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RC-16-1820 (2) Miami Shores Village C , { Building Department FEB 13 2017 { 10050 N.E.2nd Avenue, Miami Shores,Florida 33138 BY:— -- Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 G -IA FFBC 20 14- BUILDING Master Permit No. &,- - 6-16 - 19 z PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑CANCELLATION *9 SHOP" " CONTRACTOR DRAWINGS JOB ADDRESS: ��� N� `d� JT City: Miami Shores County: Miami Dade Zip: 33 139 Folio/Parcel#: Is the Building Historically Designated:Yes—NO . Occupancy Type: Load: //Construction Type: Flood Zone: BFE: FFDEC OWNER: Name(Fee Simple ``Titleholder): �Q��C�e P!-w)\d� Phone#: Address: sa— City: ��OIV��' �,ry State: ��-- Zip: 3� Tenant/Le//sss�see�'Name: Phone#: Email: tr `�A �y� �y�,I„t•�i-•Caves v p CONTRACTOR:Company Name: /✓A» n6, Phone#: � !ZS-DOgy Address: 7 0�-r4fn?*L-/�/r City: State: Zip: 3 3 In Qualifier Name: 4 Phone#: ?% 92T-00111 State Certification or Registration#: (I&C 1916 210 I Certificate of Competency#: N104 DESIGNER:Architect/Engineer: Phone#: Address: p City: State: Zip: Value of Work for this Permit:$�_ �p �• Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: J- / Specify.color of color thru tile: Submittal Fee$ Permit Fee$ l*CCF$ ' ' `(lt3N Ft-FC Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (RevkPd02/24/2m 41 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 ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES,BOILERS,HEATERS,TANKS,AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection Xich occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not I apved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this /��_day of d D . 20 by V day of -�4 b 20 l , by ( ._�IM&/ 104) , nrho is personally known to l YA1!(�Ql who is personally known to melor who has produced as me or who has produced��-3 U 3- identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: SigJO Si Print: - , ,: MAHARAI K.GONZALEZ 'ut4V AM*IRWIN V5n0W1 POWs �,0 3, � ; EXPIRES:November 2,2020 Seal: 00910 i j,#uolsslwwoo' s� %+oJ�Q�'' Bonded Thru Notary Public UndervMters L10Z`91 Aeyy saildxa*wwo0 byy_.• epuoll 10 ales-,;llgnd AieION •,• .'�;;. NVAN A 13VHOIW APPROVED BY Plans Examiner Zoning /�f i dJ Structural Review Clerk (RACING FOR THREE PLANES OF ROOF BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 I ARRIOSTRE EN TRES PLANOS DE TECHO Q Refer to BCSI-137 Maximum lateral brace spacing Thi•brar_inn meth,i is for,q nu _s r. p1 4v r r n I I )n'allEl h r 1 U < Summary Sheet 10'o.c.for 3x2 chords Tem rary and 15'o.c.for 4x2 chords Diagonal braces Este r, todo de alri-,_tre et p.artl Iodu U r r.r,tcr pi r I I n„F:< I. nr.rdtl'•I trairb•.:•.>y 4z? Permanent Bracino 1p'of 15 every 15 truss for Parallel Chord spaces(30'max.) I TOP CHORD—CUERDA SUPERIOR Trusses for more information. Truss Span Top Chord Temporary Lateral Brace(TCTLB)Spacing Vea el resumen Lon stud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior BCSI-B7-Arriostre Up to 30' 10'o.c.max. temporal y Hasta 30 pies 10 pies maximo Permanente de The end diagonal 30'to 45' 8'D.C.max. trusses de cuerdas brace for cantilevered 30 a 45 les 8 pies maximo Daralelas para mayor trusses must be placed Lateral braces information. on vertical webs in line 2x4x12'length lapped 45'to 60' 6'o.c.max. with the support. over two trusses. 45 a 60 pies 6 pies maximo 60'ato 80pie 4' max. INSTALLING — INSTALACION 60 a 80 les; 4 pies es maximo *Consult a Professional Engineer for trusses longer than 60'. Icrlr,rance;hg Oul t,i I I:,nF,.- TOL,r:v i:,;I,ra f u.�.a-de-c°ran.,. 'Consulte a un ingeniero para trusses de mas de 60 pies. Max.Bow Max.Bow Max. Truss .� Length—0- Bow Length 3/4" 12.5' u ,B Len h—►69 Length--►: eo(IC )B2 for Tr_rID options. Max. ' 7/8" 14.6' Via el Rr.`i R"barn I:r nlrr uvrnq �-J( rohr:Ilu f,rr 1" 16.T V f D/50 D(ftJ k- r('FL6. old-nGl`Inndr 1/4r, T 1-1/8" 18.8' 7�rhranrir:pal;, I 1/2" 2' 1-1/4" 20.8' FUS(7-def'Inmarl.,h £ a i1.3/8" 22.9' d Plumb 3/4° 3' J Refer to BCSI-86 ° r bob 1: 4' Summary Sheet- Gable End Frame 1-1/4" 5' ra D/5o max 1-1/2" 6' f^7( pel,n,�t rlia,�� r.al lar.i,r �1 _ Vea el resumen I"I ,' 1-3/4" di Anna 7r ostre Gepila 'l"v J""; 2" >8 'Ctrmnal de un techo a dos CONSTRUCTION LOADING—CARGA DE CONSTRUCCION aguas• (�( Set rhl !five•t 1 u 's will, (aro;ji., h.;n nr)1 li I I rn:d. vri„gal ©Do not proceed with construction until all bracing is securely Maximum Stack Height on g u I[ crl fol r rt. until oll h,e;cf ,r .r and properly in place. for Materials on Trusses lnsralr-:lo;cinro pl int rrr;t uss con,s p uiador h"an lou err....,rr.:,. No proceda con la construcci6n hasta que todos los arriostres Material Height(h) dl i_Pmale'.f I,d-. I r•••umienlr ear rill ln: 1 no!n.:rrrr-.� esten colocados en forma apropiada y segura. Gypsum Board 12" I m to r1Uc lode".„r•[rr r n",t_+n it t,hdn Plywood or OSB 16" Do not exceed maximum stack heights.Refer to BSSL-B4 Asphalt Shingles 2 bundles Summary Sheet-Construction Loading for more information. concrete Block 8" BOTTOM CHORD—CUERDA INFERIOR No exceda las maximas alturas recomendadas. Vea el resumen clay Tile 3-4 tiles high c� BCSI-B4 Cargo de Construction para mayor informaci6n. Lateral braces 2x4x12'length lapped over two trusses. Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuales. fel P7rr.ir�,,rly not•,.r,ru.7n•;hrt-,.c,r:.pr�:,.itrl'� (Y J r r I tl-r.Ip. 1 ll hr tar ltr-,Ill rnrn� i lrtc:ihl'• Diagonal braces f—� f sulrvrr low i kod L li rrI .,dl every 10 truss l spaces(20'max.) nrhr,la..,.:u,.,..-.r,h,r 10'-15'max. ALTERATIONS—ALTERACIONES Some chord and web members not shown for clarity. Q Refer to BCSI-B5 Summary Sheet-Truss Damage,Jobsite Modifications and Installation Errors. Vea el resumen BCSI-B5 Dann"os de trusses Modificaciones en la Obra y Errores de Instalaci6n. WEB MEMBER PLANE—PLANO DE LOS MIEMBROS SECUNDARIOS Do not cut,alter,or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No Corte,altere o perfore ning6n miembro estructural de los trusses,a menos que este especificamente permitido en el dibujo del diseno del truss. Web members ©Trusses that have been overloaded during construction or altered without the Truss Manufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. •• 000 •: a a Trysses quo sAarbsob�ecargado durante la construction o han sido alterados sin una autorizaci6n • ••• • • •••prVatlel Vablltanle de Trusses,pueden reducir o eliminar la garantfa del Fabricante de Trusses. • • 000 • • • NOTE:-Ae TI'Rss hilinuf9turer andermss Designer must rely on the fact that the Contractor and crane operator(If applicable)are m- 00 - ••• Adll to unArtake Me w&k tmq�Rave agreed to do on a particular project.The Contractor should seek any required assistance regarding construction practices from a competent party.The methods and procedures outlined are Intended to ensure that the overall construction techniques employed will put floor and roof trusses into place SAFELY.These recommendations for handling,Installing and bracing wood Diagonal braces trusses are based upon the collective experience of leading technical personnel In the wood truss industry,but must,due to the nature of every 10 truss • 000 ,gsponsiGllUes Inoolved,he pre nted only as a GUIDE for use by a qualified Building Designer or Erection/Installation Contactor R Is not Ih ended RVese recorRitlQ tons Rb Interpreted as superior to any design specification(provided by elther an Architect,Engineer, spaces(20'max.) : : the"I I goer,the E n/R statQ tbn Contracto or otherwise)for handling,installing and baring wood trusses and It does 10'-15'max. not precl a us�of equha�nt rilEtlads for baring and providing stability for the wafts and columns as may be determined by Same spacing - •• • • t e truss E oMrlStnll Cpntr'�tor. us,the Wood Truss Council of America and the Truss Plate Institute expressly disclaim any as bottom chordIrrwnsibll damage a�sllg fro use,application,or reliance on the recommendations and Information contained herein. lateral bracing Some chord and web members not shblArffor clarity. DIAGONAL BRACING IS VERY IMPORTANT ••• ` •Wa00 TQUSS CQUNCIL OF AMERICA TRUSS PLATE INSTITUTE • //� '0n.W.Center 06300 Entrrpr se(ane•Madison,WI 53719 583 D'Onofrio Drive•Madison,WI 53719 'IN iEL ARRIOSTRE DIAGONAL ES MUY IMPORTANTEi /Ty` ••• 11,608/2644849 waww.woodtruss.com 608/833-5900•www.tpinst.org 0 00 00 0 0 • 00 00 81WA0.N31x17 033115 GENERAL NOTES NOTAS GENERALES HAND ERECTION—LEVANTAMIENTO AMANO Trusses are not marked in any way to identify Los trusses no est6n marcados de ning6n modo que t 7f Trusses 20'of ,,;%;;_, r7f Trusses 30'or the fr uency or location of temporary bradn identifi ue la frecuenda o localizad6n de los arriostres U less,support LTJ less,support at eq Po ry 9 q PP , p - Follow the recommendations for handling, (bracing)temporales.Use las recomendaciones de manejo, at peak. quarter points. f installing and temporary bracing of trusses. instalaci6n y arriostre temporal de los trusses.Vea el folleto Refer to BCSI 1-03 Guide to Good Practice for Levante Levante de BCSI 1-03 Gufa de Buena Pr6diCa Dara el Man�jo.Instalacidn del pico los los cuartos Handling.Installing & Bracing of Metal Plate y Arriostre de bs Trusses de Madera Connectados con Connected Wood Trusses for more detailed trusses de 20 de trarno los Placers de Metaloara para mayor infonnad6n, pies o menos. trusses de 30 information. P Trusses u to 20' ,I Trusses u to 30' Los dibujos de diseno de los trusses pueden espedficar F P 'I pies o menos. a Truss Design Drawings may specify locations of Trusses hasta 20' Trusses hasta 30' permanent bracing on individual compression las localizadones de los arriostres permanentes en los members. Refer to the B:SI-B3 Summary miembros Individuales en compresi6n.Vea la hoja resLmeO Sheet-Web Member Permanent Bracing Web BC5I-B3 para los arriostres Dermanentes y refuerzos de los Reinforcement for more information.All other miembros secundarios(webs)para mayor informac6n.EI HOISTING—LEVANTAMIENTO permanent bracing design is the responsibility recto de arriostres permanentes son la responsabilidad del Hold each truss in position with the erection equipment until temporary bracing is installed and of the Building Designer. Disenador del Edificio. truss is fastened to the bearing points. Q The consequences of im p groper handling,installing Sostenga Cada truss en posici6n con la gr6a hada Cup el arriostre temporal est&mstalado y el — + and bracing may be a collapse of the structure,or truss asegurado en los soportes. worse,serious personal injury or death. 1111 EI resultado de un manejo,instalaci6n y arriostre ®Do not lift trusses over 30'by the peak. inadecuados,puede ser la caida de la estructura o No levante del pico los trusses de mos de 30 pies. a6n peor,muertos o heridos. Greater than 30' M6s de 30 pies HOISTING RECOMMENDATIONS BY TRUSS SPAN Banding and truss plates have sharp edges.Wear RECOMMENDACIONES DE LEVANTAMIENTO ®gloves when handling and safety glasses when POR LONGITUD DEL TRUSS cutting banding. Empaques y placas de metal tienen border 60'or less afilados. Use guantes y lentes protedores cuando Corte los empaques. HANDLING - MANE)O Approx.1/2 truss length Tagline OAllow no more No permita mas Q Use special care in Utilise cuidado TRUSSES UP TO 30' than 3"of deflec- de 3 pulgadas de windy weather or especial en dias TRUSSES HASTA 30' tion for every 10' pandeo por cada 10 near power lines ventosos o cerca de of span. pies de tramo. and airports. cables elktricos o de aeropuertos. r a er bar 10, Toe-in_ TE oe-in ° Spreader bar for Spreader bar 1/2 to truss bundles Ta line 2/3 truss length g TRUSSES UP TO 60' s'm �Q��� TRUSSES HASTA 60' �T " 0 0 1n 1a Locate Spreader bar Attach I-7f Check banding Revise los empaques above or stiffback 10'O.C. Ir.l prior to moving antes de mover los mid-height I m bundles. paquetes de trusses. Pick up vertical Levante de la cuerda bundles at the superior los grupos Q Avoid lateral bending.—Evite la flexi6n lateral. top chord. verticales de trusses. - Spreader bar 2/3 to �— 3/4 truss length —� Tagline TRUSSES UP TO AND OVER 60'_ TRUSSES HASTA Y SOBRE 60' BRACING - ARRIOSTRE Do not store No almacene ® Refer to BCSI-B2 Summary Sheet-Truss Installa- ¢ unbraced bundles verticalmente los tion and Tempary Bracing for more information. upright. trusses sueltos. Vea el res6men BCSI-B2-Instalaci6n de Trusses Q y Arriostre Temporal para mayor informaci6n. ONE WEEK OR LESS MORE THAN ONE WEEK Do not walk on unbraced trusses. D _ No camine en trusses sueltos. +" • ••• •• Top Chord Temporary Lateral • Locatetround braces for first truss directly Bracing(TCTLB) • in�pl with all rows of top chord temporary QBundles stored on the ground for one ''^ • ••*lateral 4racing. week or more should be raised by blocking Coloque los arriostres de terra para el at 8'to 10'on center. primer truss directamente en linea con Los paquetes almacenados en la tierra par � Do not store on* ilGilmacenOOn• • •cj4 uW de las filas de arriostres laterales 2x4 min. una semana o m6s deben ser elevados uneven grourm. • Berra desiguah • • t•mporeles de la cuerda superior. con bloques a cada 8 o 10 pies. •• • • •• - �- • ;. IK Brace first truss well before erection of n(For long term storage,cover bundles to pre- — additional trusses. LJ vent moisture gain but allow for ventilation. Para almacen-amiento por mayor tiempo,cubra los paquetes para prevenir aumento de humedad perp permita ventilaci6n. _ •• •• • • • • •• • ti ENGINEERING COVER SHEET This cover sheet is provided as per Florida Statute 61G15-31 .003 in lieu of signing and sealing each individual sheet. An index sheet of ( 15 ) truss design are attached with the identification and date of each drawing. ENGINEER OF TRUSS DESIGN PACKAGE ULTIMATE ENGINEERING DESIGNS, INC. Armando R. Perez FL Reg. Eng. No. 28026 1811 SW 33 CT. MIAMI FL. 33145 PH:(305) 213-7443 MIRAN CONST - NGUYEN RES. (REV) 138 NE 106 ST Project Name: MIAMI SHORE, FL Building Authority: MIAMI SHORE, FL ROOF 30-15-0-10 psf. / WIND: 175 mph / EXP: C / Design Load: Kd: .85 / DOL= LUMBER 1 .33 PLATE:1 .00 / HVHZ FBC 2014 / TPI 2007 / ASCE 7-10 Building Code: (Ch 23 Sec. 2303.4.1 .4.1 ) Software Used: MITEK 2016 v 8.010 Addition Attachments: Truss placement diagram, Truss profile list, Product•0pWQva}s; Valley detail & Wed brac- ing repofbeb6daft6% . ... . ... **: see . . .. . .. . . . . ... . ... . . . Project Engineer of Record.. • ; ; ; ;• ; ; z/a/i7 . . . . . . . . . . . .. .. . . . .. 00 Trusscorp International, Inc. To: Reaction 9590 NW 8th Ave Medley, FL 33178 .lob Number: J1700008 (305)882-8826 Fax: (305)887-6008 Page: 1 Project: MIRAN CONST Block No: Date: 02/01/17 11:37:42 Model: NGUYEN RES 138 NE Lot No: Contact: Site: Office: Deliver To: Account No: 254504030 Name: Designer: / Phone: Salesperson: Inside Sales Fax: F. Quote Number: 131700008 P.O.Number: Qty: Truss Id: Span: Truss Type: Slope Reactions: 21-04-00 Joint 2 Joint 6 `�- 3 Sl SCISSORS 2.63 805.56 805.56 1.50 -468.56 -468.56 21-04-00 Joint 2 Joint 9 - - 2 S2 SCISSORS 2.63 623.27 599.38 1.50 -373.31 -334.66 09-03-13 Joint 2 Joint 5 2 SC37 MONO 1.86 479.80 1043.93 1.06 -560.91 -970.85 21-04-00 Joint 2 Joint 5 1 SH1 SPECIAL 2.63 805.56 805.56 1.50 -424.25 -424.25 21-04-00 Joint 2 Joint 7 - 1 SH2 SPECIAL 2.63 805.56 805.56 1.50 -418.21 -418.21 21-04-00 Joint 2 Joint 7 I SHG1 SPECIAL 2.63 2002.14 2002.16 1.50 -1412.31 -1412.32 01-00-00 Joint 2 Joint 3 4 SJ 1 MONO 2.63 92.52 221.58 -231.09 47.92 03-00-00 Joint 2 Joint 3 Joint 4 4 S33 MONO 2.63 286.40 106.67 232.90 1.50 -326.62 -208.14 -58.21 05-00-00 Joint 2 Joint 3 Joint 4 _ 4 SJ5 MONO 2.63 336.09 188.41 254.35 T 1.50 -480.25 -312.53 -70.12 5 SJ7 07-00-00 MONO 2.63 Joint Joint 141 32 Joint 324.11 1.50 -574.42 -173.04 -267.59 12-00-00 Joint 1 Joint 3 Joint 4 I V12 VALLEY 2.63 294.85 294.85 597.35 -171.65 -171.65 -442.70 16-00-00Joint 1 Joint 3 Joint 4 I V16 VALLEY 2.63 335.63 335.63 854.28 -213.84 -213.84 -545.71 04-00-00 Joint 1 Joint 3 I V3A VALLEY 2.63 262.63 262.63 -200.01 -222.63 04-00-00 Joint 1 Joint 2 I V4 GABLE 0.00 53.33 53.33 08-00-00 Joint 1 Joint 3 y- - 1 V8 •• V.N.�rY • •2.6� •332.55 332.55 • • • • • • • • • -255.69 -255.69 • •• • • • • ••• • •• ••• •• • • • •• • 9:0 • ••• ••• • R ••• • ••• • • • ••• • • • • ••• • • ••• • • • ••• • • Job Truss Truss Type Qty Ply MIRAN CONST-138 NE 106 MIAMI SHORE NGUYEN S1 SCISSORS 3 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Wed Feb 01 11:28:40 2017 Page 1 ID:h_IzZPNsut6DHSmQIRkH7_zrTcl-ZjgsfyTzepETCA?vY7GPOOkGSGG_Ll SVval1zpyb 6- 5-9-15 10-8-0 15-6-1 21-4-0 2 -1 0 6 5-9-15 4-10-1 4-10-1 5-9-15 6- Scale=1:36.3 4x6= 2.63 F12 4 2x4 II 18 19 2x4 II 3 5 17 20 CN9 Q 1 2 23 24 670 Qu.]l 10 5x8 MT20HS= g �a 22 2x4 II 2x4 II 25 21 26 3x8= 1.50 12 3x8 = 5-9-15 10-8-0 15-6-1 21-4-0 5-9-15 4-10-1 4-10-1 5-9-15 Plate Offsets(X,Y)-- [9:0-4-0,0-3-01 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.56 10 >460 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.86 Vert(TL) -1.16 9-10 >220 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.32 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-MSH Weight:69 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-0-9 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=806/0-8-0 (min.0-1-8),6=806/0-8-0 (min.0-1-8) Max Uplift2=-469(LC 4),6=-469(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=-3867/2042,3-17=-3817/2047,3-18=-3824/2079,4-18=-3806/2083,4-19=-3806/2083,5-19=-3824/2079, 5-20=-3817/2047,6-20=-3866/2042 BOT CHORD 2-21=-471/891,2-22=-1949/3746,10-22=-1945/3750, 10-23=-1961/3765,9-23=-1957/3772,9-24=-1957/3772, 8-24=-1961/3765,8-25=-1945/3750,6-25=-1949/3746,6-26=-470/891 WEBS 4-9=-551/1174 NOTES- (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=S.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;C-C Exterior(2)-0-4-11 to 2-7-5,Interior(1)2-7-5 to 7-8-0,Exterior(2)7-8-0 to 10-8-0,Interior(1)13-8-0 to 18-8-11; cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Bearing atjoint(s)2,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 469 Ib uplift at joint 2 and 469 Ib uplift at joint 6. 7)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• • • •• • •• • • • • ••• • ••• • • • ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply MIRAN CONST-138 NE 106 MIAMI SHORE NGUYEN S2 SCISSORS 2 1 Job Reference o tional Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Wed Feb 01 11:28:41 2017 Page 1 ID:h_IzZPNsut6DHSmQ IRkH7_zrTcl-2wOFsH UbP7M Kp3EwZd4ModwCXggl?NU Bg9e8ZUzpX 6- 5-0-15 5-9.15 10-8-0 15-6-1 16-7-0 0-6(Y 5-9-15 4-10-1 4-10-1 1.0 15 Scale=1:28.6 4x6= 2.63 12 4 i 15 2x4 II t4 4x6 j 3 5 I ' 13 7 o 1 2 18 5x8= j 17 2x4 II 6 9 3X4— 1.50 12 3x6= I 5-9-15 , 10-8-0 15-6-1 16-7-0 5-9-15 4-10-1 4-10-1 1 � Plate Offsets X Y-- [5:0-3-0_0-1-81, 6:0-3-0 Ed a [7:0-3-0,0-2-81 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.43 8-12 >460 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.74 Vert(TL) -0.95 8-12 >207 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight:63 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-4 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 6-3-10 oc bracing. W4:2x6 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) 2=623/0-8-0 (min.0-1-8),9=599/0-8-0 (min.0-1-8) Max Horz2=68(LC 4) Max Uplift2=-373(LC 4),9=-335(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=-2222/1232,3-13=-2176/1235,3-14=-2179/1266,4-14=-2162/1271,4-15=-2143/1276,5-15=-2209/1271, 6-9=-599/335,5-6=-608/380 BOT CHORD 2-16=-384/630,2-17=-1219/2132,8-17=-1216/2136,8-18=-1231/2152,7-18=-1229/2159,7-19=-129/293, 6-19=-132/264 WEBS 4-7=-205/525,5-7=-1085/1910 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=S.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;C-C Exterior(2)-0-4-11 to 2-7-5,Interior(1)2-7-5 to 7-8-0,Exterior(2)7-8-0 to 10-8-0,Interior(1)13-8-0 to 16-4-4; cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Bearing at joint(s)2,9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 373 Ib uplift at joint 2 and 335 Ib uplift at joint 9. 6)This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 •• ••• • • • • • •• LOAD CASES Standard • • • • • • • • • • •• • • • • ••• • • ••• • ••• ••• • • •• • •• • • • • ••• • ••• • • • ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply MIRAN CONST-138 NE 106 MIAMI SHORE NG UYEN SCJ7 MONO SCISSOR 2 1 Job Reference(optional) Trusscorp Int..9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Wed Feb 01 11:28:41 2017 page 1 ID:h_IzZPNsut6DHSmOI RkH7_zrTcl-2wOFsHUbP7MKp3EwZd4ModwAdgsv?LsBg9e8ZUzpX -0 8-8_� 6-9-0 9-9-5 i08-8 ' ---- 6-9-0 ---- - 3-0-5 1 j Scale=1:19. 2x4 11 1.86 12 4 5x6= I 3 N N I 10 I 2 O c ; d 12 2x4 11 o c 5x10= 6 5 4x6=1 t 1.06 12 i i 6.9-0 - 9-9-5 6-9-0 3-0-5 Plate Offsets X Y-- 2:0-0-7,0-1-4 [3:0-3-0,0-2-41,[5:0-5-0,0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) 0.17 6-9 >675 360 MT20 244/190 TCDL 15-0 Lumber DOL 1.33 BC 0.64 Vert(TL) -0.24 6-9 >470 180 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-MSH Weight:36 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. WEBS 2x4 SP No.3*Except* MiTek recommends that Stabilizers and required cross bracing W1:2x6 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=480/0-11-5 (min.0-1-8),5=854/Mechanical Max Horz 2=274(LC 4) Max Uplift2=-561(LC 4),5=-971(LC 4) Max Grav2=480(LC 1),5=1044(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=-2413/2477,3-10=-2384/2483 BOT CHORD 2-11=-843/674,2-12=-2662/2468,6-12=-2658/2473,6-13=-2670/2480,5-13=-2667/2493 WEBS 4-5=-383/359,3-5=-2466/2644 NOTES- (8) 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf,BCDL=5.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;C-C Comer(3)-0-6-12 to 3-8-3,Exterior(2)3-8-3 to 9-6-9;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 561 Ib uplift at joint 2 and 971 Ib uplift at joint 5. 6)This truss has been designed for a moving concentrated load of 2QeMb rve=ocatea at�at fnia p41el&9aAd at all panel points along the Bottom Chord,nonconcurrent with any other live loads. • • •• • • • • • 7)In the LOAD CASE(S)section,loads applied to the face of the truss arse noQ a:frpnt:F):r (B).•• 8)ARMANDO R.PEREZ PE.#28026 (305)213-7443 • ••• •• • • • •• LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate IncreasealsOD • ••o ••• • Uniform Loads(plf) • • • • • • • • Vert:1-2=-90 •• i • •• i • •• i i Trapezoidal Loads I • •• • •• • • • • Vert:2=0(F=45,B=45)-to-4=-220(F=-65,B=-65),7=0(F=10,B=10)-to-5=- 9(F=-T4,B=-14) • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply MIRAN CONST-138 NE 106 MIAMI SHORE NGUYEN SH1 SPECIAL 1 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Wed Feb 01 11:28:41 2017 Page 1 ID:h_IzZPNsut6DHSmQ I RkH7_zrTcl-2wOFsHUbP7 MKp3EwZd4Modw79goe?U?Bg9e8ZUzp 8-4-0 8- 8 12-10-8 13 -O 21-4-0 2 -1 0 6 8-4-0 0 -8 4-5-0 0 -8 8-4-0 W Scale=1:36.9 2.63 12 4x6= 4x6= 3 4 15 16 12 8 19 7 56 i i 18 5x8 MT20HS= 5x8 MT20HS= 20 Io to 17 21 3x8= 3x8= 1.50 12 8-5-8 12-10-8 21-4-0 8-5-8 4-5 0 8-5-8 Plate Offsets(X,Y)-- [7:0-4-0_0-3-41,[8:0-4-0,0-3-4] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.61 8-11 >421 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.85 Vert(TL) -1.24 8 >206 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.39 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-MSH Weight:68 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-1 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=806/0-8-0 (min.0-1-8),5=806/0-8-0 (min.0-1-8) Max Uplift2=-424(LC 4),5=-424(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-15=-4182/1864,3-15=-4125/1873,3-4=-4031/1857,4-16=-4125/1873,5-16=-4182/1864 BOT CHORD 2-17=-411/902,2-18=-1774/4060,8-18=-1768/4065,8-19=-1757/4031,7-19=-1757/4031,7-20=-1768/4065, 5-20=-1774/4060,5-21=-411/902 WEBS 3-8=-182/563,4-7=-182/563 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C;Encl.,GCpi=0.18;C-C Extedor(2)-0-4-11 to 2-7-5,Interior(1)2-7-5 to 18-8-11,Exterior(2)18-8-11 to 21-8-11;cantilever left and right exposed;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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s)2,5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 424 Ib uplift at joint 2 and 424 Ib uplift at joint 5. 8)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• • • • • • • • • • •• • •• • • • • ••• • ••• • • • ••• • • • r •d• • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply MIRAN CONST-138 NE 106 MIAMI SHORE NGUYEN SH2 SPECIAL 1 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Wed Feb 01 11:28:41 2017 Page 1 ID:h_IzZPNsut6DHSmQIRkH7 zrTcl-2wOFsHUbP7MKp3EwZd4ModwD9gov?UgBg9e8ZUzpX 6 P 7-0.0 9-8-0 24 R 8 11-6-8 11rQ-0 14-6-0 21-4-0 21-10r0 G 0 7-0.0 2-8-0 0.'-8—'1 1-9 0 0 9'-8 2-10.0 6-IG-0 Scale=1:36.9 4x6= 4x6= 2.63 12 4 5 3x4= 3x4= 3 6 17 18 CN 1 2 10 21 9 7 6 }� 6x8 20 6x8= 22 17 Ia 19 23 3x8= 1.50 F12 3x8= 9-9-811 6 8 21-4-0 9-9-8 1-9 0 9-9-8 Plate Offsets(X,Y)-- 4:0-3-0 0-1-14 [5:0-3-0,0-1-141, 9:0-4-0 Ed a 10:0-4-0,Ed e LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.42 Vert(LL) -0.53 9-10 >487 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.89 Vert(TL) -1.13 9-10 >226 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.39 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:79 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-5-5 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=806/0-8-0 (min.0-1-8),7=806/0-8-0 (min.0-1-8) Max Uplift2=-418(LC 4),7=-418(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=-4196/1915,3-17=-4142/1921,3-4=-3810/1640,4-5=-3719/1622,5-6=-3812/1639,6-18=-4144/1925, 7-18=-4198/1919 BOT CHORD 2-19=-410/904,2-20=-1826/4075, 10-20=-182014081, 10-21=-1509/3719,9-21=-1509/3719,9-22=-1825/4084, 7-22=-1831/4078,7-23=-410/904 WEBS 3-10=-551/302,4-10=-223/595,5-9=-216/586,6-9=-556/306 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf,BCDL=S.Opsf;h=15ft;Cat.Il;Exp C;Encl., GCpi=0.18;C-C Exterior(2)-0-4-11 to 2-7-5,Interior(1)2-7-5 to 18-8-11,Exterior(2)18-8-11 to 21-8-11;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s)2,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 418 Ib uplift at joint 2 and 418 Ib uplift at joint 7. 7)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• .• •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• • • •• • •• • • • • ••• • ••• • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply MIRAN CONST-138 NE 106 MIAMI SHORE NGUYEN SHG1 SPECIAL 1 4 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Wed Feb 01 11:28:42 2017 Page 1 ID:h_IzZPNsut6DHSmQI RkH7_zrTcl-W6yd4dV DARUBRC p67KbbLgTO938WkyBKvoOh5wzpXF (16 P 7-0-0 9 5 5 1 1500.11 14-4-0 21-4-0 21-1 Oro 0.6 0 7-0-0 2-5-5 2-5-5 2-5 5 7-0.0 I l Scale=1:36. I I 2.63 12 5x6= I 400= 3x4= 5x6= 3 194 20 5 21 6 4x10= 4x10= 2 d 1 7x8=12 24 25 11 26 10 27 28 9 7 8 Into 23 2x4 II 3x6= 7x8— 29 0 22 30 1.50 12 7-3-0 9-6-5 11-9-11 141-0 21-4-0 7-3-0 2-33 2-3-5 2-3-5 7-3-0 Plate Offsets(X,Y-- 2:0-7-15,0-0-10],[3:0-3-12,0-3-0] [5:0-1-12,0-1-81,[6:0-3-12,0-3-0],[7:0-7-15,0-0-101,19:0-4-12,0-0-41,[12:0-4-12,0-0-4] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) 0.68 10-11 >378 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.87 Vert(TL) -1.0010-11 >256 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.29 7 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-MSH Weight:384 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3*Except* W4:2x6 SP No.2 REACTIONS. (Ib/size) 2=2002/0-8-0 (min.0-1-8),7=2002/0-8-0 (min.0-1-8) Max Uplift2=-1412(LC 4),7=-1412(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-13890/9820,3-19=-14482/10281,4-19=-14482/10281,4-20=-16335/11659,5-20=-16335/11659,5-21=-14484/10283, 6-21=-14484/10283,6-7=-13898/9826 BOT CHORD 2-22=-5099/7300,2-23=-9558/13594,12-23=-9554/13597, 12-24=-11751/16579,24-25=-11751/16579, 11-25=-11751/16579, 11-26=-11751/16579, 10-26=-11751/16579,10-27=-11572/16335,27-28=-11572/16335, 9-28=-1 1572/16335,9-29=-9560/13606,7-29=-9564/13602,7-30=-5102/7305 WEBS 3-12=-2182/3050,4-12=-2442/1645,4-11=-358/514,4-10=-376/187,5-10=-308/448,5-9=-2191/1454,6-9=-2169/3033 NOTES- (12) 1)Special connection required to distribute web loads equally between all plies. 2)4-ply truss to be connected together with 16d(0.131"x 3.5")nails as follows: Top chords connected as follows:2x4-2 rows staggered at 0-4-0 oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. Webs connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc,Except member 4-11 2x4-2 rows staggered at 0-4-0 oc,member 5-10 2x4-2 rows staggered at 0-4-0 oc. Attach BC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. 3)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. 4)Unbalanced roof live loads have been considered for this design. 5)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf,h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;C-C Exterior(2)-0-4-11 to 2-9-5,Interior(1)2-9-5 to 18-6-11,Exterior(2)18-6-11 to 21-8-11;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 6)Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load por"iacupl witganyptfpr liviloads. 8)Bearing at joint(s)2,7 considers parallel to grain value using ANSI/TPI 1 angle to g� in foralule. 8ui ding designer should verify capacity of bearing surface. • •• • • • • 9)Provide mechanical connection(by others)of truss to bearing platescaeable of wRh;arlin•�11:12 11!rplift at joint 2 and 1412 Ib uplift at joint 7. •• •• •• • • • •• 10)This truss has been designed for a moving concentrated load of200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)Hanger(s)or other connection device(s)shall be provided suffirciv tete support cone rated"d(s)-Q Ib down and 141 Ib up at 9-0-12,and 73 Ib down and 141 Ib up at 10-8-0,and 73 Ib dozn a4 141 Ibeeup%t 1=-3-4 on tVch:rd0and 732 Ib down and 610 lb up at 7-3-0,236 lb down and 193 lb up at 9-0-12,236 Ib do*n and01934b upat 1046-0,onr►236 lt•down and 193 Ib up at 12-3-4, and 732 Ib down and(3101b up at 14-1-0 on bottom chord:jtie deji�n/selbgln of:Rch coRglattidhAvice(s)is the responsibility of others. 12)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASES Standard ••• • • • • ••• • • 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increpse=1.00 • ••• • • • • •• •• • • • •• •• ••• • • • ••• • • Continued on page 2 Job Truss Truss Type Qty Ply MIRAN CONST-138 NE 106 MIAMI SHORE NGUYEN SHG1 SPECIAL 1 4 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Wed Feb 01 11:28:42 2017 Page 2 I D:h_IzZPNsut6DHSmQ I RkH7_zrTcl-W6yd4dVDA RUBRCp67KbbLgT0938WkyB KvoOh5wzpX LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-3=-60,3-6=-60,6-8=-60, 12-13=-13,9-12=-13,9-16=-13 Concentrated Loads(lb) Vert:12=-732(B)9=-732(B)19=-73(B)20=-73(B)21=-73(8)25=-236(8)26=-236(8)27=-236(8) • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• • • •• • •• • • • • 0:9•• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply MIRAN CONST-138 NE 106 MIAMI SHORE NGUYEN Sit MONO SCISSOR 4 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Wed Feb 01 11:28:42 2017 Page 1 ID:h_IzZPNsut6DHSmQI RkH7_zrTcl-W6yd4dVDARUBRCp67KbbLgTSJ3LNk_PKvoOh5wzpX13 1-0-0 W1-0-0 2.63 12 Scale=1:6.6 2 3 1 N O Cl (h O 4 3x4= I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.00 6 n/r 180 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.05 Vert(TL) -0.00 6 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-MSH Weight:4 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP M 31 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) 2=93/0-8-0 (min.0-1-8),3=30/Mechanical Max Horz 2=65(LC 4) Max Uplift2=-231(LC 4),3=-48(LC 4) Max Grav2=93(LC 1),3=222(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (6) 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C;Encl.,GCpi=0.18;C-C Corner(3);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Refer to girder(s)for truss to truss connections. 3)Solid blocking is required on both sides of the truss at joint(s),2. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 231 Ib uplift at joint 2 and 48 Ib uplift at joint 3. 5)This truss has been designed for a moving concentrated load of 200.O1b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 6)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• • • •• • •• • • • • ••• • ••• • • • Job Truss Truss Type Qty Ply MIRAN CONST-138 NE 106 MIAMI SHORE NGUYEN SJ3 MONO SCISSOR 4 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Wed Feb 01 11:28:42 2017 Page 1 ID:h_IzZPNsut6DHSmQIRkH7_zrTcl-W6yd4dVDARUBRCp67KbbLgTTz3Juk_pKvoOh5wzpX5 -0-6-0 3-0-0 0 6 0 3-0-0 I 2.63 12 3 Scale=1:9. i i Q1 2 4 1 p 1.50 12 8 3x4= LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.14 Vert(TL) -0.02 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight: 10 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. (Ib/size) 2=200/0-8-0 (min.0-1-8),4=54/Mechanical,3=107/Mechanical Installation guide. Max Horz 2=144(LC 4) Max Uplift2=-327(LC 4),4=-58(LC 4),3=-208(LC 4) Max Grav2=286(LC 9),4=233(LC 11),3=107(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7) 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C;Encl.,GCpi=0.18;C-C Corner(3);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)2 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 327 Ib uplift at joint 2,58 Ib uplift at joint 4 and 208 Ib uplift at joint 3. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• • • •• • •• • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply MIRAN CONST-138 NE 106 MIAMI SHORE NGUYEN SJ5 MONO SCISSOR 4 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Wed Feb 01 1128:43 2017 Page 1 I D:h_IzZPNsut6DHSmQ I RkH7_zrTcl-_I W?HzVrx kc23M OI h26qu2OauTbETRfU8S7EeMzpXb -0-6-05-0-0 0-6-0 5-0-0 3 Scale:V=1' 2.63 F12 8 d o 1 2 N O 1.50 V2 9 3x4= I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.34 Vert(LL) 0.09 4-7 >685 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.33 Vert(TL) -0.11 4-7 >547 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-MSH Weight: 16 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=188/Mechanical,2=309/0-8-0 (min.0-1-8),4=83/Mechanical Max Horz 2=211(LC 4) Max Uplift3=-313(LC 4),2=-480(LC 4),4=-70(LC 4) Max Grav3=188(LC 1),2=336(LC 9),4=254(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 2-9=-377/229 NOTES- (7) 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf,BCDL=5.Opsf;h=15ft;Cat.11;Exp C;Encl.,GCpi=0.18;C-C Comer(3)-0-4-11 to 3-10-4,Exterior(2)3-10-4 to 4-11-8;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)Refer to girder(s)for truss to truss connections. 4) Bearing at joint(s)2 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 313 Ib uplift at joint 3,480 Ib uplift at joint 2 and 70 Ib uplift at joint 4. 6)This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord,nonccncurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• • • •• • •• • • • • ••• • ••• • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply MIRAN CONST-138 NE 106 MIAMI SHORE NGUYEN SJ7 MONO SCISSOR 5 1 . Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Wed Feb 01 11:28:43 2017 Page 1 I D:h_IzZPNsut6DHSmQ I RkH7_zrTcl-_I W?HzV rxkc23M01h26qu2Oa_TYJTMAU 8S7EeMzpXb 0 6 0 3-103 7-0-0 i o-6-0 3-10-3 3-1-13 i 4 Scale=1:14.9 2.63 F12 2x4 zz i 3 v I rn r 1 2 I � 2x4 zz I 1.50 12 3x6=10 I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.34 Vert(LL) 0.20 6-9 >422 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.51 Vert(TL) -0.33 6-9 >256 180 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-MS Weight:25 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-6 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 4=141/Mechanical,2=419/0-8-0 (min.0-1-8),5=240/Mechanical Max Horz 2=253(LC 4) Max Uplift4=-173(LC 4),2=-574(LC 4),5=-268(LC 4) Max Grav4=141(LC 1),2=419(LC 1),5=324(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-773/1032 BOT CHORD 2-10=-589/351,2-11=-1156f740,6-11=-11511746 WEBS 3-6=-761/1180 NOTES- (7) 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.Il;Exp C;Encl.,GCpi=0.18;C-C Comer(3)-0-4-11 to 3-10-3,Exterior(2)3-10-3 to 6-11-8;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 i 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s)for truss to truss connections. 4) Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 173 Ib uplift at joint 4,574 lb uplift at joint 2 and 268 Ib uplift at joint 5. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • • • • • • • • • • •• 0 • • • • ••• •• ••• • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply MIRAN CONST-138 NE 106 MIAMI SHORE NGUYEN V3A VALLEY 1 1 Job Reference(optional) Trussdorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Wed Feb 01 11:28:44 2017 Page 1 I D:h_IzZPNsut6DHSmOI RkH7_zrTcl-SV4NUJ WUi2kvg WzVEld3QFYort_yCuvdN6toApzpXb 4-0-0 4-0-0 I 2.63 F12 2 Scale=1:7.8 2x I I 1 i I i I I 4 3 3x4= 2x4 II i I Plate Offsets X Y-- [2:0-3-0,0-0-111,[3:0-2-5,0-0-111 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix-SH Weight: 10 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 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 REACTIONS. (Ib/size) 1=138/4-0-0 (min.0-1-8),3=138/4-0-0 (min.0-1-8) Installation guide. Max Horz 1=103(LC 4) Max Upliftl=-200(LC 4),3=-223(LC 4) Max Grav 1=263(LC 8),3=263(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (6) 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf,BCDL=5.Opsf;h=15ft;Cat.ll;Exp C;Encl.,GCpi=0.18;C-C Corner(3),cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 200 Ib uplift at joint 1 and 223 Ib uplift at joint 3. 5)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 6)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• • • •• • •• • • • • ••• • ••• • • • ••• • • • • 0:0•• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply MIRAN CONST-138 NE 106 MIAMI SHORE NGUYEN V4 GABLE 1 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Wed Feb 01 112844 2017 Page 1 I D:h_IzZPNsut6DHSmQ IRkH7_zrTcl-SV4NUJWUi2kvg WzVEld3QFYgOtOvCuvdN6toApzpXkl 2-0-0 4-0-0 2-0-0 2-0-0 Scale=1:7.4 2 1 4-0-0 4-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 0.90 TC 0.00 Vert(LL) n/a n/a 999 TCDL 15.0 Plate Metal DOL 0.90 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 Lumber DOL 0.90 WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Rep Stress YES Code FBC2014/TPI2007 Matrix-SH Weight:6 Ib FT=0% 014 LUMBER- BRACING- BOT CHORD 2x4 SP M 30 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) 2=27/4-0-0 (min.0-1-8),1=27/4-0-0 (min.0-1-8) Max Grav2=53(LC 3), 1=53(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (4) 1)Gable requires continuous bottom chord bearing. 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with an other live loads. 4)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• • • •• • •• • • • • ••• • ••• • • • ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply MIRAN CONST-138 NE 106 MIAMI SHORE NGUYEN V8 VALLEY 1 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Wed Feb 01 11:28:44 2017 Page 1 I D:h_IzZPNsut6DHSmQ IRkH7_zrTcl-SV4N UJ WUi2kvg WzVEld3QFYoatv7CuvdN6toApzpXbl 4-0-08-0-0 4-0-0 4-0-0 Scale=1:14.5 2.63 12 3x6= 2 1 3 4 3x4= 3x4= 8-0-0 8-0-0 Plate Offsets X Y-- 2:0-3-0 Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.48 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 FBC2014/TP12007 Matrix-SH Weight:20 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-4-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 1=292/8-0-0 (min.0-1-8),3=292/8-0-0 (min.0-1-8) Max Upliftl=-256(LC 4),3=-256(LC 4) Max Grav 1=333(LC 12),3=333(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-579/663,2-3=-579/663 BOT CHORD 1-4=-611/545,3-4=-611/545 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C; Encl.,GCpi=0.18;C-C Extedor(2);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 256 Ib uplift at joint 1 and 256 Ib uplift at joint 3. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• • • •• • •• • • • • ••• • ••• • • • ••• • • • •• ••• • • • • • • • • • • • • • • • • • • • •• • •• •• • • • •• •• • • • • ••• • • Job Truss Truss Type Qty Ply MIRAN CONST-138 NE 106 MIAMI SHORE NGUYEN V12 VALLEY 1 1 Job Reference optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Wed Feb 01 1128:44 2017 Page 1 I D:h_IzZPNsut6DHSmQiRkH7_zrTcl-SV4NUJ WUi2kvg WZVEld3QFYo6tzaCtzd N6toApzpXh 6-0-0 12-0-0 6-0-0 6.0-0 Scale=1:18.8 = 2.63 12 46 2 1 3 xl 5 4 6 3x4= 2x4 11 3x4= 6-0-0 12-0-0 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.19 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.26 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-SH Weight:33 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=213/12-0-0 (min.0-1-8),3=213/12-0-0 (min.0-1-8),4=597/12-0-0 (min.0-1-8) Max Uplift1=-172(LC 4),3=-172(LC 4),4=-443(LC 4) Max Grav 1=295(LC 13),3=295(LC 15),4=597(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=421/417 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C;Encl.,GCpi=0.18,C-C Exterior(2);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 172 Ib uplift at joint 1,172 Ib uplift at joint 3 and 443 Ib uplift at joint 4. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• • • •• • •• • • • • ••• • ••• • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Job Truss Truss Type Qty Ply MIRAN CONST-138 NE 106 MIAMI SHORE NG UYEN V16 VALLEY 1 1 Job Reference(optional) Trusscorp Int.,9590 NW 89 AVE,Medley,FL Run:8.010 s Apr 7 2016 Print:8.010 s Apr 7 2016 MiTek Industries,Inc. Wed Feb 01 11:28:44 2017 Page 1 I D:h_IzZPNsut6DHSmQ I RkH7_zrTcl-SV4NUJ WUi2kvg WzV Eld3Q FY kitw5CsTd N6toApzpXb 8-0-0 16-0-0 8-0-0 8-0.0 I Scale=1:25.1 i 46= 2.63 12 2 5 6 7 8 i 1 3 I 3x4: 9 4 10 3x4 2x4 II 16-0-0 16-0-0 Plate Offsets X Y-- [2:0-3-0,0-2-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.41 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-SH Weight:46 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=304/16-0-0 (min.0-1-12),3=304/16-0-0 (min.0-1-12),4=854/16-0-0 (min.0-1-12) Max Uplift1=-214(LC 4),3=-214(LC 4),4=-546(LC 4) Max Grav 1=336(LC 13),3=336(LC 15),4=854(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-602/524 NOTES- (7) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=5.Opsf;BCDL=5.Opsf;h=15ft;Cat.II;Exp C;Encl.,GCpi=0.18;C-C Exterior(2)1-4-3 to 4-4-3 ,Interior(1)4-4-3 to 5-0-0,Exterior(2)5-0-0 to 8-0-0,Interior(1)11-0-0 to 11-7-13;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 214 Ib uplift at joint 1,214 Ib uplift at joint 3 and 546 Ib uplift at joint 4. 6)This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)ARMANDO R.PEREZ PE.#28026 (305)213-7443 LOAD CASE(S) Standard •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• ••• • • •• • •• • • • • ••• • ••• • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • `#F r iURk7 BCIS Home Log In ! User Registration Hot Topics Submit Surcharge ! Stats Bc Facts i Publications ( FBC Staff IY 'SCIS Site Map Links ( Search Bus yes i ) Product Approval ess ! USER:Public User Re ulat la �I��l�lr IMM Product Aooroval Menu>Product or Application Search>Application List>Application Detail Yi FL# FL17236-R2 Application Type Revision Code Version 2014 Application Status Approved *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer USP Structural Connectors, a MiTek Company Address/Phone/Email 14305 Southcross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 jcollins@mii.com Authorized Signature Jim Collins P.E. jcollins@mii.com Technical Representative Jim Collins, P.E. Address/Phone/Email 14305 South Cross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 jcollins@mii.com Quality Assurance Representative Todd Asche Address/Phone/Email 14305 Southcross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 tasche@mii.com Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity ICC Evaluation Service Quality Assurance Contract Expiration Date •62/ilk/42030 • • • • •• Validated By • Terrence E*;V&4.& • .• • •• • • • • ••• • �V.4d;L*fteklot Hgrdtopy Received Certificate of Independence F47236 R2 COI Certification of Independence for Evaluation.odf Referenced Standard and Year(of Standard) • Standard :• : • : : Year ••• • ••• • • • AF&PA N.D.S 2012 ASTM D7147 2011 Equivalence of Product Standards • • • • • • • • • • Certified B �� �� • • •• •• I i Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports FL17236 R2 AE ESR-3448---(BN DF2C FTC GT GTU H-oR anchors).odf E, 17236.7 HHCP2 Hurricane/Seismic Anchor Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL17236 R2 II ESR-3448...(BN DSC ETC GT GTu HQpgS i Approved for use outside HVHZ:Yes anchors).Ddf Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports -__--- -- - — ----'- FL17236 R? AE ESR-3448- (BN DSC F7r GT rT;i tare` anchors).Ddf 1 17236.8 HTHJ26-18, HJC26, HIC28 Hip/Jack Connectors Limits of Use Installation Instructions — — ---- Approved for use in HVHZ:Yes FL17236 R2 II ESR-3448.. (BN DSC Fru GT GT(i IjCpgS Approved for use outside HVHZ:Yes anchors),odf Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A I Created by Independent Third Party: Other: !Evaluation Reports FL1.7736 R2 AE ESR-3448 (BN DSC FTC GT GTQ H PRS anchors).odf 17236.9 LDSC4L/R, DSC4L/R l Drag Strut Connectors I Limits of Use Installation Instructions _e j Approved for use in HVHZ:Yes I FL17236 R2 II ESR-3448 (BN DSC FTC GT GTU H PR I Approved for use outside HVHZ:Yesli anchors).odf Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Created by Independent Third Party: ! Other: !Evaluation Reports FL17236 R2 AE ESR-3448...(BN DSC FTC GT GTU HCPRS anchors).odf 17236.10 RT3A, RT4, RTS, RT6, RT7, RT7A, Strap Rafter Tie RT10, RT15 Limits of Use Installation Instructions Approved for use in HVHZ: No FL17236 R2 II ESR-3448...(BN DSC FTC GT GTU HCPRS Approved for use outside HVHZ:Yes anchors).Ddf Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/AI Created by Independent Third Party: Other: Evaluation Reports i FL 17236 R2 AE ESR-3448...(BN DSC FrC GT GTQ HCPRS j _--- ---- anchors).Ddf-- 17236.11 RT8A, RT16A, RT16-2, RT20 Strap Rafter Tie — Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL17236 R2 II ESR-3448...(BN DSC FTC GT GTU HCPRS Approved for use outside HVHZ:Yes anchors).Ddf ! Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC i 'Design Pressure: N/A Created by Independent Third Party: i Other: Evaluation Reports FL17236 R2 AE ESR-3448...(BN DSC FTC GT GTU HCPRS anchors),Ddf ,. � 17236.12 SBP4, SBP6 Plate Limits of Use Installation Instructions i Approved for use in HVHZ:Yes FL17236 R2 II ESR-3448...(BN DSC FTC GT GTU HCPRS Approved for use outside HVHZ:Yes anchors).Ddf Impact Resistantb N/A • • • • • ••• •• Verified By: ICC Evaluation Service, LLC Design Pressure: N/Q ; ; ; ; ;,' : ; Created by Independent Third Party: Other: • ••• • • • • •• • Evaluation Reports •• • • • •• ••• .•• FL17236 R2 AE ESR-3448...(BN DSC FTC GT GTQ HCPRS I anchors).Ddf 17236.13 STC24!STCW,�TC28': ; — Scissor Truss Clip - —� Limits of Use : : . • . • • • • Installation Instructions j Approved for us'e sh hWZ:Yes; ••: FL17236 R2 II ESR-3448 (BN DSC FTC GT GTU HCPRS ! Approved for use outside HVHZ:Yes anchors).Ddf Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: �/A 9 0 fee Created by Independent Third Party: Other: • • . • • • • • Evaluation Reports i • • FL17236 R2 AE ESR-3448...(BN DSC FTC GT GTU HCPRS • ... anchors).odf ESR-3448 I Most Widely Accepted and Trusted Page 13 of 19 TABLE 9—HJC AND HTHJ HIP/JACK CONNECTOR ALLOWABLE LOADS"-3 DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS (in.) (lbs.) STOCK STEEL Carrying Truss Carried Trusses Uplift 5 NO. GAGE Download W H D Qty. Jack Hip Total Qty. Type Jack Hip Type CD=1.0 CD=1.15 CD=1.25 CD=1.6 Co=1.6 CD=1.6 HTHJ26-18 18 57/e 5 5 16 16d common 5 7 16d common 2,190 2,520 2,740 1,045 745 1,790 HJC26 12 6 53/e 31/4 16 16d common 7 5 10d common 2,385 2,740 2,980 – – 1,840 HJC28 12 1 6 71/5 31/4 20 16d common 8 6 10d common 2,980 3,425 3,505 – – 1,840 For SI:1 inch=25.4 mm, 1 Ib.=4.45 N,1 psi=6,895 Pa. 'Allowable loads have been adjusted for load duration factors,CD,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2Allowable loads are for installations in wood members complying with Section 3.13.2.Wood members must also have a reference compression perpendicular to grain design value, Fc-pe,,of 625 psi or greater. 3See Section 3.13.3 for required fastener dimensions and mechanical properties. 4Allowable downloads are the total allowable download for the hip and jack trusses combined,and assume that 75%of the total load is distributed to the hip truss and 25%is distributed to the jack truss. Allowable"lift loads on the HJC26 and HJC28 are the total allowable uplift loads for the hip and jack trusses combined,and assume that 75%of the total load is distributed to the hip truss and • 25%is disi:ibete d to the jack tr0 0 y Vis . 00000 • • • • • • 0 • • 0000•• 0••006 • • • • • • • 6 x� • • 000000 • r1 � • • 4444 00000 w4`s*1• •�. . xv • y ! ".a,.,_,.• .. ,t ry r dy �r ,mow. °�•, f • y • :. �.. .* 'Y+.` {+iii" .. 'Xc t:c: °'.` p. 45 0000•• ••�•4ci i�[}.• � ., �� g ,m„ . ; +�r,n 0000 vkW WC HT J Tyf4Cal:.f JF0HTHJ itisi�atl��ctrt, FIGURE 9—HJC AND HTHJ HIP JACK CONNECTOR ICC ii t i Most Widely Accepted r • Trusted SERVICE ]CC-ES Report ICC-ES 1 :0iValid- i DIVISION: 06 00 00—W,OODPLAST,ICS AND COMPOSITES SECTION: 06 OS 23—Wfoo!)PLASTIC, AND COMPOSITE FASTENINGS j - REPORT HOLDER: - ,USP STRUCTURAL CONNECTORS M","iTek® USA, INC. 14305 SOUTHCROSS DF�IiI? SUITE;200 BURNSVILL , MINNESOTA�55306 r EVALUATION SUBJECT: USP STRUCTURAL CONNECTORS.,FOR WOOD-FRAMED .-COzNSTRUCTION—TRUSS CONNECfiORS + Lti 1CC ICC ICC c � PMG . . . . �.Is . . . Look for the trusted marks of Cdpfprtnilyr. :.. � "2014 Recipient of Prestigious Western States Seismic Policy Council w� ... ... . ... . (WSSPQ Award in Excellence". . . A Subsidiary of INTER . C01 01118 ICC-ES Evaluation Reports are not to be constrzted aS fepresAting aesthetics or any other attributes not sce specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There iseno WQrx T#y ty jCE Evaivat on Service, LLC, express or implied, as M nlerroaw to any finding or other matter in this�eppr�oras t4 u�y prgFl4t covered by the report. AM--► „ „ - .. .. . . . .. .. . . . ... . . . ... Copyright© 2015 ICC EVALUATION AIS SERVICE Most Widely d and Trusted ICC-ES Evaluation Report ESR-3448* Reissued October 2014 This report is subject to renewal October 2016. v✓ww.icc-es.org 1 (800)423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION:06 00 00—WOOD,PLASTICS AND 3.2 LDSC4 and DSC4 Drag Strut Connectors: COMPOSITES The LDSC4 and DSC4 Drag Strut Connectors are Section: 06 05 23—Wood, Plastic,and Composite designed to tie wooden truss chord members to the top Fastenings plates in a wall system.The connectors are fabricated from REPORT HOLDER: No. 14 gage or No. 3 gage hot-rolled steel. The DSC4 is prepunched with holes for installation with USP Structural USP STRUCTURAL CONNECTORS, WOO USA,Inc. Connectors WS3 wood screws, which are provided with 4305 SOUTHCROSS DRIVE,SUITE 200 the device. The LDSC4 Drag Strut is prepunched for BURNSVILLE, MINNESOTA 55306 installation with 10d by 11/2-inch-long nails. See Table 2 (352)898-8772 and Figure 2 for product dimensions, fastener schedule, wvww.usaconnectors.com allowable loads,and a typical installation detail. infoRusioconnectors.com 3.3 FTC Floor Truss Clip: EVALUATION SUBJECT: The FTC Floor Truss Clip is designed to transfer vertical (in-plane) loads between two floor trusses having single- USP STRUCTURAL CONNECTORS FOR WOOD- Ply chords or double-ply chords to allow the two trusses to FRAMED CONSTRUCTION-TRUSS CONNECTORS act a single floor girder truss. The clip is cold-formed 1 from 18 gage steel, and is prepunched for 10d common or 1.0 EVALUATION SCOPE 10d by 11/2-inch-long nails. See Table 3 and Figure 3 for product dimensions, fastener schedule, allowable loads, Compliance with the following codes: and typical installation details. ■2012,2009 and 2006 International Building Code(IBC) 3.4 GT Girder Truss Hanger: ■2012, 2009 and 2006 International Residential Code® The GT girder truss hanger is designed to hang girder (IRC) trusses off of other girder trusses or other wood supporting members. The U-shaped portion of the hanger is Property evaluated: fabricated from No. 7 gage hot-rolled steel plate, and is Structural factory welded to the back plate, which is fabricated from No. 3 gage hot-rolled steel plate. The U-shaped portion of 2.0 USES the hanger is prepunched for installation with 16d common The USP structural connectors described in this report nails, and the back plate of the hanger is provided with (see Table 14 for a complete listing) are used to connect holes allowing the installation of either /a-inch- or 1-inch- wood framing members in accordance with Section diameter(19.1 or 25.4 mm) bolts. See Table 4 and Figure 2304.9.3 of the 2012, 2009 and 2006 IBC. The connectors 4 for product dimensions, fastener schedules, allowable may also be used in structures regulated under the IRC loads,and a typical installation detail. when an engineered design is submitted to, and approved 3.5 GTU Girder Truss Hanger: by, the code official, in accordance with Section R301.1.3 The GTU Girder Truss Hanger is designed to support a of the 2012,2009 and 2006 IRC. girder truss from another girder truss. The girder truss 3.0 DESCRIPTION hanger is fabricated from No. 7 gage hot-rolled steel plate, 3.1 BN Breakfast Nook Hanger: and 3 prepunched for installation with 10d common nails and /a-inch-diameter (19 mm) bolts. The seat is factory- The BN Breakfast Nook Hanger is designed to connect welded to the supporting base with 3/16-inch (4.8 mm)fillet four sets of mono-trusses or other wood-framing members.•• *welds. 6ee•Table 6 ind•Figure 5 for product dimensions, in the traditional "breakfast nook" configuration. Th&. faiteneir sc9eJul*, :allowable loads, and a typical hanger is cold-formed from No. 14 gage steel, and is • mstc4afor:d4taV . prepunched for installation with 10d common nails into the• 0•• •• • % •• 3.6 HCPRS Hurricane/Seismic Anchor: header and 10d by 11/2-inch-long nails into the joist. The The HCPRS Hurricane/Seismic Anchor is designed to tie hanger joints are factory-welded with '/e-inch(3.2 mm)fillet, ... • . .•• welds. See Table 1 and Figure 1 for product dimensions; trus, s•and:rafters Z F dimensional 2- by lumber wall studs fastener schedule, allowable loads, and typical installaq& :•toe bottom plates for the.p4-pose of resisting uplift, lateral details. ••• • and Vagsv4ge loa8z. T11e4 grichor is cold-formed from No. Revised March 2015 • • ••• • • ICC-ES Evaluation Reports are not to be construed as representing aesthetics or anv otter atAibutes tot. ec icaf add*ssed,nor are thev to be construed as an endorsement of the subject of the report or a recommendation for its use.There is?o w�ra j(v V 1.(•i valud4ion 4rvi`e,:LC,express or implied,as I to any.finding or other matter in this report,or as to any product covered by the report. •••• •• •• • • • •• •• • • • ••• • • Copyright C 2015 Page 1 of 19 ESR-3448 I Most Widely Accepted and Trusted Page 2 of 19 18 gage steel, and is prepunched for installation with 8d dimensions, fastener schedule, allowable loads, and a common or 8d by 11/2-inch-long nails. See Table 6 and typical installation detail. Figure 6 for product dimensions, fastener schedule, 3.13 Materials: allowable loads, and a typical installation detail. 3.7 HGA10 Hurricane Gusset Angle: 3.13.1 Steel: The specific types of steel and corrosion protection for each product are described in Table 13 of The HGA10 Hurricane Gusset Angle is a connector this evaluation report. Minimum base-steel thicknesses for designed to connect wood-framing members together. The the different gages are shown in the following table: connector is cold-formed from No. 14 gage steel, and is GAGE NO. MINIMUM BASE-STEEL THICKNESS(inch) prepunched for installation with USP Structural Connectors WS3 or WS15 wood screws, which are supplied with the 18 0.044 device. See Table 7 and Figure 7 for product dimensions, 16 0.055 fastener schedule, allowable loads, and typical installation 14 0.070 details. 3.8 HHCP2 Hurricane/Seismic Anchor: 12 0.099 The HHCP2 Hurricane/Seismic Anchor is designed to 7 0.171 3 0.240 connect hip rafters or trusses to wall top plates, such that the rafter or truss bisects the 90-degree angle between the For SI: 1 inch=25.4 mm. two intersecting wall planes. The anchor is cold-formed 3.13.2 Wood: Wood members must be sawn lumber or from No. 18 gage steel, and is prepunched for installation structural glued laminated timber with a minimum specific with 10d by 11/2-inch-long nails. See Table 8 and Figure 8 gravity of 0.50, or approved structural composite lumber for product dimensions, fastener schedule, allowable (SCL) with a minimum equivalent specific gravity of 0.50, loads, and a typical installation detail. unless otherwise noted in the applicable table within this 3.9 HJC and HTHJ Hip/Jack Connectors: report. Wood members must have a moisture content not The HJC and HTHJ Hip/Jack Connectors are designed to exceeding 19 percent (16 percent for SCL), except as support single-ply hip and jack trusses from double-ply noted in Section 4.1. For connectors installed with nails girder trusses.The hip truss is installed at 45 degrees with compliance to Section 3.13.3.2 or USP WS series wood respect to the jack truss.The HJC series connector is cold- screws compliance with Section 3.13.3.3, the thickness of formed from No. 12 gage steel, and is prepunched for each wood member must be sufficient such that the installation with 16d common nails to be installed into the specified fasteners do not protrude through the opposite supporting truss or girder bottom chord and 10d common side of the member, unless otherwise permitted in the nails for nailing into the hip and jack members. The HTHJ applicable table within this report. Wood members that are series connector is cold-formed from No. 18 gage steel, SCL must be recognized in, and used in accordance with, and is prepunched for installation with 16d common nails. a current'ICC-ES evaluation report. Refer to Section 3.13.4 See Table 9 and Figure 9 for product dimensions, fastener for issues related to treated wood. schedule,allowable loads,and typical installation details. 3.13.3 F�steners: Required fastener types and sizes for 3.10 RT Strap Rafter Tie: use with the USP structural connectors described in this The RT Strap Rafter Tie is designed to connect roof rafters evaluation report are specified in Sections 3.13.3.1 through and trusses to their supporting construction. All RT series 3.13.3.3 and in Tables 1 through 12. connectors, except the RT10 and the RT20, connect roof 3.13.3.1 Bolts: At a minimum, bolts must comply with rafters or trusses to the top plate. The RT10 and RT20 ASTM A36 or ASTM A307, and must have a minimum connect the rafter or truss to both the top plate and the bending ,yield strength of 45,000 psi (310 MPa). Bolt vertical wall stud below. The RT connector is fabricated diameters must be as specified in the applicable tables of from No. 18 or No. 16 gage steel, and is prepunched for this evaluation report. installation with 8d common, 8d by 11/2-inch-long, 10d 3.13.3.2 Nails: Nails used for connectors described in this Figure 10 for product dimensions, fastener schedule, common or 10d by 11/2-inch-long nails. See Table 10 and report must comply with material requirements, physical tolerances, workmanship,properties, p, protective coating allowable loads,and typical installation details. and finishes, and packaging and package marking 3.11 SBP Plate: requirements specified in ASTM F1667; and must have The SBP plate is used to connect rafters and trusses to the lengths, diameters and bending yield strengths, Fyb, as top plate, to resist uplift loads, as well as in-plane shown in the following table: horizontal loads parallel and perpendicular to the top plate. I I FASTENER SHANK MINIMUM The SBP plate is provided as a two-piece installation on FASTENER LENGTH DIAMETER REQUIRED each side of the member being supported. The SBP•plote DESIGNATION is cold-formed from No. 16 gage steel awt is prepur ohed•• (inches) (inch) F yc(psi) for installation with 10d common naris.irlo:he pieta and . 8d-1i/2 1.5 0.131 100000 either 10d common nails or 1084 'V/2;in1trlo4rTail9jrito•.. 8d comimon 2.5 0.131 100000 the truss. See Table 11 and Figure 11 for product 10d common 3.0 0.148 90000 dimensions, fastener schedules, allowable loads, and a 10d-11/2 1.5 0.148 90000 typical installation detail. ••• ••• ••• • • • • • • • • • 16d common 3.5 0.162 90000 3.12 STC Scissor Truss CIC)•• • The STC Scissor Truss Clip•is•elesigned:to ooAnect e ... or SI:1 inch=25.4 mm, 1 psi=6,895 Pa. single-ply scissor truss to nominally 2-by-4, 2-by-6 or 2-by- 3.13.3.3 WS Series Wood Screws: The WS series wood 8 wall top plates.The connector is cold-formed from No. 12 screws used with the HGA and DSC connectors must be gage steel, and has prepunclpd hQri2*Tal6.nol Clots tr';' USP Structural Connectors WS3 and WS15 wood screws, horizontal adjustment of the scissor truss:an jneVgphCd ; as described in ESR-2761. The appropriate size of WS flanges for installation with 104 by A /2-ir►ch-long nails"o • series wood screw must be used, as indicated in the wall top plates. See Table 120and figure 12 for product••• applicable tables of this evaluation report. ESR-3448 I Most Widely Accepted and Trusted Page 3 of 19 3.13.4 Use in Treated Wood: Connectors and fasteners 4.3.2 Seismic-Force-Resisting System under the IBC: used in contact with preservative-treated or fire-retardant- Periodic special inspection must be conducted for treated wood must comply with Sections 2304.9.5 in the components within the seismic-force-resisting system, 2012, 2009 and 2006 IBC or Section R317.3 of the 2012 where required in accordance with Sections 1704.2 and and 2009 IRC or Section R319.3 of the 2006 IRC. The 1705.11 of the 2012 IBC, and Sections 1704 and 1707 of lumber treater or the holder of this report (USP Structural the 2009 and 2006 IBC. Connectors), or both, should be contacted for 4.3.3 Installation under the IRC: Special inspections recommendations on the appropriate level of corrosion are normally not required for connectors used in structures resistance for the connectors and fasteners as well as the regulated under the IRC. However, for components and connection capacities of the fasteners used with the systems requiring an engineered design in accordance specific proprietary preservative-treated or fire-retardant- with IRC Section R301, periodic special inspection treated lumber. requirements and exemptions must be in accordance with 4.0 DESIGN AND INSTALLATION Sections 4.3.1 and 4.3.2 of this report. 4.1 Design: 5.0 CONDITIONS OF USE The allowable loads given in Tables 1 through 12 are The USP Structural Connectors described in this report based on allowable stress design.The use of the allowable comply with, or are suitable alternatives to what is loads for the products listed in Table 13 must comply with specified in,those codes listed in Section 1.0 of this report, all applicable requirements and conditions specified in this subject to the following conditions: evaluation report. The tabulated allowable loads are for normal load duration and/or short load duration, based on 5.1 The connectors must be manufactured, identified, load duration factors, Co, in accordance with Section designed, and installed in accordance with this report 10.3.2 of the NDS, as indicated in Tables 1 through 12 of and the manufacturer's published installation this evaluation report. No further increases are permitted instructions. A copy of the manufacturer's published for load durations other than those specified. The tabulated installation instructions must be available at the allowable loads are for connections in wood used under jobsite at all times during installation. In the event of a continuously dry conditions where the maximum moisture conflict between this report and the manufacturer's content in wood is 19 percent(16 percent for SCL)or less, published installation instructions,this report governs. and sustained temperatures are limited to 100°F (37.8°C) 5.2 Calculations showing compliance with this report must or less. When connectors are installed in wood having a be submitted to the code official. The calculations moisture content greater than 19 percent (16 percent for must be prepared by a registered design professional SCL), or where the in-service moisture content in wood is where required by the statutes of the jurisdiction in expected to exceed this value, the applicable wet service which the project is to be constructed. factor, CM, must be applied. Unless otherwise noted in the 5.3 Connected wood members and fasteners must tables of this report, the applicable wet service factor, CM, is as specified in the NDS for lateral loading of dowel-type comply with Sections 3.13.2 and 3.13.3, respectively. fasteners. When connectors are installed in wood that will 5.4 Adjustment factors, noted in Section 4.1 of this report experience sustained exposure to temperatures exceeding and the applicable codes, must be considered where 100-F (37.8°C), the allowable loads in this evaluation applicable. report must be adjusted by the temperature factor, Cr, specified in Section 10.3.4 of the NDS. The group action 5.5 Use of connectors and fasteners with preservative- factor, Ce, has been accounted for, in accordance with treated or fire-retardant-treated lumber must be in Section 10.3.6 of the NDS, in the tabulated allowable accordance with Section 3.13.4. loads, where applicable. For connectors installed with 5.6 Factory-welded connectors identified in Table 14 are bolts, minimum edge distances and end distances within manufactured at the designated facilities under an the wood members must be met, such that the geometry approved quality control program with inspections by. factor, Ca, is 1.0, in accordance with NDS Section 11.5.1. ICC-ES. Connected wood members must be checked for load- 6.0 EVIDENCE SUBMITTED carrying capacity at the connection in accordance with NDS Section 10.1.2. Data in accordance with the ICC-ES Acceptance Criteria 4.2 Installation: for Joist Hangers and Similar Devices (AC13), dated October 2010(editorially revised December 2011). Installation of the USP structural connectors must be in 7.0 IDENTIFICATION accordance with this evaluation report and the manufacturer's published installation instructions. Bolts Each connector described in this report is identified by the must be installed in accordance with NDS Section 11.1.2. product model (stock) number, the number of the'ICC-ES WS series wood screws must be installed in accordance•• •Meic avaluatioa iepoTf for USP Structural Connectors with ESR-2761. 8 ),:a6q:b�.one or more of the following 4.3 Special Inspection: •dgsi§g$tio?ij. t.CSP q%Lfbtural Connectors, M®Tek® USA, •• Inc., or USP Structural Connectors, a MiTek Company. 4.3.1 Main Wind-Force-Resisting System under the Labels on factor-welded connectors identified in Table 14 IBC: Periodic special inspection must be conducted foj •as being ffTnufackxed u rider an approved quality control components within the main wind-force-resisting system! • progiam. where required in accordance with Sections 1704.2 and •` :. ` : . 1705.10 of the 2012 IBC, Sections 1704 and 1706 ofVe • "` 2009 IBC,and Section 1704 of the 2006 IBC. . . . • . .. .. . . . .. .. ... . . . ... . . Florida Building Code Online Page 1 of 3 Professional . . i MbNi C( BCIS Home I Log In I User Registration I Hot Topics I Submit surcharge I Stats&Facts I Publications I FBC Staff,I SCIS Site Map Links I Search BusJInes 1 10 1�ss� I *USER: Product Approval 1 ss Public User Regcafion Product Approval Menu>Product or Application Search>Application List>Application Detail FL# FL16294 Application Type New Code Version 2010 Application Status Approved Comments Archived Product Manufacturer Nu-Vue Industries Inc. Address/Phone/Email 1055 E 29th street Hialeah,FL 33013 (305)694-0397 vtolat@sbcglobal.net Authorized Signature Maria Guardado vtolat@sbcglobal.net Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer ® Evaluation Report-Hardcopy Received Florida Engineer or Architect Name who developed t%Vipin N.Tolat the Evaluation Report Florida License PE-12847 Quality Assurance Entity National Accreditation&Management Institute Quality Assurance Contract Expiration Date 12/31/2014 Validated By ]esus Gonzalez,P.E. ® Validation Checklist-Hardcopy Received Certificate of Independence F116 94 RO COI scan0205.odf Referenced Standard and Year(of Standard) Standard YAW AISI 5100 2007 ASTM D1761-88 2000 • •• • • • • • •• 2005 • •• • • • • ••• • Equivalence of Product Standards •• ••• 0•• • • • •r Certified By • • • Sections from the Code • ••• •• • • •••• • • ••• • • • • • • + • •• • •• • • • • ••• • ••• • • • Product'Approval Method ••WeVod 1 Qpf4on•D ••• • • • •• •• • • • •• •• •r• • • • ••• • • http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgsNc73 5 fDbMio... 1/16/2015 Florida Building Code Online Page 2 Of 3 Date Submitted 04/18/2013 Date Validated 04/22/2013 Date Pending FBC Approval 04/28/2013 Date Approved 06/11/2013 Summary of Products FL# Model,Number or Name Description 16294.1 AB5,AB7,NVHC 37,Tables 16 and 18 gage angle Clips and 5 way grip clip 17 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO 11 scan02O4.pdf Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat,P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure: N/A Evaluation Reports Other: FL16294 RO AE scan0204.odf Created by Independent Third Party:Yes 16294.2 NVBH 24 and NVUH 26,Tables 2 Joist hangers and 3 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO II scanO204.odf Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat,P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure: N/A Evaluation Reports Other: FL16294 RO AE scan02O4.Ddf Created by Independent Third Party:Yes 16294.3 NVHCR,NVHCL,NVSTA,NVHTA 18 gage Hurricane clips and 14 gage single and double Tables 9,10,11 straps Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO II scan0204.odf Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat,P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL16294 RO AE scan0204.odf Created by Independent Third Party:Yes 16294.4 NVJH,NVSO Tables 12 and 13 18 Gage and 16 Gage Joist hangers Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO II scan0204.odf Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat,P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL16294 RO AE scan0204.12df Created by Independent Third Party:Yes 16294.5 NVRT,Table 4 14 Gage Flat and twisted rafter ties. Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO II scan0204.Ddf Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat,P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure: N/A Evaluation Reports Other: FL16294 RO AE scan02O4.odf Created by Independent Third Party:Yes 16294.6 NVSNP3,NV 358,NV 458,Tables Skewed Nail Plate and 14 Gage double straps. 6,7,8 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO II scan0204Ddf Approved for%4e outside WHZ.Yes ••• •• Verified By:Vipin N.Tolat,P.E.PE 12847 Impact Resistants NPA 0 : : :+• Created by Independent Third Party:Yes Design PressurWA/II•• • • • • •• • Evaluation Reports Other: • • • • • • • • FL16294 RO AE scan0204.Ddf •• • • r •+ ••• •• Created by Independent Third Party:Yes 16294.7 NVSTA NVHTA TablejjQ a d 21 14 Gage Single and Double Straps Limits of Ust • • ; Installation Instructions Approved for use in&IVMZ:lies • • • • Lj§294.. Rg II ss;an0204.odf Approved fdr tf§e lVtside AtHZ;,V: Verified By:Vipin N.Tolat,P.E.PE 12847 Impact Resistant: N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL16294 RO AE scan0204.Ddf • • • • • • Created by Independent Third Party:Yes •• •• • • • •• •• • • • ••• • • • ••• http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgsNc73 5 fObMio... 1/16/2015 IN N, TOLAT, �? VIlZ. nu 1 -44-o: FAX: 41444410 CATEGORY-.Structu l Com �u�ztts SUB CATEGORY.- Metal Coors REPORT HOLDER: NUVue Industries Inc, 1055 E.20 Street, Mate* L. 33013 war n�-vueind�tries.conn. novo bellsouth.net PbDne:305-b -0397 Fac: 305-694-0398 1.0 EVALUATION SCOPE: Compliance with 2010 JVloxida Building Code-Build wad kesklent al 2A PRODUCT DESCRIPTION.- Refer ESCR.IPTIONtRefer to tables 1 throv o 21 ofetbis report for Product name,,size,size and nu rdber of fasteners,fimening dote shown in the diagrams and,the allowable loads. 3.0 STRUCTURAL SPEC11 ATIONS; 1. Steel.shall.conforta to A.STIM-A653 9S grade 334 Min,Meld 33 ksi,mixt.tensile :. strength 45 ksi and crura vaned ooafiq#of G 60 per A TM AW. 2. Allowable loads and histehers we based on NDS 2005. 3. Design loads aro fbr S. Pixie,spocific:gravity 0.55.Des*loads for other species shalt be adjusted per NDS 2005,. 4; Allowable uplift low have been.adjusted for loadAuration factor CD of 1.6. Allowable�gravity ]a,ve been.adju ted for CO vat of1.0, 1 x15 and 1.25 per table 2.3.2 of NDS . t+ is d xmt it lutle 33%increose ftf steel and concrete: 5. Concrete in Tie beams shall be,min.a(2500 psi`. _Concrete Masonry,Grout and mortar in concrete masoi vy shalt be train.of 1300 psi.Concrete masonry shall comply with:ASTM C90. •• 066 • • • .. 6. Combined load,of Uplift,Ll and L2 all sati*Ate:fdle�w equation. .. . . . ... Acs f , 1_.__. .' t Allowable Uplift Allowable L1 Alloiv#ble L2 . .. . .. . . . . 1 Page 2 4.0 INSTALLATION Installadi shall be � ort and the latest edition of Nu-Vue Industrics Catalog.The ffifoFaafion in this report supersedes any conflicting inf matipt ari t -caW 5.0 EVIDENCE 8tT1I1MnTEI? Testreports submitted by Product testing Inc,(PT) Atec Associates Inc(A.tec) and PSI Inc and signed and sealed calculations in conformance with FBC 2010 by Vipin N.Tsui,P.F,. Produet Fest#/'fest lab Date tested. Tested NVTA/NVTAS 02.3938/PT 8/6/02 NVTA/NVTAS 02-4073/PT 11/6/02 `r NVTA/NVTA:S 02-4074/PT 11/6102 .0 NVTAINVTAS, 024075 T 11/6/02 NVTA/N'V'TAS 31: 456x4 2JATEC 7/6/02 NVBH24 02-409(%/P'T 12/3102 NVUH 26 02-4.093/PT 1/17/03 NVRT 03-4177/PT 213103 NVRT W-42.02 2119103 , NVRT 031470,4ftPT 3/27/03 NV .II NVT14S &t46 /PT 4/15/04 NVSNp3 63- 9/15/03 NV358 03/454 )PT12/19/03 NV458 03-4590/PT 12/31103 NVHCIJR 03-46251PT Y21104 NVSTA/l+iMA 044641,4642/PT 3/17&3/22/04 1 . 1 5,28: 03 395^,X7/PT 5/30/03 NVS0236 03-4349,57�58/PT 5/13,5/19,5/20/03 r - ' xNVTT?4( /0�3� 4{303„4�1P�''1#' 4/21,511/0,3 103 NVUC43,43/ 70-0 fii4381'/, .`l"EC t 1f27/95 A65 $4195,9 A/PT 7/15/08 AB.7 05=3196 A/PT 2115 $ NVHC37 03697.000T/ATEC 1,1/27/96 IKE1 05.5612/PT 3/20/06 ... : : . . : : :.. ..� {16r-562 'T 5/1/06 NVTH, :9: : Q44 /PT&138-96013-01/PS1 1/31/05&2/7189 NVT U ' ' •• 04 49I4/P'T&138-96013-0$/P5I 1 31103&171.x/89 . •00 •t• . 9:6 . . . . . ... . .. . 71 E Page.3 CO DI SWIY- tr ,� = �. -W k I Maximum allowable loads,sW;not exceed the allowable loads listed its this report.Aflowsble loads,,are base4 can allowable saw desip per DS. ._ 2. C4acity of wtod" Is t v by this Allowable loads shall not exceed the capw qfw woobem Capacity ofvood members"I be checked by EnieedArcl*)ed off` 3.Wood members with much the-connectors are`used must be nominal dimension lump'or vproved situ composite lumber. ; 7.0 Ctl l!MONS OF USE: 1. NuVUe Iodustries metal structuiral connectors4escribed.ire this report comply with or are suitable Iter #vo Y#Is spedfed in scion 1.4 of d r rc. 2. Design loads mint be less than the allowable'loads shown in all the tables of this report, 3. The connectm must be manvActurvd,idontiiia and installed.in accordance wim'this report and the;moan actarces-i�ctions. 4. Products cow by this report are manuftictdiod by NpVue industries Inc in Hialeah,plarWa under a quart control progrOm with Wspections by NA11+TI t` Inc bVing.State of Florida lig 4 QtTA 1789. 080 No.1284. Fk vnIhwO4l3 x, {1 C t df �► NAU t i 1' ••• •• •• •• • • • Page 9 MOLE 2, Prodast . nt, ratoo_ JM , I L2 L MVfidY Itl�WP moo 4e b e. 523 NVHd4 il(J2PIICANE CLIMSr' ,. o ' ti dips ata:on *40h a1da to at the FBC Cp�i:$ fol^1lpltftt Gt �k t.2. A _ ` WillAfpz0.27h 441�It1� At1diCR e, 1-a$fa"i1 t-a veu. a�a�• 42 TABLE 10 TABU 11 '1,10.1401 Strops NVSTA/N MTA NV$TA-$hgIe Strop NVHTA-Oaibls StrOO 'AfSaftly 14a,Strap ptmenstom Tota No.� Tota(No. of Attowoitta.laads (ttts} Taal No. tatat No. of AllowaNts Load*(6s) Gilds eoiLaH of f04tows rost� "'m Iii P'c_2libo p*t �a1:ta Fais'teowt ilt f"c�7lSW3 Pat tlntass Noted (MNc hes) in Strop g`r*, Saar Saat WTA-4?H tC itvnna, i4 1Wt K t104d.x i Do : ti to 1C8 r< ti¢ i d x Ij vow to 1.7 NtiIiTA— (! fi3btt 700 t0 ii to 6 t77t! ow tom' ttvttna 44 e e 4 12 A t894 rtbr Taal N>tSTA -00 R: A 54 17 14 d € 5 f3t3 1,812. 3 NV1tt2s! t!! 5 - #. 4444 194A 4 MAI aVM4 3Q '9. 4' tYd3 Ctlt e 7 4li7i�+; t?6. t -- c — ;s for Uplift, is do t2 r MFtiflTl«3 NVtftx 33 • y • y l � w " • 'F Ian. 4 UPLIFT. ow0crou UPLIFTs�ee.a2a3'x r, +t +t NVSTA .LZtl, • • • • • • • • • •• �� • '... .. • •. • • ...•.•• •• R•FdoteW GOpCrytO to ,,8t tttue ot:r•k+faru0 top de tadtorn sx rcO..d U, is d4 wilt ..Lim Go f+Rtf bbdk f�7R ••• • ........... ........................... ....... ................... . • 4 ....1. WEB BRACING RECOMMENDATIONS 41 mA3pMUM TRUSS WEB FORCE pe.)(See note 7) BRACE BAYSIZE 24"O.C. 48"O.C. 72"O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A 8 C D C D 10'-011810 1888 1888 2829 ;�;:.:, �i.r:;.. �:,; � ,fit • ,.`:;±- , :?.- .,. ^A:x.• :';,.•.;' '..:.-�:ti�e•r.- ":.,•' i r .:a:.:a:-`•• ..::.. .. ::.,.:i +' J.L .fit• :f:},'•'y;..t�F}+i�•:�.r�•.1..,•.1 }.l •::A�w,`�.''.,/.w J.: .. .i• •• ..: 17-0` 1342 1572 1572 2358 r'C,,;., ' 8143 8148 . 4716 4715 7074 14+•0• 1150 1347 1847 ; 2021 �;�Li`y„,,,. t �, +h•1;f' ?}��'+'ati .$� t!`yyam','rr v+r', t.t'�r 'J.J•r �.i :�,ir•'+` + J �jtht''j.y?::•.•.:�•�F:'t....sk.�:• r'ti`'..�.:.�,'�•ii;f%-;: t'�:i-t-'ra;•�'""''79 isC ,• . '4}t:�:�cF�:`j.M'�.�r:j�i•%':'„,+ 18'-0' 1008 1179 1179 1788 'xtyr”' 2368 2368 3638 ,">nx" •:�:''.�-r• ,iti;•:4 :;?:;��` 181 ' so a 1Da8 1048 1572 :w} '".;;:x�:;-�:�,�: r7.;�.'y f''°?� 1' yt = +i:<'• .t'vWit, t__..,r.tir': .r\^ :f' 314 4715 20'-0" 806 843 943 1414 1m. y^t�', (.:ts:. '::•..• BaY size shrill be measured in between the center!of parte of diagonals. GENERAL NOTES TYPE BRACING•IUTATERIALS :.OuaONALIBLADMBI8tiE01Ibi6}TOTRArNiF61TNECtbBRA LATERAL'BRAOEFORCEMOTHB ' �ONPHpAOM,TH61�N��ht16T0aEiN6D6YA0WLPlm 1 X4 IND.458Pa iN6a60ALCU�ITIONeARQWA=O LA1lMLBAAOEDAffiW�Q2Y6QFTHaw®FORDE A .OR. L MAe0NALBRACMLIN4TERIALWUBTae{Md6gnAoOAA ORWrTRAIfTHELATEMBRAN MmVAAL.AND SK&L as wrALLBD risu "Lvm EA THair PrFismoTB Was mama. 1 X 4 32 SRS(DF,HF,BPF) AT APPROX.44 DESAEESAN0BHALL81 NMLW AT EACH 10*D EACH MTBIADMETRUSS WWH 2•Bd IC1317Q n FOR trN BRACba,1-10d hill-AdM FOR m W 20MMOEs,AND 3-10d(L"t'}07 FOR 24 BRACES 4,=9fiWLATfiRALWMTOEAC}LTRLAaWII'H!/dp171 '}NNd/'ditfotLAT'I%MACEe. 2 X 9 q,STD,CONST(SPF.DF,HF,ORLATERAL r1Yd714AL8 FOR2J0 vd EK i/LTBpKaAAO®,ANDir1QdQD.171'a0')PDHOiELATERAL bLUtCE& B SP) 6. T��BRACEryEHOULpMEcoNTM;=ANI)sHOMOVMAPATLEASrCNETRUSSSPACE 0. FORADWENAL GUIDANCE AEGAROMO ORSON AND MrAAU0AATION OF WW,#i,CMSMT oee eB TEA/PORMYaRAOeq OP AB rN.lLITE OOt84BOTEDYA70O TRUB8B8 ANDBON 1 C 2X4K1,ST1hCONST(BPF,DF,HF,ORSP) CPJMV DGCOOPRAp�poRM iDNAMOFLtBTALPE-ATE00NNBDM W TRUSSE�E��YPROWCEONYWOWTi#1BbCOMMOFAMFWAW4TRUSSPLATEWSrMjTE tg D 2 X e 13 OR BETTER(SPF;DF,HF,OR SP) 7. RW%ffT0 SPEOM TRUSS DEMON ORAWMO IDR WEEMWW FORCE L TABLB.ATBDVNAIEGARBBASWCNADOL.t.ta FOR STABILfZERS: FOR A BPAC B�B OF24'Oti DN:Y 1Yrer'6TA8 TRL2;B BRAOINO SYSTEMS CAN 96 St1BE1naDFDATYP6A.40AI1DAbRACWGWTaRIAL DMONALBRACMFOR BTAB-LM- � ' ARBTOBSPWAOSDATBAYSIME M OATEDAWAL WHERRMVWL tiMBRAC}HBIeiROU1R6D ATPlTOHBROKS,STABLURSMAYBE REFLAO®WRN.WOODBLOCXWL Bf�'6fA131lJ2ER' TRW eR CWWTA ATIONSMANDFR000DTSPEWCATION. DIAGONAL BRACE CONTINUOUS LATERAL — RESTRAINT i 2-10d NAILS (SEE NOTE 4) i MEMPEHS • • • • • • ••• Us Information IS provided as a recommandadon to aseist In the ••• ••i ••i ••• ••• •• qu(rement for permanent bra ft of the kmlv(dual truss web • • •• embers.Additkxkl bradn0 may ad be required for the stat ft the overall roof system The mothod•showrlhere is Pat one ••• 96W that can be used to provide stabiitty agalnet web buciding. • . •• .... MMANDO R. PEREZ • �• 4$11$IlI33 C ••• •• �' MAW,IFFL. 145 (305)21 44 •:' ... DATE s L-BRACE DETAIL Nailing Pattem Note:L-Bracing to be used when continuous L-Brace size NsN Slie Nail Spacing lateral bracing is'Impracdcal.L-brace U4 or 6 10d .8•o.c. must cover 90%of web length. 2x4,6,or 8 16d 8"o.c. Note:Nail along entire length of L-Brace L-Brace Size (On.'thro-Ply's Nall to Both Plies) for One-Ply Truss S, ed Continuous Rows.oP Laterat-Bracing Nabs Web Size 1 2 2x3 or 2x4 1x4 •*• 1xp6 ••• } r{ '2x6 2x0 fMf . DIRECT SUBSTITUTION NOT APLICABLE. SPACING WEB k } L-Brace.Size �+ for Two-Ply Truss �.� L•BRACE Specified Rows Continuous of Lateral Web Size 1 .2 2x3 or 2x4 / 24 2x6 **► 2x8 2x8 ff• `\ DIRECT SUBSTnUrION NOT APLICABLE. Nails / Section Detail \\ �— L-Brace ARMANDO R. PEREZ PE.#28026 Web 1811 SW 33 C MIAMI, FL. 145 • ... .1305}'21 443 .. g /1 • � � .. •• DATE /11'/_ L-Brace must be same species grade(or better)as web'member. .•• • . ... I - TRUSSED VALLEY SET DETAIL 4� A j i4pet ( ---1-- I � Page 1 of i e GABLE END,COMMON TRUSS NOTE:VALLEY STUD SPACING NOT OR GIRDER T USS TO EXCEED 48"O.C.SPACING II ,I II 11 II II II 11 II II II Ij j) II II II 11 II 1� jl 11 ii ... 11 li I� 11 II ,I II II 1 II II I I II 11 1 I 11 I� II II II jl II 11 II I II II II I I 11, II II Ij II' jl II II II II Ij II II I; BASE TRUSSES VALLEY TRUSS TYPICAL I TYPICAL(24"O.C:) (24-0.0.) VALLEY TRUSS TYPICAL 5 (24-0.0.) 1, INSTALL BASE TRUSSES. P Fl2 MIA ximm 2. APPLY SHEATHING TO TOP CHORD OF SUPPORTIN TRUSSES, VALLEYTRUSSES MAYPROVIDE g BRACING IF SHEATHING IS NOTAPPLIED. — - BASE TRUSSES MUST BE DESIGNED FOR 7 PURLW SPACING EQUIVALENT TO VALLEY TRUSS SPACING(NOT TO EXCEED 24"O.C.). -- 3. INSTALL VALLEY TRUSSES(24"O.C,MAXIMUM) AND SECURE TO BASE TR USSES AS e PER DETAIL A,B,OR C BELOW. SEE DETAIL 4. BRACE VALLEY WEBS IN ACCORDANCE WITH A,8,OR C THE INDIVIDUAL DESIGN DRAWINGS. BELOW(TYP,�`. e TOE-NAIL VALLEY TO 8,ASE TRUSS W/ 12 10 ( )16d TOE NAILS ATTACH 24CONTINOUS N0.2 SPF ATTACH 2X4 CONTINO N0.2 SPF TO THE FACE OF THE ROOF WI TWO 16d(.131"x 3.5")NAILS INTO EACH _ BLOCK THE FACE OFF THE ROOF W/ TRUSS BELOW ('�.16d((.131"x 3.5")NAILS'INTO EACH TRUSS BELOW, EACH TRUSS BELOW \ I ' MUST HAVE A BLOCK ATTACHED TO IT. 2)44 TOE-NAIL VALLEY TO 8 SE TRUSS W/ VALLEY TRUS,� \ (2)16d TOE NAILS DETAIL A �-- 5'TOL WAILS (GREATER THAN 3/12 PITCH) DETAIL B ATTACH BEVELED 2x4CONTINOUS (3/i2 PITCH DR LESS) N0,2 SPF TO THE FACE OF THE ROOF W/TWO 16d(.131'x 3.5)NAILS INTO EACH TRUSS BELOW :M4 0 V 1?II R . P f R f 2 p F 2.B f)2 6 ATTACH VALLEY TO ? 86-255-044 DATE ( ;?/2013 BEVELED 2x4 W/ (2)16d TOE NAILS .•• ••• • . • •.r.a1�•S W1:3. 14.E DETAIL C TOE-NAIL VALLEY TO..• • • • . ;•; . LESS THAN 12/12 PITCH)TER TH N.3/12 CH (BASE j 16d TOE NAILS •• •" • 1 • • ..1 • • •t' ;y�'+,Y+.'�.. �?��'`7�F.'�7''�1� ,r'•,'a'i:t'•�� •�`:ir.i i i,:..: `. a� +�f"•r'^r �'� .I..y -,�.:i':�r ±L.,�'„ t•r'tr'•y�, i.}� . a?!Ti7�1,.• r f ry' ";! ,ti u. � y+ i; �'-• �jt"G a `i.�. •.� Y�S'�rc`+����`��--� � '}�,� n/•' �F'ia• tf• :'� '� ,• � � '�JeS. rl,Tir;'$r,',. •+-c �,J3j�• ?Y ,��5'A;� n"Xtl.` �. lI �57irr '•h►"V'�• t "x� 1_, ' r,1 � ��, � 1'1. �,�F3��� t, � 1 'i,�, r�1 �`7���3�: •I"`�V���L' ,{2 r ••f • ���2j]��•`�!f�,�v:�,,. JJ���.hk�f�� ^tet.t�-' ,�3,t1�N7ry�r�'L1' �' 4 r�`^.7�ti ?�} �'d1• t�.114�i:1+` :�r�t lt;`o'p.:f� 3 ' y'�,`•. �3:1rf ..7�. •X+1�+ �<t�•.i!�� Y 1y�i� �• "-'•a'�^7�• •1� r"1`'� �Yt_ ''�'• �ak4�1711.��1_" `'s�\ ��':' 1t� ''�'�t F. �� '� �-;� 4• � �y 11.. `•f Yy�;�` '•IaA +l. L YF �. �� ♦ T • �1•,p, � L �I _ •�. �'-lit,• �YI� '7P't {�.-,`�.,,�5•,^r����"�• •���a:'S�.Q. �, s - _�. - I� V', � •+�;a . � DC7'' '>f. 4 4^� ! Y' ••�� r�' -.^��� -'t•��f�`.�t`1 L�}- � ,v�'i, `Z}4' a yl ',S'Y t���l � "'� � �. +L' -�-"._''Y.'.i�. ��`,,7�"�' �4',1'S-.y..'��5. ..s.•�^t�d•..a.., � -.rte 1i t1.:��t•.r�•yL•.-lT}`�. �.t�� ...f' .�ksr'"' F_.:�.�.'.••'` �.y• e ,'�W.+. �'��-' PY fir. -`�j t t •�.�a��: r * ;���%�~_�r� • • • •. • H`4 ,t nye �'ai'1 . • c•�X WM is r: 'ai • r 1 '• • • ? ; >>awt?�+, � -?yam r •w_ N_ 4 ' �n t /..,� • - _ - ',-• a •(- 'R����d-����,R. S�•� � Jl •.�+ 'a „� e. 8, ._ .f• f.. i ������ -•• �l t'-'r' Y• � ,� 1, y '. �'�Y�a ;} s•- �a Yt• { a[F �. F t1 '_y f S y � +( ` ,.•1.�v'T.�, '•s• a�„ 7 a -•7 ar.l r£. ,�1`.a• ��•, ,r�'.+ ii�� .t}�T. ,� aMS {+ 'C= Y 'i�`..,���at • � .?'t' J � _✓ j - ��./ `�',�•^z�;.a '��j' --i�.�•. �+.�:• '`�;�:��'� �-.��r`+r l,:.,FY,;�j��"".., .Y l .., 31''� '.r�;,V��'r�,` M1�• �JF3��� Y � I `; ,�+°.�' �••� ; ; ��`";����f�,.�' { ta1"' - "fit 'c�F .�. .._ vr.N;t�3���!��'.. -•v..'Gj',,. :`t�?f.. ..L- ®\ •• s MUL /�W■ECF 373 N.E. 42ND SMUT AVUH WOXL " 33138 7UP2318 u t 7cS�-7 Date: May 22, 2017 R.Ur—#AR 0OW74 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores, Florida 33138 Re: Permit#RC-6-16-1820 Nguyen and Manion Residence 138 N.E. 106th Street Miami Shores, Florida 33138 Folio# 11-2136-005-0050 Attn: Building Department, I,Mark A. Campbell, having performed and approved the required inspections for the master bedroom and bath addition. I hereby attest to the best of my knowledge, belief and professional judgment,the structural and envelope components of the above referenced addition and renovation are in compliance with the approved plans and other approved permit documents. I also attest that to the best of my knowledge, belief and professional judgment,the approved permit plans represent the as-built condition of the structural and envelope component of the said structure. This document is being prepared in accordance with Chapter 1 of the Florida Building Code and must be submitted to the Village of Miami Shores Building Department in conjunction with the application for a Certificate of Completion for the above referenced s e. Should yo s ' n n y additional information please do not hesitate to cont Sin , -- ---------------- ----- -- -- ark A. Campbell,Architect State of Florida: #0011074 138 Nguyen and Manion Residence CO letter 5-22-17 �f EMERSON EXTERMINATORS Notice of Preventative Treatment for Termites (as required by Florida Building code (FBC 104.2.6) —fo— oto—a X 313 AIE I" A\IE- MIAL11Atf5?EP— A70 1 Address of Treatment or Lot/block of Treatment 00 l Date Time Applicator A)( W -rM 10 0 CL-0 P41D 3© Product Used Chemical Used (Active Ingredient) Number of gallons applied 01 357 % Concentration Area Treated (Square feet) Lineal Feet Treated Stage of treatment: O Horizontal O Vertical XAdjoining slab ORetreat of disturbed area As per 104.2.6 if soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. EMERSON EXTERMINATORS PO BOX 694152 MIAMI FL, 33269 EDWARD A. LANDERS, P.E. 7850 N.W. 146th St., Suite 509 Miami Lakes, Florida 33415 LOG OF APPROVED INSPECTIONS TO COMPLY WITH FLORIDA BUILDING CODE 105.13.4.1 PERMIT NUMBER: ADDRESS: 3PAl qCO�_� ARCH/ENGR,:ZZ_W)7�� /t• /QA�N�3�� �.{; CONTRACTOR: �I�� —•�f,N�S% � TYPE OF INSPECTION;, S w � .., COMMENTS: fi+ APPROVED BY: t ATE: •:5 j. ,,'-f� 38308 AY ti 701 t„ TYPE OF INSPECTION: 5 COMMENTS: ."`~ �`` •' 9Ety "'.w�'`� f'. APPROVED BY: DATE: M� , `9P398 4w TYPE OF INSPECTION: lAlR0�9�0R$;lo`� COMMENTS: that+�t1L APPROVED BY: DATE: TYPE OF INSPECTION: AS-BUILT APPROVED BY: DATE: TYPE OF INSPECTION: OTHER(SPECIFY) COMMENTS: APPROVED BY: DATE: TYPE OF INSPECTION: OTHER(SPECIFY) COMMENTS: APPROVED BY: DATE: _ Revised as of 02/28/2002 f:/buil/$adm/evie/01-02/contra-1.)ds/SAMPLES i TDLNgtppg MOISTURE - DENSITY En9ineet'S RELATIONSHIP REPORT rao o.eJeee&our eommlcmene PROJECTNO. Doral-3432 TO CLIENT Miran Construction, LLC Miran Construction, LLC C.C. 6771 SW 10th Street Miramar, FL 33023 ATTN: Julio Miranda PROJECT Proposed Residence Addition 138 NE 106th Street Miami Shores, FL CONTRACTOR PROCTOR NO. 1 DATE TESTED Jan 0 5, 2 017 DATE RECEIVED Jan 0 4,2 017 DATE SAMPLED Jan 0 4, 2 017 INSITU MOISTURE N/A % COMPACTION STANDARD Modified Proctor, SAMPLED BY J. Bosch ASTM D1557 TESTED BY R. Gomez COMPACTION PROCEDURE C: 6" Mold, SUPPLIER On-site Material Passing 3/4" SOURCE Ori-site Material RAMMER TYPE Automatic MATERIAL IDENTIFICATION PREPARATION Moist MAJOR COMPONENT Limestone Crush OVERSIZE CORRECTION METHOD None SIZE D-1557 RETAINED 314"SCREEN % DESCRIPTION OVERSIZE SPECIFIC GRAVITY ROCK TYPE TOTAL NUMBER OF TRIALS 4 135.0 TRIAL WET DRY MOISTURE NUMBER DENSITY DENSITY CONTENT (W113) (Ib/ft3) (%) 132.5 1 136. 1 129. 0 5. 5 cz 2 140. 5 130.4 7 . 7 130.0 3 140.8 128 .6 9.5 N 127.3 4 141.0 126.7 11. 3 >- 125.0 OPTIMUM 122.5 au 1 I I ,. a y jI DRY MAXIMUM MOISTURE DENSITY CONTENT I (%) .• Intal r13;; %I Off .YtOv, 'I ik, Lt)i ttDrtrl'j�li.� wi r •i, V� S "rig .r:d Inform ton vcr 6` Wtrae,6 docyr. 34tt�. '11 =c' CALCULATED � a+� 0 Qtenf?g5, dimersE $ � crOVERSIZE • '�Q Sructlor• Rleans an 1� �•'•.• `u� i.0n. ����� .� S COt,AMEt I S,•ttth ather trades anti performa;lcs of system; '"- t_:;po tsibility of the cortractor z •4 _ PER. dIa nxccpty ns taken 0 Rejected �-r� •�pU1C.0 •. a. Page 1 of Jail Nutting Engineers of Florida,Inc. 3 t 0+ MRjr t Its constitutes 8 testing sertr fl ttibt*tatian or evaluation of test resul dfily en request. • ^u Ea w±r Submittal No. Date Nutting MOISTURE - DENSITY Engineers RELATIONSHIP REPORT Y.Mprojoct6 0_Comminn»t PROJECTNO, Doral-3432 TO CLIENT Miran Construction, LLC Miran Construction, LLC C.C. 6771 Std 10th Street Miramar, FL 33023 ATTN: Julio Miranda PROJECT Proposed Residence Addition 138 NE 106th Street Miami Shores, FL CONTRACTOR PROCTOR NO. 2 DATE TESTED Jan 0 5,2 017 DATE RECEIVED Jan 0 4, 2 017 DATE SAMPLED Jan 0 4, 2 017 INSITU MOISTURE N/A % COMPACTION STANDARD Modified Proctor, SAMPLED BY R. Duconge ASTM D1557 TESTED BY R. Gomez COMPACTION PROCEDURE C: 6" Mold, SUPPLIER On-site Material Passing 314" SOURCE Ori-site Material RAMMER TYPE Automatic MATERIAL IDENTIFICATION PREPARATION Moist MAJOR COMPONENT Tan Fine Sand OVERSIZE CORRECTION METHOD None SIZE .D-15 5 7 RETAINED 3/4"SCREEN % DESCRIPTION OVERSIZE SPECIFIC GRAVITY ROCK TYPE TOTAL NUMBER OF TRIALS 4 105.0 TRIALWET DRY MOISTURE NUMBER DENSITY DENSITY CONTENT (I)/ft3) (Ib/ft3) (%) 102.5 1 105.? 98 .3 7 . 5 e^ 3 2 110.2 100.5 9.7 100.0 N. 3 113 . 5 101.2 12. 1 97.5 4 113. 6 99.4 14 .2 W It 9558 I k,0SU'Ti G E GI 'EE S MAXIMUM OPTIMUM 'DRY MOISTURE RIS sU9 it rr r ylE ed or c)nfoC �, F DENSITY CONTENT r,EDC and 's r r (Iblft3) (%) :rsr wetenE S, d,mwrs.1 ns uan+rtra� 101. 5 11. 5 ls,ructlor' n' { s ,fet)3 P14 CALCULATED $'dns7anc98rry t9toda0se en a con, OVERSIZE CORRECTED., pnn+uunp,,� rc� na` orr r+tti Ile; �IIL�'1�iTitfREatG 41�4yaystem Coe�dysibmty of the cortractor. �°��O�S , nrt`titd No excepti^ns taker) CI Reacted Rk 1 ' .i 8448 j Make corrlsctio noted p� �OPau �s $ Page 1 of Jan © `tVcf 1 t u�fnwda,Inc. a r Re n of st resul nstitutes a testing service only.Engineering interpretation or evaluation oi'e,�sPr�rysutts is vldel vn n request RePW SYsWn So twm R^-Srsteced W:mong ErVkw"d I`Wids.BoY�'•�+-� G� �'•e�� ��✓.•', r SUbtitil2EE1 tY0. "-.�,,.,/ '�"�'�+n. JC]� NUKUng FIELD DENSITY m Engineers REPORT a►t�tea t tine.reedtest Viv Pmttict is Our Commitment PROJECTNO. Doral-3432 TO CLIENT Miran Construction, LLC Miran Construction, LLC C.C. 6771 SW 10th Street Miramar, FL 33023 ATTN: Julio Miranda PROJECT Proposed Residence Addition LOCATION 138 NE 106th Street Miami Shores, FL REPORT NO. 2 NO,OF DENSITIES 3 TESTED 8Y R. Duconge DATE TESTED Jan 11, 2017 CONTRACTOR See Supporting Lab Testing AREA, Addition Room with Bathroom Reports for Detailed Material CONSTRUCTION TYPE Slab on Grade (0-12") Descriptions DENSITY Laboratory MOISTURE DRY DENSITY COMPACTION NUMBER LOCATION Soil identifier FIELD LAB FIELD LAB % 4 9 test Area Limestone Crush 7.8 7.0 130.1 130.5 100 5 9 SE Area Limastora Crush 8.0 7.0 129.1 130.5 99 6 4 aathrom Area Lizr�stona crush 7.6 7.0 130.3 130.5 100 tDWAR D A. LAN Dt-R r ") E. �-GNSUMN , ENGILEERS Nuclear ASTM D6938 SPECIFIED COMPACTION 98 g * `D4qBHc�xfa lTft*deTIfQct ���,D1�557 LOW DENSITIES INDICATED in 0rrrtation given in coltract docui; sats "C"ENn,SS d i rn e r S l g n 5a"`�L��uarurnrrre rr,,, yti8ntit12S, safety prig ,Struction MEans and niolhods, sequence of cur d�.•���•• ..°r �`'.. i rdlnEllor, rftn 3ther trades and perforrnance of s tart.. 'tr ' ltittSli +flf tfiteCi�}Orr20Z7 Nutting ngmeers of Florida,Inc. PER. ' 1 «dHr�!rgpye1 sen t eom�etion moawr&d at the bewon rqp* to■anuan%n dept+or 12 Inches www Ina Surface eesew. 5`m s This report shat rot be mpmd�ucod,9 except in fuc&WAy or uU or raw uponper WN � rovaf or Nutting Engineers or Florida,tnc.. i Make coe&b i&", )736-4900*Broward t4 94.1-8700*Miami Dade(305)824-0060*Portr t.,L' 'e 408' 8• 91 -- . .. Report System Soibvere Rep5tered w: of Florida.Boynton Beach '��• Submittal NO. Date r3Tr6M=—=- offing FIELD DENSITY gIneem REPORT dRalttm 1 FfltbGdflt7 Your Protect Is Our OommitrneM PROJECTNO. Doral-3432 TO CLIENT Miran Construction, LLC Miran Construction, LLC C.C. 6771 SW 10th Street Miramar, FL 33023 ATTN: Julio Miranda PROJECT Proposed Residence Addition LOCATION 138 NE 106th Street Miami Shores, FL REPORT NO. 1 NO.OF DENSITIES 3 TESTED BY J• Bosch DATE TESTED Jan 04,2017 CONTRACTOR See Supporting Lab Testing AREA Footing on Addition Room Reports for Detailed Material CONSTRUCTION TYPE (0-12") Descriptions MOISTURE DRY DENSITY DENSITYLaboratoLaboratoryLOCATION ory COMPACTION NUMBER Soil FIELD LAB FIELD LAB % 1 e East Area 'ran Fine sand 7.8 11.5 99.8 101.5 98 2 E south Area Tan Fine sand 8.0 11.5 100.0 101.5 99 3 e West Area Tan Pine Sand 7.3 11.5 100.2 101.5 99 EDWARD A. LANDLH , 77 E. uONSULTING ENGINEER FIEt:QOVIEtTtW Flas tree 1 r � '�M c 1938 t sPECIF�I � ' 98 tABpR�TQR�4+Nt #!Q4iM4 L�,eI l�t'rmtgsC??doA9 t j s. X57 ` LO �IE�& "',:•C�A� lzl i b ' s, dimerslons quantities, safety . '� :�a CObRM@!��§ Y G re c ��n _:.�� dye v �,✓� s[ructlon means and methods, sequence of const its ,oinz-ion han 3ther trades and performance of systen-a PaWTHNth Of the CO(AfirkCg,2017 Nutting Engineers of Florida,Inc. PER. t ' h. rs�issw�y eonpeetion maawrw U+e � to p nsgsirtwm tlsPd+of is inches below the arixe tasted. 4��'Wi C , Th�reportidoss n'o't rjWbv1 tap opacity or despot soil canes £� lYU • ' s This report shall nal be reproduced,except to full a retied upon vritbout Pdor written approval of Nutting Engineers of Florida.Mc. �Yy�y ..�•••....•• 22 a Make>r(N r� g� i)786 00*Woward 8M ride(305)824-0060 x Port St:Lu'c � 0 �vit r Submittal No, mate INSPECTION RECORD ,+OST ON SITE ,"%-s PermitNO. RC-6- 1 '6-1 p2© " `5 ' Lei Miami Shores Village — -•- _ _ - 'CPermit Type:Residential Construction � ��•�'� - 10050 N.E.2nd Avenue Miami Shores,FL 33138-0000 Work Classification:Addition ��ti �` Phone: (305)795-220.4 Fax: (305)756-8972 +`-- oRioA Issue Date: 12115/2016 Expires: 06/1312017 INSPECTION REQUESTS: (305)762-4949 or Log on at https://bldg.miamishoresvillage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction. . n. Haw Parcel #:1121360050050 Owner's Name:COREY MON JTR "'r, t -� —TOwner's Phone: Job Address: 7 alp Total Square Feet: 348 w Bond Number: 3280 Total Job Valuation: $ 45,OOu.00 RK IS ALLOWED: Contractors Phpne ,� ONDAY THROUGH FRIDAY,8:OOAM-7:00PM. PrfTna . tractor SATURDAY 8:OOAM..6:OOPM. MIRAN CONSTRUCTION, LI-C (786)925-0064 Yes NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. r Ile- A4 G 41 Ce w e 57a C4 AZ r�� og NO INSPECTION WILL BE MADE UNLESS T IT CARD IS DISPLAYED AND HAS BEEN APPROVED PL-ANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A_NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. .� I N SPTION RECORDrb-AKE.Ii-) ;6 flit OXA STRUCTURAL ZONING PLUMBING INSPECTION I DATE IINSPECTION DATE INSP INSPECTION I DATE INSP Foundation Zoning Final Stemwall ZONING COMMENTS Rough Slab J Water Service Columns(1st Lift) Z 2nd Rough Columns(2nd Lift) VTop Out Tie Beam Fire Sprinklers Truss/Rafters Septic Tank Roof Sheathing Sewer Hook-up Bucks Roof Drains Windows/Doors ELECTRICAL Gas Interior Framing INSPECTION DATE INSP LP Tank Insulation Temporary Pole Well Ceiling Grid 30 Day Temporary Lawn Sprinklers Drywall Pool Bonding Main Drain Firewall Pool Deck Bonding Pool Piping Wire Lath Pool Wet Niche Backflow Preventor Pool Steel Underground Interceptor Pool Deck Footer Ground Catch Basins Final Pool Slab Condensate Drains Final Fence Wall Rough HRS Final Screen Enclosure Ceiling Ro Driveway Rough PLUMBING COMMENTS Driveway Base Telephone Rough Tin Cap Telephone Final Roof in Progress TV Rough Mop in Progress TV Final Final Roof Cable Rough Shutters Attachment Cable Final Final Shutters Intercom Rough Rails and Guardrails Intercom Final MECHANICAL ADA compliance Alarm Rough INSPECTION DATE INSP Alarm Final Underground Pip DOCUME Fire Alarm Rough Soil Bearing Cert Fire Alarm Final Rough Soil Treatment Cert Service Work With Floor Elevation Survey Ventilation Rough Reinf Unit Mas Cert ELECTRICAL COMMENTS Hood Rough Insulation Certificate Pressure Test Spot Survey Final Hood Final Survey Final Ventilation Truss Certification Final Pool Heater STRUCTURAL COMMENTS Final Vacuum MECHANICAL COMMENTS INSPECTION JDATE INSP 14q P-10 ff&,Mt4 Final Sprinkler Final Alarm INSPECTION RECORD POST ON SITE �,oees Permit NO. Y Y S-4-17-9 84 Miami Shores Village Permit Type:WlndowslShutters 10050 N.E.2nd Avenue Miami Shores,FL 33138-0000 WorkClassirication.Window/Door Replacement %+FS—boy Phone: (305)795-2204 Fax: (305)756-8972 N �roRioA issue Date:4/17/2017 Expires: 10/14/2017 INSPECTION REQUESTS: (305)762-4949 or Log on at https:l/bidg.miamishoresvillage.comlcap REQUESTS ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Windows/Shutters Parcel #:1121360050050 3 Owner's Name:COREY MANION JTRS t ,A Owner's Phone: Job Address: 138 NE 1.06 Streete Total Square Feet: 0 ryI Job Valuation: $ 1,000.00 Bond Number: r} L "WO LLOWED: Contractors Phone "'P� r '>�6M0 HROUGH FRIDAY,8:OOAM-7:00PM. DAY 8:OOAM-6:00PM. MIRAN CONSTRUCTION, LLC (786)925-00A kI -Yes`.x' RK IS ALLOWED ON SUNDAY OR HOLIDAYS. I ING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. s INSPECTION RECORD STRUCTURAL j ZONING PLUMBING INSPECTION IDATE I INSP INSPECTION DATE INSP INSPECTION DATE INSP Foundation Zoning Final Stemwall ZONING COMMENTS Rough Slab Water Service Columns(1st Lift) 2nd Rough Columns(2nd Lift) Top Out Tie Beam Fire Sprinklers Truss/Rafters Septic Tank Roof Sheathing Sewer Hook-up Bucks Roof Drains Windows/Doors ELECTRICAL Gas Interior Framing INSPECTION DATE INSP LP Tank Insulation Temporary Pole Well Ceiling Grid 30 Day Temporary Lawn Sprinklers Drywall Pool Bonding Main Drain Firewall Pool Deck Bonding Pool Piping Wire Lath Pool Wet Niche Backflow Preventor Pool Steel Underground Interceptor Pool Deck Footer Ground Catch Basins Final Pool Slab Condensate Drains Final Fence Wall Rough HRS Final Screen Enclosure Ceiling Rough Driveway Rough PLUMBING COMMENTS Driveway Base Telephone Rough Tin Cap Telephone Final Roof in Progress TV Rough Mop in Progress TV Final Final Roof Cable.Rough Shutters Attachment Cable Final Final Shutters Intercom Rough Rails and Guardrails Intercom Final MECHANICAL ADA compliance Alarm Rough INSPECTION DATE INSP I VA Alarm Final Underground Pipe DOCUMEN Fire Alarm Rough Soil Bearing Cert Fire Alarm Final Rough Soil Treatment Cert Service Work With Floor Elevation Survey Ventilation Rough Reinf Unit Mas Cert ELECTRICAL COMMENTS Hood Rough Insulation Certificate Pressure Test Spot Survey Final Hood Final Survey Final Ventilation Truss Certification Final Pool Heater STRUCTURAL COMMENTS Final Vacuum MECHANICAL COMMENTS INSPECTION DATE INSP Final Sprinkler Final Alarm V Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 nspection Number: INSP-283438 Permit Number: RC-6-16-1820 Inspection Date: May 31, 2017 Permit Type: Residential Construction Inspector: Dacquisto, David Inspection Type: Survey Final Owner: MANION JTRS, COREY Work Classification: Addition Job Address: 138 NE 106 Street Miami Shores, FL 33138- Phone Number Parcel Number 1121360050050 Project: <NONE> Contractor: MIRAN CONSTRUCTION, LLC Phone: (786)925-0084 Building Department Comments ADDITION OF A 348 SF MASTER BEDROOM. Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed LV t'N� Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. For Inspections please call: (305)762-4949 May 31,2017 Page 1 of 1 GENERAL LEGEND: N.E. 106TH STREET LEGAL DESCRIPTION: — - I ,z — ---48'AS�HAtT RE)ADWAI( — - -----� BCR =BROWARD COUNTY RECORDS ? LOT 5, BLOCK 201 OF "DUNNING'S SHORES 75 RNV(TOTAL) ; { r7*) p�r�, BM =BENCHMARK G/L FLErOF.ROAD-ASSl1MEQ CIQQ' � •' L , I �` EXTENSION NO. 1"ACCORDING TO THE PLAT CB =CATCH BASIN °� THEREOF AS RECORDED IN PLAT BOOK 41, C/L =CENTERLINE ASPHALT i' 24 PARKWAY �d , ! I ,� PAGE 51 OF THE PUBLIC RECORDS OF CLF =CHAINLINK FENCE EO Lo �a '" 'D MIAMI-DADE COUNTY, FLORIDA. CLP =CONCRETE LIGHT POLEM M j CBS =CONCRETE BLOCK STRUCTURE (BEARING BASIS) ~I C/S _CONCRETE SLAB N .90'00'00" E 75.00' , �f DE =DRAINAGE EASEMENT BLOCK 5' CO NC SNV ' CERTIFICATIONS: RECEIVED COREY ADAM MAN 1 O D =DELTA(CENTRAL ANGLE) CORNER 225.18' • E = EAST FIP I.D. FIP I.D. FIP 1/2" HA THIEN NGUY.EN '••••* •••• • ELEV. =ELEVATION NO I.D. NO I.D. X 0.00' =EXISTING ELEVATION NO I'D• MAY 31 1017 •• • ' g'• . EOP =EDGE OF PAVEMENT SEPTIC TANK o • EOW =EDGE OF WATER LU o CONIC +/- oc� •..• • FF =FINISHED FLOOR co DRIVE 13.1' '••• • • • Z TILE ••.••• •..•.: fogs FH =FIRE HYDRANT LU • FN =FOUND NAIL � PORCH 12.1' staff 09:0 Q 14.7' f... . INV =INVERT o WOOD , o H 12.1 PLANTER , FIP =FOUND IRON PIPE U) 11.4'ih rn 3'X3 GATE • • ' FIR =FOUND IRON ROD � c\i 13.0' 4 8 6 9' A/C , .� ;""' •�•� FND =FOUND NAIL AND DISC LU o � �••o •••o 0 :*so • L =ARC LENGTH z M WOOD •- ONE STORY Lq •• MDCR =MIAMI DADE COUNTY RECORDS CV GATE N RESIDENCE M CBS R#138 io N N =NORTH 12.0' 10.7' LOT 5,BLOCK 201 06 N/D =NAIL AND DISC O 0, WOOD o FL ELEV=11.90'(NGVD) It MF =METAL FENCE � 18 7' X_ SURVEYORS NOTES: ORB =OFFICIAL RECORDS BOOK 4 CLF DECK 6 0.1'(E) CO O/S =OFFSET Ni U) BEARINGS SHOWN HEREON ARE REFERENCED TO THE > PB =PLAT BOOK > WOOD 1 NEW w Q c NORTH LINE OF LOT 5(N90000'00"E) PER THE RECORD DECK 4 ADDITION% - cc 2 ti PBCR =PALM BEACH RECORDS Cfl �% LU i- PLAT AND ARE ASSUMED. O /%%%� CO 0 g PC =POINT OF CURVATURE 21.4' 12,1' O I � PG =PAGE C> POB =POINT OF BEGINNING 0 U 2'X5' w N -m Q LL LEGAL DESCRIPTION PROVIDED BY CLIENT UNLESS POC =POINT OF COMMENCEMENT C)p w PROPANE I Z =_ v OTHERWISE NOTED. PVCF =PLASTIC FENCE LLTANK w n" R =RADIUS z w w W ° m 0 NO UNDERGROUND IMPROVEMENTS LOCATED RNV =RIGHT OF WAY I �_ L0 ¢ EXCEPT AS SHOWN. S =SOUTH 6 3: tl SNV =SIDEWALK •(lb p O\���0'� . o I BENCHMARK REFERENCE: MIAMI-DADE COUNTY SIR =SET 1/2"IRON ROD O � o �'OG�6-� o �' o n j BENCHMARK#N-397,ELEV=9.80'(NGVD) SND =SET NAIL&DISC ��O ��' o-, I c UE =UTILITY EASEMENT ' O ci � THIS SURVEY WAS PREPARED WITHOUT THE BENEFIT UP =UTILITY POLE B.B.Q. � —I I c L OF A TITLE COMMITMENT THEREFOR THE ONLY W =WEST7 6, I U_ gju SURVEY MATTERS SHOWN ARE PER THE RECORD W/F =WOOD FENCE 03 _ PLAT.THERE MAY BE ADDITIONAL MATTERS OF W/M =WATER METER 0.3 A. 4'WIRE FENCE �r—x = RECORD, NOT SHOWN WHICH CAN BE FOUND IN THE PUBLIC RECORDS OF THE CORRESPONDING COUNTY NAVD= NORTH AMERICAN VERTICAL DATUM OF 1988 FIP 1/2" o S 89057'44" W 75.00' QIP 1/2" OF RECORD. NGVD= NATIONAL GEODETIC VERTICAL DATUM OF 1929 NO I.D. co I.D. BENCHMARK REFERENCE: GPS 1929 THE FLOOD ZONE DATUM SHOWN BELOW IS REFERENCED TO 1929 15' NV ALLEY R , 9'ASPHALT ROACYOJAY- UPNO _ FLOOD ZONE DATA: REVISIONS: DATE: SCALE: 1"=20' THIS SURVEYS MEETS THE STANDARDS OF PRACTICE AS SET Boundary Survey FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS ALL COUNTY SURVEYORS ZONE: X N/A FIELD LOCATION OF IMPROVEMENTS 4/2/2016 CADD: LJ AND MAPPER APTER 5J-17, FLORIDA ADMINISTRATIVE CODE. PROPERTY ADDRESS: 138 NE 106 STREET COMMUNITY#: 120652 FINAL SURVEY 5/22/2017 CHECKED BY:JSP SU V YOR� IP RS JULIO S. PITA. PSM.,STATE OF FLORIDA ^ LICENSE NO.6677 MIAMI SHORES, FL. 33138 PANEL 8�SUFFIX: 0302 L INVOICE#: 17-45311 PROFESSIONAL SURVEYOR AND MAPPER LS 5789 OFFICE:(s54)777-4 NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED FAX: H UNI ERSITY D 5400 SOUTH UNIVERSITY DRIVE DATE OF FIRM:9/11/09 SHEET# 1 OF 1 SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. DAVIE,FLORIDA 33328SUITE 21s