 4 S Z�7 '`l entification and who did take an oath. C 00 C2- it 0-0 7. iSentification and who did take an oath. -(il—� i NOTARY PUBLIC: NOTARY PUBLIC: Sign: (% �� Si;y, • � ��C' ��- Print: vi-I 6 home Z ° Print: L Z f r t S I t3Me 2 'A. , * , . „' • .p f'-S My Commission Expires: o° "'�`'° EIZIR�S GOMEZ i My Commission Expires: p6Bi,� * * MY COMMISSION I EE 838183 Raft WMEZ EXPIRES:January 25,2017 * * MYCOMMISSION I EE 838183 ed EXPIRES:Thru �rq `aa EXPIRES:January 25,2017 '�orloa �rtdetlnw8'tr1����s APPROVED BY Plans Examiner / Zoning l® 0 Structural Review Clerk I (Revised 5/2/2012)(Revised 3/12/2012))(Revised 06/10/2009X Revised 3/15/09)(Revised 7/10/2007) f EIVED SEP 0 4 �Y: � ♦MM S��RES G ■�■ ■■oss ..,..i.. �,�t-=—moo� CUMULATIVE SUBSTANTIAL IMPROVEMENT VERIFICATION WORK SHEET In accordance with FEMA regulation and Miami Shores Village Flood Damage Prevention Ordinance the costs of all improvements must be monitored. The costs of any improvements in the past 12 months and the costs of any proposed improvements must be shown on the worksheet. The cost of improvements must include demolition, raw and fmished materials (include those donated), labor(including volunteer and self- performed), construction supervision and management, and overhead and profit. A list of items the costs of which are to be included as well as those excluded is attached for your reference. (A Copy of the Contract must be attached) A PROPERTY OWNERr 1M l L ,jT I h= PERMIT# ADDRESSi I3'�� (® I <�—wox L4 X3/3 �a FOLIO NUMBER: 1 —2 . 6"—®3®--�LOOD ZONE: BASE FLOOD ELEVATION: FREEBOARD: EAST OF FL.CCCL: COST OF PAST IMPROVEMENTS(12 MONTHS): q o o COST OF PROPOSED IMPROVEMENTS:! ►f'�® (� (ATTACH COPY OF CONTRACT) T IMPROVEMENTS 3 TOTAL CUMULATIVE CAST�F M �VEM S(rastand r ro os r ed)t VALUE OF PRINCIPAL STRUCTURE(attach appraisal OWNERS SIGNATURE: DATE: ` 3 ' LD f 2,-- PL.ANREVIEWER: T PLAN REVIEWER SIGNATURE: DATE: OR Nou ..... J���-OR'iDA SUBSTANTIAL IMPROVEMENT/DAMAGE LIST (NOTE: THIS LIST IS INTENDED FOR GUIDANCE ONLY,AND IS NOT ALL INCLUSIVE) ITEMS TO BE INCLUDED ALL STRUCTUAL ELEMENTS, INCLUDING ALSO: Foundations including; Spread footing, Continuous footing, All Labor and other Costs associated with isolated footing, piles and pile caps Demolition, Removing, Replacing, Slabs including; Monolithic, floating, Installing Building or Altering Building elevated Components Walls including; Exterior walls, Bearing Construction Management/Supervision walls, Shear walls Overhead and Profit Beams, Tie Beams, Columns and Posts Equivalent cost for: Wood decking, Floor and Roof Sheathing Donated Materials i Trusses, Joist Volunteer Labor(including owners and Windows/Doors friends) Any Improvements Beyond Pre-damaged ALL BUILDING ELEMENTS, INCLUDING Condition, including; Interior Partitions, Walls, Columns Utility Upgrades Drywall, Ceilings, Code Upgrades Built in Furniture, Cabinets, Vanities All Fixtures ITEMS TO BE EXCLUDED Flooring, Tile, Carpet, Stone, Linoleum, ect. Plans and Specifications All Finishes including Drywall, Paint, Survey Costs Stucco Plaster, Paneling, Tile, Marble, Elevation Certificate Costs and Moldings Permit fees Roofing Material Debris Removal ALL HARDWARE Items not considered to be REAL Property Rugs, Furniture, Refrigerator, ALL UTILITY and SERVICE Appliances not Built-in EQUIPMENT Outside Improvements, Including; HVAC Landscaping Electrical System and Equipment Sidewalks Plumbing System and Equipment Patios j Security System and Equipment Fences Central Vacuum System Yard lights Plumbing Fixtures Sheds Lighting Fixtures and Ceiling Fans Gazebos Water Systems including Irrigation Softeners/Filtration Pool Created on June 2009 A"substantially improved" structure in a Flood Zone must be brought into compliance with Miami Shores Village Flood Damage Prevention Ordinance for new construction. This means a residential structure must be elevated to or above the level of the 100-year or base flood and a commercial structure must be effectively "flood proofed" and meet other applicable requirements. These regulations are based upon the Federal Emergency Management Agency (FEMA) requirements and affect your flood insurance costs. Existing residential structures can be "substantially improved" by interior renovations or new additions or other improvements. EXAMPLE: In order to determine whether a proposed construction project would be classified as a substantial improvement, the market value of the building needs to be determined. This value is found on the official tax assessor's card for the property or may be obtained by a licensed property appraiser. That number is then divided by 2 to determine the substantial improvement threshold. Therefore, a home with a market value of$100,000.00 could have no more than $50.000 worth of new construction/renovations and/or repairs before the house would have to be elevated above the 100 year base flood elevation as shown on the Flood Insurance Rate Maps. It is the responsibility of the Building Department staff to ensure that the market value estimates are accurate and the cost estimate reflects the actual costs to fully repair the damage and make any other improvements to the structure. The staff requires that the permit applicant or owner of the building supply the proposed construction cost estimate, or contractor's contract, to make the determination. The staff then uses the latest"Means Square Foot Costs" and "Means Construction Cost Data" books to determine the accuracy of the estimate. These are nationally accepted manuals, which itemize all components involved with construction. The manual provides adjustment rates to handle the varying construction costs throughout the country. Q: What should be included in a contractor's estimate? A: Basically, the only items that are not included in the cost include plans, specifications, surveys and permit fees. All materials that are permanently a part of the structure should be included in the cost estimate. These items include, but are not limited to: windows, doors, hardwood floors,wall to wall carpeting, sheetrock, lumber, roofing material, footings, pilings, kitchen cabinets and counter tops, bathroom vanities, tiling, plumbing fixtures, new furnaces, hot water heaters, heating and air conditioning systems, electrical work and labor. The cost of all materials involved in new construction or replacing and restoring a structure to its pre-damaged condition must be included. Even if volunteer labor or self-labor is used, it must be estimated based on minimum-hour wage scales for the type of construction work that is done. Created on June 2009 ORE, `i Miami shores VillagI6 .on ,,,,,M Building Department 10050 N.E.2nd Avenue 'e Miami Shores, Florida 33138 0 `IpA Tel: (305) 795.2204 Fax: (305) 756.8972 Several properties in Miami Shores Village are located in a Special Flood Hazard Area (SFHA) as determined by the Flood Insurance Rate Map (FIRM). Development in a SFHA requires special attention to help protect life and property in the unfortunate event of a flood. Miami Shores Village Flood Damage Prevention Ordinance requires that the Building Department determine if a structure will be "Substantially Improved" prior to issuing any permits for improvement or repair. "Substantial Improvement" is defined in Miami Shores Village Flood Damage Prevention Ordinance as follows: "any reconstruction, rehabilitation, addition, or other improvement of a structure, the cost of which equals or exceeds 50 percent of the market value of the structure before the "start of construction" of the improvement. This term includes structures that have incurred "substantial damage" regardless of the actual repair work performed." The starting date to determine cumulative costs will be 12 months prior to the issuance of any a permit under consideration. All future work considered would require appropriate approvals prior to construction. All cumulative costs will be re-evaluated at the time the permits are issued. ' Q: Why was the 50% figure chosen as the substantial improvement threshold? A: The 50% threshold was chosen as a compromise between the extremes of 1) prohibiting all investment to structure in SFHA and 2) allowing structures to be improved in any fashion without regard to the hazard present. In the first alternative there is potential for causing hardship to those who have located in a SFHA without knowledge of the risk because the structure was constructed prior to the designation of the area as flood prone. These individual could not improve their structures as damage or age contributed to their deterioration. The second alternative provides no mechanism to ensure that increased investment in SFHA will receive needed protection from flood risk, thus contributing to the increased peril of life and property. The threshold is thus a compromise at a halfway point. "Market Value" is defined in Miami Shores Village Flood Damage Prevention Ordinance as follows: " the building value, which is the property value excluding the land value and that of the detached accessory structures and other improvements on site (as agreed to between a willing buyer and seller) as established by what the local real estate market will bear. Market value can be established by an independent certified appraisal (other than a limited or curbside appraisal, or one based on income approach), Actual Cash Value (replacement cost depreciated for age and quality of construction of building), or adjusted tax-assessed values." Note: The "Market Value" does not include the value of the land or other improvements on the property. (ie: pool, gazebo etc.) Created on June 2009 Distinctive Homes 5535 S.W. 112th Court ICjV Miami, Florida 33165 SEP 0 Z02 BY: August 9, 2013 Camille Chee-Awai 1370 NE 103 Street Miami Shores, Fl. 33138 Below please find the terms of the work to be performed by Distinctive Homes and its subcontractors, referred to as "Work Scope", as follows: Work Scope: 1) Remove all ceiling rafters and ceiling drywall. 2) Shore up existing roof rafters where needed. 3) Remove beams where indicated by engineer. 4) Install (4) new columns as per engineer. 5) Install new girder truss and trusses as per engineer's drawings. 6) Install new plywood over new section of roof. 7) Remove all debris generated by described work above. , 8) Approved plans and required inspections by engineer are included. Costs: 1) Shoring & bracing-------------------------$ 480.00 2) Demolition----------------------------------$ 1,200.00 3)New columns-------------------------------$ 3,300.00 4)New trusses and sheathing---------------$ 2,405.00 5) Trash removal------------------------------$ 400.00 6) Plans and inspections---------------------$ 1,250.00 Sub total--------------------$ 9,035.00 Overhead&profit--------$ 1,355.00 Total------------------------$10,390.00 J Gomez ( istinctive Homes) Camille Chee-Awai (Owner) Office: (305) 279-2088 Fax: (305) 279-2066 LOCATION SKETCH o Or S00009.05"E SCALE: NTS F od o � 112.50'( R $ M ) 0b It P o o �' 25.00' N.E. 13th AVENUE r - c: 4'C.L.F. r0 08 c 6'C.B.S. c 5'- y o o 6.50, --------`—"--�--- 8.0' A/C -------------- . . .. 35.49' 41.75 35.27' rn wo C c w 2.2' ren 00 O S' D Al fA 77 M tt W. 26.5' 0 2.50' 6.50' In E 5' fA Go ® Z Cil N ® 0 g 2p, ttT1 o A p Z ':�9� M .16 N X o c — — — �� ^p Ul ':4•: � 7C 5.35' b r � X 30 W c n T 111 10.00' 11.90' wm r rA a :::ro:: ' W *4 v'1 7.30' Aw .z :111 40.91' 46.60' 4' 99 t" 4.25, 10.5' A/C c P_ �_�' N 25.00' :ro 4'C.L.F. - v n: 1:: r. o ff; o g 112.50'( R & M ) o 25.00' ld --- r --- --------------300--------E o ' •1' ' • W r M : : : : : Property Address: 1370 N.E. 103'd St., Miami Shores,FL. 33138. 00 JABBREVIATIONS: Legal Description: Lot 8 less the East 10 feet thereof and the East 10 feet of Lot 7, in SWC=SIDEVAMCBS=CONCRETE BLOCK STRUCTURE,CLF=CHAIN LINKFENCE,PL-PROPERTYLINE,DUE=DRAINAGE UTILITY EASEMENT,IP=IRON NOE. Block 5, of the Replat of Tract B,MIAMI SHORES BAY PARK ESTATES, according F=FOUND,AIC=AIR CONDITIONER PAD,P/C--PROPERTY CORNER.DM=DRILLED HOLE,WF-WOODEN FENCE,RES=RESIDENCE•CL-CLEAR,RB=REEAFL UE=UTILITY EASEMENT. CONC=CONCRETE SLAB. RrMRIGHT OF MY. DE-DRAINAGE EASEMENT CIL=CENTER LINE, O-DIAMTER,TYP=TYPI(•.AL, to the plat recorded in Plat Book 63,Page 17,Public Records of Miami-Dade County, M=MEASURED.R=RECORDED,ENCR=ENCROACHMENT,COMP-COMPUTER,ASH=ASPHALT,N/D=NAIL&DISC.S=SET,FEE=FINISH FLOOR ELEVAT'ON, Florida. OIS=OFFSET,PIP=POVVERPOLE,OHP=OVERHEAD POV ERLINE,VVM=VIPITERMETER WDOD'FENCE= ELEVATION BASED ON LOC.# 3250 S MASONRYVWLL= � ' • CONCRETE= .:•.�..: -.� •:.•t :.••� ::•� .:••i• •..: •:. NOT VALID UNLESS EMBOSSED WITH MAINTENANCE&DRAINAGE EASEMENT=M&D.E. CBM# B-62 ELV. 8.741 TYPE OF SURVEY:BOUNDARY SURVE'f SINCE 1987 SURVEYOR'S SEAL I HEREBY CERTIFY That the survey represented SURVEYOR'S NOTES: 1) OWNERSHIP SUBJECT TO OPINION OF TITLE. 2)NOT VALID WITHOUT THE SIGNATURE thereon meets the minimum technical requirements BL ANGO SURVEYORS INC. AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 3) THE SURVEY DEPICTED HERE IS NOT adopted by the STATE OF FLORIDA Board of Land W"� - COVERED BY PROFESSIONAL LIABILITY INSURANCE, 4) LEGAL DESCRIPTION PROVIDED BY CLIENT. 5) Surveyors pursuant to Section 472.027 Florida Engineers•Land Surveyors•Planners•LB#0007059 UNDERGROUND ENCROACHMENTS NOT LOCATED. 6) ELEVATIONS ARE BASED ON NATIONAL GEODETIC Statutes. 1K VERTICAL DATUM OF 1929.-. 7) OWNERSHIP OF FENCES ARE UNKNOWN. 8) THERE MAY BE ADDITIONAL There are no encroachments, overlaps, easements 555 NORTH SHORE DRIVE • RESTRICTIONS NOT SHOWN ON THIS SURVEY THAT MAYBE FOUND IN THE PUBLIC RECORDS OF`THI S COUNTY. 9) appearing on the plat or visible easements other than MIAMI BEACH,FL 33141 CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK FOR BUILDING AND ZONING as shown hereon. (305)865-1200 Email:blancosunreyorsincQyahoo,com Fax: (305) 865-7810 INFORMATION. 10)EXAMINATION OF THE ABSTRACT OFTITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED REVISED: INSTRUMENTS,IF ANY,AFFECTING THIS PROPERTY. rFLOOD ZONE: AE SUFFIX: L DATE: 9�11�09 BASE: 9 r n D Additions or deletions to survey maps or reports by other than the signing party or parties is prohibited J(�.�1� without written consent of the signing party or parties. ADIS N.NUNEZ PANEL: 0306 COMMUNITY# 120652 63 17 REGISTERED LAND SURVEYOR 13,$f� SCALE: DWN.BY: JOB No BEARINGS WHEN SHOWN ARE REFERRED TO AN ASSUMED VALUE-OF SAID F'0-. PAGE STATE OF FLORIDA#5924 4/30/13 1"=20' F.61anco 13-373 g M AM Miami Shores . villag* e Building 10060 N.E.2nd Avww MIRMI Shoreat Florida 33139 Tel®( )795.2204 (M)7.%.8972 ,o f . b QME T� E!liLDl D �� °I f ENT . A3 SPEC TIE FL®RIDA �i11L�We CODE I A)have been,r by OG J 4�' - , • dCOO { 1 abeby ung P*d On to a of PROCM NUMER& 8ta�of Florida. ❑ SPECIAL INSPMOR FOR PILING,FSC 1S.1.2t!{R44 6.1.M . 13SPECIAL CIAL U PECTOR FOR TRUSSES-0-V LONG OR 8'HIGH 231&17.2.4.2(R 8.1724.4) • INSECTORfORIONFORCEDWOOPM,FSC ❑ SPECIAL INSPECTOR FORS I.GONI�GTi21��4 pyg� ON,F9C 22%2(844 2) ❑ SPECUL WSPECTOR FOR CA UNITS 8SOL Q FOC 1 1 3.1) SP ❑ MAL INSPECTOR FOR CANT$,FM 1927.12(R44D5.9.12) bo Th*tit ng employed by this firm or me are authofted fepmsentafives to Per*'n'iron 2. 3. 4. s m WOONbOm shah Insure the std mpvewteft is �e r10 par rri Me 88W9 ed by tip I ctor, Ttu3 � by or Wow Men hm an�� n e lure ase I!, F�ra1 arjW inaon�;suct i�p�n of the NCEES + or meq; an �9 as buffdhg inap ft or gen"oonb mor; !,(++a)wM Aftw ftm VFJage&Aft Dpwtme d of gnY changeg regarding atnthftW.par mel p tn"Or on 6,{uce}undeftand that a Spsctal Mspeotw for reference by the t Shorty,V &ftng D$ ftt 1 a mar +the wa �ti ft ,m be Rft med by the Cw*.The bu � n at be culled for an d mepdm h Fes, Sped h�s) tor mired by the O>arte>"a9 in addition to the mandatory s pwbyftW %81�� MWM of ion tnd a each�ritdtng t'arrt t i submit to the i9uf ) of the t�of MbWMW Iona of tM and a h that to fe best of my beW and ri mod� kWof fire Fkft Wft Code and ars In fted Eer*999 I, Addrmt ,vti cf-kir, �C eq( DAT& sZ�'-I % MOM No. ..... ..... .................... ... ..........**,*" .. . ............ ............ ,...........-... ..................... ..... ................. .......... ........... ........ ........I.. ..... ......... ................ ........ ............. . ......... ............ ... ...................................... ............ ............. .... .............................. .................. ........... .......... ......................... ........... ........... ..... .. ................ .............................. . ......... 00) ......... . ........... ........... ................... ................ ... ... .... . .......9 *......... .. . ...... .. . ......... .. ................... ......... ......... ................... ......... ....... . ....... ...... .................... ......... .. .... ............. ... .... ......... . ............................................ ..... ...... pr ............... .............. ....................... ..........i............. .................................... .. .. . ...... ... ............... ..... ............ .4 f�.,................ 1-4 ............................... ............................i.......... ... ......... .... ..... ..... .. 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Address 7850 NW 146th Street, #509 Description Residence City Miami Lakes Customer Name 1370 NE 103rd Street State Florida 33016 Proj Location Miami Shores, Florida File Location: C:\Program Files (x86)\MECAWind\1313016-Ol.wnd a _I 2 ; 1_�-- - - �a Roof not ���I rrlY shown 1 �1 I , I 211 , 2211 ,2 1 Vr h *J 1 1 1 Zt------=' 2 5 5I 3; I W,ails TY a Hip Raaf 7<0<--27 a Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 5.9 ft Description Width Span Area Zone Maas Min Max P Min P £t ftt ft^2QCP P psf Pkf UPLIFT 2.00 10.00 33.3 1 0.40 -0.85 21.27 -37.99 UPLIFT 2.00 10.00 33.3 2 0.40 -1.44 21.27 -59.83 UPLIFT 2.00 10.00 33.3 3 0.40 -1.44 21.27 -59.83 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.92 Qhcc;.00256*V^2*Khcc*Kht*Kd = 36,97 psf MECAWind Version 2 . 1 . 0 . 6 per ASCE 7-10 Developed by A1ECA Enterprises, Inc. Copyright 2013 www.mecaenterprises.com Date : 8/29/2013 Project No. : 1313016-01 Company Name : Edward A. Landers, P.E. Designed By : Edward A. Landers, P.E. Address : 7850 NW 146th Street, #509 Description : Residence City : Miami Lakes Customer Name : 1370 NE 103rd Street State : Florida 3301( Proj Location : Miami Shores, Florida File Location: C:\Program Files (x86)\MECAWind\1313016-Ol.wnd Directional Procedure All Heights Building (Ch 27 Part 1) All pressures shown are based Upon ASD Design, with a Load Factor of . 6 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 zmi.n = 15.00 ft Slope of Roof = 4 12 Slope of Roof(Theta) = 18.43 Deg Ht: Mean Roof Ht = 20.50 ft Type of Roof = Hipped RHt: Ridge Ht = 22.00 ft Eht: Eave Height = 18.25 ft OH: Roof Overhang at Eave= 2.00 ft Roof Area = 29354 ft^2 Bldg Length Along Ridge = 79.00 ft Bldg Width Across Ridge= 59.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon 427.06 ft Q: (1/(1+0.63* ( (B+Ht)/Lzm) ^0.63) )^0.5 0.91 Gust2: 0.925* ( (1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm) ) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Figure 27.4-1 External Pressure Coefficients Cp - Loads on Main Wind-Force Resisting Systems O eta h L Z Kh: 2.Q1*(Ht/7g) ^(?/AIpha) = 0.92 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256* (V) ^2*I*Kh*Kht*Kd = 36.97 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 29354.00 ft^2 Reduction Factor based on Roof Area = 0.80 MFRS-Wall Pressures for Wind Normal to 79 ft wall (Normal to Ridge) Wall Cp Pressure Pressure +GCpi (psf) -GCPi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.50 -22.36 -9.06 Side Walls -0.70 -28.65 -15.34 Wall Elev KZ Kzt qz Press Press Total ft psf +GCpi -GCPi +/-GCPi ---------------- ------ ----- ----- ------- ------- ------- --------- Windward 22.00 0.94 1.00 37.47 18.83 32.13 41.19 Note: 1) Total = Leeward GCPi + Windward GCPi Roof Location Cp +GCpi(psf) -Gcpi(psf) ----------------------- ------- ---------- ---------- Windward - Min Cp -0.41 -19.54 -6.23 Windward - Max Cp 0.06 -4.77 8.54 Leeward Perp to Ridge -0.57 -24.56 -11.26 Overhang Top (Windward) -0.41 -12.88 -12.88 Overhang Top (Leeward) -0.57 -17.91 -17.91 Overhang (Windward only) 0.80 24.59 24.59 MWFRS-Wall Pressures for Wind Normal to 59 ft wall (Along Ridge) Wall Cp Pressure Pressure +GCpi (psf) -GCPi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.43 -20.23 -6.93 Side Walls -0.70 -28.65 -15.34 Wall Elev KV Kzt qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ---------------- ------ ----- ----- ------- ------- ------- --------- Windward 22.00 0.94 1.00 37.47 18.83 32.13 39.06 Note: 1) Total = Leeward GCPi + Windward GCPi Roof - Dist from Windward Edge CP Pressure Pressure tQcpI(Psf) -GCv+i(POP 0.0 ft to 10.3 ft -0.90 -34.93 -21.63 10.3 ft to 20.5 ft -0.90 -34.93 -21.63 20.5 ft to 41.0 ft -0.50 -22.36 -9.06 41.0 ft to 79.0 ft -0.30 -16.08 -2.77 ce) KWIK Boit 3 Expansion Anchor 3.3.6 table 6•Carbon Steel KWIK Bolt 3 Allowable Loads in Normal-Weight Concrete' Anchor Embedment f O a 2000Psi(13.8 MPO) f'o-3000 psl(20.7 MPa) P.m 4000 psi(27.6 We) f'Q=6000 psi(41.4 MPs) Diameter ' Depth Tension Shear Tension Shear Tension Shear Tension Shear In. (mm) in. (mm) Ib (kM Ib (kN) Ib (kN Ib (iclV) Ib (kN) Ib W Ib (" Ib (kN) 300 3r 1-1/8 (29) 430 550 (1.6) (1-9) C2.4I 1/4 2 .(51) 635 530 715 530 800 530 630 (6.4) (2.8) (2•`9 (3.2) (2.4) (3.6) (2.4) 845 3 (76) 755 795 840 (3.8) {3.4) (3.5) (3.7) 1-5/8 (41). 730 1135 910 1275 1095 1090 (32) (5.0) (4.0) (5.7) (4.9) (4.8) (9-5) 8 P-1/2 (Q4) 1260 1555 1850 1315 2Q8q 1315 (5.6) 1315 (6.9) 1315 (82) (5.8) (92) (5.8) 3-1/2 (89) 1580 (5.8) 1770 (5.8) 1965 2150 (7.0) (7.9) (8'7) (9-6) 2-1/4 (57) 1235 1865 1430 2300 1620 2405 1975 (5-5) (8.3) (6.4) (10.2) (7.2) (10.7) (8.8) (�2 3-1/2 (89) 1930 2185 2440 3240 2415 (8.6) 2415 (9.7) 2415 (10.9) 2415 (14.4) (10.7) 4-3/4 (121) 2135 (10.7) 235 (10.7) 2575 (10.7) 3620- (9•6) (10.5) (11.6) (16.1). 2-3/4 (70) 1920 2750 2065 3410 2210 3785 2830 (12.4 (9.2) (152) (9.8) (16.8) (12.6) 5/8 9) 4 (102) .2660 3910 3020 3385 4770 3910 (13.4) 3910 (15.1) 3910 (21.2) (17.4) 5-1/2 (140) 3285 (17.4) 3695 (17.4) 4100 (17.4) 5325 (14.6) (16.4) (182) (23.7). 3-1/4 (83) 2120 4090 2425 4900 27W 5310 3785 5310 (9.4) (182) (10.8) (21.8) (12.1) (23.6) h6.81 (23.6) 3/4 4-3/4 (121) .40 4260 5285 6155 (19.1) (11 4.4) 5340 (18.9) 5340 (23.5) 5495 (27.4) 6225 6-1/2 (165) 4535 (23.8) 5860 (23.8) 7185 (24.4) 7005 (27.7) (20.2) (26.1) (32) (31.2) 4-1/2 (114) 3330 7070 4050 7800 4670 8140 5070 (14.8) (31-.4) (18.0) (33.8) �0.$) (36.2) (22-6) 1 6 (152) 4930 6000 7070 8400 9M(25.4) (21.9) 920Q (26.7) 9200 (31.4) 9200 (37.4) (40.9) 9 (229) 6670 (40.9) 7670 (40.9) 8670 (40.9) 10670 (29.7) (34.1) (38.6) (47.5) 1 InWMWdiats load values for other concrete strengths and embedments can be calculated by Hnear IntwpQiatiQn. HIM.6.661-8W-8794MM I www.us Fdf�com 1 en �j -1 e Y-800-879-btu 1 HIR!(Ceraaj Cap.1-BUQ-363-44x8 1�nrw.l 1 M �, 3.3.6 KWIK Bolt 3 Expansion Anchor Influence of Edge Distance and Anchor Spacing on Anchor performance Load ustmentFactors for 5/8"Diameter Anchors Standard Anchor Embedments(in-) Edge Distance Shear 1h. 2-3/4 T Edge /8 Adjustment ming Dish Spacing Toward Toward from 5 h. 4 Factor Tensio0hear Tension Shear Edge Edge Edge hd-P 5-1/2 6/81n. fAM ffav fes, fes, fm h. 3-1/4 Embedment Depth,In. 2-W4 2:4 2-3/4 2:4 2-314 Z 2!4 2-3/4 Z 2-3/4 a 2-3/4 3/4 11. 4-3/4 2-3/4 0.� 0.80 0.90 h 6-1/2' 3-1/2 0.69 0.87 0.92 4 0.75 0.60 0.92 0.80 0.94 0.90 hrra 4-1/2 4-1/4 0.77 0.62 0.85 0.82 0.94 0.91 0.52 0.61 0.84 1 h 6 4-3/4 0.83 0.66 1.00 0,85 0.96 0. 0.58 0.68 0.86 5-1/2 0.82 0.72 0.90 0.98 0.93 0.67 0.73 0.89 h 9 8 0.98 0.76 0.93 0.99 0.94 0.73 0.78 0.91 6-1/4 1.00 0.78 0.95 1.Q0 0.95 0.76 0.81 0.92 7 0.84 1.00 0.96 0.85 0.88 0.95 1.Embedment depth shown reflects 7-1/2 0.88 0.97 0.91 0.93 0.97 embedment for carbon steel anchor, 7-3/4 0.90 0.98 0.94 0.95 0.98 deep embedment depth for statniess 8-1/2 0.96 0.99 1.00 1.00 1.00 steel anchor Is 8 inch. 9 1.Q0 - Note: Tablas apply for listed embedment Load shnant Factors for 3/4"Diameter Anchors depths.Reduction factors for other embedment depths must be Edge Distance Shear Calculated using equations below. 1 Edge 1 it Away A*wtmerd Spacing Distance Spacing Toward Toward from Spacing-.-Tension Factor Tenslortrohear Tension Shear Edge Edge Edge h,�,s h,,sh. h,�z hm, 3/4 In. faa fa. fev fav, fav, fm. EmbedmentQ aft,+0.88 f s/h,,.+0.88 2 Depth,in. 3-1/4 4-3/4 3-1/4 2 4-3/4 3-1/4 2 4-3/4 a 3-1/4 a 3-1/4 Z 3-1/4 f"''. 3.13 ""s 3.13 3-3/8 0.61 0.81 0.90 4 .0.67 .:. ._:. ... 0.86 0.92-' .... 5 0.77 0.62 - 0.81 • 0,94 0.90. 0.51 0.61 0.83 Edge Distance-Tension 5-3/4 0.85 0.67 1.00 0.86 0.96 0.92 0.59 0.67 0.86 h,&,s h.:Sh. h„r z ham„ 6-1/4 0.90 0.70 0.88 0.97 0.93 0.84 0.71 0.88- 6-1/2 0.92 0.72 0.90 0.98 0.93 0.67 73 0.89 f a"a 3.75+2 f aro m c3 75+2 7 0.97 0.75 0.93 0.99V0.997 0.72 0.77 0.90 7-1/2 1.00 0.79 0.95 1.00 0.77 0.62 0.92 In 8-1/4 0.84 1.00 0.85 0.88 0.95 9 0.8.9 092 0.94 0.97 Spacing-Shear 9-3/4 0.94 1.00 1.00 .1.00 h„,s h,,sSh,= h„ra hmn nv s/hw+1025 a OM'+1025 10- 4 1.00 1.00 f 12.5 fav 12.5 Load ustment Factors for.i"Diameter Anchors Edge Distance Shear Edge Distance-Shear 1 h�2 h,ti, � Spacing Distance spacing Toward Toward from perpendicular toward edge Factor Tersion/5hear Tension Shear Edge Edge EdgeC 1 In. faN faa fav few fan fres f"�" 3h,,,, 4-1/2 2:6 4-1/2 k 6 4-1/2 2:6 i 4-1/2 2:4.1,/12 a4-1/2 parallel to edge 4-1/2 0.60fAw m c/h,,+0.75 0.90 _ . ..., 8 0.71 0.60 089 0.80 0.93 0.90 3.75 7 0.78 0.65 0.95 0.84 0.94 0.91 0.52 0.61 0.84 perpendicular away from edge 8 0.85 0:71 1.00 0.89 0.96 0.93 0.59 0. "O:W f .c/hm„+5.82 e 9 0.92 0.76 0.93 0.98 0.94 0.67 0.73 0.89 8.82 4 0.97 0.80 0.97 0.99 0.95 0.72 0.78 0.91 10-1/4 1.00 0.83 0.99 1.00 0.96 0.76 081 0.92 Note:Edge distance and anchor spacing for con 11-1/4 0.88 1.00 0.97 0.83 0.87 0.94 all li g �g 11-5/8 0.90 0:98 0.86 1 0.95 ghtweight and sand-fi htw ht concrete 12-1/2 0.95 0.99 0.83 0.94 0.97 are obtained by dividing the normal-weight 13 0.97 0.99 096 0.97 0.98 dimensions by 0.75 and 0,85,respectively. 13-1/2 1.00 1.00 1.00 1.00 1.00 14-3/4 �O 310 HIM,Inc.013)1-800.878-8000 I wyvw MtdR Mn 1 en espaW 1-soo-8 swo 1 HIRi(Dared,)C q,1-800-383-4468 1 wsvw.lditl ca i Anchor FasWirtg Tectutical(3utd®2011 MIAMI-CaADE MIAMI-RADE COUNW U CONTROI+SECTION DEPARTMENT OF PERMITTING,ENVIRONMENT,AND REGUT S SW 26 street,Ram 208 AFFAIRS(PERA) N(laml,Florida 33.175=24'14 4 BOARD AND CODE ADMINISTRATION DIVISION T(786 15-2590 F(786)31I U99 Nu-Vue Industries,Inc. loss East 291,Street Hialeah,Florida 33013 SCOPE:This NOA is being issued under the applicable rules and regulations governing the use of construction materials.The ttooutnentation submitted has been reviewed and accepted by Miaml-Dada County PBRA-Product Control Section to be used in Miami Dade C'�unN and other areea where a'llawed 6y the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami-Dade County Product Control Section(In Miami Dade County)and/or the AHJ(in areas other than Miami Dade County)reserve the right to have this product or material tested for'quuality assurance purposes N this product or material fails;to perform in the accepted manner,the manufacturer will Incur the ocpmm of such testing and the AHJ may Immediately revoke,modify,or suspend the use of such product or rnaterial within their Jurisdiction. PE,RA reserves the right to revoke this acceptance, if it is detormined-by Miami-Dade County Product Control Section that this product or material falls to.meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTIONS Series NVSNP,NVffWT]1j NVHCs NVSTA and NVHTA Steel Wood CoannedAm APPROVAL DOCUMENTS Drawing No.NU-5,titled"Skewed Wall Plate,NV33O&NV458 with Double NVTH Straps,NVTH NVTHS Anchors&NVHC Hurricane Clips and`NVSTA,& A Hoag +Duty Anchors with Seat",shoots l through of 4,dated 04113/2004,with last revision dated 0112312412,prepared by Nu-Vue industries„Inc.,signed and sealed by Vipla N.Tolat,P.E„bearing the Miami Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami Dade County Product Control Section. MISSILE IMPACT RATINOtWone LABELINGt Each unit shall bear a perttment label with the uaanufacturer*s name or logo,city,state, me 6110eries,and following statement:"Miami Dado County Product Control Approved",unless otherwise noted heroin. RENEWAL of this NOA shall be considered after a renewal applicatlou has been filed and there has boon no change in the applicable building code negatively affecting the performance ofthis product. TERMINATION of this NOA will occur ditor the expiration date or if there has been it revision or change in the materials,use,andlor manufacture of the.product or proms'Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTMMENTa The NOA number preceded by the words Miami-Dade County,Florida,and followed by the expiration date maybe displayed in advertising literature. If any portion of the NOA Is displayed,.then. It shalt be done in Its entirety. INSPECTIONS A copy of this entire NOA shall be provided to the raiser by the manufacturer or Its distributors and shall be Available for inspection at tho job site at the request of the Building Official. . $ impiAri{t �X d consists of this page.1 and evidence page 81,as well as approval document mentioned above. The submitted documentation was reviewed by Carlos X Utrerk P.E. NOA No.U4130.35 Expiration Date:December 2S,2014 SCOU Approval Dates April 12,2012 NQS' Page i i Nu Vue 1"dustrie N,QTICE OF ACCEPTANCE: EVIII_3C SYJBl1 TTED A. DRAWINGS NV358&NV458 with Double,NV H 1. Drawing No.NU-5,titled"Skewed N411 Plate, Straps,NVTHINVTHS Anchors&MHC Hurricane.Clips:and NVSTA,&NVHTA Heavy Duty Anchors with;Seat",sheets 1 through 4 of 4;dated 04115/2004,with last revision dated 01/25/2012,prepared by Nu-Vue Industries.,hie.,signed and sealed by VipinN.Tol4t,P.E. B. TESTS "Subnditted under NOA#04-0510-#3" Test reports on wood connectors per ASTM D 1761 by Product Testing,Inc.,signed and sealed by C.R.Caudel,F.E. --— Renott No. Wood Canneetor Dec on ate 1. PT#03-4482 NVSNP3 v awaxd. 09/15103 D 2. PT#03-4625 NVIRCUR Up&Sideways 01/21/04 3. PT#04-4641 14VSTA-24H tip&Sideways 03/17/04 4. PT#04-4698 NVTH24 tJp&Sideways 04/11/12/31/0303 5,. PT#43.4590 NVTH26/NV458 Sideways 6. PT#04-4642. 'NVHTA-24H Ups&Sideways 03/22/04 7. PT#034543 NVTH2O/NV358 Up&Sideways 12/19/03 C. CALCULATIONS 'SS`ubmllted under NOA#Q9-072x#5" 1. Report-of DesignCapacitles,dated 06/3012009,sheets 1 through 12 of 12,prepaced, signed and sealed by'V pinN.Tolat;P.E. "Submiited,under 1Y11,4#OA-tIS�t©.113" 2. Report of 17esign..Capacities dated 04/27/2004,sheet 1 through 12,prepared, signed and sealed by Vipin N.Tolat,P.E. D. QUALITY ASSURANCE 1. llrlfiami Dade Department of Pernnitting,Env;rOwne ,and Regulatory Affairs(PBRA) y, MATERIAL CERTIFICATIONS I. None. F STATEMENT "Submitted under MA#09-0721.0511 1. Statement letter of code conformance,no tnamial interest and no change of product, dated 07/08/2009,issued,signed and sealed by V ipin N.TolACarlo5s ::;iX7 P.B. product Control Examiner NQA No.12.0130:35 jxpiratton Date:"pecetaberb,2014 Approval bat+o<April 12,.2012 • E-1 Cenral Notes: 1. Steel shall conform to ASTM A653, strut at grade.33 (Min. yield t •_.__ t& �("g 33 W) and o minimum galvanized cooting t 4 SO per ASTM A525. 2. s Allowable toads are based on .Latest Editi ns of'National 1)esing a o specifications (NOS) for wood construction d'Florlda Buhding Coda V *4 (FBC). ie. .NQS:ZOOS CXVIIA 'rOC-20I . • o 0 0 ' +' 3>i; 3. Design loads are for South*rn Pine sped s with a specific gravity a o of 0.55. Allowable loads for other species s oil be adjusted `x accordingly. e • o 0 o y$ 4 Common wire nail vdlues are based on iV .S and have been e ,g reduced for Penetration t)epth factor. xr 5. Allowable loads for wind uplift have _beenIncreased by a 'duration factor" of 1.6 for,anchors'Into wood only. values shown are; u 3 steel stress;increase. Md"V dkL without 3 mwa knoge ofVia s'aft Tr4o TOP6. Allowable loads for more than a vingle .00flOidetlian .cannot be chee added together. A design lead which ;� .dided Into components in the direction given must be evaluated as .laws: Or Actant ljpfiftv' ' ±a1 1 .t <=f-O ' NVSHP3 Allowable uprft } A� woble tf w e TABLE 1 Installoltan 7. Allowable loads are based on IV thick wood members unless SKEWED NAIL PLATE otherwise noted. Product Steel Fie ANowwbia loads{rbs) S. All tie beams and grouted concri+te mos ry shall comply with Code Gauge F Fna FBC. Concrete for tie beams and grout an mortar for concrete mosonry shall be a minimum of 2540 psi. oncrete,masonry shall FIV9 S' 16 CeI kkt ai tt` " comply vdth ASTM C90. 9. AD teste have beer► conducted in aewrd ce with ASTM 0-17al. For UpiFL use two ~}3._ .e at�ytcp'QhwddmW-ted`ondyq �...� �p �q�►� no at-bottatn duwd of the suppo at...Tl � ii, TOTA.'PR (01 1 Trusses to Bianca with seatlon 2321.7 of tho.FBG GO e° IOM IMMIX ~iA. 4 HOUS994N.,9X127M Notes t. Use,6 nafA holes in each !longe Yad1060 10.lrAst eo strVat i Mtea�b.nor!�e=fts 2. Do not bend not plate more than Once, Pboae: t 894 ' +• seoR t�eoa-sne .3. Supporting mWfiber shall be in the acute w4a side with other flange behind the 9XKWEDNAIL PLATE end of supported member(see sketah.) ' DVG shoo I mate: REVieloha i TAME 2: NV368 — 14G Double NVTH Straps wtth 2 ply 18G sect TABLE 3: NV458 14C Double NVTH :Straps aiith ply 18G sect Total No. Total No. ,,,, y 14G strap Total No, Total No. A rnblY 140 Strap 01m H star Allowable Loads(lbs) of facet=. of fasteners write tads(lbs) of Fasteners of Fast6atera product Product M In 2 Straps fa Seat Prod3fct Product ' In 2 u S s in seat Cads Code (t wtm) t:ode Code (kches) lod x iod x r 11 10d x lthl x 3" "Ume-12 NWtttb f2l S 8 2245 1961 Y6� IM58,42 Wifm a S. a 2245 2783 iia NiwS8-Y4 H1II1H8 14 to8 28 NY4511-i4 HVBifa #i 14 8 2523 3131 2m NYASl4-te NV11iZ0 16' f2 a 2453 2208 NV4S8-16 `WOW 16 12 a 3473 2507 NY 8-28 N 1�4 14 a 38 297 2528 W44411-20 NYTIM 20 14 a 10113 3627 .2857 � � y�7 27l3a tiY<i&-22 t1YTN25 22 18 9 sem?' fa78 31t� mma-22 wow f2 thub-24 wum 24 WASE-24 1A MM R4 MV458-29 mvrtm 28 NViSaY-?.6 tiV8f30 II6 lr44511-32 NY[W 32 f lnitfl36 � MMS-44 WAM 44 Hot" W450.44. xvnme :::::44 twat 3•trv3s6 " reeaa 1.1Rnfm"amt kft anarsts 4 2.Woo an nsmwyb stmips,and,sod to Odd"daadP 440de. 4w w4m 3,t�aa Not4 a�j9nsat 1)trr COMA&C toot !,14 "Out Ift �S 4.1,t 1fi►aa0b dm'da r�9 not tares ttr fives t on tiro ft.ai9o: .� wo4a taG�detolt dt' t�1rf' NV338 aid NY48Allu9ytACrtuvero 3'.�r'fw r �wtalaort�. FL H >umm 7z: 11M sv a a»wt s 77088 sun Peau Topwad s fir.mt w bm"for food to t7 both Cnaa u-" Y u tnauskaiee.ma wow aaoat . `*-j••sy, wi � �'� 1TV3be Ife rTv40.5 a fl1T$pa17ffiY XM STRAPS c0twete lie Boom°�� r-- se� Doti B' �seatt Rearlsioaea Nti- 2 at f sa s " MY 5. TABLt 4 Truss Anchors NVTH and Riveted Truss Anchors lith Seat NYMS N22Wfn+-*0 t a o en U Alla Lord Ibe1�VW Code seal h�� 1�x u it L7 L2 ate•r8 At1 M 212 to 14 G" 634S NV7HS 214 18 14.IML l PareSd 7 1 783 735 Be to�am OWWOW! o NVM.2t6 18 14 8 1 783 735 NVTH t aenmala modABLE 2 NVM 219 .18 1478373s1a 7S3 739 HURRICANE CUPS 24 NttM.229 18 F3.. ffI2 783 73.3Cott L1 �^S8f mss 2a NVtHS 222 =S 14 783 73:i tSA N> cup`1Ef 1 1s g d m g3 i 39S 763 735 For tlpntt us* two+dtAs. clay on each Z4. NM-26 W47M 224 18 14 �►'�°'' to Y t+8t 2321.7 of ft FOO 28, WM-30 WMM 225 18 14 o a a 32 ;4VS11--3a NV1NS 232 18 14 � MUM 44 NVB-48 NVIHS 244 18 14 a. "v"m 60VAM twm • Rum v�ua IL Twiffl,PS.(CM) kottara atmrJ VL a z " V1H.w4m 12 4 aPimr �7 • U—VU U ra ise.Tae NwH was-iosa rAl sash .gomFylgt >Rdt� og Fezelbe->asae .:.SCAM, 31C' a .•Z��. xvrx/xtislssF � auk 1� vwo�% $$eats Ravaslon� NU-'S 3:at 4 A Pm M sm anti 8.=9 TABLE 6 TABLE 7 NVSTA-Heavy Duty Anchors with 14G NVTN Straps and'1 ply 20G seat xv"TA--N"Duty Anthore nth 14G Double NVTH Straps 4 ind 1 ply 20G sect Tata) No. Total No.o1 AIioWObtt4 LOadD(�s) A�etnbly 14G Dlrnenslott Total Na„ Total No, In qli s Loads (be) ProdUct 14G Strap DUS�el1H10fl of F S� Fastmem M Pro et Prcd22ct of Fastene7s Foatenas H 20 GA. Seat. a td e 0 Cada Code (tndm) in two Strnpe 20 GA. Sent a ttpnl2= u a e Code cnae tt^* ) 10d x 19 ' 10d x t3 ioa x tyi 10d x O Nt�6fA-iD! NYBt16 5 B 1308 7182 1949 NNRA-12H NS► 6 12 � B 1772 4476 1050 t4bD t2 a 9 1428 1144 t t'; B 1994 2339 1181 1&TI HTlk-1411 NYTHIB t4 NVSf/-101 N1 MD 14 T 6 1t145 823 IMS /4 b 2225 2$98 1322 1812 b1VSi�t-1 WYM aB 8 8 '1694 88'1 1335 WMA-15" WPM 16 tb 4 2437 1444 1994 to b 2658 3117 2679 2273 9 b 1783 so 1430 4114TA-20i NYItl24 20 WAI -2m Ntt m 26 NYSIk-moi 1 32 NVHTM2211 MVM" 22 a 024 1. We are:na ry In d""and to addit,%. B . t1V5TA-291 t►M18 24 0 NOW-24"-24" WHO 24 see POW a.sheet Y �r aornbb"d [aV jj a NagHuas9h aft shm teat. the bum pktee. 4. tar Sh0tes. s rWHU-�2 WOM 26 9lor t. 5 for tiww 1�1�R. as ale be 3Q09 Pni Nti}y7A-284 t1Y41 f0 8 Booed on mtn.2500 pal Oona aSe NVSTA-M W*05 32 0 . Nt1tfA-4tH: ,NVi2Mb 44 . RWA-MN WWO 44 tYrR2aila ~�—f. h °K h l eS" NVHTA H 121!th t.444 tt 131}! t;41H ti. mamov • a a • a wl6ataflad� YQ'9Q li.TCLAtr P&a•+"'Y 2a"Sea! B�A®aR PL.IG ._12@1? age Y IaiSQN.ffi Cxm L L4S7J u. AU umirT' u--Vu todus rlee.im. 10TMIS Sok e'AdBi m zest 29 kwd, dwandCwtavle Rouraroa4 thea 6 °Je Nvtc1�► tl>�r ecaom tt�t� 6113—ti 4 at 4 34 east tutY 6. 2409