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R I onstrvction 110050 N.E.2tad'Avehiae A/ Miami Shores,FL 33138-Mo WorltCle4cf4:�dtifian Phorte: (305)795-2204 Fay (3MISS-8972 ttt �i issue Date 9/912018 /� r n Expires Q3l 3/07/2016 16 INSPECTION REQUESTS. (306)762-4949 or Log on at https*^Idg.miamishoresviilage.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 Inepectlons. Residential Construction Parcel#.,l 121360030400 Owner's Name: Owner's Phone: (954)465-3753 Job.Address: 88 NDN 111 Street � Total Square Peet: 283$.14 Miami Shares )`-='38- %> Bond Number: 2832 Total Job Valuation: $ 182,282.50 WO:K IS ALLOWED MONDAY THROUGH SATURDAY, Contiactorls) PhonePrimary Contractor 7:30AM-6:00PM.NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. ELTEC CONSTRUCTJON&fWESTP (306)694-1080 305)694-1 Yes BUILDING INSPECTIONS ARE DONE MONDAY DONE MONDAY THROUGHOOFlNG INSPECTIONS ARE THROUGH THURSDAY. FRIDAY. NO BUILDING INSPECTIONS DONE ON FRIDAY. ,I)AMAAED SID NO MUST ISE flEPLACIED PRIORIC INSPECTI" JOB AT TIME OF S V . S t , For WvewaySa40l`8idewaks, r d.�.// - -- beforefnal in n and bond Can be � e( Ipprovedfor refund;aHsod and yard word AL mimthpcomniptAll NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANTS 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. 7 - F- �,. � t INSPECTION RECORD . F - _ in1sP ' INS�EC'i1�li _' DATE 1NSPIci"ION'-_ r oundation - j.l onfng F - itlE� 6iL� /v- 'S Ste-MWO'tf - - YON11 COMM1?NTS Rough - - Slab - / -..�'� _ Water Service - _..� _ Columns 1st _ Top Out -- - Tie BeamMET- fpr► _ Tru Rafter _ _ Septic Tani_ - - - -- h hoof Sheatiung _ i ,," _ - SeW;er Hoak=u -- - tucks ftooirfrrs Yhtrndarasars - ELECTMCAL T , - - Gas lntenor Framing 1MSPEL7IDN DATE - INSf TM - fnsufatrta - Wei, Terr1� P Ceffing Grid _ 30 Day Temporary i awn_• rfnkters - - - - - - - G D; atl _ Pool; ndin_ _ � � 'Main_gain = r Ffrewalf - Pool Deck Be#ing Pool Pl eine -- Wire Lath - Pooi Vdet Niche_- - Back#fow'PrventQr' Peoi Strrel- - - urrcie- rourid fnterreptbr - - Pool DoYck_ - - _ Footer Grouaad / Gat"h Be�i sip 'Final Pont -- Slab v: Condensate gains Final Fence - - Waif`Rou h - HRS Final - - Screen enclosure Geilin Ro gyve-Way - - Raug - % PLUMBI1j -Avt4' rs -- - - - Driveway Base Tefe honea3ou h Ti,h Gap-- Tele hon' final I Roof , Pro rens' - TV Rough - mo -in Pro ress4. TVFfnaf r/ f Final Roof - - - - Cable_Rou h Shutters Attachment Gable Final - - -- - , . ,Final`Shutters lntermm Rough - -- Rails and'Guardreffs° intercom Final - _ MECHANICAL -- - - _- ADA compliance Alarm Ro h -. - Iispil TiON DATE_s_ WSP i _-- Alarm Final - - underground PI e OMMENts - Fire Alarm Rough - Soil$sari Cert- fire Alarm i lhaf Rou h - -- - - 5oif Treatment, Service Work Wtth ="1 Floor Ffevation Survey -- / Ventilation Roue - - Refnf 41nftMas pert ELECTR1C14L COMMENTS Hood Rough insulation Certificate - - Pressure Test -- S_ot terve Final Hood Final Surveyf Final llentllatlon Trwss Certification -- Final Pool F9eater - - -- - IA R COMMENTS Final Vacuum c, MEOMIO L ONIMIU S 114SPEMON'. DATE - MP Final rl-kler - - -- - Final Alarm - - - - r: Oct.09 9 RV 0,110 r I x r I c..� � F,, ',/ iF,,�'-g rb j_4 4 �5 °REs y Co S-7 (91) 33-7 -ZZ5'F- . iY� � -7 4q oLle u�••� Miami Shores Villageg `h- ,* Building Department �'�O1tIDA 10050 N.E.2nd Avenue Miami Shores, Florida 33138 ss f2Tel: (305) 795.2204 J Fax: (305) 756.8972 CERTIFICATE OF OCCUPANCY/COMPLETION CHECK LIST 1ildin permit card. 9 Surveys (2 copies) Final as built-Required Items: Elevations of buildings showing all intended setbacks from property lines and other existing structures. Ingress+ Egress, required parking spaces, Wheel stops, stripping, and all paving to exterior. El Certificate of Elevation—(Sealed by surveyor). Expiration date required on the form. certificate of Insulation. Certificate of Soil Treatment(Final treatment-original)1 CHAPTER 2913-5 TERMITE PROTECTION: "This Building has received a complete treatment for the prevention of subterranean termites.Treatment is in accordance with the rules and law as established by the Florida Department of Agriculture and Consumer Services." ❑ Health Department Approval Letter(On septic or private water). Note: If the house is on septic tank, approval letter is required from Health Dpt. oil If Letter(Density report is required) q ) �inal certification letter from the Engineer/Architect(on masonry, trusses, special structure, etc) ❑ Backflow preventor certificate (Required on commercial projects only) ❑ Declaration of use. (Recorded in Miami-Dade Clerk of Courts) PLEASE NOTE THAT THE SAME ITEMS ARE REQUIRED FOR TEMPORARY CO • Emergency CO(Without 24 Hrs Processing)Additional fee is$80.00. • Temporary CO (Up to 90 days max) $75.00. • Residential CO$150.00 • Residential CC$50.00 • Commercial CO and CC$200.00 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 nspection Number: INSP-268528 Permit Number: RC-3-15-552 Inspection Date: October 07, 2016 Permit Type: Residential Construction Inspector: Dacquisto, David Inspection Type: Survey Final Owner: , Work Classification: Addition Job Address:88 NW 111 Street Miami Shores, FL 33138- Phone Number (954)465-3753 Parcel Number 1121360030400 Project: <NONE> Contractor: ELTEC CONSTRUCTION &INVESTMENT Phone: (305)694-1080 Building Department Comments ADDITION TO REAR OF PROPERTY REMODEL Infractio Passed comments EXISITNG HOME INSPECTOR COMMENTS False LID Inspector Comments Passed 16E Failed El Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. For Inspections please call: (305)762-4949 October 07,2016 Page 1 of 1 JOHN IBARRA & ASSOCIXA TES, INCTj r . Professional Land Surveyor=; & __-- V/VVVW IFtAl2NAl-ARIf D!-v"UF�'\dF Y'f.)F 1;. X.f)M J-T lty VV 1rVn'1 eAVENUE ;'130 d a,11'1 �f7 nY+f -o .rY 107 11; a 411 1 E 1"11,1 20'x1r'o I i 641A�M F1.0"11yA ,1-11(7 e4t t r.., +1,Af f'6. € fi i"! `-.cd) 11101 n 1 Y s� LOCATION SKETCH VIEW OF SUBJECT PROPERTY SCALE=NT.S. 88 NIN 111th STREET,MIAMI SHORES,FLORIDA 33168 ABBREVIATIONS A =ARC. AA; =AIR CONDITIONER PAD E T.P. =ELECTRIC TRANSFORMER PAD ORB. =OFFICIAL RECORDS BOOK T =TANGENT A.E. =ANCHOREASEMENT ELEV. =ELEVATION OV.H =OVERHANG TB =TELEPHONEBOOTH A.R. =ALUM/NUMROOF ENCR =ENCROACHMENT PVMT. =PAVEMENT T.B.M.=TEMPORARYBENCHMARK A.S. =AL UMINUM SHED FH. =FIRE HYDRANT PL =PLANTER T.UE=TECHNOLOGYUTILITYEASEMENT ASPH =ASPHALT FIR =FOUND IRON PIPE P.L. =PROPER TY[/NE TSB =TRAFF/C SIGNAL BOX B.C. =BLOCK CORNER FIR. =FOUND IRON ROD PC C. .C.C. =PO/NT OF COMPOUND CURVATURE T.SP =TRAFFIC SIGNAL POLE BLDG. =BUILDING F.F E =FIN/SHED FLOOR ELEVATION P.C. =POINT OF CURVATURE TWP =TOWNSHIP B.M. =BENCH MARK F NO =FOUND NAIL&DISK PO T. =PO/NT OF TANGENCY UT/L =UTILITY B.C.R. =BROWARD COUNTY RECORDS FT =FEET PO.C. =POINT OF COMMENCEMENT UE =UTIL ITYEASEMEN T B.O.B. =BAS/SOFBEAR/NG FN/P =FEDERAL NA TIONAL/NSURANCEPROGRAM P.O.B. =P0/NT OF BEGINNING UP. =UT/L/TYPOLE B.S.L. =BUILD/NG SETBACK L/NE F N =FOUND NAIL PRC =PO/NT OF REVERSE CURVATURE W,M =WATER METER (C) =CALCULATED H =H/GH OR(HEIGHT) PWY =PARKWAY WF =WOOD FENCE C.B. =CATCH BASIN IN&EG. _INGRESS AND EGRESS EASEMENT P.R.M =PERMANENT REFERENCE MONUMENT WP =WOOD PORCH CBS' =CONCRETE BLOCK STRUCTURE L C.V =IRRIGATION CONTROL VAL VE P.L.S. =PROFESSIONAL LAND SURVEYOR W.R. =WOOD ROOF C.B.W. =CONCRETE BLOCK WALL IF =IRON FENCE P.P. =POWER POLE W V. =WATER VAL VE CH =CHORD L.B. =LICENSED BUS/NESS P.P.S. =POOL PUMP SLAB kI =MONUMENT L/NE CHB. =CHORD BEAR/NG LP =L/GHTPOLE P.UE =PUBLIC UTIL/TY EASEMENT q =CENTER L/NE CHL. =CHORDLENGTH L.FE =LOWESTFLOOR ELEVA TION (R) =RECORDDISTANCE =DELTA CL =CLEAR LME =LAKE MAINTENANCE EASEMENT R.R. =RAIL ROAD co, =CLEAN OUT =MINUTES RES =RESIDENCE CLF. =CHAIN LINK FENCE (MJ =MEASURED DISTANCE RW =RIGHT-OF-Wq V LEGEND CRE =CANAL MAINTENANCE EASEMENT M B. =MAIL BOX RAD. =RAD/US OR RAD/AL CONC =CONCRETE MD.C.R.=MIAMI DADE COUNTY RECORDS RGE =RANGE =OVERHEAD UTIL ITYL/NES OUP. =CONCRETE UTIL/TYPOLE ME. =MA INTENANCE EA SEMEN ROE =ROOF OVERHANG EASEMENT ------- =CONCRETE BLOCK WALL C.P. =CONCRETEPORCH MH =MANHOLE SEC. =SEC TION -*- ---"-— =CHA/NLINK FENCE C.S. =CONCRETE SLAB NA.P =NOTA PART OF STY. =STORY - --e----e =IRON FENCE C.W. =CONCRETE WALK NGVD =NATIONAL GEODETIC VERTICAL DATUM SWK =SIDEWALK =WOOD FENCE 0..E. =ORA/NAGE EASEMENT N TS =NOT TO SCALE SIP =SET IRON PIPE -" - --- - =BU/LD/NG SETBACK LINE DME =DR9INA GE MAINTENANCE EASEMENT #OR NO. =NUMBER S =SOUTH — -- -- — =UT/L/7YEASEMENT DRIVE =DRIVEWAY O/S =OFFSET S.P. =SCREENED PORCH =LIMITED ACCESS R1/ ° =DEGREES O.H. =OVERHEAD S V =SEWER VALVE =NON-VEHICULAR ACCESS RAN EB =ELECTR/CBOX O.H.L. =OVERHEAD UTILITY[/NES =SECONDS .0.00 =EX/ST/NG EL EVA TIONS LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY: SURVEYOR'S NOTES: •THERE MAYBEEASEMENTS RECORDED W THE PUBL/C RECORDS NOT SHOWN ON THIS SURVEY 1./F SHOWN,BEAR/NGS ARE REFERRED 70 ANASSUMED MERID/AN,BMSA/D PLAT/N THE •THE PURPOSE OF TH/S SURVEY/S FOR USE/NOBTA/N/NG UTLE/NSUR4NCEAND FINANCING AND SHOULD NOT BE USED FOR DESCRIPTIONOF THEPROPERTY,/FNOT,BEAR/NGS ARE THEN REFERRED TO COUNTY, CONSTRUCTION PURPOSES. TOWNSH/P MAPS. •EXAMINATIONS OF THE ABSTRACT OF TITLE W1 HAVE TO BE MADE TO DETERM/NE RECORDED INSTRUMENTS,/F ANY, 2.THE CLOSURE/N THE BOUNDARY SUR VEY/S ABOVE 1:7500 FT. AFFECT/NG THE PROPERTY 3 CERTIF/GATE OFAUTHOR/ZATION LB#7806. • THIS SUR VEY/S SUBJECT TO DED/CAT/ONS,L/M/TAT/ONS RES TRIO T/ONS RESER VA TIONS OR EASEMENTS OF RECORD. •LEGAL DESCR/PT/ONS PROVIDED BY CLIENT ORA TTESTING T/TLE COMPANY •BOUNDARY SURVEYMEANS A DRAWING ANO/ORA GRAPH/C REPRESENTAT/ON OF THE SURVEY WORKPERFORMED/N THE FIELD,COULD BE DRAWNAT A SHOWN SCALEAND/OR NOT TO SCALE;THE WALLS OR FENCES MAYBE EXAGGERATED FOR ARPOses E . SURVEYORS CERT/F/CAT/ON.' • ASEMENTEMENTSAS SHOWNAREPER PLATBOOK,UNLESS DEPICTED OTHERWISE •THE TFRM'ENCROACHMENT'MEANS V/S/BLEAND ABOVE GROUND ENCROACHMENTS. 1 HERESYCERT/FY.TH/S BOUNDARY SURVEY"OF THE PROPERTYDESCRIBED HEREON, •ARCHITECTS SHALLVER/FYZONING REGULA TIONS,RESTRICTIONS,SETBACKS AND WILL BE RESPONSIBLE FOR SUBMITTING HAS RECENT[YBEEN SURVEYED AND DR4 WN UNDER MYSUPERVIS/ON,AND COMPLIES PLOT PLANS W/7H CORRECT/NFORMA T/ONFOR APPROVAL FORAUTHORIZA TION"TO THE PROPER AUTHOR/TIES/N NEW WITH THE STANDARDS OF PRACTICE AS SET FORTH BY THE FL OR/DA BOARD OF CONSTRUCTION PROFESSIONAL LAND SURVEYORS/N CHAPTER 5J-17,FL OR/DA ADMIN/S TRAT/VE CODE •UNLESS OTHERWISE NOTED,THIS F/RMHAS NOTA TTEMPTED TO LOCATE FOOT/NG ANDAOR FOUNDA TIONS. •FENCE OWNERSHIP NOT DETERMINED. PURSUANT TO 472027,FLORIDA STA TUTES. •TH/S PLAN OF SURVEY,HAS BEEN PREPARED FOR THE EXCLUS/VE USE OF THE ENT/TIES NAMED HEREON,THECERTIFICATE DOES NOTEXTEND TO ANY UNNAMED PARTY. F_L_OODZONE/NFORMAT/ON: BY �� 09122/2016 — --— — I ,- JOHN /BARRA (DATE OF FIELD WORK) THE NF/P FLOOD MAPS HAVE DESIGNATED THE HEREIN DESCRIBED LAND TO BE SITUATED/N' I FLOOD ZONE x" BA SE OTD ELEVAT/ON' N/A, COMMUNITY: PROFESSIONAL LAND SURVEYOR NO.:5204 STATEOFFLOR/DA COMMUN/TY.' 120625 (NOT VALID WITHOUT THES/GNATUREAND 771EORIG/NAL RAISED SEAL OFA FLORIDA PANEL: 0139 SUFFIX L LICENSED SURVEYOR AND MAPPER). ' DATE OF FIRM- 09/11/2009 REV/SED ON' THE SUBJECT PROPER TYDOES NOT LIE/NA SPEC/AL FLOOD HAZARD AREA. REV/SED ON: TITLE COMPANY LENDER R r'lfv , TITL F LLQ .. . . . . •s• +• • Pd ieLending • • s • • • 0. • DRAWN BY: EJA UNDERW4RI TR + 0 M BA R . . FIELD DATE: 09/22/2016 ••• •• a NO.5204 O O STATE OF SURVEY NO: 16-004104-1 '�•• First Arerican an � t ddIrkurance Company /0 <ORVDP 10 .. .. • •.• . ... '�qC LAS SHEET: 1 OF 2 L.B.# 7806 SEAL -J IBARRA FS, I-N I-and Surveyor,,---, & Mappers, VVVVVV [BAHHAL ANI)-,'IfIVt-YOW,1.1,rA N VI {:)1;-L t-4j(At)(,F 8j,VL) I 'n(Jllt, WO '202UNI 1 Apt .:)HAi L-1 1:3k too Pi o40 -b.0 n40-2nbll MAP OF BOUNDARY SURVEY 88 NW 111 th STREET, MIAMI SHORES, FLORIDA 33168 (NOT SUBDIVIDED) LIMIT OF PLAT (N.A.P.) NW 111th STREET C 80'TOTAL RIGHT-OF-WAY 21.60'ASPHALT PVMT. o 6 23.70'PWY Nt P.R.M. L.P. F.I.P. 112" L61 F.I.P. 112" NO CAP F.I.P. 112" NO CAP 525.00' NO CAP 5.0'CONC.SWK 75.00' • 75.00' sy, STEEPING 5.00'5TfEFING — STONE 10 WALK C) C.S. 'c6y) COLUMN(TYP.) 1.0'xO.7' CONC. PORCH 10.81 40.55' 13 Qv— A/C (6 PAD C4 ONE STORY RES. #88 Ic! 10.9. F, V� --- C4 K 0 V4 12.72' Lo CO. C4 1-0 f-9 LOT- 7 lit OCK - 220 tit OCK -220 7' 25.52' 10.3' 12.7' 0.86' CONC.-I 15.00' 10.60' C.B.W. OVERHEAD — WIPE L COLUMN(rYP.) 2.1'x0.7' CONC. DRIVE CONC l . RETURN (A) Qo NO CAP 7900' W,M. F I R 112- NO CAP 21.60'ASPHAL T 15'ALLEY(N.A.P.) PVMT. L01-- 24 L(41 -J56 LOT- 26 BLOCK -220 • BLOCK- 220 ENCROACHMENT NOT A SOUTH SIDE OF THE SUBJECT PROPERTY C0-N*CRE??RE71)RNTS E%CP6ACHING INTO THE 15 FOOT ALLEY IBA R LEGAL DESCRIPTION: oos DRAWN BY. EJA 7XTE/`;SIf);4-ACCCrRIDlkVTO THE LOT 8,BLOCK 220,OF MIAMCSI:Of?flLAf S E !K 4!itZ4 4, 0:THE PLAT THEREOF,AS RECORDER IN BOC SCALE: 1"=20 dPUBLIC RECORDS OF M1AW,&ADE:',OUNt)CoFLlWlDA. 0 NO.5204 0 STATE OF 4; CERTIFICATION. FIELD DATE: 0912212016 -1. MARCOS ZOBEL AND IRIS AC06,TA-#ZOBSL A- Vo -40 ,Z MARKET TITLE, LLC. SURVEY NO: 16-004104-1 4/ W& c 1 C LAND FIRST AMERICAN TITLE INSURA:VCE:QC)W4qY*, \\1 PRIMELENDING,A PLAINSCAPMIL COMPANY1, L.B.# 7806 SEAL ITS SUCCESSORS AND OR ASSIGNS,AS THEIR INTEREST MAY APPEAR SHEET. 2 OF 2 NA M Miami-Dade County Building Department 11805 S.W.26 Street,Miami,FL 33175-2474 www.nfianiidade.jzov/building ENERGY, SOUND AND IMPACT CERTIFICATE Building Permit No: Project Name: Job Address: � AA11' 1 ) �� STATEMENT OF COMPLIANCE We,the undersigned,hereby certify that the ENERGY,SOUND AND IMPACT INSULATION has been installed in the above referenced project,in compliance with the latest edition of the FLORIDA BUILDING CODE.the APPROVED ENERGY CALCULATIONS and Plans and in accordance with good construction practice.The insulation furnished and installed has the characteristics shown below:(check only applicable boxes). QExterior CBS Walls Insulation:R--5, I (Min.):Material: ' '.kw l"` Thickness:_inch(es):Density:---/"'_lb/ft:Mfgr. ;— ❑2) Exterior Frame/Metal Stud Walls:R- (Min.):Material: Thickness: inch(es):Density: lb/ft:Mfgr: ❑3) Exterior solid concrete was:R- (Min.):Material: Thickness: inch(es):Density: lb/ft:Mfgr. ❑4) Interior walls separating A/C from non A/C spaces insulation:R- (Min.) Material: ,Thickness: inch(es);Density: lb/ft ❑5) MULTI-FAMILY RESIDENTIAL CONSTRUCTION ONLY:The COMMON(Party)walls to two separate conditioned tenancies shall be insulated to a minimum of R-11 for frame walls,and to R-3 on both sides of common masonry walls See ENERGY CODE,2007,paragraph 13-602.ABC.1.1,on page 13.74,latest edition.These"minimum levels of insulation",are not included in the Energy Calculations,but shall be installed in the field. 6) Ceiling insulation R-I_(Min.);Material: Gdt/ Thickness: inch(es): Density: Q lb/ft:Mfgr: 4,M Ca ❑7) Walls,partitions and floor/ceiling assemblies between dwelling units or between dwelling units and adjacent public or service areas such as halls,corridors,stairs,etc.must have a sound transmission class(STC)of not less than 50(penetrations must maintain the required rating). ❑8) Floor/ceiling assemblies between dwelling units or between dwelling units and public or service areas such as halls,corridors, stairs,etc.must have an impact insulation class(IIC)rating of not less than 50. t.. . Make photocopies of this sheet in your office,as required fo rejobs. Installed by: Insulation Company Name su ation Conctor Signature Insulation Contractor CC# 13.3 )Q\ Date Certified: t) t O.C./Builder: Gt� ii tea( (�Cyo�impany Name GC./Builder's er's Signature Building Contractor CC#: ) Z $� Date Certified: Note:For lightweight Insulating concrete,use appropriate forms,separate from this one. Revised 02-26-2009 %.Pmqk ON110-*INT OF FL-*RIDA TERMITE AND PEST CONTROL 9824 N.W. 20th Street, Coral Springs, FL 33071 Office: 954-323-3220 Cell: 786-975-6461 PRE-CONSTRUCTION TERMITE TREATMENT Property Information Builder / Contractor Information Treatment Time: 441L Name of Builder Lot Block Shell Contractor S bdivision Name Construction Type ,?' el C-i I I I -7-1 Stre@t Address(if known) - Monolithic 'Na Floating/Stemwall City 6. State Zip Patio Entry Driveway � �,�b�\ Owner Name(if known) Product / Treatment Information Treatment Type(Must check one): Initial Under-Slab Supplemental Final Product applied: Chlorpyrifos Demon TC >0 Other Concentration 0 G Mixed Product Applied: / pp �_Gallons Square feet treated: Linear feet treated: f box Is checked,then final perimeter treatment has been completed and the following statement is applicable: CERTIFICATE OF COMPLIANCE:The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and laws established by the Florida Department of Agriculture and Consumer Services. COVERAGE: For a period of one year, beginning on the effective date shown above. ONPOINT agrees to provide necessary service and treatment for the control of Subterranean Termites for the covered premises for the sum of$ 1 Z payable on completion by Check/Cash. In addition,ONPOINT will perform any further treat- ment if it finds necessary,free of charge for the initial and renewal terms of this agreement. This agreement covers only subterranean termites. NOTE REVERSE SIDE FOR GENERAL TERMS AND CONDITIONS NOTICE �� i��r NOTICE Renewal:This agreement is renewable from year to year upon re upon payment of an annual renewal fee of$ l Z S TERMITE AND PEST CONTROL with or without cause at the end of one year term. ONPOINT rese Office: Royal Palm Blvd third year,upon notice to the customer. BuBding 22,Ste 102 NOTICE OF RIGHT TO CANCEL Coral Springs,FL 33065 You,the buyer,may cancel this transaction at any time prior to rT i) 786-475-6461 o transaction unless work has been approved by the buyer. Date or Insp edion care of reatment CHEMICAL SENSITIVITY VuthorizedRepresentative applied by our thoroughly trained technicians Pest control service for this house$ are sensitive to chemicals or chemical odors,y THIS STRUCTURE FOR: nder your structure. Subterranean Termites O Fungus Caution: It is important that you read the O Drywood Termites O wood Decay O Powder Post B es O Old House Borer BYAPPUCATION 0 : OQ Termidor Q Pr ise ikane Q Timbor Q D=Foam tive Signature INSPECTOR. State law prolub" r f tris label except by property owner _DEC DYNATECH ENGINEERING CORP. ° WWWDylgATECHENGINEERING.COM Miami, September 23,2015 Mr. Willis Simmons ZURI 1 CONSTRUCTION 7535 North West 12 Court Miami, FL 33147 Re: Addition @ 88 N. W. 111`" Street Miami, FL Dear Mr. Simmons: Pursuant to your request, Dynatech Engineering Corp. (DEC) performed a Compaction Test on September 23, 2015 at the above referenced project. DEC was authorized to perform a compaction test only. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a demucking inspection, soil bearing capacity determination, or a pad certification. A soil boring test must be performed by client if not yet done, prior to construction to verify subsoil conditions. Underlying soils below test levels must be verified to prevent future settlements. (DEC) was not authorized to perform supervision and certification of the building pad preparation. This is not a pad certification. Our reports must be provided to all involved parties for their approval. Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain, storm gutters discharging at footings, construction activities, excavations, overgrown, vegetation, traffic and other disturbances will void this test and the site must be re- compacted and re-tested prior to construction. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. No other analysis is implied or warranted. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Enclosed find copies of the compaction test results. It has been a pleasure working with you and look forward to do so in the near future. Sincerelyours ° CO 1.13 uk ®� , NO. Issam am, P. E. — 394 0 0 DYNATECH ENGINEERING CORP. _ ;a ' ° Florida Reg. No. 39584 =®' S��4T a ®� s Special Inspector No. 757 %"�'•`O�/®� Certificate of Authorization No.: CA 5491 o �- ®�� o AI j�Gera 1 P`'g?�BE�Y4l11S . 750 WEST 84TH STREET,HL&JXAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC i ^DEC DYNATECH ENGINEERING CORP. W W W.DYNATECHENGINEERING.COM MOISTURE-DENSITY RELATIONS OF SOILS PROCTOR COMPACTION TEST DATE: September 23, 2015 CLIENT: ZURI 1 CONSTRUCTION PROJECT: Addition k ADDRESS: 88 N. W. 111th Street, Miami, FL CONTRACTOR: Zuri 1 Construction MATERIAL DESCRIPTION: White sand w/rock fragments SAMPLED BY: RN TESTED BY: RN TEST RESULTS Sample Number 1 The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb.Hammer and an 18"drop ASTM D-1557. % MOISTURE DRY DENSITY 6.0 109.0 6.9 110.0 7.9 111.0 113 12.0 107.0 D R 111 Y 109 JoIrD E Optimum Moisture 8.4 Percent N 100%Maximum Dry Density 111.2 lbs./cu.ft. 107 S %Passing 3/4"Sieve 89 Percent I 105 T Y Sampled By:RN `,� ,,a 103 Tested By:RN '; Checked By:WN ®® v�. �,IC�••®�`�` 4 6 8 10 12 14 °sa'q f Res ectivel submi As a mutual protection to clients,the public and ourselves,allreaps" are submitted as the confidential property of clients,and authoriri. P r¢` ;� for use,publication of statements,conclusions or extracts from orrigydi(� Op a a¢ issam Naam 1,P.E. our reports is reserved pending our written approval. ®-o •7?/DA� .'��Q'`�` DYNATECH ENGINEERING CORP. Florida Reg.No.39584 Certificate of Authorization No.:CA 5491 2 750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM $E'Cq • • _ __ ___ _•_. _. _____ _ Vu�IY�A.YY LA�YW�YV VY�IY�,..u,i DECDYNATECH ENGINEERING CORP. WWWDYNATECHENGINEERING.COM FIELD DENSITY TEST OF COMPACTED SOILS DATE: September 23,2015 CLIENT: ZURI 1 CONSTRUCTION PROJECT: Addition (a, ADDRESS: 88 N. W. 111" Street Miami FL CONTRACTOR: Zuri 1 Construction Test No. 1 Location: West side of residence footer Test No. 2 Location: East side of residence footer Test No. 3 Location: North side of residence footer Test No. 4 Location: South side of residence footer Test No. 5 Location: North side of addition footer Description of Material: White sand w/rock fral;ments TEST NO. 1 2 3 4 5 DEPTH 12" 12" 12" 12" 12" FIELD DENSITY 109.6 109.2 110.1 109.6 109.4 MOISTURE CONTENT% 7.4 7.7 8.1 7.8 7,4 MAX. DENSITY IN THE FIELD % 98.5 98.2 99.0 98.5 98.3 COMPACTION REQUIREMENTS 98% 98% 98% 98% 98% % OF MAXIMUM 100%MAXIMUM DENSITY (LAB) 111.2 111.2 111.2 111.2 111.2 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS Please note this is not a pad certification.A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior to construction. Respectfully submitted, Tested By:RN ®®�e.�1\ AM �� ®��i Checked By:WN • RlZ�' �e.� ° ® 1196" tc+'., Wissam Naamani P.E. = DYNATECH ENGINEERING CORP. 0 = Florida Reg.No.39584 . O ,` �O� ° Certificate of Authorization No.:CA 5491 "A density test determines the degree of compaction of the teste ��riaj en �"�ay shall a density test replace a soil bearing capacity determination. A soil boring test must be provided by client,prior to constructio V. loons. As a mutual protection to the clients,the public and ourselves,all reports are submitted as the confidential property of clients, and addtp�i 1 p«Jub ication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. 3 750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC —t ^DECDYNATECH ENGINEERING CORP. WWW.DYNTATECHENGINEERING.COM FIELD DENSITY TEST OF COMPACTED SOILS DATE: September 23, 2015 CLIENT: ZURI 1 CONSTRUCTION PROJECT: Addition k ADDRESS: 88 N. W. 1111h Street, Miami,FL CONTRACTOR: Zuri 1 Construction Test No. 6 Location: South side of addition footer Test No. 7 Location: East side of addition footer Test No. 8 Location: West side of addition footer Test No. 9 Location: Center of addition footer Test No. 10 Location: North side of addition footer Description of Material: White sand w/rock fragments TEST NO. 6 7 8 9 10 DEPTH 12" 12" 12" 12" 12" FIELD DENSITY 110.3 109.5 109.3 109.9 110.2 MOISTURE CONTENT % 8.1 7.7 8.2 8.4 7.9 MAX. DENSITY IN THE FIELD % 99.0 98.4 98.2 98.8 99.1 COMPACTION REQUIREMENTS 98% 98% 98% 98% 98% % OF MAXIMUM 100%MAXIMUM DENSITY (LAB) 111.2 111.2 111.2 111.2 111.2 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS Please note this is not a pad certification.A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior to construction. Respectfully submitted, Tested By:RN 3 Checked By:WN `s� _sem• ' Wissam aamani,P.E. DYNATECH ENGINEERING CORP. LlC�'N°° Florida Reg.No.39584 ° �p 1196,4��°'•� Certificate of Authorization No.:CA 5491 *A densitytest determines the degree of compaction of sted er o0mater�al onl g 3 rtiF:wa shall a density test replace a soil bearing capacity determination. P hx_ �: Y tY P g P tY A soil boring test must be provided by client,prior to $lructr 7,heynfy subsoiWcond4lons. As a mutual protection to the clients,the public and ourselves,all reports are submitted as the confidential property of cli�t4ts`a authoriW'on fbr 4u1$icZbn of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. 4Ppp�� ,<0a A M ta` 4 750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC ARSHAD VIQAR, P.E.,D®E.E® Professional Engineer Building Inspectors/Civii/Structural/Electrical 13876 S.W. 56 STREET# 452 MIAMI FL. 33175 Phone: 786-367-8472 arshadviQar@amail.com October 14,2016 City of Miami Shores Building&Zoning Department, Miami Shores Florida LETTER OF COMPLETION Property Address: 88 N.W. 111 Street Miami Shores Dear Building Official: I,Arshad Viqar,P.E.,having performed and approved the required inspections,including inspection No,230161,230157,and 253824 which were approved by the City of Miami Shores inspectors hereby attest that"To the best of my knowledge, belief and professional judgment, the structural and envelope components of the above referenced building are in compliance with the approved plans and other approved permit documents. This document is being prepared in accordance with section 105.13.4.1 of the Florida Building Code and is being submitted to the City of Miami Shores at the time of final inspection and Certificate of completion/Occupancy for the above referenced property. Should you have any questions,or need additional information,please do not hesitate to contact me. Sincerely, Arshad Viqar,P.E. Florida License No. 38863 Special Inspector No. 0691 .,3 Pyy 3 rmk � y,� Miami Shores Village �.. Typ tli � 10050 N.E.2nd Avenue NW y 16 un M Miami Shores,FL 33138-0000 � hayr � Phone: (305)795-2204 P@f 40 APP/ e A)Rip x Expiration: 03/07/2 1 K Project Address Parcel Number Applicant 88 NW 111 Street 1121360030400 Miami Shores, FL 33138- Block: Lot: Trifecta Capital LLC Owner Information Address Phone Cell Trifecta Capital LLC 1504 BAY Road (954)465-3753 MIAMI BEACH FL 33139- 1504 BAY Road MIAMI BEACH FL 33139- Contractor(s) Phone Cell Phone Valuation: $ 182,282.50 ELTEC CONSTRUCTION&INVESTME (305)694-1080 (786)444-5703 n ..,. Total Sq Feet: 2838.14 Approved:In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review Final PE Certification Date Denied: Tie Beam Bond Beam Type of Construction:ADDITION TO REAR OF PROPERT Occupancy:Single Family Window Door Attachment Stories:1 Exterior: Slab Front Setback: Rear Setback: Termite Letter Left Setback: Right Setback: Framing Bedrooms:3 Bathrooms:2 Insulation Plans Submitted:Yes Certificate Status: Drywall Screw Certificate Date: Additional Info: Trusses Plan Submittal Bond Return: Classification:Residential Roof SheathingSpot Survey Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Wall Sheathing Bond Type-Owners Bond $500.00 Rake BeamInvoice# RC-3-15-54784 Footing CCF $109.80 CO/CC Fee $150.00 03/13/2015 Check#:1009 $200.00 $6,790.34 Window and Door Buck DBPR Fee $82,03 09/09/2015 Check#:1022 $6,790.34 $0.00 Roof Trusses DCA Fee $82.03 Bond#:2832 Density Education Surcharge $36.60 Fill Cells Columns Permit Fee $5,468.48 Wire Lathe Plan Review Fee(Engineer) $40.00 Final Building Plan Review Fee(Engineer) $80.00 Declaration of Use Plan Review Fee(Engineer) $120.00 Review Structural Plan Review Fee(Engineer) $160.00 Review Building Scanning Fee $15.00 Review Building Technology Fee $146.40 Review Building Total: $6,990.34 Review Building Review Electrical Review Electrical Review Structural Review Structural Review Planning Review Mechanical i Review Plumbing Review Plumbing Authorize ignature:Owner / Applicant / Contractor / Agent Date September 09,2015 4 Miami Shores Village�1� f g AW2 *Building Department10050 N.E.2nd Avenue,Miami Shores,Florida 33138 _ Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 E�( FBC 20 (q BUILDING Master Permit No.,12C— t S r m2J PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL [--]PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOBADDRESS: V /A►/ ill" 5:4-- City: 'rCity: Miami Shores County: Miami Dade Zip: Folio/Parcel#: l-tan 3 -0`6(0-0 Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): tt �I � LLc Phone#: Address: 1s;-o City: AGLA, J 9"Z. State' Zip: 13131 Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: cY 14e, Phone#: Address: �400 AAA1 1,P' S'l� City: It4[o.Q I 11 State: Zip: '?31'1?QualifierName: 1�� AITAf Phone#: 305---�l b- `A4 State Certification or Registration#: Certificate of Competency#: DESIGNER:Architect/Engineer: Me4e wcvj. Phone#: Address: City: State: Zip: Value of Work for this Permit:$ 1�� Square/Linear Footage of Work: Type of Work: JK Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: _6)'C6 � t retire Q Specify color of color thru tile: �p /� �^� Submittal Fee$ 200'd� `Permit Fee$ o CCF$ 1. CO/CC$ 1 tic a 0 0— Scanning Fee$ /_!;7� 00 Radon Fee$ g2� n-22 DBPR$ Notary$ Technology Fee$ 7�� Training/Education Fee$ 3 Double Fee$ Structural Reviews$all 4z), ��✓� 0- �/Q o® � Bond$ TOTAL FEE NOW DUE$ (Rev1sed02/24/2014) . .�6/-7qo � 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 which occurs seven (7) d s after the building permit is issued. in the absence of such posted notice, the inspection will not be appr d a re* ection f will be charged. 6 Signature Signature. OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of 20 15 by _day of O QUSt ,20 tS b — —t�CiA gt 62-- who is personally known to who is personally known to me or who has produced-- as me or who has produced-- as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBL Sign: Sign: .00 Print:f=C #%UF} 1'YIED&26ft Print: tAAJR tneagf i4e– Seal: Seal: �� ELIANA MEDAGLIA ELIANA MEDA(iL1A 'r��•�Y p,�� N018t Public-State of Florida . Notary Public-State o1 Florida ;.; •. Y ,N, • My Comm.Expires Jun 15,2018 =�.• �, MY Comm.Expires Jun 15,2018 ***'L'9�i111M98`ltibfl"iW`FP"M* *******�x* w*�x�x *x�x��x *'a%jf � `*�x*Se�IY F'xP�9@�48f rnn� APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Eltec Construction and Investment Group 2400 NW 98th St Miami, FL 33147 Phone: (386)855-2029 State of: Florida County of: Miami Dade Before me personally appeared Elrod Phillips who, being duly sworn,deposes and says: That he will be the only person working on the property located at 88 NW 111th St Miami Shores, FL 33168 Sworn to(or affirmed) and subscribed before me this 21st day of August 2015 by Elrod Phillips. Personal known by: Eliana Medaglia, Licensed Notary. "iEi§3 c IWEOAGUAState of Floridapires Jun 1S,201@on#FF 132491 OR IN Miami shores Village hZ7�ns* Building Department 7yrn R 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner - workers' Compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees,including the owner,must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if- 1. The officer owns at least 10 percent of the stock of the corporation,or in the case of an LLC,a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State,Division of Corporations;and 3. The corporation is registered and listed as active with the Florida Department of State,Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers'compensation exemption and has acknowledge that he or she will not use day labor,part-time employees or subcontractors for your project.The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project.In these circumstances,Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor,part-time employees or subcontractors. BY SIGNING BELO ACKNO D13 THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: Owner State of Florida County of Miami-Dade The foregoing was acknowledge before me this—Z day of 20-15-- B who is personally known to me or has produced as identification. orida 18 No 'GL 1A ELfAf,,:, t"i- GLIA %------ Nulafy Public - S!ate ot Florida SEAL: tW tv y Comm.Comrn.Ex Jun 15,2018 COMMissiOl # FF 132491 06/1912015 14:29 850-413-1979 CUSTOMER ASSISTANCE PAGE 01/02 JEFF ATWATER C14EF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES a DIVISION OF WORKERS'COMPENSATION 'CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS'COMPENSATION LAW•" CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers'Compensation law. EFFECTIVE DATE: 5131/2015 EXPIRATION DATE: 5/30/2017 PERSON: PHILLIPS ELROD FEIN: 270455737 BUSINESS NAME AND ADDRESS: ELTEC CONSTRUCTION&INVESTMENT LIQUIDATION GROUP INC 2400 N,W.98 STREET MIAMI FL 33147 SCOPES OF BUSINESS OR TRADE: LICENSED GENERAL CONTRACTOR Pursuant to Chapter 440.05(14),F.S.,an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section nay not recover benaft or compensation under this chapter.Pursuant to Chapter 440.05(12),F.S.,Certificates of election to be exempt...apply only within the scope of the business or trade listed on the notice of election to be exempt.Pursuant to Chapter 440.06(13),F.S.,Notices of election to be exempt and certificates of election to be exempt shag be subject to revocation if,at any time after the filing of the notice or the Issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate.The department shall revoke a DFS-F2-DM-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 08-13 QUESTIONS?(850)413-1609 ff( ffla 11 Ct/411, OP61,J ")US) 75() 'O72 DAVID A. DACQUISTO, AICD F DEVELOPMENT ORDER File Number: PZ-01-15-2015165 Property Address: 88 NW I I It" Street Property Owner/Applicant: Trifecta, Capital LLC Address: 1504 Bay Road #1204. Miami Beach. FL 33139 Agent: Daniel Gitlin Address: 910 NE 20"' Avenue. Fort Lauderdale, FL 33304 Whereas, the applicant Trifecta Capital LLC ((hwner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV. V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required. First story addition. Whereas, a public hearing was held on February 26, 2015 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: I. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan. drawings, and the conditions agreed upon at the hearing: I) Approval is granted as shown on the plans submitted and made a part of this approval to construct a 1,500 sq. ft. one-story addition. 2) The site shall not drain onto neighboring , or village properties. The plot shall provide storm drainage that detains the first one inch in natural or filtered Page I of-, structural facilities. The applicant is responsible for any site modifications that become necessary to maintain storm drainage on-site that detains the first one inch in natural or filtered structural facilities. The Building Official may require an architect or engineer's drainage plan and report to certify to the building official that the site will provide storm drainage that will detain the first one inch in natural or filtered structural facilities prior to the drainage work commencing on site. The installation of structures on site to control drainage shall require planning board review and approval. Modifications to the approved drainage plan shall require a signed architect or engineer's drainage plan that shall be subject to review and approval of the Building Official and the Planning Director. Major changes to the approved drainage plan shall require a new site plan review application and review and approval by the Planning and Zoning Board. 3) Ground cover shall comply with the provisions Division 17 of Appendix A. Village of Miami Shores Code of Ordinances, artificial turf is specifically prohibited. 41) Applicant to obtain all required building permits before beginning work. 5) Applicant to obtain all required permits and approvals from the Miami-Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER. EPRD) and the Miami-Dade Department of Flealth (DOH/HRS) as required. 6) Applicant to meet all applicable code provisions at the time of'permitting. 7) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. The application with conditions was passed and adopted this 26`" day of February, 2015 by the Planning and Zoning Board as fellows: Mr. Abramitis Yes Mr. Busta Yes Mr. Reese Yes Mr. Zelkowitz Yes ► J Chairman Fernandez Yes tee''/'I Date ichard M. Fernandez_ Chairman, Planning and Page_2 of? __,F_.�)etail by Entity Name Page 1 of 2 Detail by Entity Florida Limited Liability Company TRIFECTA CAPITAL LLC Filing Information Document Number L14000114978 FEI/EIN Number NONE Date Filed 07/22/2014 Effective Date 07/21/2014 State FL Status ACTIVE Principal Address 1504 BAY ROAD 1204 MIAMI BEACH, FL 33139 Mailing Address 1500 BAY BOAD 1126 MIAMI BEACH, FL 33139 Registered Agent Name &Address COOK, JONATHAN H 1504 BAY ROAD 1204 MIAMI BEACH, FL 33139 Authorized Person(s) Detail Name &Address Title MGR COOK, ADAM J 1500 BAY ROAD MIAMI BEACH, FL 33139 Title AP COOK, JONATHAN H 1504 BAY ROAD MIAMI BEACH, FL 33139 Title AP http://search.sunbiz.org/Inquiry/CorporationSearch/SearchResultDetail?inquirftype=Entity... 3/13/2015 T ,Detail by Entity Name Page 2 of 2 DAILEY, JONATHAN R 1825 19TH STREET NW#3 WASHINGTON DC, DC 20009 Annual Reports No Annual Reports Filed Document Images 07/22/2014 -- Florida Limited Liability View image in PDF format Coovrinht Qe�and Privacy Policies State of Florioa,Department of State http://search.sunbiz.org/Inquiry/CorporationSearch/SearchResultDetail?inquirytype=Entity... 3/13/2015 OR 1:i:: 29536 Ps 4380; (Ips', RECORDED 03/13/2015 11950:34 SPECIFIC POWER OF ATTORNEY HARVEY RUVINY CLERK OF COURT (REAL ESTATE MIAMI-DADE COUNTY$ FLORIDA LAST PAGE KNOW ALL MEN BY THESE PRESENTS: That I, Adam Cook d/b/a Trifecta Capital LLC a Florida Limited Liability Company, whose mailing address is 1504 Bay Rd #1204 Miami Beach, FL 33139, do make, constitute and appoint Daniel Gitlin to act as my true and lawful attorney for me and in my name, place and stead regarding the rehabilitation and improvement of the property located at 88 NW 1110' St Miami Shores, FL 33168 My said attorney-in-fact is hereby authorized and empowered to make, execute, acknowledge and deliver contracts for the rehabilitation and improvement of said property, in writing of every kind and nature, including, but not limited to, permits, building applications, contracts, material purchases, and upon such terms and conditions as my said attorney may deem necessary and convenient to accomplish the improvement or rehabilitation of my real estate. My said attorney shall have full power of and authority to do and perform all acts necessary to be done to complete the rehabilitation and improvement of said real estate, full power of revocation, hereby ratifying and confirming all that said attorney shall lawfully do or cause to be done by virtue of this Power of Attorney and the powers contained herein. This Power of Attorney shall automatically expire by its own terms upon completion of the limited purpose set forth above. IIS WITNESS WHEREOF, I have hereunto set my hand and seal on this /3_day of ces,�C--_ 12014. (STEAL) Adam J Cook G Trifecta Capital LLC Witness#1 (Print n• ) (Print name) STATE OF r ® a 1c, COUNTY OF Ai4De The foregoing instrument was acknowledged before me this 131! _day of "I&n0_6 , 2014, by Adam Cook, the Principal(s), who is/are personally known to me or who has/have produced Driver's License(s) as identification and who did not take an oath. WTtnes y and and offici al. Notary Public �' ""r4 ao� �� ELIANA MEQItt3LIA My Commission expires: ,s Notary Public •State of Florida My Comm. Expires Jun 15,2018 ��. Commission # FF 132491 STATE OF FLORIDA,COUNTY OF DADC I HEREBY CERTIFY that this is a true copy ofUae LERX r a origin Qled iq t �� ay of Q4V'l D.y d and Official S I.,CLERK,of CO MO Courts �'®0D n r Fes. 88 NW 111th St Miami, FL Cost breakdown detailed FBY�: C�TVFDShell ($18 sq ft) labor and material $21,600 UG 2 6 2015windows($500 window)with install $6,000 doors $2,000 _ Roof Tile$425/sq $6,375 t? .plumbing (rough labor with material) $4,500 Electrical (material and labor) $9,000 AC(material and labor) $7,000 drywall hanging(material and Labor) $4,000 finish materials(cost could change upon finishes) cabinets($3500) $3,500 ? countertop $1000 ? paint $500 2 baseboards $600 tile/mortor/grout $3,200 ? toilets/tub/vanity $1900 Misc. $1,000 Finish labor Tile $2,000 "" hang cabinets $500 . 00. •• • .. . • paint interior and exterior $2,000 ...... .. . ...... baseboards $700 0000 drywall finish $1,500 .... . .. ..... Misc. $2,000 ...... .... ..... . . 000000 .. . ...... Total= $80A75 .0 0 0��0 . . . . . ...... All quotes have a 8% profit mar ' uilt in _ >> 0 0 0 0 0 No overhead quoted 00 0 0 006 0 . . ... . . . ... .. .. • . . .. .. . . . ... . . . . ... •• • ••• 00 REMODELING CONTR kfo : •• • I.Parties ••• t t ••• i•• :•• • . • ••• • • • • •• • !OEpion one: This contract is made and entered into on and specifies the terms of the agreement between �f �.l U.t ,homeowners,and remodeling contractor,whose address is 34 ,vw ,-r Mof fL 'My ,to on the property located at 199 sr 51+•�-s �- `337��? Option tw r whose b ' iness add ess is hereby nters into t is contract w' whose ad ress is and who own a pro Pty at on t ' ay of as follows. Option three: Er This ontract hereby made an ntered to on between emodelin contractor, hose add ess is a o is doingb ness� This contra t is on the property located at II.The Contract Documents Option one: The remodeling contractor will perform all the work that is required by this agreement and all the work that is require¢by the documents incorated by reference into this agreement.The contract documents are: ppm ter- � AJS L�2 _M)4An; sh6,V-j. Page of .. .. . . . .. .. . . . . . . . . . ... . . . . -:0 . . . . . . .. Option two: • • • • • 0 • • • • • peon ct documents inclu a the term of this contra and,b refe enje,t e dcgtl epls lis d.. • . . . . . . .. . • ••Y.. . . . . . .. III.The Scope of the Work Option one: he emode mg c ntractor w' I furn h all the la ,ma ials,and aIsT t nece s to plete the a terati sand improribed in a cont ct docu nwo des no i dude Option tw . The remodeling contractor will furnish the labor and materials n�e^cessary to do the following: e6-.r A-6 v \ 04:ir-NIQ�-L sc.lufte new P new MJV'mica 6� G7CT �CLaS IV.Change Orders All change orders must be in writing and signed by all the parties.The owners agree that changes resulting in the furnishing of additional labor or materials will be paid for prior to the commencement of the extra work.The owners agree that either of them may sign a change order, and that signature will be binding on both. V.Permits,Licenses,and Approvals The remodeling contractor will obtain and pay for local building and construction permits,and will obtain and pay the fees for the governmental inspections that are necessary for the construction and occupancy of the finished structure,except as otherwise provided in this contract.The owners will secure and pay for any easements,variances,zoning changes,necessary modifications of restrictive Page of . . ... . . . ... .. .. . . . .. .. . . . ... . . . . ... . . . . .. . ... . . . . . . . .. . . . . . . .. . . .. covenants,or other actions.The owners will indicate the property h has to iff re;r delit�jonV;etor and will provide boundary stakes by a licensed land surveyor if the owners are in doubt about the property boundaries. .. . . . .. ... .. . ... . . . . .. . . . . . . .. VI.Insurance and Risk of Loss ' ' ' ' "' " The owners agree to maintain insurance covering the replacement cost of the improvement under contract in the event of loss through fire, casualty, storm or other disasters,and theft of materials from the site.Before work begins,the property owner will furnish a certificate of that insurance to the remodeling contractor. The remodeling contractor agrees to maintain workers' compensation insurance and liability insurance to protect the owners from liability claims for damages because of bodily injury, including death, and from liability for damages to property. Before beginning the work,the remodeling contractor will furnish a certificate of that insurance to the property owner. VII.Access The property owner will allow free access to work areas for workers and vehicles and will allow areas for the storage of materials and debris. Driveways will be kept clear for the movement of vehicles during work hours. The remodeling contractor will make reasonable efforts to protect driveways, lawns, shrubs, and other vegetation. VIII.Site Conditions The property owners acknowledge that this contract is based upon the remodeling contractor's observation of conditions.Conditions which could not be known by a reasonable inspection,such as termite damage,hidden water damage, hidden code violations,or other concealed conditions,may require extra labor or materials,which are not part of this contract. if such hidden conditions are discovered,the remodeling contractor will notify the property owner and will attempt to reach an agreement for a change order to this contract that addresses those problems. IX.Payment O ion one: c so e wi pa an o rly ee f r l r n t am nt f$ f r all time spent on e j pl eco f all aterials. Option two: f The will pay the cost of all materials used in construction plus delivery and handling Page of .. .. . . . .. .. . . . ... . . . . ... . . . . .. . ... . . . . . . . .. . • . . • • .• • . .. costs,the wages of all carpenters and other workers,and the*,ostoAll s46roftt Actorj:Thb41Wner will also pay a fixed fee of$ to the contractor for overhead and profit. • ••• • • • • •• • Option three: •' ' .. . . . . . ... .. The wner will pay t cost all mate ' Is ed in constructi plus de 'very and handling costs, th wages f al l e nters an other orkers r the actual . e spent on the' d cost ofall s on rs.T owner wil pay perc of those costs to the contractor for the C ntractor' ov cad and profit. Option four: The o "er 'll pay the cost of rials used in const ionAts'th deivery and dling costs, the ages of 1 carpenters an other w kers for the ac 1 time ne jo nd the cost of all ;o'i ontracto The owner ill also pay p ent of thot e contractor for the ntactor's o rhead a profit.The con et uarantees that the to a cost of the work will not i exceed the amo nt of ,excluding the cost of change orders. X.Payment Schedule Option one: Paym is fo the work will bed a follows: A posit in a amount of pewow-ofthe ntrac price will be d e p¢o contract signing. $ is due on t date of $rfinal is due on e date of $ is due on he date of ment o $ is due upon substantial completion.Befo payment, tg con actor will deliver a lien release to the customer. If payments d the remodeling contractor are not paid in accordance with the payment schedule in this contract,the remodeling contractor may suspend work until the scheduled payment is made. C Option ntwo: Pay ents for the work are due as follows: A deposit in the amount of percent of the contract price is due upon contract signing. Page of • • ••• • • • • ••• • • 000 • • ••• • • • • • • •• • • • • • • •• • • •f provided by o Her- ;The.Lon1i* will 3)e decided according to the Construction Industry Rules of the American Arbitration Association,and the laws of the state where the project is located.The arbitrator will award reasonable costs and expenses, including attorney fees,to the prevailing party. .00 : : .•. :•. :00 .•• . ••• • • . • •• . .. . . 0.0 .. XIV.Signatures We,the undersigned,have read and understood this entire contract,including documents attached by reference.We acknowledge that this document constitutes the entire agreement between the parties. This contract is not binding upon the remodeling contractor or the property owners until it is signed by all parties. Dated: /� Signed: 5PAIrctor Dated: t�� Signed. Owner P�q_ '—Ra.� e� &w-! Dated: Signed: Owner Contract documents: Page of • • ••• • • • ••• •• •• • • • •• •• • Additional payments will be due as the following items of wVj Itst�Aelew die comp3etev-; . • ••• • ••• • When each payment is due, the remodeling contractor will prepare a statement of money due in writing and submit it to the owners.All payments are due from 4*VtpptrVQwj rV1tt4x*rhan ten days after receipt of the statement. The remodeling contractor 091 Mil 1ni1hli&?el1Ases tQr work completed through each request,upon receipt of payment. .. . . • . . ... .. %of the remaining contract price is due when %of the remaining contract price is due when 5�,� insoAt0A e %of the remaining contract price is due when rod- n� d-�— _%of the remaining contract price is due when C.� , The remaining contract price is due upon the substantial completion of the work. Upon final payment the remodeling contractor will deliver a release of all liens. If payments due to the remodeling contractor are not paid within ten days ofthe written demand,the remodeling contractor may suspend work until payment is made. XI.Final Inspections and Liens Upon notification by the remodeling contractor of substantial completion of the work,the owners and the remodeling contractor will inspect the work performed, and at that time the owners will prepare a punch list that identifies any incomplete work or deficiencies in workmanship or materials. The owners may retain the value of the punch list work from the final payment until the punch list items are complete.Completion of the punch list items must be made within days from the date of the punch list preparation.When the punch list items are completed,the owners will pay the remodeling contractor the balance of the contract price within days of the demand. At that time,the remodeling contractor will deliver to the property owners a release of all liens. XII.Warranties The remodeling contractor guarantees the work will meet trade standards of good workmanship.The remodeling contractor will make every effort to blend existing textures,colors,and planes,but exact duplication is not guaranteed.The remodeling contractor warrants that materials of good quality will be selected.The contractor will maintain all manufacturers'warranties.The customer is limited to the manufacturers'warranties for defects in the manufacture of materials.All contractors'warranties are limited to a period of no more than- ,QL_^-k The remodeling contractor's warranties are limited to the cost of labor and materials only, and exclude ordinary wear and tear or abuse by others. XIII.Dispute Resolution All the parties will cooperate with each other to resolve conflicts informally.In the event that is not possible,conflicts between the parties will be resolved by Meeoaa o VAn-VaS Page of P V \ \, AN 0 915F 7 3810 NW 5th Court, Ft Lauderdale,FL 33311 •Phone(754)235-7126-Fax(954)306-3710 NOTICE OF TERMITE PROTECTION TREATMENT As Required By Florida Building Code (FBC) 104.2.6 Property Information Builder/Contractor Treatment Date r' Name of Builder Treatment Time r. Lot Shell Contractor Block Subdivision Name CONSTRUCTION TYPE: Street Address �" t� Monolithic S/F ��' - LJF . r StemWAII 3/F OF City/State/Zip ( Patio S/F OF Additions S/F LJF CHEMICALTYPE: _ `t✓yper To Cypermethrin ❑ Termidor Fipronil 0'Dragnet Permethrin L) Spray Only a Pro Build TC Cypermethrin U Permise Pre-Construction °Spray and Tamp a Other Imidacloprid ;Residential L) Commercial TREATMENTTYPE: Chemical w ¢` % O Underslab Date of Completion Gallons � ' % ars Foot .', '° �*, v O Mood Treatment Applicator '' GUARANTEE RENEWAL . 0 None O Yes * 1 Year 0 No U 5 Years NO LIMIT TERMITE&PEST SERVICES,LLC. hereby confirms that this building has received a complete treatment for the _ prevention of subterranean termites.Treatment is in'accordance with the rules and laws as established by Florida Depart- ment of Agriculture and Consumer Services.Exterior perimeter treatment was completed upon final grade. Arshad Viqar, P.E. 1175 N.E. 125th Street Suite 209 North Miami, Florida 33161 Phone (786) 633-9439 - Fax (305) 899-9580 "STARTER COLUMN LETTER" Date 09/28/2015 Miami Shores Village 10050 N.E.2ND Avenue Miami Shores FL. Phone: (305) 795-2204 Re: "STARTER COLUMN LETTER" Owner: Mr.Adam Cooks Residence Address: 88 NW 111 Street Miami Shores,Florida Dear Building Official, This letter is to inform you the contractor will provide two starter columns in the corner of the existing garage. The starter columns will be 8"x8"with 2#5 bars and#3 ties @ 8"O.C. lap all vertical steel a minimum of 36"and dowels#4 to existing conc. walls @ 12" O.C. and filled with epoxy. As a result this letter will serve in place of a revision for the inspection. Should you have any questions or need any additional information please do not hesitate to contact our office at 786-663-9439. Sely, �/�`'` q, z 8 Arsh�.d Vigar P.E. Lic. #38863 e -DE C DYNATECH ENGINEERING CORP. WWWDV'NATECHENGINEERING.COM Miami, September 23, 2015 Mr. Willis Simmons ZURI 1 CONSTRUCTION 7535 North West 12 Court Miami, FL 33147 Re: Addition @ 88 N. W. 111 ' Street Miami, FL Dear Mr. Simmons: Pursuant to your request, Dynatech Engineering Corp. (DEC) performed a Compaction Test on September 23, 2015 at the above referenced project. DEC was authorized to perform a compaction test only. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a demucking inspection, soil bearing capacity determination, or a pad certification. A soil boring test must be performed by client if not yet done, prior to construction to verify subsoil conditions. Underlying soils below test levels must be verified to prevent future settlements. (DEC) was not authorized to perform supervision and certification of the building pad preparation. This is not a pad certification. Our reports must be provided to all involved parties for their approval. Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain, storm gutters discharging at footings, construction activities, excavations, overgrown, vegetation, traffic and other disturbances will void this test and the site must be re- compacted and re-tested prior to construction. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. No other analysis is implied or warranted. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Enclosed find copies of the compaction test results. It has been a pleasure working with you and look forward to do so in the near future. Sincerel I.SS Wk Issam ani, P. E. ' o 0- 39,18 ; DYNATECH ENGINEERING CORP. X o Florida Reg. No. 39584 ®% sTgT� Special Inspector No. 757 ' ��°°.;( ®F Certificate of Authorization No.: CA 5491 ®®��lDAv ��,� I 04� 750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM I/FE C 4 l_:_�� - DYNATECH^DEC WWW.DYNATECHENGINEERING.COM MOISTURE-DENSITY RELATIONS OF SOILS PROCTOR COMPACTION TEST DATE: September 23, 2015 CLIENT: ZURI 1 CONSTRUCTION PROJECT: Addition k ADDRESS: 88 N. W. 111th Street, Miami, FL CONTRACTOR: Zuri 1 Construction MATERIAL DESCRIPTION: _ White sand w/rock frawnents SAMPLED BY: RN TESTED BY: RN TEST RESULTS Sample Number I The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb.Hammer and an 18"drop ASTM D-1557. % MOISTURE DRY DENSITY 6.0 109.0 6.9 110.0 7.9 111.0 113 12.0 107.0 D R 111 Y 109 D E Optimum Moisture 8.4 Percent rl 100%Maximum Dry Density 111.2 lbs./cu.ft. 107 S %Passing 3/4"Sieve 89 Percent I 105 T Y Sampled By:RN 103 Tested By:RN Checked By:WN o '' a ' S 4 6 8 10 12 14 L I C j- e,s ��y Respective submi � As a mutual protection to clients,the public and ou-s °, �ts 9�p� , �ss p P tomes,all reports'3 are submitted as the confidential property of clienli,Md6thorizatio% & ; = for use,publication of statements,conclusions or e to fro Wding z issam Naam i,P.E. our reports is reserved pending our written approval.0 %,.� ``O� �� e DYNATECH ENGINEERING CORP. TP, 0 Florida Reg.No.39584 Certificate of Authorization No.:CA 5491 2 750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM �/ EC t � . DYNATECHNINEECORP. WWW.DYATATECHENGINEERING.COM FIELD DENSITY TEST OF COMPACTED SOILS DATE: September 23, 2015 CLIENT: ZURI 1 CONSTRUCTION PROJECT: Addition k ADDRESS: 88 N. W. 111t' Street Miami FL CONTRACTOR: Zuri 1 Construction Test No. 1 Location: West side of residence footer Test No. 2 Location: East side of residence footer Test No. 3 Location: North side of residence footer Test No. 4 Location: South side of residence footer Test No. 5 Location: North side of addition footer Description of Material: White sand w/rock fragments TEST NO. 1 2 3 4 5 DEPTH 12" 12" 12" 12" 12" FIELD DENSITY 109.6 109.2 110.1 109.6 109.4 MOISTURE CONTENT% 7.4 7.7 8.1 7.8 7.4 MAX. DENSITY IN THE FIELD % 98.5 98.2 99.0 98.5 98.3 COMPACTION REQUIREMENTS 98% 98% 98% 98% 98% % OF MAXIMUM 100%MAXIMUM DENSITY (LAB) 111.2 111.2 111.2 111.2 111.2 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS * Please note this is not a pad certification.A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior to construction. Respectfully submitted, Tested By:RN C^ LLA, By: WN , .-= l Wissam Naamani,P.E. DYNATECH ENGINEERING CORP. AAA S Florida Reg.No.39584 ' ;•'� �tC ®�`;y Certificate of Authorization No.:CA 5491 *A density test determines the degree of compaction of the tested?Wd of materig cIn i�N shall a density test replace a soil bearing capacity determination. A soil boring test must be provided by client,prior to constrg oto verify subs�publicat,!4 ito Ass a mutual protection to the clients,the public and ourselves, all reports are submitted as the confidential property of clients,an uthori n tir ft statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. �p0.� "t 1C® ; — A` , i 750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC -DEC DYNATECH ENGINEERING CORP. W W W.DYATATECHENGINEERING.COM FIELD DENSITY TEST OF COMPACTED SOILS DATE: September 23, 2015 CLIENT: ZURI 1 CONSTRUCTION PROJECT: Addition P, ADDRESS: 88 N. W. 11 Ph Street, Miami, FL CONTRACTOR: Zuri 1 Construction Test No. 6 Location: South side of addition footer Test No. 7 Location: East side of addition footer Test No. 8 Location: West side of addition footer Test No. 9 Location: Center of addition footer Test No. 10 Location: North side of addition footer Description of Material: White sand w/rock frajzments TEST NO. 6 7 8 9 10 DEPTH 1215 12" 12" 12" 1291 FIELD DENSITY 110.3 109.5 109.3 109.9 110.2 MOISTURE CONTENT% 8.1 7.7 8.2 8.4 7.9 MAX. DENSITY IN THE FIELD % 99.0 98.4 98.2 98.8 99.1 COMPACTION REQUIREMENTS 98% 98% 98% 98% 98% % OF MAXIMUM 100%MAXIMUM DENSITY (LAB) 111.2 111.2 111.2 111.2 111.2 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS Please note this is not a pad certification.A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior to construction. Respectfully submitted, Tested By:RN 3 Checked By:WN �c�SA+WI s `moo � Wissam aamani,P.E. 4" ��o�+, o DYNATECH ENGINEERING CORP. '� 0;� Florida Reg.No.39584 0 ' � Certificate of Authorization No.:CA 5491 *A density test determines the degree of compaction of thjISP r ofal only. shall a density test replace a soil bearing capacity determination. A soil boring test must be provided by client,prior to const ,ti verify subsoilyci�i tions. As a mutual protection to the clients,the public and ourselves,all reports are submitted as the confidential property of clients, ar c�aiR v jon foj ibat�on of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. - A"�� 4 750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM EC DYNATECH ENECORP,P W W WDYNATECHENGINEERING.COM Miami, January 11, 2016 Mr. Willis Simmons l ZURI 1 CONSTRUCTION, LLC. 7535 NW 12' Court {,- Miami,FL 33147 Re: Addition/Renovation @ 88 NW 111 ' Street Miami, FL Dear Mr. Simmons: Pursuant to your request, Dynatech Engineering Corp. (DEC) performed a Compaction Test on January 11, 2016 at the above referenced project. DEC was authorized to perform a compaction test only. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a demucking inspection, soil bearing capacity determination, or a pad certification. A soil boring test must be performed by client if not yet done, prior to construction to verify subsoil conditions. Underlying soils below test levels must be verified to prevent future settlements. (DEC) was not authorized to perform supervision and certification of the building pad preparation. This is not a pad certification. Our reports must be provided to all involved parties for their approval. Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain, storm gutters discharging at footings, construction activities, excavations, overgrown, vegetation, traffic and other disturbances will void this test and the site must be re- compacted and re-tested prior to construction. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. No other analysis is implied or warranted. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Enclosed find copies of the compaction test results. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours, �n®� ®��NMe�� > LIC .. S . Wissam Naamani, P. E. e ® o g DYNATECH ENGINEERING CORP. Florida Reg.No. 39584 ° Special Inspector No. 757 Certificate of Authorization No.: CA 5491 1 750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL•INFOODYNATECHENGINEERING.COM EC DYNATECH ENGINEERING CORP. gN W W DYNATECHENGINEERING.COM MOISTURE-DENSITY RELATIONS OF SOILS PROCTOR COMPACTION TEST DATE: January 11, 2016 CLIENT: ZURI 1 CONSTRUCTION LLC. PROJECT: Addition/Renovation na, ADDRESS: 88 NW 111th Street Miami FL CONTRACTOR: Zuri 1 Construction LLC. MATERIAL DESCRIPTION: Gra v sand w/rock ras;Irlents SAMPLED BY: JA TESTED BY: JA TEST RESULTS Sample Number 1 The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb.Hammer and an 18"drop ASTM D-1557. % MOISTURE DRY DENSITY 4.7 102.1 6.4 105.6 8.6 107.8 110 11.9 106.5 D 13.4 104.1 R 108 y 106 D E Optimum Moisture 9.9 Percent N 100%Maximum Dry Density 108.7 lbs./cu.ft. 104 S %Passing V Sieve 84.2 Percent I 102 T Y Sampled By:JA 100 Tested By: A Lj Checked By:WN 6 8 10 12 14 16 Re P® bmitt As a mutual protection to clients,the public and ourselves,all reports �p��V l I I i `�r , u� are submitted as the confidential property of clients,and authorization ®'�® ®,SS ° for use,publication of statements,conclusions or extracts from or regarding q®� Ll��m®`Wissam N anl,P.E. 41 our reports is reserved pending our written approval ,° 'IV, ��°° Y'NATECH ENGINEERING CORP. ®� 3,g� rida Reg.No.39584 Aj ficate of Authorization No.:CA 5491 n ° OP c 2 /DA- M 750 WEST 84TH STREET,HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)82$=9598 EMAIL:INFOODYNATBCHENGINEERING.COM (' EC i DYNATECH ENGINEERING CORP,WWW.DY ATECHENGINEERING.COM FIELD DENSITY TEST OF COMPACTED SOILS DATE: January 11, 2016 CLIENT: ZURI 1 CONSTRUCTION LLC. PROJECT: Addition/Renovation n. ADDRESS: 88 NW 111th Street, Miami, FL CONTRACTOR: Zuri 1 Construction, LLC. Test No. 11 Location: Center of aaraae underslab Test No. 12 Location: Southwest section of residence Test No. 13 Location: Southeast section of residence Test No. 14 Location: Northeast section of residence Test No. 15 Location: Northwest section of residence Description of Material: Gray sand w/rock fragments TEST NO. 11 12 13 14 15 DEPTH 12" 12" 12" 12" 12" FIELD DENSITY 107.4 107.7 108.1 107.3 106.9 MOISTURE CONTENT% 8.4 9.0 8.6 8.1 9.2 MAX. DENSITY IN THE FIELD % 98.8 99.1 99.4 98.7 98.3 COMPACTION REQUIREMENTS 95% 95% 95% 95% 95% % OF MAXIMUM 100% MAXIMUM DENSITY (LAB) 108.7 108.7 108.7 108.7 108.7 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS Please note this is not a pad certification.A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior to construction. Respectfully submitted, Tested By:JA r� IAn. Checked By:WN ebd�n� a°pia® v%`+ Wiss9 Naamani,P.E. 0 1 CZ- �® DYNATECH ENGINEERING CORP. >�o W$'a Florida Reg.No.39584 .'Certificate of Authorization No.: CA 5491 ® ° Mr � > a �A , *A density test determines the degree of compaction of the tested layer otrAetial onlo)l�-no way shall,; ns►ty test replace a soil bearing capacity determination. A soil boring test must be provided by client prior to construction to ver4� u`4s il con rens. As,2 mutrial protection to the clients,the public and ourselves,all reports are submitted as the confidential property of clients, and authorion of, ►ent conclusions or extracts from or regarding our reports is reserved pending on our written approval. 3 750 WEST 84TH STREET,HIALE H,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM r- ECq ONIWTINT Office: 11805 Royal Palm Blvd, Building 22,Ste 102,Coral Springs, FL 33065 TERMITE AND PEST CONTROL 786-975-6461 PRE-CONSTRUCTION TERMITE TREATMENT Property Information Builder / Contractor Information Treatment Time: Nome of Builder Lot Block Shell Contractor Subdivision Name Construction Type !Z`C_ i).(Aj I c B s a Street Address(If known) Monolithic Floating I Stemwoll City a Zip Patio Entry Driveway Owner Nome Of known) Product / Treatment Information Treatment Type(Must check one): Initial Under-Slab Supplemental Final Product applied:Chlorpyrifos Demon TC Other � G �— Concentrationy-_6 % Mixed Product Applied: S� Gallons Square feet treated: Linear feet treated: box is checked,then final perimeter treatment hos been completed and the following statement Is applicable: CERTIFICATE OF COMPLIANCE:The building has received a complete treatment for the prevention of subterranean termites.Treatment is in accordance with the rules and laws established by the Florida Department of Agriculture and Consumer Services. COVERAGE: For a period of one year, beginning on the effective date shown above. ON POINT agrees to provide necessary service and treatment for the control of Subterranean Termites for the covered premises for the sum of $ 12-S— payable on completion by Check/Cash. In addition, O N P O I NT will perform any further treatment If it finds necessary,free of charge for the Initial and ren—I tormc of thdc agreement.This agreement covers only subterranean termites. NOTICE ®NINT NOTICE Renewal:This agreement is renewable from year to year r upon re-1 TERMITE AND PEST CONTROL upon payment of an annual renewal fee of S Q- !� Office:11805 Royal Palm Blvd party, with or without cause at the end of one year term. O N PC Building 22,Ste 102 fee after the third year, upon notice to the customer. Coral Springs,FL 33065 NOTICE OF RIGHT TO CANCEL 786-975-6461 You, the buyer, may cancel this transaction at any time prior to mi transaction unless work has been approved by the buyer. Date of Inspection Date of Treatment CHEMICAL SENSITIVITY Pest control service for this house$ All of the materials applied by our thoroughly trained technicians THIS STRUCTURE FOR: of your household are sensitive to chemicals or chemical odors, yi O Subterranean Termites 0 Fungus ap li d in, on or under your structure. U Drywood Termites U Wood Decay Caution:It Is Imp ant that y Yrd thl O Powder Post Beetles O Old House Borer BYAPPUCATION OF: 0 Termidor ,Q Premise 0 Vikane p Timbor p D=Foam Authorized Representative Signature INSPECTOR: State law prohibits removal of this label except by property owner Miami Shores Village Building Department 0cr 2015 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 - - - INSPECTION LINE PHONE NUMBER:(305)762-4949 Aft FBC 20 �Q BUILDING Master Permit No. G-'1-IS-I- PERMIT APPLICATION Sub Permit No. P(BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION OSHOP CONTRACTOR DRAWINGS JOB ADDRESS: 00 o MAY 1 I� s-Y City: Miami Shores Coun : Miami Dade Zip: Folio/Parcel#: -all g - o0*3' o4 oo Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: 1 Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): I r(�ev� �_\ Lam- Phone#: !?vi-LUs-37-3 Address: Ckv A/6 City: off- State: Zip:'� �'7 Tenant/Lessee Name: Phone#: Email: (� CONTRACTOR:Company Name: G c 14e,_ Cw�s"1u�;&A Phone#: Address: !k Z2 C7 ", (.J City: °A 192, l J / -State: t-Itf— Zip: _ Qualifier Name: ' //`C�D� pilo /.�S- Phone#: State Certification or Registration#: Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ �.�� LWT'' Square/Linear Footage of Work: I Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: -fNsl iow4sr. Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ cc'�� TOTAL FEE NOW DUE$ oq (Revised02/24/2014) 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. O "WARNING TO WNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reins p tion 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 Y/ day of/ d Ckb6 ,20 _day of LI)C�6b4,t- ,20 by JTTCAAW wh is personally known to F-1 L26D 911 11S ho is personally known me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLI NOTARY PUBLIC: Sign: Sign: / n^ Print: IvQiplaya Print. Seal: d. "��•.,L ELIANA MEDAGLIA Seal: •°`�� e'•,'s, ELIANA MEDAGLIA Notary Public-State of Florida E. PUMIC-State of Florida Comimisalon#FF 132491 q _ sem#FF 132491 ;q1 * * ** ** APPROVED BY A Plans Examiner Zoning A � Structural Review Clerk (Revised02/24/2014) Fort Dallas Truss Company, LLC. 1/ 7035 SW 44th ST _♦w ; - OCT 0 15 FOR"Ir DALLAS Miami, FL 33155 R U S S Tel: (305) 667-6797 D aD Fax: (305) 667-0592 Re : 15110: DANIEL GITLIN Site Information: Project Customer: DANIEL GITLIN Job Name :DANIEL GITLIN pt/Block: Subdivision Name: COOK RESIDENCE !J1te ddress: 88 N W 111 ST MIAMI SHORES St: Zip: PY General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010rrPl2007 Design Program: 7.60 Oct 3 2014 Roof Load: 55.0 psf Floor Load: NIA Wind Code:ASCE7-10 C-C for members and forces&MWFRS for reactions wind Speed: 175 mph This package includes 36 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# No. Date Truss ID# Seal# • • • •••••• 1 09/14/15 CJ10 0001 21 09/14/15 J3 0021 •• • • •• •••••• •••• •••••• 2 09/14/15 CA 0002 22 09/14/15 J5 0022 • 3 09/14/15 H1 0003 23 09/14/15 J7 0023 •••••• •••• •••• • • 4 09/14/15 H10 0004 24 09/14/15 VA 0024 • • • • •••• •••• ••••• 5 09/14/15 H11 0005 25 09/14/15 J713 0025 *00000 •• • 00000 • • • • • • 6 09/14/15 H12 0006 26 09/14/15 RC 0026 •• •• •• • 000009 • 7 09/14/15 H13 0007 27 09/14/15 J7D 0027 •••••• • Of 8 09/14/15 H14 0008 28 09/14/15 T1 0028 • • ••• • •••••• 9 09/14/15 H2 0009 29 09/14/15 T2 0029 • • • •••••• • 10 09/14/15 H3 0010 30 09/14/15 V12 0030 • • 11 09/14/15 H4 0011 31 09/14/15 V16 0031 12 09/14/15 H5 0012 32 09/14/15 V20 0032 13 09/14/15 H6 0013 33 09/14/15 V24 0033 14 09/14/15 H7 0014 34 09/14/15 V28 0034 15 09/14/15 H8 0015 35 09/14/15 V4 0035 16 09/14/15 H9 0016 36 09/14/15 V8 0036 17 09/14/15 HG1 0017 18 09/14/15 HG2 0018 19 09/14/15 HG3 0019 20 09/14/15 A 0020 The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20120 software. JOS EZ, RE. Truss Design Engineer's Name: Jose Martinez, P.E. Cons r Civil/Structural 24 E 5th ST, Hialeah, FL 33010 (Florida PE#031509) Hialeah, FL 33010 'SEP I� �(� � Phone (305) 667-6797 NOTE: The seal on these drawings indicate acceptance of (Florida P.E. 031509) professional engineering responsibilty for the truss components shown. Page 1 of 1 Engineers Name Date Fort Dallas Truss Co. LLC. To: Delivery 7035 SW 44 St. NVIiami,FL.33155 DANIEL GITLIN Job Number 15][10 (305)667-6797 Fax: (305)667-0592 910 N E 20 AVE Page: 1 P ect:DA EL GITLIN Block No: FORT LAUDERDALE,FL Date: 09/14/15 13:46:56 Model: Lot No: Contact: Site: Office: Deliver To: Account No: 000000293 Name: COOK RESIDENCE Designer. / Phone: (954)465-3753 Salesperson: OVIEDO MENENDEZ Fax: 88 N W 111 ST Quote Number MIAMI SHORES, P.O.Number Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 10-09-06 01-10-10 OA Hght:03-03-07 1 3 CJ10 DIAGONAL HIP 2,83 ' 2X4/2X4 2 09-10-01 01-10-10 OA Hght:03-00-12 2 Cd9 DIAGONAL HIP 2.83 2X4/2X4 29-04-00 01-04-00 01-04-00 OA Hght:03-09-00 3 1 Hl HIP 4.00 2X4/2X4 40-09-00 01-04-00 OA Hght:04-07-11 4 1 }110 HIP 4.00 2X4/2X4 �—T 40-09-00 01-04-00 OA Hght:05-03-11 5 I Hll HIP 4.00 2X4/2X4 40-09-00 01-04-00 OA Hght:05-11-11 6 1 H12 HIP 4.00 2X4/2X4 • • 40-09-00 01-04-00 OA:Ight;d%07-11 • •••• • I H13 HIP 4.00 •• • 0000 • 7 2X4/2X4 0000•• 0000•• 9999i• 40-09-00 01-0400 OA•Ng1u!W403-11 • • • 1 H14 HIP 4.009909 0090 09990 8 2X4/2X4 • • • • 0990 •00• 09900 01-0400 01-0400 O • • 29-04-00 01-04-00 .. . ..... 9 9 9 f � I H2 HIP 4.00 •• •• •0 • •00009 2X4/2X4 • 40-09-00 01-04-00 01-0400 OA:-Ight!03-1-11 •0•••r0 1 H3 HIP 4.00 0000•• 2X4/2X4 i ••• • i9099� 40-09-00 01-04-00 f o4 00 01-0400 OA Hght:04-07-11 •• 11 I H4 HIP 4.00 2X4/2X4 40-09-00 01-0400 01-04-00 OA Hght:05-03-11 12 1 HS HIP 4.00 2X4/2X4 40-09-00 01-04-00 01-04-00 OA Hght:05-11-11 13 1 H6 HIP 4.00 2X4/2X4 40-09-00 01-04-00 01-04-00 OA Hght:06-07-11 14 1 1-17 HIP 4.00 2X4/2X4 40-09-00 01-0400 01-0400 OA Hght:07-03-11 15 1 H8 HIP 4.00 2X4/2X4 40-09-00 01-0400 OA Hght:03-I1-11 16 I H9 HIP 4.00 2X4/2X4 (1)2-Ply 29-04-00 01-04-00 01-04-00 OA Hght:03-01-00 17 2 }][(,1 HIP GIRDER 4.00 2X4/2X6 (1)3-Ply 40-09-00 01-0400 01-04-00 OA Hght:03-03-11 18 3 HC2 HIP GIRDER 4.00 2X4/2X6 (1)2-Ply 40-09-00 01-04-00 OA Hght:03-03-11 19 2 HG3 HIP GIRDER 4.00 2X4/2X6 Fort Dallas Truss Co. LLC. To: Delivery 7035 SW 44 St. kami,FL.33155 DANIEL GITLIN Job Number: 15110 (305)667ft-6797 Fax: (305)667-0592 910 N E 20 AVE Page: 2 Prbject: DANIEL GITLIN Block No: FORT LAUDERDALE,FL Date: 09/14/15 13:46:58 Model: Lot No: Contact: Site: Office: Deliver To: Account No: 000000293 Name: COOK RESIDENCE Designer: / Phone: (954)465-3753 Salesperson: OVIEDO MENENDEZ Fax: 88 N W 111 ST Quote Number: MIAMI SHORES, P.O.Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 10 Jl 01-00-00 01-04-00 OA Hght:01-01-00 20 CORNER JACK 4.00 2X4/2X4 03-00-00 01-04-00 OA Hght:01-09-00 21 10 J3 CORNER JACK 4.00 2X4/2X4 05-00-00 01-0400 OA Hght:02-05-00 22 _ 10 Jg CORNER JACK 4.00 2X4/2X4 1 I 07-08-00 01-04-00 OA Hght:03-03-11 23 26 J7 JACK-PARTIAL 4.00 2X4/2X4 07-08-00 01-0400 OA Hght:03-03-11 24 3 J7A JACK-CLOSED 4.00 2X4/2X4 07-08-00 01-04-00 OA Hght:03-03-11 25 1 J']$ JACK-CLOSED 4.00 2X4/2X4 • • 07-00-00 01-04-00 Oq 1H10,i d3+0I-00 ••••;26 11 J7C JACK-PARTIAL 4.00 •• • •••• • 2X4/2X4 •••••• •••• •••••• 01-0400 OASI"tOMI-00 7 J7D CORNER JACK 4.00 0000 •••• • 2X4/2X4 ' ' •••• •••• ••••• S 40-09-00 01-04-00 01-04-00 OAel"b 07.06-08 •• • •••••28 3 TI COMMON 4.00 ' ' ' 2X4/2X4 • 01-0400 O*ght!0*6-O8 0.0• 40-09-00 29 5 T2 COMMON 4.00 �••••• 2X4/2X4 • .0. •••••• Hgh02 12-00-00 OA t: -00-o0 •••• ; 30 I V12 VALLEY 4.00 2X4/2X4 16-00-00 OA Hght:02-08-00 31 I V16 VALLEY 4.00 2X4/2X4 laf 1 V20 VALLEY 4.00 20-00-00 OA Hght:03-0400 32 � 2X4/2X4 1 24-00-00 OA Hght:0400-00 33 V24 VALLEY 4.00 2X4/2X4 1 y2$ 28-00-00 GABLE 4.00 OA Hght:04-01-13 34 2X4/2X4 04-00-00 OA Hght:00-08-00 35 1 V4 VALLEY 4.00 2X4/2X4 08-00-00 OA Hght:01-04-00 36 1 VH VALLEY 4.00 2X4/2X4 Fort Dallas Truss Co. LLC. To: Delivery 7035 SW 44 St. 1Vflaml,FL.33155 DANIEL GITLIN Job Number: 15110 (305)667-6797 Fax: (305)667-0592 910 N E 20 AVE Page: 3 Prdject: DA EL GITLIN Block No: FORT LAUDERDALE,FL Date: 09/14/15 13:46:59 Model: Lot No: Contact: Site: Office: Deliver TO: Account No: 000000293 Name: COOK RESIDENCE Designer. / Phone: �(954)465-3753 Salesperson: OVIEDO MENENDEZ Fax: 88 N W 111 ST Quote Number: MIAMI SHORES, P.O.Number. The truss drawing(s) referenced above have been prepared under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. J®SE MARTINEZ, P.E. En inee �iviUStructural Truss Design Engineer's Name: Jose Martinez, P.E. eonsuitin9 9 24 E 5th ST, Hialeah, FL 33010 (Florida PE#031509) 24 E. 5 Hiale -6797 NOTE: The seal on these drawings indicate acceptance of Pho 31509) professional engineering responsibilty for the truss 4 2015 components shown. SEP o E ears Name Date •000.0 • • • 0006•• •• • 0000 0 6••••6 0000 0000•• • 000000 • • • •0006• 0000 0000 • • • • • 6 0000 6060 00606 • • •66.6• •• • •••6• • • • • • • • • • 000000 0000•• • • • 6 • • • Job Truss Truss Type Qty Ply DANIEL GITLIN 15110 CJ10 Diagonal Hip Girder 3 1 0001 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:05 2015 Page ID:EARuyYzXDekei OtiH_OnU4yf4Et-QPNnkC16116JFZSNptxpseJCkMgTSs?b7604m7ydiq &.1-lo-10 5-9-10 10-9-6 1-10-10 5-9-10 4-11-12 Scale=1:20.5 3x4 11 2.83 12 4 5 13 12 5x8 11 2x4 No.2 5.1- 3 10 4.7 4 No 3 2-3-0 8.11 8 -3 2x4 No.2 3-82X No. 1.1-11 2 2.8 2x4 M 3110-9.6 14 15 16 8 17 18 19 7 3x8 II 4x7= 30= 6 0-10-15[0-1-0-i 5-9-10 10-9-6 _ 5-9-10 4-11-12 Plate Offsets(X,Y)-{3:0-3-0,0-3-0],[4:0-2-0,0-1-4],p:0-3-4,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATM�••OGRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) -0.08 2-8 >999 360 • . MT20. 441190...... TCDL 15.0 Lumber DOL 1.33 BC 0.66 Vert(TL) -0.38 2-8 >321 180 • • • • BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.04 7 We n/a • • .0004 • •• BCDL 10.0 Code FBC20101TP12007 (Matrix) •• :••Weight:W4I0 FT=E96•••• LUMBER- BRACING- •••••• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheaOrigNI[ectly applied a-3-1-2 cc purlins, BOT CHORD 2x4 SP M 31 except end verticals. •`•• ease ••••• WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-2-1 mabracing. *peso • WEBS 1 Row at midpt • • • • REACTIONS.(Ib/size) 7=937/Mechanical,2=63010-10-15 • •• •• + ••••:• Max Horz2=251(LC 29) :80:0:• • Max UpilfV=-634(LC 13),2=-393(LC 4) : : • • 000099 Max Grav7=1485(LC 21),2=1153(LC 22) •••••• FORCES.(lb)-Maximum Compression/Maximum Tension •• • •• *•;• • TOP CHORD 1-2=0/37,2-9=-24611708,9-10=-24771710,3-10=-24731675,3-11=-177/128,11.12=-142/43,12-13=-124/52,4-13=-122120,4-5p•210,4-7=-206/245 BOT CHORD 2-14=-702/2399,14-15=-70212399,15-16=-70212399,8-16=-702/2399,8-17=-70512347,17-18=-70512347,18-19=-705/2347,7-19=-705/2347,6-7=0/0 WEBS 3-8=0/1128,3-7=-23381665 NOTES- 1)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Encl., GCpl=0.18;MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 634 Ib uplift at joint 7 and 393 Ib uplift at joint 2. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)190 Ib down and 188 Ib up at 14-15,190 Ib down and 188 Ib up at 1-4-15,118 lb down and 94 Ib up at 4-2-15,118 Ib down and 94 Ib up at 4-2-15,143 lb down and 185 Ib up at 7-0-14,143 Ib down and 185 Ib up at 7-0-14,and 88 Ib down and 127 Ib up at 9-10-13,and 88 Ib down and 127 Ib up at 9-10-13 on top chord,and 181 Ib down and 38 Ib up at 1-4-15,181 ib down and 38 Ib up at 1-4-15,198 Ib down and 13 Ib up at 4-2-15,198 Ib down and 13 ib up at 4-2-15,218 lb down and 1 Ib up at 7-0-14,218 ib down and 1 Ib up at 7-0-14,and 293 Ib down and 131 Ib up at 9-10-13,and 293 Ib down and 131 Ib up at 9-10-13 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(pif) Vert:1-4=-90,4-5=-30,2-6=-20 Concentrated Loads(lb) Vert:9=125(F=63,B=63)10=122(F=61,B=61)11=-102(F=-51,B=-51)13=14(F=7,B=7)14=38(F=19,B=19)16=4(F=2,B=2) 17=-36(F=-18,B=-18)19=-398(F=-199,B=-199) Job Truss Truss Type Qty Ply DANIEL GITLIN 1.5110 CJ9 Diagonal Hip Girder 2 1 0002 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:50:08 2015 Page 10:EARuyYzXDekel OtiH_OnU4yf4Et-r_3wMD3_ayUu6OByU?UWUGwpcatpf8il g4ckNSydi -1-10-105-3-15 9-10-1 1-10-10 5-3-15 4-6-1 Scale=1:21.7 2.83 12 3x4 11 5 6 13 3x4; 12 2x4No.24- 3x4%4 3 71 5$2x I No 32.8.5 10 2x4 0.3 40-15 No.2 3.9 2x No 31-0.5 2 1 2.7 2x4 4131 9.10.1 14 15 16 9 17 18 8 3x6 I I 3x8= 3x8=7 0-10.15(0.1-8) 5-3-15 9-10-1 5-3-15 4-6-1 Plate Offsets(X,l)-{8:0-2-4,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATI38 •GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.06 2-9 >999 360 0 • MT20 o 0 0*f44/190 e e•e e e TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(TL) -0.29 2-9 >387 180 • 0 0 • BCLL 0.0 Rep Stress lncr NO WB 0.80 Horz(TL) 0.03 8 n/a nla ' 0 e Sao* e •• BCDL 10.0 Code FBC201 OITP12007 (Matrix) •• :••Weight:�11! FT=9760••• LUMBER- BRACING- •0 0 0•• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheatiTrigAiectly app'Ired of 3-6-9 oc purlins, BOT CHORD 2x4 SP M 31 except end verticals. 0000 •00• 90000 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly a"od or 10-0-0dw boacing. ••i••0 REACTIONS.(lb/size) 8=525/Mechanical,2=555/0-10-15 " '• •• • •••e:• Max Horz2=238(LC 4) ••'•'• • • Max UplifS=-286(LC 10),2=-350(LC 4) i • a • • ••••0• Max Grav8=957(LC 21),2=1047(LC 22) • • �'0 0•• 0 • • • 0000•• FORCES.(lb)-Maximum Compression/Maximum Tension •• • �' see ' ' TOP CHORD 1-2=0137,2-10=-21091524,10-11=-2124/505,3-11=-2121/488,3-4=-138174,412=-111/83,12-13=-10411,5-13=-89/15,5-6=-210f 5-8+x-224/173 BOT CHORD 2-14=-52412057,1415=-52412057,15-16=-52412057,9-16=-52412057,9-17=-524/2057,17.18=-524/2057,8-18=-52412057,7-8=0/0 WEBS 3-9=01999,3-8=-2067/507 NOTES- 1)Wind:ASCE 7-10;Vult-175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=15ft;Cat.ii;Exp C;Encl., GCpl=0.18;MWFRS(envelope)gable end zone;Lumber DOL=1.60 plate grip DOL=1.60 2)Plates checked for a plus or minus 0 degree rotation about Its center. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 286 Ib uplift at joint 8 and 350 lb uplift at joint 2. 6)This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)190 Ib down and 188 lb up at 14-15,190 Ib down and 188 Ib up at 1-4-15,118 lb down and 94 lb up at 4-2-15,118 lb down and 94 Ib up at 4-2-15,and 143 Ib down and 185 Ib up at 7-0-14,and 143 lb down and 185 Ib up at 7-0-14 on top chord,and 181 lb down and 38 ib up at 1-4-15, 181 Ib down and 38 lb up at 14-15,198 Ib down and 13 lb up at 4-2-15,198 Ib down and 13 Ib up at 4-2-15,and 218 ib down and 1 lb up at 7-0-14,and 218 Ib down and 1 Ib up at 7-0-14 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-5=-90,5-6=-30,2-7=-20 Concentrated Loads(lb) Vert:10=125(F=63,B=63)11=1 22(F=61,B=61)12=-102(F=-51,B=-51)14=38(F=19,B=19)16=4(F=2,B=2)17=-36(F=-18, B=-18) Job Truss Truss Type Qty Ply DANIEL GITLIN 15110 H1 Hip 1 1 0003 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:50:10 2015 Page ID:EARuyYzXDekel OtiH_OnU4yf4Et-nMAgnv5F6akbM KLLcQW_ZhO6mNU979YKHO5gRLydiq 4-10-14 9-0-0 14.8-0 20 4-0 24.5.2 29-4-0 30-8-0, 111-4-e 4.1 0-14 41-2 5-8-0 5-8-0 4-1-2 4.10-14 1-4-0 Scale=1:52.6 4x7 2x4 11 4x7= 4.00 12 4 19 5.244 0 6 3x4% 3x4 3 7 1.4 2X4 4-15 2x4 N .3 2-8.15 814 2x4 N .3 2-8.15 612 21x4 N o.3 2.8.15 10.11-14 18 17 2x4 N .31 7-12 0 .5 21 0 2 8 1 9 Id 3x8= 22 17 23 15 75 24 14 13 2S 12 11 26 10 27 3x8= 2x4 11 5x8—3x4— 3x8— 4x5— 3x4 5x8= 2x4 11 660(62.2) 660(62.2) 4-10-14 14-8-0 20-4-0 24-5-2 29-4-0 4-10-14 41-2 5-8-0 58-0 4-1-2 4-10-14 Plate Offsets(X,Y)-42:04-0,Edge],[4:0-5-4,0-2.4],[6:0-5-4,0-2-4],[8:0-4-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) 0.40 14 >850 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.88 Vert(TL) -0.6914-15 >496 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.20 8 We n/a BCDL 10.0 CodeFBC201 OITP12007 (Matrix) Weight:140 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 2=173110-8-0,8=1731/0-8-0 Max Horz2=127(LC 10) Max Uplifft=-913(LC 6),8=-913(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38,2-18=-4170/1772,3-18=4111/1798,34=-3592/1684,4-19=-404111948,5-19=-4040/1948,5-20=4040/1948,6-20=-4041/1948,6.7=-359211684 7-21=-411111798,8-21=4170/1772,8-9=0/38 BOT CHORD 2-22=-163613849,17-22=-163613849,17-23=-163613849,16-23=-1636/3849,15-16=-1636/3849,15-24=-1367/3326,14-24=-1367/3326,13-14=-1337/332 13-25=-133713326,12-25=-1337/3326,11-12=-1539/3849,11-26=-153913849,10-26=-1539/3849,10-27=-1539/3849,8-27=-1539/3849 WEBS 3-17=01268,3-15-5791336,445-75/382,4-14=4471878,5-14=-593/427,6-14=447/878,6-12=-751382,7-12=-5791338,7-'):Q142ft NOTES- ••• • •• •••• • 1)Unbalanced roof live loads have been considered for this design. • • •• 2)Wind:ASCE 7-10;Vult--l75mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;�TtL��',•• •••• •••••• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-14-9 to 1-7-7,Interior(1)1-7-7 to 49-1,Exterior(I)W94 to • . • 9-0-0,Interior(1)13-2-15 to 16-1-1,Exterlor(2)20-4-0 to 30-8-9 zone;C-C for members and forces&MWFRS for reactiess shown; .... •••••• • • Lumber DOL=1.60 plate grip DOL=1.60 •••••• •••••• ••••• 3)Provide adequate drainage to prevent water ponding. • • 4)Plates checked for a plus or minus 0 degree rotation about its center. •••••• •• • •...• 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ..*..o •••••• 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 913 Ib uplift at joint 2rW•9.1j Ib •••.:• uplift at joint 8. • • • • • 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel pdtnts • along the Bottom Chord,nonconcurrent with any other live loads. • • :••••• • • 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this trul;•• • ••• ••••• LOAD CASE(S)Standard •• • Job Truss Truss Type Qty Ply DANIEL GITLIN 15110 H10 HIP 1 1 0004 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:13 2015 Page ID:EARuyYzXDekslOtiH_OnU4yf4Et-BxspQx77PU6ADn4vHZ4hBKeeObblKQTmzMKV2fydiq r1-4-t) 41 8-0-9 11-8-0 16-0-4 20-4-8 24-8-12 29-1-0 32-8-7 , 36-3-13 40-9-0 1 45-3 3-7-7 3-7-7 4-4-4 4-4-4 4 4 4 4-4-4 3-7-7 3.7-7 45-3 Scale=1:71.8 4.00 123x4 5x8= 3x4_ 4x7= 3x4= 5x8= 6 a 9 0 11 3x4 4x7� 3x4% 44x7 4-652M °'2 ��13 2x4 424 27 2x4 G o 3 6•21 2x4 .3 3-7-1 MOW .33-10- 9.18 2x 3 47-1 10.17 0.3 5.5• 14 N 23 22 2x .33-0- 2-17 .3 4-43 o.28-0.0 S �h 2 22 .3 6 .32- 1 32-1 3x10= 28 22 29 21 30 20 31 18 1s 32 17 33 16 34 3x10= 048-0(0.2-1) 3X4= 5x10 M18SHS= 3M= U4= 5x10 M18SHS= W= 0-8.0(0-1-15) 5x8 M18SHS= 6 2-14 11 8-0 17-5-11 23-3-5 29-1-0 346-2 40-9-0 6 2-14 5-5-2 5-9-11 5-9-11 5-9-11 5-5-2 6 2-14 Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[4:0-3-8,Edge],[8:0-3-8,Edge],[13:0-3-8,Edge],[15:0-5-2,0-1-8],[17:044,0-3-0],[21:044,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) 0.7618-20 >630 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(TL) -1.3118-20 >368 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.31 15 n/a n/a BCDL 10.0 CodeFBC201 OITP12007 (Matrix) Weight:207 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-7 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-9-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(lb/size) 2--236210-8-0,15=220110-8-0 Max Horz2=175(LC 10) Max Uplift=-1218(LC 6),15=-1050(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0138,2-23=-6057/2697,3-23=-5996/2719,3-24=-585312662,424=-5813/2663,45=-5807/2674,5-6=-517512503, 6-7=-492712436,7-25=-5836/2837,8-25=-5836/2837,8-9=-583612837,9-26=-5839/2851,10-26=-583912851, 10-11=-4935/2474,11-12=-5184/2541,12-13=-5811/2824,13-27=-5851/2813,1427=-589212812,1415=-6106/2919 BOT CHORD 2-28=-252115611,22-28=-2521/5611,22-29=-236915327,21-29=-236915327,21-30=-2465/5624,20-30=-2465/5624, 20-31=-257615890,19-31=-2576/5890,18-19=-2576/5890,18-32=-2484/5629,17-32=-2484/5629,17-33=-2452/5348, �•••�• 16-33=-2452/5348,16-34=-2656/5661,15-34=-265615661 • 0 • 000000 WEBS 3-22=-181/221,5-22=-591365,5-21=-6691402,6-21=-524/1263,7-21=-11931628,7-20=-2051424,9-20=-3571IZ7°° 066• • 9-18=-351/323,10-18=-2021420,10-17=-11871621,11-17=-53311265,12-17=-684/433,12-16=-871378,14-1Cr 100•4240 •0000• °• i • 0000•• • NOTES- 006.0• • :0000: 1)Unbalanced roof live loads have been considered for this design. •••• 0600 ; 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=15ft;Cat.11;Exp C; 1 • • • • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 2-8-6,interior(1)2-8-6 to 5-10-14,Exterioro 9-10-14 °°°° ••••• to 11-8-0,Interior(1)17-5-2 to 23-3-14,Exterior(2)29-1-0 to 40-5-0 zone;C-C for members and forces&MWFRS for tdwal •• • 00000 • shown;Lumber DOL--1.60 plate grip DOL=1.60 •• .• °0 0°6' 660669 3)Provide adequate drainage to prevent water ponding. 0 6 6 6 6 6 • 4)All plates are MT20 plates unless otherwise indicated. • • • •0 5)Plates checked for a plus or minus 0 degree rotation about Its center. ' • • 6 • .....• 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • 0 0 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1218 Ib uplift at joint° WTJ 1D50 Ib V009: • uplift at joint 15. •• 0 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points •• • along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 15110 H11 HIP 1 1 0005 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:16 2015 Page ID:EARuyYzXDeke1 OtIH_OnU4yf4Et-cWXy2y901PUI4FoUyhdOoyG7gocPXoODfKY9fydiq r1-4 5.1-3 9-4-9 13-8-0 18 1-11 22-7-5 27-11 31-4-7 35-7-13 40-9-0 1 51-3 4-3-7 4-3-7 45-11 4-5-11 4511 4-3-7 + 4-3-7 51-3 Scale=1:71.8 3x4= 4.00 12 5x8= 3x4= 3x8= 5x8= 6 7 28 827 10 3x4 E 3x4 4x7 4.,6 294 4 o.2648-1 4x7 2x4\ 24 12 28 2X4,;, o 4 6.20 2x4 .3 4-3-1 7-19 2x .3 410. 9.17 o.3 6-0-0 3 1329 d 23 5'22 2x4 .3 3.6.14 ;11-1;72x . 51-13 0.2 814W 1-4 2x4 22 .32 15 .32- 2 74 m �1 3x10= 30 22 31 21 20 32 19 18 33 17 16 34 15 35 3x10= 0.8.0(0.2-1) 3x4= 5x8 M18SHS= 3x4= 3x8— 3x4= 0.8.0(0.1-15) 3x8= 5x8 M18SHS= 5x8 M18SHs= 7-2-14 13-8-0 20-4-8 27-1-0 33-6-2 + 40.9-0 7-2-14 6-52 6-8-8 68-8 6-52 7-2-14 Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[4:0-3-8,Edge],[12:0-3-8,Edge],[14:0-5-2,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) 0.66 19 >734 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.57 Vert(TL) -1.1417-19 >422 180 M18SHS 244/190 BCLL 0.0 Rep Stress incr YES WB 0.65 Horz(TL) 0.30 14 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:205 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 2=236210-8-0,14=220110-8-0 Max Horz2=200(LC 10) Max Uplift=-1199(LC 6),14=-1031(LC 7) FORCES.(lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0138,2-23=-6106/2687,3-23=-6045/2712,3-4=-580712622,4-24=-5757/2626,5-24=-5737/2640,56=-4890/2403, 6-7=-4638/2345,7-25=-5137/2582,25-26=-5137/2582,26-27=-5137/2582,8-27=-5137/2582,8-9=-513712582, 9-10=-464412370,10-11=-4896/2429,11-28=-5768/2769,12-28=-577712759,12-13=-5839/2757,13-29=-604012889, 14-29=-614712875 BOT CHORD 2-30=-2507/5661,22-30=-2507/5661,22-31=-2297/5186 21-31=-2297/5186,20-21=-2297/5186,20-32=-220014994, :066:9• 19-32=-220014994,18-19=-220914996,18-33=-2209/4996,17-33=-2209/4996,16-17=-2364/5202,16-34=-23jW5 j8'23 • •••••• 15-34=-2364/5202,15-35=-262115703,14-35=-262115703 •• • •••• ' WEBS 3-22=-318/304,522=-110/438,520=-8551503,6.20=-462/1136,7-20=-8501465,7-19=-1611278,9-19=-158/47e90 a 0 0 +••a•• •• 9-17=-8441459,10-17=-46611137,11-17=-868/517,11-15=-134/450,13-15=-334/321 • •"'•• 0000•• • • • 0000 �••••• NOTES- •a0• • 1 Unbalanced roof live loads have been considered for this design. • " • • 2)Wind:ASCE 7-10;Vuit-175mph(3-second gust)Vasd=136mph TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl,� •••• 'a •`• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-14-9 to 2-8-6,Interior(1)2-8-6 to 7-10-14,ExteMpoma 0-14 •••••a ••••• to 13-8-0,Interlor(1)19-52 to 21-3-14,Exterior(2)27-1-0 to 40-50 zone;C-C for members and forces&MWFRS for Pmc#ons 0• • •..a a a shown;Lumber DOL--11.60 plate grip DOL=1.60 •.•••• • • • 3)Provide adequate drainage to prevent water ponding. • • + a 4 All plates are MT20 plates unless otherwise Indicated. • ' • ' ••••0• p P 0000•• 5)The solid section of the plate Is required to be placed over the splice line at joint(s)8. • • • • a 6)Plate(s)at joint(s)4,6,10,12,2,21,22,3,5,20,7,19,9,17,11,15,13,14,16 and 18 checked for a plus or minus 140ecc • ••• •••••• rotation about its center. • • • • • 7)Plate(s)at joint(s)8 checked for a plus or minus 5 degree rotation about Its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1199 Ib uplift at joint 2 and 1031 Ib uplift at joint 14. 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Pty DANIEL GITLIN 15110 H12 HIP 1 1 0006 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:18 2015 Page ID:EARuyYzXDeke1 OtiHOnU4yf4Et-Yv_ flTeBGE1 kTJZyt46fsuNLVlcB5?fPV7dl Gjtydlq r14'Q 59-3 10-8-9 15-8-0 20-4-8 25-1-0 30-0-7 34-11-13 40-9-0 1-4- 5.9-3 4-11-7 4-11-7 4-11-7 4-11-7 5-9-3 Scale=1:71.8 4.00 12 5x8 2x4 11 5x8= 3x4 0 6 7 8 3x4 3x8 a 4x7 2x4 .24-7-5 4 5 9 10 24 3x4 5� 3x4 a o 3 6.192x4 .34.11- -182x4 .34.11.1 182x4 .34.11.10 11 ,b 21A 2x4 5-21 2x o.3 3.4- 10.16 2z . 5.10.5 8• 3112-0022 11225022 2x o.3 11-14 11-8 12 1 3x10= 28 22 27 21 20 28 19 18 29 1730 18 31 1S 14 32 33 13 3x10- d 0-8.0(0-2.1) 2x4 11 5x8 M18SHS= 3x4= 3x8= 3x4= 3x4= 2x4 11 O.g.pi0.1.15) 3x4= 5x6 we= 5x8 M18SHS= 59-3 10-8-9 158-0 20-4-8 251-0 3.N17 34-11-13 40-9-0 59-3 4-11-7 411-7 48-8 4-11-7 411-7 59-3 Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[4:0-3-8,Edge],[6:0-5-4,0-2-8],[8:0-5-4,0-2-8],[12:0-5-2,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.58 18 >832 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -1.0218-19 >472 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.33 12 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:216]b FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,9-12:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 1-412 oc bracing. BOT CHORD 2x4 SP No.2*Except" 2-20,12-15:2x4 SP M 31 ;4,66:0 WEBS 2x4 SPNo.36666•• OTHERS 2x4 SP No.3 • •• • • 000* •• REACTIONS.(Ib/size) 2=236210-8-0,12--220110-8-0 •••• •••••• 6666•• Max HOrz2=224(LC 10) ***too • ••••i Max Uplift=-1178(LC 6),12=-1010(LC 7) 0600 • • 6666 FORCES.(lb)-Maximum Compression/Maximum Tension • • •••••• ••••• 6666 • • TOP CHORD 1-2=0/38,2-23=-615012567,3-23=-6081/2597,3-4=-5448/2512,4-5=-5342!2516,5-6=-458312249,6-7=-4575i2336p • • •• • 6666• 7-8=-457512336,8-9=-4523/2267,9-10=-458712242,10-24=-5358/2574,11-24=-5464/2549,11-25=-6087/277,•0••• ••0•0• ••••0• 12-25=-619112756 • • BOT CHORD 2-26=-242515700,22-26=-242515700,22-27=-242515700,21-27=-2425/5700,20-21=-2153/5048,20-28=-2153rbft$,•0 • 19-28=-215315048,19-29=-1757/4196,18-29=-175714196,17-18=-1775/4200,17-30=-1775/4200,16-30=-1771/4200,• ••• • • •••••• ••• • • 16-31=-220715063,15.31=-2207/5063,1415=-2207/5063,1432=-250315741,13-32=-250315741,13-33=-250115741• • 660089 12-33=-250315741 • • • • ••• • • WEBS 3-22=0/294,3-21=-701/403,521=-901400,5-19=-1067/576,6-19= =- -2761718,6-183401612,748=-471/343, •• • • • • 8-18=-337/606,8-16=-2841727,10-16=-1082/589,10-14=-981404,11-14=-729/436,11-13=0/301 •• • NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 9-10-14,Exterior(2)9-10-14 to 30-10-2,Interior(1)30-10-2 to 36-4-2 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)The solid section of the plate is required to be placed over the splice line at joint(s)17. 6)Plate(s)at joint(s)4,6,8,9,2,20,3,22,21,5,19,18,7,16,10,14,11,13,12 and 15 checked for a plus or minus 0 degree rotation about Its center. 7)Plate(s)at joint(s)17 checked for a plus or minus 3 degree rotation about its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1178 Ib uplift at joint 2 and 1010 lb uplift at joint 12. 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysts and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type city Ply DANIEL GITLIN 15110 H13 HIP 1 1 0007 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:21 2015 Page ID:EARuyYzXDekelOtIH OnU4yf4Et-yULr5gD8Xy71AOhS1EDZVOzxxpCvCOzypbGwKCydiq r1-4+Q9-2-14 13-5-7 17-80 23-1-0 27-3-9 31-6-2 35 8-11 40-9-0 1 5-0-5 4-2-9 4-2-9 4-2-9 5.5-0 4-2-9 4-2-9 4-2-9 5-0-5 Scale=1:71.8 440 12 5x8= 5x8= 3x4 9 3x8 8 p 7-8 2x4e. 3x4 a 67 10 3x4. 23 9•t 2 X8.10 3x4 4x7:'- 4.742x4 11 4x7 a 2z4�� 8.19 2x4 .3 5.7-10 9.17 2x4 .3 8.7.10 12 2x4 ii r 3 4 6.20 2x o.3 4-55 0.17 2x 3 5.11.8 1328 22 212x4 3.11-11 18 2x4 .33-11-1 o.284-0 2 212x .32- 52x .32.0- 14 1 12z 3 0-10-0 27 21 28 20 29 19 18 30 17 31 18 32 15 33 3x10— 3x4= 5x8 M183HS= 3x8 5x8 We= 3x4 5x8 M183HS= 3x4= 3x10= 0.8.0(0.2-1) = = 0-8.0(0.2-0) 644 12-0-9 17-8-0 23-1-0 28 8-7 34-3-13 40-9-0 6-5-3T 5-7-7 5 7-7 5-5-0 5-7-7 5-7-7 6-5-3 Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[4:0-3-8,Edge],[9:0-5-4,0-2-8],[12:0-3-8,Edge],[14:0-5-2,0-1-8],[16:0-4-0,0-3-0],[20:0-4-0,0-3-0] 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 0.97 Vert(LL) 0.5917-19 >816 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(TL) -1.0717-19 >448 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.31 14 We We BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:216 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2*Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2.20,14-16:2x4 SP M 31 WEBS 2x4 SP No.3 • •••••• •••••• OTHERS 20 SP No.3 • • • • REACTIONS.(Ib/size) 2=236210-8-0,14=2201/0-8-0 00 000• �0•• ••••i• Max Horz2=248(LC 14) 000:0* Max Uplifft=-1153(LC 6),14=-986(LC 7) .••:•• • 000000 000 FORCES.(lb)-Maximum Compression/Maximum Tension • • • 0.0 ••••• TOP CHORD 1-2=0/38,2-22=-6169/2476,3-22=-610912501,3-4=-5946/2444,4-5=-5897/2462,5-23=-520412333,6-23=-5144/'2m, 0 0 • 6-7=-426012039,7-8=-4252/2063,8-24=-4031/2018,9-24=-4031/2018,9-10=-4261/2072,10-25=-5150/2383,0 0•••• •• • 11-25=-521312370,11-12=-5922/2618,12-13=-5984/2606,13-26=-6108/2686,14-26=-6213/2672 00 .•• • •• 0 0000;• BOT CHORD 2-27=-2408/5720,21-27=-2408/5720,21-28-2150/5259,20-28---2150/5259,20-29=-1874/4598,19-29=-18741459 0 0 18-19=1539/3887,18-30=-1539/3887,17-30=-1539/3887,17-31=-190314604,16-31=-1903/4604,16-32=-214M k: 00000 0 15-32-2171/5275,15-33=-2432/5764,14-33=-2432J5764 0 0 :000:9 WEBS 3-21=-270/272,5-21=-164/454,5-20=-691/429,6-20=-267/667,6-19=-1055/590,8-19=-307/870,9-19=-30613(63, • 0 :0 0 0 0: 9-17=-364/873,10-17=-10631596,10-16---2741674,11-16---7021441,11-15-1951469,113-115=-2841286 0 0 • 0 000 • 0 NOTES- 00 0 •0 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 11-10-14,Exterior(2) 11-10-14 to 28-10-2,Interior(1)28-10-2 to 36-4-2 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)The solid section of the plate Is required to be placed over the splice line at joint(s)18. 6)Plate(s)at joint(s)7,8,9,12,2,21,3,5,20,6,19,17,10,16,11,15,13,4 and 14 checked for a plus or minus 0 degree rotation about its center. 7)Plate(s)at joint(s)18 checked for a plus or minus 3 degree rotation about Its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1153 Ib uplift at joint 2 and 986 lb uplift at joint 14. 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 15110 H14 HIP 1 1 0008 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:23 2015 Page ID:EARuyYzXDekel Ot(H_OnU4yf4Et-vsTbWMFP2ZNIPKggsfFl bR21ud?SgzJFGvIOP4ydiq r1 5-6 5 10-2-14 14-11-7 19-8-0 ,21-1-Q 25-9-9 30-6-2 35.2-11 40-9-0 1 5-6-5 4-8-9 4-8-9 4-8-9 1- 48-9 4-8-9 44 5-6-5 Scale=1:71.8 4.00 12 5x8= 5x6= 8 8-9 -5-0 SxB� 3x8%3xU h4 2 4915 10 8 TB 3x4 3x4 3X8 5 t o.2 a" 4x7� o 3x4 4-6 8.21 Wt4 10 12 3x4 kz 3 4 7-22 2x c.34-9- 0.18 2x o.34-9-2 13 5-242x o.3 3.2• 11-18 .35-5.7 28 52x o.3 - 13.18 � 8.8 - 29 0.28.0-0 14 i°1 2 7-21 140 30 31 23 32 33 34 35 19 3817 37 38 " 25 24 22 21 20 18 18 15 3x10-1 2x4 11 5x8 M18SHS= 3x4= 3x4= 5x8 VM__ 3M= 3x4= 2x4 11 3x10= 0.8.0(0.2-1) 3x4= 3x8= 5x8 M183HS= 5-6.5 14-0-2-148-9 4-8 14.19 1-7 19-8-0 21-1-Q 25 9-9 30-6-2 + 35-2-911 40-9-0 5-6-5 4-8- Plate Offsets(X,Yj-{2:0-5-2,0-1-8],[8:0-5-4,0-2-8],[10:0-3-0,0-3-0],[12:0-3-8,Edge],[14:0-5-2,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) 0.5621-22 >857 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.56 Vert(TL) -1.0321-22 >466 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.29 14 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight:234 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-21,10-20 OTHERS 2x4 SP No.3 • • •••••• •••••• REACTIONS.(Ib/size) 2=236210-8-0,14=2201/0-8-0 • •• •„•• '• Max Horz2=273(LC 10) • • Max Uplift=-1126(LC 6),14=-958(LC 7) • •• •••••• FORCES.(lb)-Maximum Compression/Maximum Tension • •••• • • TOP CHORD 1-2=0138,2-26=-6215/2367,3-26=-614912384,3-4=-5571/2262,4-5=-5516/2286,5-6=-4797/2101,6-7=-4696i�119, • •••e e' ••••.. 7-8=-3935/1860,8-27=-3723/1833,9-27=-3723/1833,9-10=-3947/1865,10-28=-4697/2134,11-28=-4798/2119!00 Geoff • 11-12=-5529/2340,12-13=-558512316,13-29=-6157/2552,14-29=-626012536 •••••• ••e'e BOT CHORD 2-30=-2323/5762,25-30=-232315762,25-31=-232315762,24-31=-232315762,23-24=-200715168,23-32=-200Tjjf $•e ••• • 0•••V 22-32=-2007/5168,22-33=-167814397,21-33=-1678/4397,21-34=-129613549,20-34=-1296/3549,20-35=-1695/4398, • • =- 19-35169514398,18-19=-1695/4398,18-36=-1987/5181,17-36 -1987/5181,16-17=4987/5181,16-37=-23(pftl, •e•e;• 15-37=-2300/5807,15-38=-2300/5807,14-38=-2300/5807 0 0 • ' WEBS 3-25=01286,3-24=-6391376,5-24=-90/384,5-22=-954/514,7-22=246/664,7-21=-12471669,8-21=-410/898, e 0 • e e e••• 8.20=-2411337,9-20=-3711940,10-20=1231/669,10-18=-247/653,11-18=-969/523,11-16=-101/391,13-16=-674/416' ••• • • 13-15=01293 • + • • • NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.ll;Exp C;Encl., GCpl=0.18;MWFRS(envelope)automatic zone and C-C Extertor(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 13-10-14,Exterlor(2) 13-10-14 to 26-10-2,interior(1)26-10-2 to 36-4-2 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)The solid section of the plate Is required to be placed over the splice line at joint(s)19. 6)Plate(s)at joint(s)6,8,9,2,23,3,25,24,5,22,7,21,20,10,18,11,16,13,15,4,12,14 and 17 checked for a plus or minus 0 degree rotation about its center. 7)Plate(s)at joints)19 checked for a plus or minus 3 degree rotation about its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1126 Ib uplift at joint 2 and 958 Ib uplift at joint 14. 10)This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysts and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 45110 H2 Hip 1 1 0009 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:26 2015 Page ID:EARuyYzXDekel OtiH_OnU4yf4Et-JR8j8NHHLUIKGnZPYnpkC3gtHgwWtLJhytzh?Pydiq -140, 5-10-14 11-0-0 14-8-0 18-4-0 23-5-2 29-40 3048-0, 1-0 5-10-14 5 1-2 3-8-0 3-8-0 5-1-2 5-10-14 1-4-0 Scale=1:53.4 4.00 12 4x7= 2X4 11 4x7= 4 5 6 5x6% 3-42x4 25.3-12 20 5x6 3 19 7 4.152x4N 3.33.4- 5.142x4N .33.41 122x4N .33.415 1�1x 3.172x4N .31-8.1 7-02 -15 2741 'D 2 381 0-t0- 8 1 s Il�J 22 17 16 23 15 24 14 1325 12 26 11 10 27 " 3x8= 2x4 11 5x6 WB= 3x4= 3x8= 4x5= 3x4= 5x6 WB= 2x4 11 3x8 0.8.0(0.2.2) 0-6-0(0.2-2) 5.10-14 11-0-0 148-0 18-4-0 23-5-2 29-4-0 r 10-14 — ` 5-1-2 3-8-0 3-8-0 5-1-2 5-10-14 Plate Offsets(X,Y)-{2:0-4-0,Edge],[3:0-3-0,0-3-0],[4:0-5-4,0-2-0],[6:0-5-4,0-2-0],[7:0-3-0,0-3-0],[8:0-4-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl LJd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.34 14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.97 Vert(TL) -0.60 14 >577 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.20 8 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:146 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 2--1731/0-8-0,8=1731/0-8-0 • e Max Horz2=152(LC 14) • •••••• Max UplifR---893(LC 6),8=-893(LC 7) e e FORCES.(lb)-Maximum Compression/Maximum Tension •••••• e 0000 • ••e• • TOP CHORD 1-2=0/38,2-18=-4175/1741,3-18---410611772,3-19---3301/1544,4-19=-3235/1570,45=-3295/1647,5-6=-32961JI 7• e e 6-20=-323511570,7-20=-330111544,7-21=-4106/1772,8-21=-4175/1741,8-9=0/38 e••�� BOT CHORD 2-22=-1584/3849,17-22=-158413849,16-17=-1588/3843,16-23=-1588/3843,15-23=-1588/3843,15-24=-1194r3atcl,• 0 e'••• • • 14-24=-1191/3019,13-14=-119113019,13-25=-119113019,12-25=-119113019,12-26=-1511/3843,11-26=-151 T/S843, 0••• 00000 10-11=-151113843,10-27=-1507/3849,8-27=-1507/3849 •e•••• so e WEBS 3-17=0/308 3-15---9051505,4-15---1371437,4-14---251/446,5-14=-346/251 6-14=-251/446 6-12=-1371437, • • 00:00* 7-12=-905/507,7-10=01308 e' e 090000 NOTES- e i • ee •• 1)Unbalanced roof live loads have been considered for this design. •••••• 6960:0 2)Wind:ASCE 7-10;Vult-175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;oEnci, a :0000: GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 1-7-7,Interior(1)1-7-7 to 6-9-1,Exterior(2y6-9-•I to e• • • e 22-6-15,Interior(1)22-6.15 to 27-8-9 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate .• e grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)Plates checked for a plus or minus 0 degree rotation about its center. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 893 Ib uplift at joint 2 and 893 Ib uplift at joint 8. 7)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type city Ply DANIEL GITLIN 45110 H3 Hip 1 1 0010 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:50:28 2015 Page ID:EARuyYzXDekelOtiH_OnU4yf4Et-FgGUZ3JXt572W5jofCrCHUTAmehnKAO QBSn4lydiq r1-4-Q I 5.2-14 9-8-0 14 0-7 18-3-2 22-5-14 26.8-9 31-1-0 35-6-2 40-9-0 X12-1-0 1 5-2-14 4-5-2 447 42-11 42-11 42-11 44-7 4-5-2 5-2-14 1 Scale=1:71.3 2x4 11 5x8= 2x4 11 3x8= 4x7= 3x8= 5x8= 4.00 12 4 5 8 28 7 8 8 10 3x4 3x4 c 3 11 c }S4 yx 4.23 21X4116.3 2-1 212x4116.32-11- 0 2x4 .3 2-1 18&4 6.32-11- U4116.3 2.10.211 5 42x o.3 - 11-15 12 d!1 2 13Iai d d 3x10= 32 24 33 23 22 21 34 2018 35 18 36 17 18 15 37 14 38 3x10= 0.8.0(0.2-0) 2x4 11 3x4=5x8 M183H8= 2x4 11 3x8= 2x4 11 3x8= 2x4 11 0.8.0(0-2-0) 3x8= 5x8 M18SH8= 5x8 M18SHS= 5-2-14 14-0-7 } 18-3-2 22-5 14 , 26-8-9 31-1-0 35-6-2 , 40-9-0 5-2-14 45-2 447 42-11 42-11 42-11 447 45-2 5-2-14 Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[4:0-5-4,0-2-8],[7:0-3-8,Edge],[12:0-5-2,0-1-8],[21:0-2-8,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 0.9718-20 >495 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.60 Vert(TL) -1.6218-20 >297 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.34 12 n/a We BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:208 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-5 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 45-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(ib/size) 2=2359/0-8-0,12=2359/0-8-0 Max Horz2=135(LC 10) • • Max Uplift=-1232(lC 6),12=-1232(LC 7) • 0 •••••• • • • :*0000 •••••• FORCES.(lb)-Maximum Compression/Maximum Tension 0 0 • "9096" •0 TOP CHORD 1-2=0/38,2-25=-6061/2703,2r)-26--.599812715,3-26=-597012730,3-4--.546912556,4-5=-6450/3031,5-27=-6480169N, 0••• • 6-27=-645013031 6-28=-7072/3279 7-28=-7072/3279 7-8=-707213279 8-29=-707213279 9-29=-7072/3279 • • 9-10=-5206/2497,10-11=-546412552,11-30=-5971/2731,30-31=-6000/2716,12-31=-6063/2704,12-13=0138 • • • •••••• BOT CHORD 2-32=-2506/5625,2432=-250615625,24-33=-250615625,23-33=-2506/5625,22-23=-223315095,21-22=-2233MR,• 000000 • • 21.34=-3080/7016,20-34=-308017016,19-20=-308017016,19-35=-3080/7016,18-35=-308017016,18-36=-2705/6890, 0000 ••*• 17-36=-2705/6390,16-17=-2705/6390,15-16=-2705/6390,15-37=-2407/5627,1437=-2407/5627,1438=-2491j56$70 00 • • • 12-38=-240715627 •• WEBS 3-24=01273,3-23=-5861353,423=-941380,421=-833/1661,5-21=-404/296,6-21=-8731442,6-20=0/288,6-1�• •=-2181297, •• 0 •••••• 8-18=-383/272,9-18=-426/840,9-17=0/278,9-15=-1647/830,10-15=-517/1305,11-15=-5931359,11-14=0/2V 0 • • • NOTES- �••••• ��•��' 1)Unbalanced roof live loads have been considered for this design. • • • • • 2 Wind:ASCE 7-10;Vult=175m h3-second gust)Vasd=136m h-TCDL=9.0 sf-BCDL=6.0 sf-h=15ft-Cat.II-Ex C-@rk � l. • • 000 ;"••• GCpi=0.18;MWFRS(envelope)automatic one nd C-C Ext rrior (2)-1-49 to 28-6,Interior(1)2-8-6 to 3-10-14,Exterior(2)3-10-14 ••' to 9-8-0,Interlor(1)15-5-2 to 25-3-14,Exterlor(2)31-1-0 to 42-1-9 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)Plates checked for a plus or minus 0 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1232 lb uplift at joint 2 and 1232 Ib uplift at joint 12. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 15110 H4 Hip 1 1 0011 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:31 2015 Page ID:EARuyYzXDekelOtIH OnU4yf4Et-gPxcB5LOAONdNYSNKLOvv7NiXrklxZz069hShdydiq r1-4+Q 4-5.3 8-0-9 111 16-0-4 20-4-8 24-8-12 29-1-0 32-6-7 36 3-13 , 40-9-0 42-1-0 1 4-d 4-5.3 3-7-7 - T 3-7-7 4-4-4 4-4-4 44-4 4-4-4 3-7-7 3-7-7 4-5.3 1 Scale=1:72.3 4.00 12 3x4 5xe= 3x4_ 4x7= 3x4= 5x8= 8 8 0 0 11 4x7 30 3x4 4-683c4 1- 0.2$29.10 4x7 2x4 J 425 1328 2x4 G o 3 6.22 2x4 .3 3.7-1 7.212x4 .33-10- 9.19 2x .34-7.1 10.18 o.3 5.5• 14 N 24 23 2x 330- 2.18 2 .3 4-4-3 29 2 23 .3 72� .32- 1s 1 18,Nf, 3x10= 30 23 31 22 32 21 33 20 19 34 18 35 17 36 3x10= 0-8-0(0-2-0) W= 5x10 M183HS= 3x4= 3x4= 5x10 M18SHS= 3x4= 0.8.0(0.2-0) 5x8 M18SHS= 6-2-14 11-8-0 17-5-11 23-3-5 , 29-1-0 34-6-2 40-9-0 6-2-14 5.5 2 59-11 5-9-11 5-9-11 5-5-2 6-2-14 Plate Offsets(X,Y)-{2:0.5-2,0-1-8],[4:0-3-8,Edge],[8:0-3-8,Edge],[13:0-3-8,Edge],[15:0-5-2,0-1-8],[18:044,0-3-0],[22:044,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) 0.7619-21 >634 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(TL) -1.3019.21 >370 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.31 15 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:209 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-11-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 2--2359/0-8-0,15=2359/0-8-0 Max Horz2=160(LC 14) • • Max Uplift=-1216(LC 6),15=-1216(LC 7) • • See, •0 + • �, 0000•• FORCES.(lb)-Maximum Compression/Maximum Tension •• • •••••• •• TOP CHORD 1-2=0/38,2-24=-605112672,3-24=-5989/2694,3-25=-5847/2636,4-25=-5806/2637,4-5=-580112648,5-6=-5169/2TS0, sees ••••*• 6-7=-492012410,7-26=-5827/2798,8-26=-582712798,8-9=-5827/2798,9-27=-5827/2798,10-27=-5827/2798,o a 0••• • • • 10-11=-4920/2410,11-12=-5169/2475,12-13=-5801/2648,13-28=-580612637,14-28=-584712636,14-29=-599OJ4fy9.4, •*ago: • 15-29=-605112672,15-16=0/38 • • 0•••• • • BOT CHORD 2-30=-2499/5612,23-30=-249915612,23-31=-2334/5327,22-31=-2334/5327,22-32=-2399/5622,21-32=-2399 MI, ••+• 0•••• 21-33=-248215886,20-33=-2482/5886,19-20=-248215886,19-34=-238015622,18-34=-2380/5622,18-35=-2299/b3W# •• • 17-35=-2295/5327,17-36---2373/5612,15-36=-237315612 0 • + • • 06:96 * • WEBS 3-23=-182/221,5-23=-59/365,5-22=-670/402,6-22=-515/1261,7-22=-1188/622,7-21=-2031421,9-21=-352/324, •• •• • •••••• 9-19=-352/324,10-19=-203/421,10-18=-1188/622,11-18=-515/1261,12-18=-670/402,12-17=-60/365,I4-17#"-?1%M2 00 NOTES- 0000•• 0090•0 1)Unbalanced roof live loads have been considered for this design. • • • :00000 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;EMI., 0 0• g•o • • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 5-10-14,Exterior(2)5-10-14 •• to 11-8-0,Interior(1)17-5-2 to 23-3-14,Exter)or(2)29-1-0 to 42-1-9 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)Plates checked for a plus or minus 0 degree rotation about Its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1216 Ib uplift at joint 2 and 1216 Ib uplift at joint 15. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type caty Ply DANIEL GITLIN •15110 H5 Hip 1 1 0012 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:33 2015 Page ID:EARuyYzXDekelOtlH_OnU4yf4Et-cn3NcmMgiedLcsbISIRN YT2WfPu?UGjZTAYIVydiq r1 4:Q 5-1-3 9-4-9 13-8-0 18-1-11 22-7-5 27-1-0 , 31-4-7 , 35-7-13 40-9-0 42-1-p 1 5-1-3 4-3-7 4-3-7 4-5-11 4-5-11 4-5-11 4-3-7 4-3-7 5-1-3 1 A 11 Scale=1:72.3 3x4= 4.00 12 5x8— 3x4= 3x8= 5x82.4 = 8 7S.OM 27 828 4n 10 3x4 3x4 4x7 4-6294 4 1 .21 A D-% 4x7 2x4 1 4 25 12 2x4 O o 3 6.21 2x4 .3 4.31 7-20 2x .34-10- 9-18 o.36-0.0 13 d 24 5-23 2x4 .338.14 11-182X 5.1-13 30 a 1-42x4 23 .32- -182 .32 14 1 2 15- WO -3x10= 31 23 32 22 21 33 20 19 34 18 17 35 10 36 3x10= 0.8.0(0.2-1) 3x4= 5x8 M18SHS= 3x4= 3x8— 3x4= 0.8.0(0.2-1) 3x8= 5x8 M18SHS= 5x8 M18SHS= 7-2-14 13-8-0 20-4-8 27-1-0 33-fr2 , 40-9-0 7-2-14 6-5-2 ' 68-8 6-5-2 7-2-14 Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[4:0-3-8,Edge],[12:0-3-8,Edga],[14:0-5-2,0-1-8] 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 0.74 Vert(LL) 0.65 20 >738 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.54 Vert(TL) -1.1318-20 >424 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.29 14 We n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:207 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-9 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid calling directly applied or 4-11-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 2=2359/0-8-0,14--2359/0-8-0 Max Horz2=184(LC 14) Max Uplifg=1198(LC 6),14=-1198(LC 7) :•••0• • • • 0000•• FORCES.(lb)-Maximum Compression/Maximum Tension •••• 0 0000 •• TOP CHORD 1-2=0/38,2-24=-609912660,3-24=-603912685,3-4=-580112595,4-25=-5751/2599,5-25=-5730/2613,5-6=-44P;W=4 0 0 • 6-7=-4632/2317,7-26=-5128/2541,26.27=-5128/2541,27.28=-5128/2541,8-28=-512812541,8-9=-5128/2541, 9 0 0•0 •••••• 9-10=-4632/2317,10-11=-4883/2374,11-29=-5730/2613,12-29=-5751/2599,12-13=-580112595,13-30=-60AW!?,• • •••• 14-30=-6099/2660,14-15=0/38 0000 •••• • • BOT CHORD 2-31=-2485/5661,23-31=-248515661,23-32=-2223/5187,22-32=422315187,21-22=-222315187,21-33=-21 Awn 0 • • 20-33=-211614992,19-20=-211614992,19-34=-2116/4992,18-34=-2116/4992,17-18=-222315187,17-35=-2223/5187 •••• **:006 ••••0J •0 • 0000• 16-35=-222315187,16.36=-2361/5661,14-36=-236115661 • • 0 • • WEBS 3-23=-318/304,5-23=-110/438,5-21=-855/503,6-21=-45311134,7-21=-845/460,7-20=-1591278,9-20=1 5912m, •• •• • •••••• 9-18=-845/460,10-18=-453/1134,11-18=-855/504,11-16=-1111438,13-16=-318/305 •.•••• • 0• NOTES- • • . • •000% 0000•• 1)Unbalanced roof live loads have been considered for this design. • • • • • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.ll;Exp C;%Sr : • *00 :••••: GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 2-8-6,Interlor(1)2-8-6 to 7-10-14,Exterior(2)7-10-14 see* to 13-8-0,Interior(1)19-5-2 to 21-3-14,Exterior(2)27-1-0 to 42-1-9 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)Plates checked for a plus or minus 0 degree rotation about Its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1198 Ib uplift at joint 2 and 1198 lb uplift at joint 14. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pltchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type City ply DANIEL GITLIN 15110 H6 Hip 1 1 0013 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:36 2015 Page ID:EARuyYzXDeke1OtiH_OnU4yf4Et-OMIVFoPZ ZOvTKKK7u 4cA5WXsKOCo09GROCMgydiq T11Q 59-3 101-9 1:10 20 4-8 251-0 30-0-7 34-11-13 40-9-0 42-1-0 1 59-3 4-11-7 4-11-7 4-8-5 48-8 4.11-7 4.11-7 59-3 1-4 Scale=1:72.3 4.00 12 5x8= 2x4 11 5x8= 8 7 g .43: 3x4 3x4 4x7 5 4x7 4.6 2x4 0.2 6.0-3 4 5 9 10 3x4 5 3x4 o 3 6.20 2x4 3 4.11- -19 2x4 .3 4.11-1 17 2x4 .3 411-10 11 ,b 21-0 2x4 5.22 2x o.3 3 4- 9.17 2x . 5.10-5 0.212.0 A 2x o.3 11-15 11-8 a 2 12 113 3x10= 28 23 27 22 2021 28 29 19 18 30 17 31 16 15 32 14 33 3x10= 0.8-0(0-2-1) 2x4 11 5x8 M18SHS= 3x4= 3x8= 3x4= 3x4= 2x4 11 0.8-0(0.2-1) 3x4= 5x6 Wa= 5x8 M18SHS= 59-3 10-8-91+ 20-4-5 � 251-0 30-0-7 34.11-13 40-9-0 59-3 4-11-7 411-7 48-8 4-8-5 4-11-7 4-11-7 59-3 Plate Offsets(X,Y)-{2:0-5-2,0-1-81,[4:0-3-8,Edge],[6:0-54,0-2-8],[8:0-54,0-2-8],[10:0-3-8,Edge],[12:0-52,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Ildefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) 0.63 19 >769 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -1.1119-20 >435 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.33 12 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:218 ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2*Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-21,12-16:2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 2=2359/0-8-0,12--2359/0-8-0 •• 9:0 Max HOrz2=209(LC 10) : •'• ' =- Max Uplif@1176(LC 6),12--1176(LC 7) •• • •••• • •••••• •••• •••••• FORCES. Ib -Maximum Com ression/Maximum Tension • TOP CHORD) 1-2=0138,2-24---614612539,3-24=-607712568,3-4=-5442/2482,4-5--5337/2486,5-6=-4576/2218,6-7=-4567/2297 *00000 7-8=-4567/2297,8-9=-457612218,9-10=-533712486,10-11=-5442/2482,11-25=-6077/2568,12-25=-614(p125$9,"'0 0"•'• 0 • 12-13=0138 •••• •••• ••••• BOT CHORD 2-26=-2403/5702 23-26=-2403/5702 23-27=-2403/5702 22-27=-2403/5702 21-22--2077/5049 21-28--207.74%0$9 06 • • 20-28=2077/5049,20-29=-1681/4197,19-29=-168114197,18-19=-1681/4197,18-30=-168114197,17-30=-1681►419?, 0 • • 17-31--2077/5049,16-31=-2077/5049,15 =- 162077/5049,1532=-224715702,14-32=-2247/5702,14.33=-244'//5'102, 00 ' 0"9•0 12-33=-2247/5702 000000 • •' WEBS 3-23=01293,3-22=-7021404,5-22---911400,5-20=-1068/577,6-20=-277/719,6-19=-3371608,7-19=-471/343,. " ; . 8-19---3371608,8-17=-277/719,9-17--10681577,9-15=-911400,11-15--7021406,11-14=01293 •••••• NOTES- •• • • ••• • • 1)Unbalanced roof live loads have been considered for this design. '..' 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterlor(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 9-10-14,Exterior(2)9-10-14 to 30-10-2,Interior(1)30-10-2 to 38-0-10 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)The solid section of the plate is required to be placed over the splice line at joint(s)1 S. 6)Plate(s)at joint(s)4,6,8,10,2,21,3,23,22,5,20,19,7,17,9,15,11,14,16 and 12 checked for a plus or minus 0 degree rotation about its center. 7)Plate(s)at joint(s)18 checked for a plus or minus 3 degree rotation about Its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1176 Ib uplift at joint 2 and 1176 Ib uplift at joint 12. 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 15110 H7 Hip 1 1 0014 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:50:38 2015 Page ID:EARuyYzXDeke1 OtiH_OnU4yf4Et-yltGfUQpWAGdjdUjFJOYhbArggOwgiFSjltJRjydiq 1-4.Q 5-0-5 9-2-14 13-5 7 17-8-0 23-1-0 27-3-9 31-6 2 35 8-11 40-9-0 42-1-0 1 42 99 4-2 9 4.2-9 5-5.0 4-2-9 42-9 4.2-9 50-5 1:4-d Scale=1:72.3 4.00 12 5x9— 5x8= 3x4% 8 3x4 zz 3x8 cb.�gO.'2.5.5 9 3x9 7 7-8 2x4 e. 02 4.1.810 9 11 3x4:- 25 27 3x4 4x7% 4-752x4 a2l!{-0.0 4x7-- 2X4 o 2x4 O 8.21 2x4 .3 5.7-10 9-19 2x4 .3 5.7.10 2"�i N 17 3 4 9.22 2x o.3 4.5-5 ti-192X .3 5.11.8 13 94 24 3 2x4 311-11 182x4 .33-11-1 28 23 2x .32 7 2x .32.0- '1 2 12x 30.10-0 15 16� �l 3x10— 29 23 30 22 31 21 20 32 18 33 18 34 17 35 X10 08.0(0.2-1) 3x4= 5x8 M18SHS= US_ 5x9 WB= 3x4_ 5x8 M18SHS= 3x4= 0.8.0(0-2.1) 6-5-3 12-0-9 17-8-0 23-1-0 28-8-7 34-3-13 40-9-0 6-5-3 5 T-75-7-7 5-7-7 6-5-3 Plate Offsets(X,Y)-[2:0-5-2,0-1-8],[4:0-3-8,Edge],[9:0-5-4,0-2-8],[13:0-3-8,Edge],[15:0-5-2,0-1-8],[18:0-4-0,0-3-0],[22:0-4-0,0-3-0] 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 0.97 Vert(LL) 0.5919-21 >821 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.99 Vert(TL) -1.0719-21 >450 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.31 15 We n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:218 lb FT 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2`Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-22,15-18:2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 2=235910-8.0,15=2359/0-8-0 •••••• Max Horz2=233(LC 14) : **6 *• 0 • • Max Uplife -1152(LC 6),15=-1152(LC 7) •• • e•••• • • • FORCES. Ib -Maximum Compression/Maximum Tension 000000 0:• TOP CHORD 1-2=0/38,2-24=-6163/2461,3-24=-610312486,3-4=-593912417,45=-5891/2435,5-25=-5197/2305,6-25=-5134/2317, •••••• 6-7=-425312010 7-8=-4245/2034 8-26=-4025/1990 9-26=-402511990 9-10=-4244/2034 10-11=-4252/2010 0090 664999 :0040:• 11-27=-5135/2317,12-27=-5198/2305,12-13=-589112435,13-14=-593912417,1428=-6102/2487,15-28=-61681Q492, *000 ••••• • 15-16=0138 •••••• •• • •••••• BOT CHORD 2-29=-2386/5720,23-29=-2386/5720,23-30=-2127/5259,22-30=-2127/5259,22-31=-1800/4598,21-31=-180014698 9 0 0 0 20-21=-1456/3885,20-32=-145613885,19.32=-1456/3885,19-33=4800/4598,18-33=-1800/4598,18-34=-20%/52$9, " ' 6006:0 17-34=-2029/5259,17-35=-2198/5720,15-35=-2198/5720 000000 0 WEBS 3-23=-2711272,5-23=-1651454,5-22=-6911429,6-22=-2671667,6.21=-10551590,8-21=-298/868,9-21=-3021$05, � : . • .�.��• 9-19=-359/868,11-19=-1057/590,11-18=-268/668,12-18=-6901430,12-17=-165/454,1417=-271/273 •••••• • • • • • NOTES- •• • • ••• • • 1)Unbalanced roof live loads have been considered for this design. •.•• 2)Wind:ASCE 7-10;Vult-175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 11-10-14,Exterlor(2) 11-10-14 to 28-10-2,Interior(1)28-10-2 to 38-0-10 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL--1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)The solid section of the plate is required to be placed over the splice line at joints)20. 6)Plate(s)at joint(s)7,8,9,10,2,23,3,5,22,6,21,19,11,18,12,17,14,4,13 and 15 checked for a plus or minus 0 degree rotation about Its center. 7)Plate(s)at joint(s)20 checked for a plus or minus 3 degree rotation about Its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1152 Ib uplift at joint 2 and 1152 Ib uplift at joint 15. 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 95110 H8 Hip 1 1 0015 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:41 2015 Page ID:EARuyYzXDeke1 OtiH_OnU4yf4Et-NKYOIVt-hp5eCa5DIwRaGJEoOZt8ut6ruP16zl2ydlq T1 4.Q 5-6-5 10-2-14 14-11-7 19-8-0 21-1-Q 25-9-9 30-6 2 35-2-11 40-9-0 42-1-Q 1-4- 5-6-5 48-9 4-8-9 4-8-9 1- 4-8-9 48-9 4-8-9 5-6-5 1 Scale=1:72.3 4.00 12 5x8= 5x8= 8 8.9 1 4—" 3x8 3x Z3x4 z�3x8 768 2x4 0. .2 11-2-1f, g 11 3x4 3x4 12 3x8 o 6 5 4-6 2x4 623 2x4 3.10 0.2 S-" q 3x4 d 3 4 7-24 2x o.34-9- 0.20 2x o.3 4.9.2 1314 28 5-28 2x o.33-- 12-20 .35-6- 30 2x o.3 - 14-18 8.8 o.28-0.0 1 27-23 0 -3 15 18 ddd 3x10= 31 27 32 26 2533 24 34 233522 3621 20 3719 18 38 17 39 3x10= 0.60(0.2-1) 2x4 11 5x8 M18SHS= 3x4= 3x4= 5x8 WB-- 3X4= 3x4= 2x4 11 3x4_ 3x8= 5x8 M18SHS= 5-6.5 10-2-14 14-11.7 19-8-0 21-1-Q 25-9-9 30-6-2 35-2-11 40-9-0 5-6.5 4-8-9 4-8-9 48-9 48-9 4-8-9 5-6-5 Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[8:0-5-4,0-2-8],[15:0-5-2,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 0.5623-24 >863 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.53 Vert(TL) -1.0323-24 >468 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.29 15 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:237 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-9 cc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-1-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-23,10-22 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 2=2359/0-8.0,15=2359/0-8-0 • • Max Horz2=257(LC 14) •• 0969 Max Uplift=1125(LC 6),15=-1125(LC 7) i .0. • ••••0• • • 0000 • FORCES.(lb)-Maximum Compression/Maximum Tension *:000* •0000• ••••:• TOP CHORD 1-2=0138,2-28=-620912364,3-28=-614312381,34=-5564/2237,4-5=-5509/2261,5-6=-479012076,6-7=-469Q(40A 7-8=-3929/1834,8-29=-3717/1807,9-29=-3717/1807,9-10=-3940/1838,10-11=-468612089,11-12=-4786/2075, •• • :•••• 12-13=-551112261 13-14=-556612237 14-30=-614212383 15-30=-6208/2366 15-16=0138 •••• 0••• • • BOT CHORD 2-31=-2300/5763,27-31=-230015763,27-32--2300/5763,26-32=-230015763,25-26=-198415168,25-33=-1984M68,• 04141000 ••••• 24-33=-198415168,24-34=-160514397,23-34=-1605/4397,23-35---122313549,22-35=-122313549,22-36=-14Q#W" • • •• • 21-36=-160414393,20-21=-160414393,20-37=-186815170,19-37=-1868/5170,18-19=-1868/5170,18-38=-2096167621 • • • ••••• 17-38=-2096/5762,17-39=-2096/5762,15-39=-2096/5762 •• •• •• • •••••• WEBS 3-27=01286,3-26=-6401376,5-26=-90/384,5-24=-9541514,7-24=-246/664,7-23=-12471669,8-23=-410/897,0••••0 • •• 8-22=-2421335,9-22=-3651938,10-22=-12241663,10-20=-2411648,12-20=-962/516,12-18=-921387,14-18=, 37/279; • 14-17=0/285 i•••i• 0000•• • • • 0000•• NOTES- •• • • ••• • • 1)Unbalanced roof live loads have been considered for this design. •..• 2)Wind:ASCE 7-10;Vult-175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 13-10-14,Exterior(2) 13-10-14 to 26-10-2,Interior(1)26-10-2 to 38-0-10 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)The solid section of the plate is required to be placed over the splice line at joint(s)21. 6)Plate(s)at joint(s)6,8,9,11,2,25,3,27,26,5,24,7,23,22,10,20,12,18,14,17,4,13,19 and 15 checked for a plus or minus 0 degree rotation about Its center. 7)Plate(s)at joint(s)21 checked for a plus or minus 3 degree rotation about its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1125 Ib uplift at joint 2 and 1125 Ib uplift at joint 15. 10)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysts and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN '15110 H9 HIP 1 1 0016 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:50:44 2015 Page ID:EARuyYzXDekelOtiH_OnU4yf4Et-nvEXwXVa600nRYxtbZ7zxsQvh59V4PLK5gKeeMydiq r1-4-Q� 5-2-14 9-8-0 14-0-7 1&3-2 22-5-14 26-8-9 31-1-0 35-6-2 40-9-0 1-4-0 5-2-14 4-4-7 42-11 4-2-11 4-2-11 4-4-7 4-5-2 5-2-14 Scale=1:70.8 2x4 11 5x8= 2x4 II 3x8= 4x7= 3x6= 5x8= 4X0 12 4 5 6 27 7 89 10 3x4 3x4-- 3 11 �44 2x� 4-22 2x4 .3 2-1 20 W116.32.11- 8 2x4 .3 2-1 17 2x4 .3 2-11- 8 2x4 .3 2.1 1 0210-3-7 2x o.3 11-14 12 d1 2 d 3x10= 29 23 30 22 21 20 31 1918 32 17 33 18 15 14 34 13 35 3x10= 0-S•0(0.2-0) 2x4 11 3x4= 5x8 M18SH3= 2x4 11 US= 2x4 11 3x8= 2x4 11 0-"(0.1.15) 3x8= 5x8 M18SHS= 5x8 M18sH5= 5-2-14 98-0 140-7 18-3-2 22-5.14 26 8-9 31-1-0 35-6-2 40-9-0 5-2-14 4-5-2 44-7 ' 42-11 4-2-11 42-11 44-7 4.5 2 5-2-14 Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[4:0-5-4,0-2-8],[T:0-3-8,Edge],[12:0-5-2,0-1-8],[20:0-2-8,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) 0.9817-19 >492 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.60 Vert(TL) -1.6317-19 >296 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.34 12 n1a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:206 ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-5-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 12--2201/0-8-0,2=236210-8-0 Max Horz2=151(LC 10) • • Max Uplifil2=-1065(LC 7),2=-1233(LC 6) •••••• FORCES.(lb)-Maximum Compression/Maximum Tension •• • 0000 • TOP CHORD 1-2=0/38,2-24=-6067/2725,24-25=-600512737,3-25=-5976/2752,3-4=-547612580,4-5=-6459/3064,5-26=-6459ku", *00000 ••••i• 6-26=-645913064,6-27=708613319,7-27=-7086/3319,7-8=-7086/3319,8-28=-7086/3319,9-28=-7086133190•0�•0 0 0 0 9-10=-5225/2568,10-11=-548412627,11-12=-6117/2921 000000 BOT CHORD 2-29=-2528/5625,23-29=-2528/5625,23-30=-2528/5625,22-30=-2528/5625,21-22=-2256/5095,20-21=-22§618MS, 0 0000• 0 • 20-31=-3106/7021,19-31=-310617021,18-19=-310617021,18-32=-3106/7021,17-32=-3106/7021,17-33=-280019462, 0000 ••••• 16-33=2800/6402,15-16=-2800/6402,14-15=-2800/6402,14-34=-265215675,13-34=-2652/5675,13-35=-26 •• • ••••j§, • •• 12-35=-265215675 0 0 0 0 6 WEBS 3-23=0/273,3-22=-5851353,4-22=-94/380,4-20=-839/1667,5-20=-4041296,6-20=-879/446,6-19=0/288,6-fA-21191296, 0' 0 0 0 0••0 8-17=-382/272,9-17=-424/838,9.16=0/278,9-14=-1646/829,10-14=-533/1314,11-14=-6311444,11-13=012"•�•• • •• NOTES- i•••i• •0.0•• 1)Unbalanced roof live loads have been considered for this design. ; .0. • ;•0••0 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf•h=15ft;Cat.11;Exp C;L•t1Cl., • • ••• • • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterlor(2)-1-4-9 to 2-8-6,Interior(l)2-8-6 to 3-10-14,Exterior(2)3-10-14 •..• to 9-8-0,Interlor(1)15-5-2 to 25-3-14,Exterior(2)31-1-0 to 40-5-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)Plates checked for a plus or minus 0 degree rotation about Its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1065 Ib uplift at joint 12 and 1233 Ib uplift at joint 2. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Db — Truss Truss Type city Ply DANIEL GITLIN 5110, HG1 Hip Girder 120017 Job Reference(optional) 'ORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:50:49 2015 Page ID:EARuyYzXDekelOtIH_OnU4yf4Et-8s1QzEZixYe3XJggO7j8ev7og6vCllp3Fy2PKaydiq 7-0-0 12-1-15 17-2-1 22-4 0 29-4-0 30-8-0, 1-4-0 7-0-0 5-1-15 5-0-3 5 1-15 7-0-0 1-4-0 Scale=1:52.8 5x8= 2x4 11 5x8 M18SHS= 4x5 4.00 12 = 3 15 4 1 18 19 5 20LA-n 8 m 1-3 2x4 3.14 2x4 .31.10.1 1122* .31-10.15 5.1120 .31-10.1 6-92x4111 31-10-15 18.10.9 2881 . 0-10 7 r �1 $ I� 3x10% 22 14 23 2413 25 12 28 27 28 11 29 1030 31 9 32 3x10 3x8 11 7x6_ 3x8= 2x4 11 7x8 Wa= 5x8= 04l-0(0-1-8) 0.8.0(0-1-8) 7-0-0 12-1-15 , 17-2-1 22-4-0 29-4-0 7-0-0 5-1-15 5-0-3 5-1-15 7-0-0 late Offsets(X,Y)-{2:0-3-13,0-1-8],[3:0-5-4,0-2-4],[5:0-2-4,0-3-0],[7:0-3-13,0-1-8],[9:0-3-0,0-3-8],[14:0-3-8,0-1-8] .OADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP CLL 30.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.4811-12 >713 360 MT20 244/190 CDL 15.0 Lumber DOL 1.33 BC 0.44 Vert(TL) -0.9411-12 >366 180 M18SHS 244/190 ICLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.15 7 nla n/a ICDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:306 Ib FT=0% .UMBER- BRACING- 'OP CHORD 2x4 SP M 31"Except' TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins. 5-6:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-5 oc bracing. OT CHORD 2x6 SP M 26 VEBS 2x4 SP No.3 -THERS 2x4 SP No.3 :EACTIONS.(ib/size) 2--329610-8-0,7=3296/0-8-0 • • ••••• •••••• Max Horz2=-103(LC 43) • *00• . Max Uplif12-1907(LC 4),7=4907l 5) •• • **04 • Max Grav2=3311(LC 28),7=3311(LC 33) •••••• •••••• *000:0 • ORCES.(Ib)-Maximum Compression/Maximum Tension ***.@* • ;.•.•; OP CHORD 1-2=0/44,2-3=-9389/4794,3-15--11576/6115,15-16=11576/6115,4-16=-1157616115,4-17=-1157616115, 00000000 • • 17-18=-1157616115,18-19=-11576/6115,5-19=-1157616115,5-20=-8960/4634,20-21=-896014634,6-21=-8960/463,••••6 0 0•.•• ••.•• 6-7--9316/4751,7-8=0/44 • • IOT CHORD 2-22---444918849,14-22---4449/8849,14-23=-447818962,23-24---"7818962,13-24---447818962,13-25=-4478/8962, •s••a 4141••• *0000 12-25=-4478/8962,12-26--5999111707,26-27=-5999111707,27-28--5999/11707,11-28=-5999111707, •• •• •• 0 0••••• 11-29--5999111707,10-29=-5999/11707,10-30=-5999/11707,30-31=-5999/11707,9-31=-5999/11707,9-32=-4311/9•• 0 0 0 7-32=-4311/8780 • • • dEBS 3-14= -1 -47411774,3-12--1734/3051,4-12--537/436,5-12--338/247,5-11--31611231,5-9=-318911826,6-9= 157/2820 • i••• i 0 1111 • • IOTES- •• • • *00 • • )2-ply truss to be connected together with 10d(0.148"x3")nails as follows: • • • Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. )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. )Unbalanced roof live loads have been considered for this design. )Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL=1.60 plate grip DOL=1.60 )Provide adequate drainage to prevent water ponding. )All plates are MT20 plates unless otherwise indicated. I The solid section of the plate is required to be placed over the splice line at joints)10. Plates)at joint(s)3,6,2,13,14,12,4,5,11,9 and 7 checked for a plus or minus 0 degree rotation about Its center. Plates)at joint(s)10 checked for a plus or minus 2 degree rotation about Its center. 0)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1907 Ib uplift at joint 2 and 1907 Ib uplift at joint 7. 2)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. mtinued on page 2 Job Truss Truss Type _----- Qty Ply DANIEL GITLIN 15110 HG1 Hip Girder 12 0017 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:50:49 2015 Page ID:EARuyYzXDekel OtiH_OnU4yf4Et-8sl QzE23xYe3XJggO7j8ev7og6vCIIp3Fy2PKaydiq NOTES- 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)96 Ib down and 109 Ib up at 7-0-0,96 Ib down and 109 9-0-12,96 Ib down and 109 Ib up at 11-0-12,96 Ib down and 109 Ib up at 13-0-12,96 Ib down and 109 Ib up at 14-8-0,96 lb down and 109 Ib up at 16-3-4,96 and 109 Ib up at 18-3-4,and 96 Ib down and 109 Ib up at 20-3-4,and 96 Ib down and 109 Ib up at 22-4-0 on top chord,and 1230 Ib down and 437 Ib up at 7- Ib down and 122 Ib up at 9-0-12,301 Ib down and 122 Ib up at 11-0-12,301 Ib down and 122 Ib up at 13-0-12,301 Ib down and 122 Ib up at 14-8-0,301 Ib do 122 Ib up at 16-3-4,301 Ib down and 122 Ib up at 18-3-4,and 301 Ib down and 122 Ib up at 20-3-4,and 1230 Ib down and 437 ib up at 22-3-4 on bottom cho design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(pif) Vert:1-3=-90,3-6=-90,6-8=-90,2-7=-20 Concentrated Loads(lb) Vert:3=-30(B)6=-30(B)14=-704(B)9=-704(B)15=-30(B)16=-30(8)17=-30(B)18=-30(8)19=-30(B)20=-30(B)21=-30(8)23=-207(B)25=-207(8)26=-207(B) 27=-207(8)28=-207(B)29=-207(B)31=-207(8) .006.0 000 0 666006 .. 6 0000 0 06660• 0000 0000.. 0000.. 0000.. 0000 0000 . . 0 0 0000 0090 66696 . . 0000.. .. . 0000. .. .. .. . 666066 0000.. • 0 . . 0 . . . . 669666 0000.. 00 6 696666 66 6 a 666 6 6 Job Truss Truss Typecarr Ply DANIEL GITLIN 95110 HG2 HIP GIRDER 1 0018 3 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:00 2015 Page ID:EARuyYzXDeke1OtlH OnU4yf4EtJ_CaH?hcLx1VLOAyXwQjaE4egXWRgiehnADUBRydip T1-4-Q 4-5-14 7-8-0 12-0-0 16-2 4 20-4-8 24-6-12 28-9-0 33-1-0 36-3-2 40-9-0 ¢2-1-p ' 1 4-5 14 3-2-2 4-4-0 4-2-4 42-4 4-2-4 4-2-4 44-0 3-2-2 4-5.14 1-4-0 Scale=1:71.3 _ 3x8= 5x6 We= 4.00 12 8x10 2x4 11 5x8 WS= 2x4 11 3x8= 2x4 11 6x10= 4 3x4 28 6 211 5 8 296 7 30 8 34 9 10 35 11 38 12 3x4` 3 13 0 1.4 2x4 4.24 2x4 .3 2- 23214 .3 2•t- 2x4 .3 2- T1 2x4 .3 2.1- 2x4 .3 2- -18 2x o.3 2-1• 2x o.3 2-1.10 0.29-7-0 d 2 14 a 1,4 d 1 15 4x9� 39 25 40 24 41 42 43 23 44 45 48 22 47 48 4950 21 205251 53 19 54 55 56 78 57 58 59 17 80 18 61 4x9 0.80(0.2-0) 2x4 11 7x6= 8x10= 2x4 11 4x9= 2x4 11 8x10= 7x8= 2x4 11 0-80(0-2-0) 5x8 M18SHS= 45-14 7-8-0 12-0-0 16.2-4 20-4-8 24-6-12 2&9-0 33-1-0 36.3-2 40-9-0 45-14 3-2-2 4-40 42.4 42-4 42-4 42-4 3-2-2 45.14 Plate Offsets(X,l)-{2:0-5-5,0-2-0],[4:0-7-12,0-2-12],[6:0-2-4,Edge],[10:0-2-4,Edge],[12:0-7-12,0-2-12],[14:0-5-5,0-2-0],[17:0-3-0,0-44],[18:0-5-0,Edge],[23:0-5-0 [24:0-3-0,044] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 1.21 21 >396 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.97 Vert(TL) -2.09 21 >230 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.28 14 We n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:711 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD 2x6 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 18-20,20-23:2x6 SP M 26 WEBS 20 SP No.3 OTHERS 2x4 SP No.3 •••••• REACTIONS.(Iblsize) 2--506710-8-0,14--5057/0-8-0 e•e • •••••• Max Horz2=111(LC 48) •. e0000 • Max Uplift=-3037(LC 4),14=-3031(LC 5) •••••• •••••• ••• • FORCES.(lb)-Maximum Compression/Maximum Tension 0410:00 e • • TOP CHORD 1-2=0144,2-3=-1349917864,3-4=-14289/8333,426=-17683110457,26-27=-17682/10457,5-27=-17682/104570 9•, sees •••••• 5-28=-17682110457,28-29=-17682/10457,6-29=-17682110457,6-7=-17682110457,7-30=-21310/12496I 0 0 0 0 e 30-31=-21310/12496,31-32=-21310/12496,8-32=-21310112496,8-33=-21310112496,33-34=-21310112496, *000 •'e' ••••• 9-34=-21310112496,9-10=-17642110432,10-35=-17642110432,35-36---17642110432,11-36=-17642/10432,e 0*•e• •• 0 00:0*0 11-37=-17642/10431 37-38=-17642/10431 12-38=-17642110431,12-13=-14253/8314 13-14=-1346617850,94-15-,0744 • • BOT CHORD 2-39=-7391112717,25-39=-7391/12717,25-40=-7391112717,24-40=-7391/12717,24-41=-7833/13683, �e e �e•e i• 41-42= -7833113683,42-43=-7833/13683,23-43=-7833113683,23-44=-12032/20739,44-45=-12032/20739, i e o•i 45-46=-12032/20739,22-46=-12032/20739,22-47=-12032120739,47-48=-12032/20739,48-49=-12032/20739, • ��•�� 0•••i• 49-50=-12032120739,21.50=-12032120739,21-51=-11926/20664,20-51=-11926120664,20-52=-11926120664, • • 0 0 52-53=-11926/20664,19-53=-11926/20664,19-54=-11926/20664,5455=-11926120664,55-56=-11926/20664•e e 0 • ••• :0000:•eee 18-56---11926120664,18-57=-7713/13648,57-58=-7713/13648,58-59=-7713/13648,17-59=-7713/13648, • • • 17-60=-7275/12687,16-60=-7275112687,16-61=-7275112687,1461=-7275/12687 •• • WEBS 3-25=-542/412,3-24---68811009,4-24---893/2149,4-23=-291315068,5-23=-416/353,7-23=462=100,7-22=45311302, 7-21=-5481777,8-21=-408/353,9-21=-583/883,9-19=-42211226,9-18=-3586/2071,11-18=-418/356,12-18=-2905/5055, 12-17=-89312146,13-17=-683/1005,13-16=-539/410 NOTES- 1)3-ply truss to be connected together with 10d(0.148"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 24-4 2x4-1 row at 0-6-0 oc,member 17-12 2x4-1 row at 0-6-0 oc. 2)All loads are considered equally applied to all plies,except If noted as front(F)or back(B)face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=15ft;Cat.II;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL=1.60 plate grip DOL--1.60 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise Indicated. 7)The solid section of the plate is required to be placed over the splice line at joint(s)23,18. 8)Plate(s)at joint(s)4,6,12,2,3,25,24,5,7,22,21,8,19,9,11,17,13,16,10,14 and 20 checked for a plus or minus 0 degree rotation about its center. Continued on page 2 Job Truss Truss Type Qty Ply DANIEL GITLIN 15110 HG2 HIP GIRDER 10018 3 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:00 2015 Page ID:EARuyYzXDeke1OtIH OnU4yf4EtJ CaH?hcLx1VLOAyXwQjaE4egXWRgiehnADUBRydip NOTES- 9)Plate(s)at joint(s)23 and 18 checked for a plus or minus 2 degree rotation about its center. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3037 Ib uplift at joint 2 and 3031 Ib uplift at joint 14. 12)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)99 Ib down and 117 Ib up at 9-0-12,99 Ib down and 117 11-0-12,99 Ib down and 117 Ib up at 13-0-12,99 Ib down and 117 Ib up at 15-0-12,99 Ib down and 117 Ib up at 17-0-12,99 Ib down and 117 Ib up at 19-0-12 down and 117 Ib up at 19-8-4,99 Ib down and 117 Ib up at 21-8-4,99 Ib down and 117 Ib up at 23-8.4,99 Ib down and 117 Ib up at 25-8-4,99 Ib down and 1 at 27-8.4,and 99 Ib down and 117 Ib up at 29-8-4,and 99 Ib down and 117 Ib up at 31-8-4 on top chord,and 1457 Ib down and 663 Ib up at 7-8-0,315 Ib dow 139 Ib up at 9-0-12,315 Ib down and 139 Ib up at 11-0-12,315 Ib down and 139 Ib up at 13-0-12,315 Ib down and 139 Ib up at 15-0-12,315 Ib down and 139 17-0-12,315 Ib down and 139 Ib up at 19-0-12,315 Ib down and 139 Ib up at 19-8-4,315 Ib down and 139 Ib up at 21-8-4,315 Ib down and 139 Ib up at 23-8- down and 139 Ib up at 25-8-4,315 lb down and 139 Ib up at 27-8-4,315 Ib down and 139 Ib up at 29-8-4,and 315 Ib down and 139 lb up at 31-8-4,and 1457 and 663 Ib up at 33-1-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(pif) Vert:1-4=-90,4-12---90,12-15=-90,2-14---20 Concentrated Loads(Ib) Vert:24=-909(F)17=-909(F)26=-40(F)27=-40(F)28=-40(F)29=-40(F)30=-40(F)31=-40(F)32=-40(F)33=-40(F)34=-40(F)35=-40(F)36=-40(F)37=-40(F)38 41=236(F)43=-236(F)44=-236(F)46=-236(F)47=-236(F)49=-236(F)50=-236(F)51=-236(F)53=-236(F)54=-236(F)56=-236(F)57=-236(F)59-236(F) •000.0 • • • 0000•• • • •• • 0000 • • 0000•• 0000 0000•• • 0000•• • • • 0000•• 0000 0000 • • •••• •••• ••••• •0.00• •• • 00000 •• •• •• • 0000••• 0000•• • • • • • • 0000•• 0000•• • • • • • • • •00 000000 • • Job Truss Truss Type Qty Ply DANIEL GITLIN 115110 ' HG3 Hip Girder 120019 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:08 2015 Page ID:EARuyYzXDekelOtIH OnU4yf4Et-4WhcykodSO2NJEnU?cZbvwQ4imKGilHsdP9vTzydip 1-4-0 42-14 78-0 14-1-2 20-4-8 26.7-14 33-1-0 36-6-2 40-9-0 ' 1 42.14 3-5-2 6-5.2 6-3-6 6-3-6 6.5-2 3-5.2 42-14 Scale=1:70.1 5x8= 2x4 11 3x8= 3x8= 3x8= 2x4 11 5x8= 4.00 12 4 23 5 261 27 7 30 8 31 8 34 10 3x4 0 3x4 3 11 0 1-4 2x4 4-212x4 .32-1- 5.19 2x4 .3 2.1-10 -172x4 .3 2-1- 0.18 2x4 .32-1-10 101.28-2-2 a » 2 -14 12 nN °yt d 4x5= 35 22 36 21 37 38 20 39 40 41 18 42 43 4445 40 47 15 48 4950 5152 53 544x5= 0-8.0(0-1-8) 4X9 a 7x8= 4x9= %*A Us— 17 16 W&N 4x9= (g* 31 fill (0.53) 42-14 7-8-0 141-2 , 20-4-8 267-14 33-1-0 36-6.2 40-9-0 42-142 63-6 6-3-6 6-5-2 3-5.2 42-14 Plate Offsets(X,Y)-{4:0-5-4,0-2-8],[10:0-5.4,0-2-8],[14:0-34,044],[21:0-3-0,044] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) 0.0719-21 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.65 Vert(TL) -0.1619-21 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.03 19 n/a We BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:453 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 12=306/26-6-0,2=1325/0-8-0,19=3094126-6-0,17=1330/26-6-0,16=1665/26-6-0,14=1283126-6.0,13=1167126-6-0 Max Horz2=129(LC 12) Max Uplif82=-168(LC 9),2=-840(LC 4),19=4871(LC 8),17=-722(LC 4),16=-1018(LC 9),14=-707(LC 5),13=718(LC 9) Max Grav12=396(LC 39),2=1325(LC 19),19=3187(LC 34),17=1367(LC 35),16=1673(LC 20),14=1372(LC.W,1301171)(1-C92 �170(LC•20f •••••• • FORCES.(lb)-Maximum Compression/Maximum Tension •0000• �. TOP CHORD 1-2=0144,2-3=-3068/1586,3-4=-297511512,423=-323/672,23-24=-323/672,2425=-3231672,5-25=-323 */67 0 •'• •0 5-26=-323/672,6-26=-3231672,6.27=-3231672,27-28=-3231672,7-28=-3231672,7-29=-20/98,29-30=-20/98,68L30a210198, 0 0 • 0000•• 8-31=-20/98,9-31=-20198,9.32=-20/98,32-33=-20/98,33-34=-20197,10-34=-20197,10-11=-63/89,11-12=-871x6•• 0•0 4 BOT CHORD 2-35=-151712876,22-35=-151712876,22-36=-1517/2876,21-36=451712876,21-37=-1407/2940,37-38=-14OI jWV,0 • • 20-38=-1407/2940,20-39=-1407/2940,19-39=-1407/2940,19-40=-249/188,40-41=-2491188,18-41=-2491188, :000 ••••• 18-42=-2491188,17-42-2491188,17-43-2491188,43-44=-249/188,44-45=-2491188,45-46=-249/188,16-4"Z49►f_88, • _. _. mad •• • 0000• 16-47=-31/108 15-47=-311108 15-48=-31/108 48-49=-311108 49-50=-31/108 1450=-311108 14.51=0138 64- /38 , , •• • 0000•• 13-52=0/38,13-53=0/38,53-54=0/38,12-54=0/38 • WEBS 3-22=-134/141,3-21=-431/427,4-21=-83612186,4-19-385111986,5-19=-7791631,7-19---4561303,7-17=-53714111, • 0 � 7-16=-28/172,9-16=-767/622,10-16=-84/101,10-14=-4571329,11-14=-26173,11-13=-338/261 • • ••••:• NOTES- • • • ••0600 1)2-ply truss to be connected together with 1 Od(0.148"x3")nails as follows: 6 • :�: Top chords connected as follows:2x4-1 row at 0-9-0 oc. •• • Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section. Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise Indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-10;Vult--175mph(3-second gust)Vasd=136mph;TCDLL.0psf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone;Lumber DOL=1.60 plate grip DOL=1.60 5)Provide adequate drainage to prevent water ponding. 6)Plates checked for a plus or minus 0 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 168 Ib uplift at joint 12,840 Ib uplift at joint 2,1871 Ib uplift at joint 19,722 Ib uplift at joint 17,1018 Ib uplift at joint 16,707 Ib uplift at joint 14 and 718 lb uplift at joint 13. 9)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Job Truss Truss Type Qty Ply DANIEL GITLIN ,15110 HG3 Hip Girder 120019 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:51:09 2015 Page ID:EARuyYzXDeke1OtIH OnU4yf4Et-YJE A4oFDiAExOMgZJ4gS7yFSAgVRIXOr3uSOQydip NOTES- fl)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)99 lb down and 117 Ib up at 9-0-12,99 Ib down and 117 11-0-12,99 Ib down and 117 Ib up at 13-0-12,99 Ib down and 117 Ib up at 15-0-12,99 Ib down and 117 Ib up at 17-0-12,99 Ib down and 117 lb up at 19-0-12 down and 117 Ib up at 21-0-12,99 Ib down and 117 Ib up at 23-0-12,99 Ib down and 117 Ib up at 25-0-12,99 Ib down and 117 Ib up at 27-0-12,99 Ib down a up at 29-0-12,and 99 ib down and 117 Ib up at 31-0-12,and 99 Ib down and 117 lb up at 33-1-0 on top chord,and 1457 Ib down and 663 Ib up at 7-8-0,315 and 139 Ib up at 9-0-12,315 Ib down and 139 Ib up at 11-0-12,315 Ib down and 139 Ib up at 13-0-12,315 Ib down and 139 Ib up at 15-0-12,315 Ib down and up at 17-0-12,315 Ib down and 139 Ib up at 19-0-12,315 Ib down and 139 Ib up at 21-0-12,315 Ib down and 139 Ib up at 23-0-12,315 Ib down and 139 Ib up 25-0-12,315 Ib down and 139 Ib up at 27-0-12,315 Ib down and 139 Ib up at 29-0-12,315 Ib down and 139 Ib up at 31-0-12,315 Ib down and 139 Ib up at 33 Ib down and 243 Ib up at 343-4,and 357 Ib down and 243 Ib up at 36-3-4,and 357 Ib down and 243 Ib up at 38-3-4 on bottom chord. The design/selection connection device(s)is the responsibility of others. LOAD CASE(S)Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.33,Plate Increase=1.00 Uniform Loads(plf) Vert:1-4=-90,4-10=-90,10-12---90,2-12---20 Concentrated Loads(lb) Vert:10=-40(B)21=-909(B)14=-236(B)13=-357(8)23=-40(8)24=-40(B)25=-40(B)26=-40(B)27=-40(B)28=-40(B)29=-40(B)30=-40(B)31=-40(B)32---40(B 33=-40(B)34=-40(B)37=-236(B)38=-236(B)39=-236(B)40=-236(6)41=-236(B)42=-236(B)43=-236(B)44=-236(B)46=-236(B)47=-236(B)48=-236(8)50=- 51=-357(6)53=-357(6) 0000•• • • • 0000•• •• • •••9• • • .:**:Go* 000•• 0000e 0000•• • 00••09 • • •0••0• 0000 0000 • • 0000 0000 ••••• •0•••• •• • 000.0 • • -00-0-• • •• 09 •• • ••0.0• •••0••• • • • • • • • • •••0•• •0•••• • • ••••9• Job Truss Truss Type city Ply DANIEL GITLIN 15110 J1 Corner Jack 10 1 0020 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:10 2015 Page ID:EARuyY2XDekel OtIH_OnU4yf4Et-OvoMNQpt_?ISYYwt61 b3_LVVBZ9VANY94jeOYsydi -1-4-0 1-0-0 1-4-0 scale=1:5.8 3 i 2 4.00 J2 d i 1-3 2x4 Not 2-&11 2-4 2x4 No.2 14-0 1 ` >< 4 0(0.1-8 5 3x4= 1-0-0 1-0-0 Plate Offsets(X,Y)-{2:0-0-6,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.09 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 nia nla BCDL 10.0 Code FBC2010rrP12007 (Matrix) Weight:5 ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(Ib/size) 2=28310-8-0,4=9/Mechanical,3=61/Mechanical Max Horz2=79(LC 6) Max Uplift=-276(LC 6),3=-61(LC 1) • Max Grav2=300(LC 23),4=209(LC 24),3=83(LC 6) .••••• FORCES.(Ib)-Maximum Compression/Maximum Tension `•.` ; 0060 • TOP CHORD 1-2=0137,2-3=-52137 • • BOT CHORD 2-5--010,4-5--010 • •i ` 00:0 NOTES- •••• •••• :0040: 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.Il;Exp C;E.PfI`, • • •••• ••••• GCpi=0.18;MWFRS(envelope)gable and zone and C-C Exterlor(2)zone;C-C for members and forces$MWFRS for reactions • • shown;Lumber DOL=1.60 plate grip DOL=1.60 •• ••• •• • 00:00 2)Plates checked for a plus or minus 0 degree rotation about Its center. ••`••` •••a ****00 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 606006 • • 4)Refer to girder(s)for truss to truss connections. • • • •• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 276 Ib uplift at joint rand 61 lb • •` 000000 uplift at joint 3. • • i"" • 0 6)This truss has been designed for a moving concentrated load of 200.0116 dead located at all mid panels and at all plapgl'po:nts •••••• along the Bottom Chord,nonconcurrent with any other live loads. •` :`: • 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •• • LOAD CASE(S)Standard Job Truss Truss Type qty Ply DANIEL GITLIN 15110 J3 Corner Jack 10 1 0021 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 14 13:51:112015 Page ID:EARuyYzXDekel OtiH_OnU4yf4Et-V5MkbmgWIJgxAiV3gk6IXY1 eTzRJvgoJJNNZ4[ydip -14-0 3-0-0 1-4-0 3-0-0 Scale=1:8.7 3 i 4.00 12 2 N` 1-3 2X4 N0.2 4.8.0 2-4 2X4 No.2 34-0 1 5 4 3x4= 3-0-0 3-0-0 Plate Offsets(X,Y)-{2:0-2-0,Edge] 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 0.32 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.31 Vert(TL) -0.03 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:111b FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(Ib/size) 3=67/Mechanical,2=348/0-8-0,4=26/Mechanical Max Horz2=134(LC 6) Max Uplif6=-70(LC 10),2=-275(LC 6) Max Grav3=67(LC 1),2=348(LC 1),4=226(LC 24) • • FORCES.(lb)-Maximum Compression/Maximum Tension •••• •••• • • TOP CHORD 1-2--0138,2-3=-63137 •••••• •••••• ••••�• BOT CHORD 2-5=0/0,4-5=0/0 • NOTES- •�•• •••• V•••: 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=15ft;Cat.11;Exp C,@Encl., • • • GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for NaMons 0900 ••••• shown;Lumber DOL--1.60 plate grip DOL=1.60 000000 •• ••• *0060 • 2)Plates checked for a plus or minus 0 degree rotation about its center. 60000 •• • 008000 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *00000 • • 4)Refer to girder(s)for truss to truss connections. • • • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 70 Ib uplift at joint 3 And 2754b • • ••••;. uplift at joint 2. • . ;••••• 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all ftePpAnts • ••• •••• along the Bottom Chord,nonconcurrent with any other live loads. • • • 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •• • LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 15110 J5 Corner Jack 10 1 0022 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:12 2015 Page ID:F-ARuyYzXDeke1OtIH OnU4yf4Et-zlw6o6r8WdYoos4FESdX4manRNh9eG2SX176dlydi 5-0-0 1-4-0 5.0-0 Scale=1:12.5 3 4.00 12 P 1-3 2x4 No.2 8.9-4 ? o-e-oral-sI 2 1 2.4 2x4 No.2 5.0.0 5 4 3x4= 5-0-0 5.0-0 Plate Offsets(X,Y)-{2:0-3-2,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.65 Vert(TL) -0.18 2-4 >305 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight:18 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(Ib/size) 3=179/Mechanical,2=43610-8-0,4=46/Mechanical Max Horz2=191(LC 6) Max Uplif8=161(LC 10),2=-296(LC 6) Max Grav3=179(LC 1),2=436(LC 1),4=246(LC 24) • • FORCES.(lb)-Maximum Compression/Maximum Tension •• • • •••••• TOP CHORD 1-2=0/38,2-3=-113173 •" ' 0000'. '• BOT CHORD 2-5=0/0,4-5=0/0 a:*:** •••• •••••• 000000 NOTES- •••••• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat II;Exp C;E ct,'•• •••••• • • GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS for routmens 0000 ••••• shown;Lumber DOL=1.60 plate grip DOL=1.60 •••••• •• • ••i••• 2)Plates checked for a plus or minus 0 degree rotation about its center. •••••• •••••• goo*:* • 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)Refer to girder(s)for truss to truss connections. •••••• • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 161 Ib uplift at joint 3 and 2%6Zb • • ••••:• uplift at joint 2. •'•.% 6)This truss has been designed for a moving concentrated load of 200.O1b dead located at all mid panels and at all pa'ael points • :••••: along the Bottom Chord,nonconcurrent with any other live loads. •• • •' ;'; • ' 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. •• • LOAD CASE(S)Standard Job Truss Truss Type Oty Ply DANIEL GITLIN 15110' R Jack-Partial 26 1 0023 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:51:13 2015 Page ID:EARuyYzXDeke1 OtiH_OnU4yf4Et-RUUVOSrmHwgfP?fRo99mcz7_kn46Ngtcmhsg9Bydi 4-1-2 7-8-0 1-4-0 4-1-2 3-6-14 scale=1:17.4 4 10 4.00 12 3x4 3 9 d A� 2X4 Not 9.7 8 3-72x No. 1-1-11 4 No.3 3-5.1 2 2-5 2x4 No.2 7-8.0 Ll 11 72 12 8 x4 II 3x4= 3x4= 5 4-1-2 7-8-0 4-1-2 3-6-14 Plate Offsets(X,Y)-{2:0-3-2,Edgej 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) -0.01 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.48 Vert(TL) -0.08 2.7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight:33 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-412 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 4=130/Mechanical,2=570/0-8-0,6=256/Mechanical Max Horz2=266(LC 6) Max Upliftt=-111(LC 6),2=-344(LC 6),6=-111(LC 10) • • Max Grav4=130(LC 1),2=570(LC 1),6=335(LC 24) •••••• • • • 0000•• 000 : FORCES.(Ib)-Maximum Compression/Maximum Tension 0 •0•• 0 • � � TOP CHORD 1-2=0138,2-8=-722/204,8-9=-677/210,3-9=-6341225,3-10=-74/17,410=-63140 •••••• •••• 6099:9 BOT CHORD 2-11=-393/696,7-11=-393/696,7-12=-3931696 6-12=-3931696 5-6=0/0 • , 0000•• • • WEBS 3-7=01280,3-6=-751/424 ••••••• 0000• • • •0000 • • NOTES- 0000 0000 0000• 1)Wind:ASCE 7-10;Vult=175m h(3-secondgust)Vasd=136m h•TCDL=9.0 sf•BCDL=6.0 sf•h=15ft•Cat11;Ex C,F►W4••• •• • 00•0•• GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-14-9 to 1-7-7,Interior(1)1-7-7 to 3-4-5,Exterior(2)*4-54to • • • 7-7-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •• •• ' '•'•;• 2)Plates checked for a plus or minus 0 degree rotation about Its center. •••••• • • 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; • ; :0 .0% . ..•.;• 4)Refer to girder(s)for truss to truss connections. •••••• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 111 Ib uplift at joint 4,244 Wiiplift • :0666: at joint 2 and 111 Ib uplift at joint 6. •• • • 966 • • 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points •• along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 15110 RA Jack-Closed 3 1 0024 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:14 2015 Page ID:EARuyYzXDekel OtIH_OnU4yf4Et-vg2tDosO2EoW19EeLtg?9Bf9UBQM67Pl?LcDhdydip -1-4-0 4-1-2 748-0 1-4-0 4-1-2 3-6-14 Scale 1:17.0 2x4 11 4 8 4.00 12 3x4 3 8 45 4 No. 2-3-7 2x4 N0.2 9-7 7 3.620 No. 1-1.11 4No.33.4. 2 2-5 2x4 Not 7-8.0 �1 1 10 11 82x4 II 5 3x4= 3x4= 0-"0.1-8) 4-1-2 7-8-0 4-1-2 3-6-14 Plate Offsets(X,Y)-[2:0-3-2,Edge] 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) -0.01 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.48 Vert(TL) -0.08 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:36 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-5-5 oc bracing. REACTIONS.(Ib/size) 5--377/Mechanical,2=568/0-8-0 Max Horz2=264(LC 6) Max Upllf6=-214(LC 6),2=-343(LC 6) . • 0000•• FORCES.(lb)-Maximum Compression/Maximum Tension ; .00 ' 0000:0 TOP CHORD 1-2=0/38,2-7=-713/202,7-8=-668/208,3-8=-625/223,3-9=72117,4-9=-61/39,4-5=-1481167 •• • 0000 • BOT CHORD 2-10=-389/686,6-10=-389/686,6-11=-3891686,5-11=-389/686 ..•..• '00000 .000;0 WEBS 3-6=0/280,3-5=-741/420 • 0000•• 0 • • 0000•• NOTES- 0000 0000 0 0 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf,h=15ft;Cat.II;Exp C;too[.• 00000 ••••• GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-1.49 to 1-7-7,Interior(1)1-7-7 to 3-3-5,Exteriorj7j 3-3-1 to • • 7-6-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 o • •0 ••• 00 00' 2)Plates checked for a plus or minus 0 degree rotation about Its center. •• •• •• • •••••• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 600666 • •' 4)Refer to girder(s)for truss to truss connections. • • • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 214 Ib uplift at joint 5 and 3dIb :••o • 0'0' uplift at joint 2. ' ' ' • ' 6)This truss has been designed for a moving concentrated load of 200.0116 dead located at all mid panels and at all panel points •• •• 0 �: along the Bottom Chord,nonconcurrent with any other live loads. '00• 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 15110 ' J713 Jack-Closed 1 1 0025 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:15 2015 Page ID:EARuyYzXDekelOtIH OnU4yf4Et-NtcFQ7tOpYwNfJpgvaBEhOCL2anSrc9uE?LnD3ydip -1-4-0 4.1-2 7-8-0 1-4-0 4-1-2 3-6-14 Scale=1:17.0 2X411 4 9 4.00 12 3x4 3 8 45 2 4 No. 2-3.7 2x4 No.2 9.7 7 3-6 2x No. 1-1-11 4 No.3 3.4- 2 2.5 2x4 N0.2 7-8•0 El 10 8 11 5 2x4= 2X4 11 3x4= 4-1-2 748-0 4-1-2 3-6-14 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.29 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.42 Vert(TL) 0.00 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code FBC201OITP12007 (Matrix) Weight:36 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(Ib/size) 5=148f7-8-0,2=33617-8-0,6=46717-8-0 Max Horz2=264(LC 6) Max Uplif c:-110(LC 6),2=-215(LC 6),6=-224(LC 10) Max Grav5=265(LC 26),2=336(LC 1),6=467(LC 1) • sees•• F I -Maximum Compression/Maximum Tension • • s Sees:* TOP CHORD 1-2=0/37,2-7=-139/39,7-8=-128/40,3-8=-117/69,3-9=--72/0,4-9=-57/34,4-5=-135/155 s•• 0 e••6 e BOT CHORD 2-10=-80/50,6-10=-80/50,6-11=-80/50,5-11=-80/50 • • • •666x6 see• sees•• WEBS 3-6=-465/352,3-5=-54/86 • 660600 e • e ees•• s NOTES- sees •0•• • • 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=15ft;Cat.11;Exp C;Egcj,•6 6 6 6 6 s• 6 6 6 e• GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterlor(2)-1-49 to 1-7-7,Interior(1)1-7-7 to 3-3-5,Exterlor(2)3-3-5 to • • 7-6-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL=1.60so:**: 6 6.6.6 ••••• 2)Plates checked for a plus or minus 0 degree rotation about its center. •• •• so 6 •e•••• 3)Gable requires continuous bottom chord bearing. :90:0: • 6• 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 110 Ib uplift at joint 5,215 Ib dplift :.00%• 6 6 6.6 6 at joint 2 and 224 Ib uplift at joint 6. • • • • e 6)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all parte Aoipts 6 6 s 6 :*see: along the Bottom Chord,nonconcurrent with any other live loads. • • • 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used to the analysis and design of this truss. 6 LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 151101 RC Jack-Partial 11 1 0026 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:16 2015 Page ID:EARuyYz)(DekelOtIH OnU4yf4Et-r3AdeTuear2EGTOOTHiTEcIV1_7ba2R2Sf5KmWydl -1-4-0 3-9-2 7-0-0 1-4-0 3-9-2 3-2-14 Scale-1:16.2 4 10 4.00 12 3x4 3 2x4 Not 8.10. a/w 8 a 37 2 4 No. 1-0-6 4 No.3 3.1.1 2 1 2.5 2X4 Not 7-0.0 °0°111 11 12 6 72X4 11 3x4= 3X4_ 5 3-9-2 7-0-0 3-9-2 3-2-14 Plate Offsets(X,Y)-{2:0-3-2,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.34 Vert(LL) -0.01 7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.43 Vert(TL) -0.06 2-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:30 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 4=120/Mechanical,2=53510-8-0,6=227/Mechanical Max Horz2=247(LC 6) Max Uplffri=-102(LC 6),2-331(LC 6),6=-102(LC 10) :099%. Max Grav4=120(LC 1),2=535(LC 1),6=321(LC 24) 6 6•••• • • • 0696•0 FORCES.(lb)-Maximum Compression/Maximum Tension •• • ••0• • TOP CHORD 1-2=0138,2-8=-641/193,8-9=-598/199,3-9=-559/213,3-10=-69/18,4-10=-56137 •••••• 0.6 6 6 00000• BOT CHORD 2-11=-371/617,7-11=-371/617,7-12=-3711617,6-12=-3711617,5-6=0/0 • WEBS 3-7=01271,3-6=-6671401 6 6•••• • :0606:0606; 00000000 • • NOTES- 0 0000 0 066••0 9••96 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C; �, • • GCpl=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-1-4-9 to 1-7-7,Interior(1)1-7-7 to 2-8-5,Exterior0(2}2-u to 0--.-0 0 0 0 0 0 6-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL--1.60 •• •• •• • 000000 2)Plates checked for a plus or minus 0 degree rotation about its center. 0#0000 • 9• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; 6 ; 6 6 4)Refer to girder(s)for truss to truss connections. :.00:• 000 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 102 Ib uplift at joint 4i 331.15.Pplift 6 :*so*: at joint 2 and 102 Ib uplift at joint 6. •6 • 6 000 • 6 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 15110 ' RD Corner Jack 4 1 0027 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:51:18 2015 Page ID:EARuyYzXDeke1 OtIH_OnU4yf4Et-nSH039vv5TIyWnYPaikxJ1 ggUoo32yxLwzaRgOydip 3-9-2 7-0-0 1-4-0 3-9-2 3-2-14 Scale=1:163 4 10 4.00[-1-2 3x4 3 aaoio-tai 6 a A 2x4 No.2 6-1a "}r 8 a 37 4No. 1.0-6 4No.33.1-1 2 1 2.5 2x4 No.2 7-0-0 Lj �j 11 72x4 11 12 6 3x4= 3x4= 5 3-9-2 7-0-0 3-9-2 3-2-14 Plate Offsets(X,Y)-42:0-3-2,Edge] 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) -0.01 7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.43 Vert(TL) -0.06 2-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:30 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-7-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS.(Ib/size) 4=120/Mechanical,2=53510-8-0,6=227/Mechanical Max Horz2=247(LC 6) Max Uplif#=-102(LC 6),2-331(LC 6),6=-102(LC 10) Max Grav4=120(LC 1),2=535(LC 1),6=321(LC 24) :See:* • • • Goes•• FORCES.(lb)-Maximum Compression/Maximum Tension e••G : 9099 G TOP CHORD 1-2--0138,2-8---641/193,8-9=-5981199 3-9=-5601213 3-10=-69/18 4-10=-56/37 0 • • , , , , eeoeGs Goo• 00,00:0 BOT CHORD 2-11=-3711617,7-11=-3711617,7-12=-3711617,6-12=-3711617,5-6=0/0 0 :0000:WEBS 3-7=01271,3-6= *goose o-6671401 G e G G e s e 0000 0*00 0 0 NOTES- ' G ' e 1)Wind:ASCE 7-10•Vult=175m h 3-second gust)Vasd=136m h•TCDL=9.0 sf,,BCDL=6.0 sf;h=15ft;Cat.11;Ex C•Encl G Soso e e e:G e• p ( 9 ) P , GCpl=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)-1.49 o 1-7-7,Interior(1)1-7-7 to 2-8-5,�Exteriorm 2into g e G a g G G•e 6-11-4 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 •• •• •• • •••••• 2)Plates checked for a plus or minus 0 degree rotation about Its center. 000000 a 0 G 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • G 4)Refer to girder(s)for truss to truss connections. 0 G :000:0 sG"0e 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 102 lb uplift at joint 4,x331 ll/ueplift G • • at joint 2 and 102 lb uplift at joint 6. ms s• a G000 iooo*i 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points •s • along the Bottom Chord,nonconcurrent with any other live loads. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 15110 T1 Common 3 1 0028 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek industries,Inc. Mon Sep 1413:51:19 2015 Page ID:EARuyYzXDeke10UH_OnU4yf4Et-GermGVwXsmQp7w6b8QFAsENs4C7NnH3U8dJ Mrydip r1-4-Q 5-8-7 10-7-2 1-5-5-11 20-4-8 25.3-3 30-1-14 35-0-9 40-9-0 �{2-1-p 14- 5-8-7 410-11 410-11 410-11 410-11 410-11 410-11 5-8-7 1 Scale=1:70.4 5x6= 4.00 12 7 3x4 6 25 •9A%rje.36.9.0 3x4 47 2X4 ' •2 7- .210.11.12 3X4 a 3x8 3x8 C q 5 910 _ 7-19 2x 4 o.3 04 34 6.20 2x4 .3 411 8-172X4 .34-11-4 11 2d-4W 5.20 0.35.6.0 9.172x 5.8.0 0.212-W 3- 410.12 11.15 0.1 a, 2 6.19 8.9-01 12 13 �2111 3x10= 23 29 22 21 30 20 31 19 32 18 17 33 18 15 14 3x10= 0.8.0(0.2-1) W 11 5x8 M18SHS= 3X4= 3x8= 3x4= 3x4= 2x4 11 p.gpip.2.1) 3x4= 5X6 Wffl__ 5x8M18SHS= 5-8-7 10-7-2 15-5-13 20-4-8 25.3-3 30.1-14 35-0-9 40-9-0 410-11 410-11 T 410-11 410-11 410-11 410-11 527 Plate Offsets(X,Y)-{2:0-5-2,0-1-81,[12:0-5-2,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) 0.5619-20 >858 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -1.0517-19 >459 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.30 12 n/a n/a BCDL 10.0 Code FBC201 O/TPI2007 (Matrix) Weight:221 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD 2x4 SP M 31-Except` BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. 16.18:20 SP No.2 WEBS 1 Row at midpt 8-19,6-19 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 2--235910-8-0,12--2359/0-8-0 . . Max Horz2=-266(LC 15) •••••• Max Uplift=-1114(LC 6),12=4114(LC 7) .0. • ••••0• •• 0 0000 0 FORCES.(lb)-Maximum Compression/Maximum Tension 0 0 0 0 0 0 0 000* •••• *a**:* TOP CHORD 1-2=0/38,2-24=-621812333,3-24=-615012351,3-4=-552812111,45=-5423/2125,5-6=-471111875,6-25=48%lfa 7-25-378811647,7-26=478811647,8-26=-3850/1622,8-9--4712/1876,9-10=-5422/2124,10-11=-5527/2118, • i••••i 11-27---615112354,12-27=-621812336,12-13=0/38 •••• •••• • • BOT CHORD 2-28=-2277/5771,23-28=-2277/5771,23-29=-2277/5771,22-29-2277/5771,21-22-193415129,21-30=-193UA •••• ••••• 20-30-1934/5129,20-31=-1505/4315,19-31=-1505/4315,19-32=-1392/4316,18-32=-1392/4316,17-18=-13$ 16+ •• • • ••• 17-33-172015128,16-33=-172015128,15-16=-1720/5128,15-34=-2066/5771,1434=-2066/5771,1435=-208 l 7*19 • • • 12-35=-206615771 •• •• •• • •••••• WEBS 7-19=-694/1944,8-19-1260/687,8-17=-2551682,9-17=-1004/535,9-15=-96/398,11-15=-691/407,11-14=0/8949••• • •• 6-19=-1259/685,6-20=-254/681,5-20=1007/538,5-22=-97/397,3-22-690/403,3-23=0/291 • • • - NOTES- • • ' • • 1)Unbalanced roof live loads have been considered for this design. •••• • 000 : •• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;Encl., ••.• GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 16-3-10,Exterior(2)16-3-10 to 20.48,Interlor(1)245-6 to 38-0-10 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)The solid section of the plate is required to be placed over the splice line at joint(s)18. 5)Plate(s)at joint(s)4,7,10,2,21,19,8,17,9,15,11,14,6,20,5,22,3,23,16 and 12 checked for a plus or minus 0 degree rotation about Its center. 6)Plate(s)at joint(s)18 checked for a plus or minus 3 degree rotation about Its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1114 lb uplift at joint 2 and 1114 Ib uplift at joint 12. 9)This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 15110 T2 Common 5 1 0029 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:22 2015 Page ID:EARuyYzXDeke10t)H_OnU4yf4Et-gDXuuXyP9hp0 OrApYptUt?M4P8r ejwrbYezgydip t1-4-Q 58-7 10-7-2 15-5-13 20-4-8 25-3-3 30-1-14 35-0-9 40-9-0 1 5-8-7 410.11 410.11 410.11 410-11 410-11 410.11 58-7 Scale=1:69.8 5x6= 7 3x4 30 a 6 24 8 23h W.3 6.9.0 3x4 4-7 2x4 3x8 3x6 3x4 4.00 12 5 9 10 4 7-16 Dc o.3 6-6-4 rZ 3x4 3x4 3 6.192x4 .3 411 8.16 2x4 .3 411-4 11 5.19 o.35-8-0 10.16 .3 5.8.0 212 1-8x4 3.2 4-10.12 11.14 0.1 m 1 2 518 58-0Ifff12 H 27 22 28 21 20 29 19 30 18 31 17 16 32 15 14 33 13 34 3x10= 3x10= 0.8.0(0.2-1) 2x4 11 5x8 M18SHS= 3x4= 3x8= 3x4= 3x4= 2x4 11 0.8.0(0.2-0) 3x4= 6x6 WB= 5x8 M18SHS= 5-8-T 10-7-2 115.13 20.48 25-3-3 30-1-14 35-0-9 40.9-0 5-8-7 410-11 410.11 410.11 410.11 410.11 410.11 5-8-7 Plate Offsets(X,Y)-{2:0-5-2,0-1-8],[12:0-5-2,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) 0.5618-19 >863 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.57 Vert(TL) -1.0416-18 >464 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.29 12 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:219 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-1-13 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 8-18,6.18 OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 12--220110-8-0,2--236210-8-0 Max Horz2=281(LC 14) :0 0 •• Max U Iif 12=-948 LC 7 2=-1115(LC 6) 0 FORCES.(lb)-Maximum Compression/Maximum Tension • ' 0000*0 •. TOP CHORD 1-2=0/38,2-23=-6224/2336,3-23=-6157/2354,3-4=-5534/2114,45=-545512128,5-6=-4718/1904,6-24=-389X1�6�10 *000 •6•••• 7-24=-3795/1676,7-25=-379511676,8-25=-3857/1651,8-9=-466511923,9-10=-4722/1898,10-11=-5546/2156,0•••• 0 0 1 11-26=-616512440,12-26---6268/2424 •••••• BOT CHORD 2-27=-229915770,22-27=-229915770,22-28=-2299/5770,21-28=-2299/5770,20-21=-1957/5129,20-29=-19.7l�1M,• 0 00 0 0 0 19-29=-195715129,19-30=-1527/4315,18-30=-1527/4315,18-31=-1485/4319,17-31=-1485/4319,16-17=-148SA'M", 0000 •••`• 16-32=-179815139,15-32=-179815139,1415=-1798/5139,1433=-2201/5814,13-33=-2201/5814,13-34=-22iW/iU$4, •• 0 ••i••0 so =- 12-342201/5814 • • • • • WEBS 7-18=.70211948,8-18---1265/692,8-16=-260/686,10-16=.10141545,10-14--106/402,11-14--7261442,11-19=1012116, • i 6-18=-12581685,6-19=-254/681,5-19=-1007/538,5-21=-971397,3-21=-690/403,3-22=01291 `•"•` • • • • • • •••••• NOTES- •••••• 1)Unbalanced roof live loads have been considered for this design. : • • 0 :000#0 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.II;Exp C;FALL, ' 0` ;•o ` 0 GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterlor(2)-1-4-9 to 2-8-6,Interior(1)2-8-6 to 16-3-10,Exterior(2)16-3-10 •• • to 20-4-8,Interior(1)24-5-6 to 36-4-2 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise Indicated. 4)The solid section of the plate is required to be placed over the splice line at joint(s)4,17. 5)Plate(s)at joint(s)4 checked for a plus or minus 5 degree rotation about Its center. 6)Plate(s)at joint(s)9,12,2,20,18,7,8,16,10,14,11,13,6,19,5,21,3,22 and 15 checked for a plus or minus 0 degree rotation about Its center. 7)Plate(s)at joint(s)17 checked for a plus or minus 3 degree rotation about Its center. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 948 Ib uplift at joint 12 and 1115 Ib uplift at joint 2. 10)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 15110 V12 Valley 1 1 0030 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:23 2015 Page ID:EARuyYzXDeke10tIH OnU4yf4Et-8P5H6tzlw?xEcYOMNGK604XgtpVOjEy43FHCVcydip 6.0-0 12-0-0 6-0-0 6-0-0 Scale o 1:1&8 4x5= 2 4.00 12 1-2 2x4 N 13 2- o2 5.413 2-42x No. 1-413 3 1 1.3 2x4 N 12.0.0 5 4 8 3x4 2x4 if 3x4 12-0-0 12-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.51 Vert(TL) n/a - We 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 3 n/a We BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:36 Ib FT=0%. LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 1=239112-0-0,3=239112-0-0,4--645/12-0-0 Max Horzl -62(LC 15) Max Upllf l=-127(LC 6),3=435(LC 11),4=-229(LC 6) Max Gravl=306(LC 28),3=306(LC 30),4=645(LC 1) • • FORCES.(lb)-Maximum Compression/Maximum Tension : • • TOP CHORD 11-2=101/84,2-3=4011181 •• •!81 e fees • e � BOT CHORD 1-5=0141,4-5=0141,4-6--0/41,3-6--0/41 000••• 00** •••••• WEBS 24=-5051392 000400 0 N ••0• 0.0• NOTES- • • • 1)Unbalanced roof live loads have been considered for this design. 0#90 +••• :0.0.0•••• 2 Wind:ASCE 7-10•Vult=175m h 3-secondgust)Vasd=136m h•TCDL=9.0 sf•BCDL=6.0 sf•h=15ft;Cat.11;Ex C;4Fj",9 0 *0 0 00000+ GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS fot IL*aq@ns 0..0.0 *00000 shown;Lumber DOL=1.60 plate grip DOL=1.60 f 3)Plates checked for a plus or minus 0 degree rotation about its center. ++•+++ + • 4)Gable requires continuous bottom chord bearing. : • : • • *00000 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •••000 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 127 Ib uplift at joint 1*135.1.mplift • :0000: at joint 3 and 229 Ib uplift at joint 4. +• + + see + + 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points o••a along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 15110 V16 Valley 1 1 0031 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:25 2015 Page ID:EARuyYzXDeke1 OtiH_OnU4yf4Et-4oC1 XY?IScByrralVgMa5VdvPc5xB77NXZmlaUydip 8-0-0 16-0-0 8-0-0 840-0 Scale=1:25.1 5x6 11 2 4.00 12 6 7 1.2 2x4 N 2 2- o.2 74V 5 2-422 No 2-0.13 1 3 0 0 3x4= 9 Sx6_ 10 3x4= 16-0-0 16-0-0 Plate Offsets(X,Y)-{1:0-4-9,0-1-8],[3:0-2-9,0-1-8],[4:0-3-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.80 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:49 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 1=332/16-0-0,3=332/16-0-0,4=898116-0-0 Max Horzl=-87(LC 11) Max Uplifd=-177(LC 6),3=-188(LC 11),4=-319(LC 6) �•••�• Max Gravl=347(LC 28),3=347(LC 30),4=898(LC 1) • • • •••••• FORCES.(lb)-Maximum Compression/Maximum Tension •• • •0090 • •• TOP CHORD 1-5=-138193,5-6=-55196,2-6=-411117,2-7=-411100,7-8=-55/81,3-8=1381/7 060:00 •••• •••••• BOT CHORD 1-9--0/57,4-9=0157,4-10=0157,3-10=0157 ••• •• • • • WEBS 24=-6871462 •••••• 0000 0000 • • NOTES- •0000• 00000• 00900 1)Unbalanced roof live loads have been considered for this design. 600666 •• • ••:••0 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;€€rfCjj. • *0000* GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-10-13 to 3-10-13,Interior(1)3-10-13 to 5-0-0,�xTerTo�(2) •••• • 5-0-0 to 8-0-0,Interior(1)11-0-0 to 12-1-3 zone;C-C for members and forces&MWFRS for reactions shown;LumbE�U%14.60 • •• plate grip DOL=1.60 • e 9 • 09•0•0 3)Plates checked for a plus or minus 0 degree rotation about its center. •••••• 4)Gable requires continuous bottom chord bearing. 0 ••• • :••••: 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• • • ••• • • 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 177 Ib uplift at joint 1,188 Ib uplift ••• at joint 3 and 319 Ib uplift at joint 4. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 1511'0 V20 Valley 1 1 0032 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:26 2015 Page ID:EARuyY2XDeke10UH_OnU4yf4Et-Y mPkuOwDwJpT?9x2Oupej99SOV3waSWIDWs6xydip „ 1040-0 20-0-0 10-0-0 104-0 Scale=1:31.4 4x5= 3 4.00 12 10 11 2x411 1-3 2x4 N -7 3$2x4N 32.8.13 3- 0.29-7-7 2x4 11 2 4 -9 2x N .30-9-6ri 1 3x4 12 9 13 8 7 14 8 15 3x4 2x4 11 2x4 11 3x4= 2x4 I I 20-0-0 20-0-0 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 0.53 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.55 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:65 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 1=85/20-0-0,5=85/20-0-0,8=617/20-0-0,9=608/20-0-0,6=608120-0-0 Max Horz1=111(LC 10) Max Uplift=-30(LC 11),5=-16(LC 6),8=-168(LC 6),9=-379(LC 10),6=-379(LC 11) :000:6• Max Gravl=239(LC 30),5=239(LC 34),8=617(LC 1),9=625(LC 22),6=625(LC 23) •0••:• *Goo FORCES.(lb)-Maximum Compression/Maximum Tension :000 0 0 0.0 •• TOP CHORD 1-2=-113184,2-10=142/144,3-10=-67/161,3-11=-67/147,4-11=-142/130,4-5=-67152 0 0 • BOT CHORD 1-12=-7172,9-12=-7/72,9-13=-7172,8-13=-7172,7-8=-7172,7-14=-7172,6-14=-7172,6.15=-7172,5-15=-7172 000:•• •••• 06946•• WEBS 3-8=-5201312,2-9=-579/445,4-6=-579/445 000000 • • • :0000: 0000 0000 NOTES- • • • • 1)Unbalanced roof live loads have been considered for this design. 0000 •••• 90064, • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=15ft;Cat.II;Exp C;Efl?!•• •• • ••••• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterlor(2)0-10-13 to 4-0-0,Interior(1)4-0-0 to 7-0-0,Exterip( )• •7.0-0 to ••••• 000000 10-0-0,Interior(1)13-0-0 to 16-0-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.§4 pole • • ' grip DOL=1.60 • • • 0 3)Plates checked for a plus or minus 0 degree rotation about its center. ' • :.00:0 •••••• 4)Gable requires continuous bottom chord bearing. • • • 0 • 5 This truss has been designed for a 10.0 sf bottom chord live load nonconcurrent with an other live loads. • 0 • •••••• 6)Provide mechanical connection b others of truss to bearing late capable of withstanding 30 ib uplift at joint 1 16 lb uplift at •• : : • • ( Y ) 9P P 9 P 1 P joint 5,168 Ib uplift at joint 8,379 Ib uplift at joint 9 and 379 Ib uplift at joint 6. •0 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S)Standard Job truss Truss Type city Ply DANIEL GITLIN 1511*0 V24 Valley 1 1 0033 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:28 2015 Page ID:EARuyYzXDekelOdH OnU4yf4Et-VNuA9alAIXD(IJIKApwHj8FVGgBPOUIpDW?zBpydip 124)-0 24-0-0 1240-0 124-0 Scale=1:37.7 4x5= 3 4.00 12 10 11 2x4 11 2x4 11 1-327x4 No 1 o.21441.12 3.7 2x4 .3 3-413 9 12 2.8 2x4 N4 P.31-54 4.6 2x N 31-54 1 5 3x4 13 8 14 7 15 6 16 3x4 2x4 11 5x6= 2x4 11 24-0-0 24-0-0 Plate Offsets(X,Y)-{7:0-3-0,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.56 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:80 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 1=215/24-0-0,5=2151240-0,7=581/24-0-0,8=715/24-0-0,6=715124-0-0 Max Horzl=136(LC 10) Max Uplifd-74(LC 6),5=-88(LC 7),7=134(LC 6),8=-435(LC 10),6=-435(LC 11) :006:0 Max Gravl=298(LC 30),5=298(LC 34),7=581(LC 1),8=727(LC 22),6=727(LC 23) • • • •••••• •• • 0000 • FORCES.(lb)-Maximum Compression/Maximum Tension • • • TOP CHORD 1-9=-130182,2-9=-861115,2-10=-154/182,3-10=-80/199,3-11=-80/179,411=-154/162,412=-22/69,5-12=-1961??•• "" BOT CHORD 1-13=-16194,8-13=-16/94,8-14=-16/94,7-14--16/94,7-15=-16194,6-15=-16/94,6-16=-16194,5-16=16194 •••••• • • • WEBS 3-7=-4921281,2-8=-6491486,4-6=-649/486 •••• 0000 NOTES- • 0000 0000 •0.6• • 1)Unbalanced roof live loads have been considered for this design. ";"; 6••6.6 *0000 2)Wind:ASCE 7-10;Vult--175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=15ft;Cat.ii;Exp C;facl%0 .. • 666096 GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-10-13 to 3-10-13,Interior(1)3-10-13 to 9-0-0,Eg"96(Z) • 9-0-0 to 12-0-0,Interior(1)15-0-0 to 20-1-3 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DO►L=1.60 • • •0 • • • 0000•• plate grip DOL=1.60 6 6 6 6 6 6 3)Plates checked for a plus or minus 0 degree rotation about its center. • •• • • • • • 0000•• 4)Gable requires continuous bottom chord bearing. 6 0 6 6 0 6 0 6 6 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 74 lb uplift at joint 1,881b uplift at joint 5,134 Ib uplift at joint 7,435 ib uplift at joint 8 and 435 Ib uplift at joint 6. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Oty Ply DANIEL GITLIN 15110 V28 GABLE 1 1 0034 Job Reference(options[) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MiTek Industries,Inc. Mon Sep 1413:51:30 2015 Page ID:EARuyYzXDekelOtIH OnU4yf4Et-RIOwaG3OH9pFydSjHEyloZKnedpss"ggU3Fiydip 12-5-815-6-8 28-0-0 12-5.8 3-1-0 12-5-8 scale=1:45.2 4.00 F,2 3x4= 2x4 11 3x4= 4 5 6 4x5 U 4x5 2x4 11 3d c 24-2-8 7 2x4 I 2 3 8 &122x N).33-6-13 1153 2x4 o2 8-" `} 2-142x o.32-1.8 8•102x o.32-1-6 1 9 3x4 17 14 18 13 12 11 19 10 20 3x4 2x4 11 3x4= 2x4 11 3x4= 2x4 11 28-0-0 r 28-0-0 Plate Offsets(X,Y)-[3:0-2-8,Edge],[4:0-2-0,0-2-13],[6:0-2-0,0-2-13],p:0-2-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) nla - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.82 Vert(TL) We - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 9 We n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:94 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 1=375128-0-0,12--446128-0-0,14=843/28-0-0,10=843128-0-0,9=375/28-0-0 Max Horzl=142(LC 14) Max Uplifd -158(LC 6),12=-115(LC 6),14=-499(LC 10),10=-497(LC 11),9=-170(LC 7) :009:6 Max Gravl=375(LC 1),12--446(LC 1),14=855(LC 22),10=855(LC 23),9=375(LC 1) • • • *00*:•• so 0 0000 0 FORCES.(lb)-Maximum Compression/Maximum Tension • • • TOP CHORD 1-15=-283/137,2-15=-1921161,2-3=-328/316,3-4=-316/337,4-5=-248/362,5-6=-248/362,6-7=-316/337,7-8L- li�ll?6,8-16=tIg11?61,9-161-283/'f'31 BOT CHORD 1-17=-37/182,14-17=-371182,14-18=-37/182,13-18=-37/182,12-13=-37/182,11-12=-371182,11-19=-37/182!t8;t9x37/182,10-L0=-37/182=9-20=47/1 WEBS 5-12=-3751233,2-14=-7281541,8-10=-728/540 0000 •••• • •••• •••• ••••• NOTES- 1)Unbalanced roof live loads have been considered for this design. '••••• •• • ••••• 2)Wind:ASCE 7-10;Vult-175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.ll;Exp C;Rmc14•• ••'•' ••••.. GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)0-10-13 to 3-10-13,Interior(1)3-10-13 to 8-0-0,Egt'002 4) • 8-0-0 to 20-0-0,Interior(1)20-0-0 to 24-1-3 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL4.60 • '• • • •••• plate grip DOL=1.60 • ••...•• •• 3)Provide adequate drainage to prevent water ponding. • • • • 4 Plates checked fora plus or minus 0 degree rotation about its center. ' ' ' '••••• 5)Gable requires continuous bottom chord bearing. •• •• 6.6• •: • • 6)This trushas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 158 Ib uplift at joint 1,115 Ib uplift at joint 12,499 Ib uplift at joint 14,497 Ib uplift at joint 10 and 170 Ib uplift at joint 9. 8)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 15110 V4 Valley 1 1 0035 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:31 2015 Page ID:EARuyYzXDekelOtIH_OnU4yf4Et-vyalnc322Sx6ZmlvrxT Lms8a1GnbslFvUDdo8ydip 2-0-0 4-0-0 2-0-0 2-0-0 30= Scale=1:7.4 4.00 12 a 3 1 1-2 2x4 N --4 2- 0.21-2-4 1-3 2x4 No.2 40.0 4 2x4 2x4 4-0-0 4.0-0 Plate Offsets(X,Y)-{2:0-2-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) n/a - n/a 999 MT20 2441190 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 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:9 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=121/4-0-0,3=12114-0-0 Max Horzl=13(LC 11) Max Uplltd=-52(LC 6),3=-52(LC 7) Max Gravl=255(LC 27),3=255(LC 28) :•••:• • • • 0000•• FORCES.(lb)-Maximum Compression/Maximum Tension • 0 0 0*9 0 •• TOP CHORD 1-2=-201/193,2-3=-201/193 0:0:00 0••.•• ••••i• BOT CHORD 1-4=-158/175,34---158/175 000000 • • • NOTES- 0000 6909 :••••: 1)Unbalanced roof live loads have been considered for this design. • • • • • ••••• •"••02)Wind:ASCE 7-10•Vult-175m h(3-second gust)Vasd=136m h,TCDL=9.0Psf,BCDL=6.0 sfh=15f;Cat.11;Ex C•Enclo,• GCpl=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS foi%jCdvs *00004, ••••• shown;Lumber DOL--1.60 plate grip DOL=1.60 s• •• .• • 0.0 0 0 3)Plates checked for a plus or minus 0 degree rotation about its center. 000000 • •• 4)Gable requires continuous bottom chord bearing. . • • 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' • • • •••••• 6 Provide mechanical connection b others of truss to bearing late capable of withstanding 52 Ib uplift at joint 1 and 52 6b uplift 000000 • ( Y ) 9P P 9 p ) • • • P 0000•• at joint 3. 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points • : i • along the Bottom Chord,nonconcurrent with any other live loads. •• • 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply DANIEL GITLIN 151110 V8 Valley 1 1 0036 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Mon Sep 1413:51:32 2015 Page ID:EARuyYzXDeke1OtiH_OnU4yf4Et-N87g?x4hom3zBwc5Pf Dt_PGVRcOKIjP88zAKaydip 4-0-0 8-0-0 • 4-0-0 4-0-0 Scale a 1.14.5 4x5= 4.00 12 2 1-2 2x4 N ��2. �Nol 2.4 4No.30813 3 1 1-32x No 880 5 4 6 2x4 2x4 11 2x4 c 8-0-0 8-0-0 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 0.24 Vert(LL) We - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.30 Vert(TL) Na - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:23 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS.(Ib/size) 1=16818-0-0,3=168/8-0-0,4--34718-0-0 Max Horzl=38(LC 10) Max Uplift=94(1_C 6),3=-98(LC 7),4=-106(LC 6) Max Gravl=271(LC 28),3=271(LC 30),4=367(LC 29) :*04:0 FORCES.(lb)-Maximum Compression/Maximum Tension •0 ; ••0* •• TOP CHORD 1-2--55152,2.3--55/52 • • • •••••• • •••••• BOT CHORD 1-5=-0124,4-5=-0/24,4-6=-0/24,3-6=-0124 • • •• WEBS 2-4=-3131277 0#0600 • • • •••• •••• :*see: NOTES- • • • • 1)Unbalanced roof live loads have been considered for this design. 0000 •••• ••;". 2)Wind:ASCE 7-10;Vuit=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=15ft;Cat.11;Exp C;nIP,•0 �00 ••• 00000 GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;C-C for members and forces&MWFRS fos seacllions .• • *000:0 • shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Plates checked for a plus or minus 0 degree rotation about Its center. : �:�: • '. • • • • •••••• 4)Gable requires continuous bottom chord bearing. ��• 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • • 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 Ib uplift at joint 1,94 ruplift at •••••• joint 3 and 106 Ib uplift at joint 4. •• :�: • 7)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points •• • along the Bottom Chord,nonconcurrent with any other live loads. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard T-0" CORNET SET CORNER JACK COMMON JACK TYP. 0 ti END JACK PARTIAL ROOF LAYOUT TOP CHORD CONNECTION Nail design loads: CONER JACKS-USP(2)MP3 (ACCORDING TO NATIONAL DESIGN SPEC.) 7'-0"JACKS-USP(2)MPS FOR GROUP If SPECIES(S.P.) 5'-0"JACKS-(2)8d NAILS d COMMON NAILS=78 lbs(SHEAR) X-O"JACKS-(2)8d NAILS 10d COMMON NAILS=94 lbs(SHEAR) 1'-0"JACKS-(2)8d NAILS USP HANGERS DESIGN LOADS (ACCORDING TO MIAMI DADE BUILDING CODE COMPLIANCE OFFICE/PRODUCT ONTROL DEVISION) 2 RT3 HURRICANE CLIP-366 lbs(UPLIFT 100%)W/(8)8d x 1-1/2"N.O.A.No.07-0306.10 MIN.P=1.4 12 LPBF BUTTERFLY HANGER=367 lbs(UPLIFT 100%&DNWRD w/(15)6d N.O.A No. MAX.P=6.5 8-0208-.07 KH26 UR=870 lbs UPLIFT/900 lbs REACTION(UPLIFT 100% DNWRD)W/(12)16d N.O.A. No.07-0214.20 HJC26=1975 lbs UPLIFT/2020 lbs REACTION(UPLIFT 100%DNWRD)W/(28016d N.O.A. No. 07-0214.20 :00060 1 3 • a • • • 3-0" BOTTOM CHORD CONNECTION MAXIMUN ALLOWABLE LOADS: •OJfi�fCl51ZE ••••• •••• • CONER JACKS-SKH26 UR OR HJC26 MAX 7'-0"JACKS-USP(2)MPS T.C.NODE2 CORNER JACK 7'-0" •��•• 3'-0" • 1'-0" ' 0 5'-0"JACKS-(2)8d NAILS UPLIFT(100%) 365 lbs 365 lbs NI NIDI& NAI L6••• NAIL& • 3'-0"JACKS-(2)8d NAILS ROOF(125%) 365 lbs 365 lbs •ALT 0 NATIA.••0 NAILS 0 0• 1'-0"JACKS-(2)8d NAILS • • 0000•• •• • 0000 T.C.NODE2 CORNER JACK T-0" 5'10" • 3'10" • • 1'-0" UPLIFT(100%) 870 lbs U/1975 lbs R 367 lbs ORAIMNAI NAIL 6 ROOF(125%) 900 lbs U/2020 lbs R 1170 lbs NAI 0-9 NAILS • NAILS • COMMON JACK • • 0 • 060000 0000•• NOTE: • • • • 0 THIS DESIGN HAS BEEN CHECKED FOR 175 MPH • • • •••••• WINF LOAD.WALL HGT.30'MAX PROVIDE FOR UPLIFT AT BEARING WALL CONNECTIONS •• • 925 lbs LUMBER STRESS INCREASE 1.33 ,'�rrrru�rp�y�, i� PLATE STESS INCREASE: �� A' Ah'T �♦ MINIMUM GRADE OF LUMBER (O AFD)ING LL *; No 31509 ' T-O" 2x4 No.2 SP TOP 30.0 FLORIDA BUILDING T-0" 2x4 No.2 SP BOTTOM 10.0 CODE 2010 '. STATE OF WEB 2x4 No.3 SP SPACING 24"O.C. �0T' oo,",`,S,,�NAmll�/�`;.��. TRUSS CONNECTORS 7-30-15 GC/JMM Florida Building Code Online Page 1 of 4 goo, { 71 � Jy sir x t S �^..s *n s ;it?' ,"' SCIS Home Leg In User Registration Hot Toptts 'SuhnfR surcharge Stats&Facts POUCatioM FBG Starr SCIS See Yap u4k5 Sea" Busines��,.' Product Approval Professional a uses:Public user { 'laul.: Florida Building Code Online Page 2 of Sections from the Code Product Approval Method Method 1 Option C Date Submitted 02/22/2012 Date Validated 04/25/2012 Date Pending FBC Approval 04/30/2012 Date Approved 06/11/2012 Summary of Products i Go to Page an d Page 1!4 d PL# IModelt Number or Name Description 817.1 ISN264,BN284 Breakfast Nook Hanger Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL817 R.3 II esr1465.pdf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressures N/A Evaluation Reports Other:Requires supplementary connection for minimum FL817 R3 AE esr1465.Odf 7005 uplift for use in HVHZ. 817.2 ICMSTC16 COILED STRAPPING Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL817 R3 11 esr1465.odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other. 0 817.3 JDSC41JR, LDSC4L/R DRAG STRUT CONNECTOR • • • 0 **0000 Limits of Use Installation Instructions •• • 000 • Approved for use In HVHZ:Yes FL817 R3 II esr1465.odf • • • Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Serville7,riv• 000 •••••• Impact Resistant:N/A Created by Independent Third Part'f:•••• • • • Design Pressure:N/A Evaluation Reports •••••• Other R E A f •••••• •••• • • • 817.4 JFH210,FH212 Formed Seat Hanger *0:960 ON us ••••• Limits of Use Installation Instructions • • • • • Approved for use in HVHZ:No FL817 R3 11 esr1465.pdP •• •• •• 000000 Approved for use outside HVHZ:No Verified B ICC Evaluation Servl RP Y W•W C•• • • Impact Resistant:N/A Created by Independent Third Party: • • • Design Pressure:N/A Evaluation Reports • • • 000000 Other. Product Deleted % •0 0 0 0 Rsr 4 • • • • • •••••• 817.5 IFH214 Formed Seat Hanger •• • • •' • • • Limits of Use Installation Instructions •• Approved for use in HVHZ:No F1.817 R3 H esr1465ma Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Deleted ; f 817.6 IFH26 Formed Seat Hanger Limits of Use Installation Instructions Approved for use in HVHZ:No FL817 R3 11 esr1465.pdf Approved for use outside HVHZ:No Verified By: TCC Evaluation Service,LLC impact Resistant N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Deleted r 4 f 817.7 IFH28 Formed Seat Han er NPP iof Useinstallation Instructions Approved for use in HVHZ:No FL817 R3 II esr1465.odf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Deleted tL§17 r 4 . f 27.8 IFHD210 jFormed Seat Hanger Limits of Use jinstallation Instructions http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV`{QwtDgvaK%2bkWe l 85D%... 6/13/2012 Florida Building Code Online Page 3 of 4 Approved for use in HVHZ:No FL817 R3 II esr1465.odf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant•.N/A Created by Independent Third Party: Design Pressure:N/A ILIEMLLU valuation Reports Other:Product Removed. 817.4 FHD212 Formed Seat Han er Limits of Use Installation Instructions Approved for use in HVHZ:No FL817 R3 II esr1465.odf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Removed, ROW,7 f 817.10 IFHD214 Formed Seat Han er limits of Use Installation Instructions Approved for use in HVHZ:No FL817 R3 H esr1465.odf Approved for use outside HVHZ:No Verified By:ICG Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other.Product Removed. FLOL7 81 6g MM5,wr 17.11 IFHD26 gFormed Seat Hanger Limits of Use Installation Instructions Approved for use In MVMZ:No x.817 R3 II esr1465.odf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Product Removed. 1101Z B3 69 0UHAlad 817.12 IFHO28 Formed Seat Manger Limits of Use installation Instructions Approved for use in MVHZ:No FL817 R3 lI esr1465.odf Approved for use outside HVHZ:No Verified By:!CC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other.Product Removed. ELMI.. 817.13 Frct FTCIF FLOOR TRUSS CLIP Limits of Use Installation Instructions •• • •Approved for use in HVHZ:Yes FL817 R3II_esr1465.odf •••••• • ••••i• Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service LLQ• •Impact Resistant:N/A Created by Independent Third Pare: •••••• Design Pressure:N/A Evaluation Reports ••••Other:817.14 FTC2 FTC2F OOR TRUSS CLIP 09000 mits of Use Installation Instructions • • •Approved for use In HVHZ:Yes FL817R3 II esr1465.Ddf •• •••• • Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Servkt!@L.0•Impact Resistant:N/ACreated by Independent Third Pavy: . •••••• Design Pressure:N/A Evafuatfon Reports • Other. • • • • • •••••• 817.15 FTC32: FLOOR TRUSS CUP ' • ' • Limits of Use Installation Instructions •• • Approved for use In HVHZ:Yes FLS17 113 II esr1465.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other.Subject to loads and installation instructions F1,817 R3 Al! esr14fi1pdf Outlined in report ESR-2756. Requires supplementary tonnes ion to provide minimum of 700#uplift for use in HVHZ. 817.16 FTC32-2 FLOOR TRUSS CLIP Limits of Use Installation Instructions Approved for use in HVHZ:No FL817 R3 11.esr1465.odf Approved for use outside HVHZ:No Verified By:ICC Evaluation Service,LLC impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other.Product Deleted F 7 R AE 145. df 817.17 IM40,GTUB0,GTUI00 blrder Truss Han r5 Limits of Use Installation Instructions Approved for use In HVHZ:Yes FL817 R3 II esr1465.adf Approved for use outside HVHZ:Yes Verified By:TCC Evatuation Service, LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports http://floridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDgvaKD/o2bkWel 85D%... 6/13/2012 a � Florida Building Code Online Page 4 of Other. EWA7 R3 69 93rLW.Q9 817.18 jHGAI0 'Hurricane Gusset An le Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL817 R3 II esr1465.odf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: 17.19 jHHCPZ OURRICANE SEISMIC ANCHOR Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL817 R3 11 esr1465,p_df Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: F 17.20 1HIC26 IP-JACK Hanger Limits of Use Installation instructions Approved for use In HVHZ:Yes Verified By:ICC Evaluation Service,LLC Approved for use outside HVHZ:Yes Created by Independent Third Party: Impact Resistant:N/A Evaluation Reports Design Pressure:N/A Others Go to Page Pagel/4 Seek Next Contact USUs:s jgOti A'eeth MenrneStrlx+f_TahaRassee rf.37199 Phane�85t}-487-1824 The State of fbride is a AAJEEO employer,�.4d�C11�dtilLZ4�-2624 State at Florida.::Privacy Statement::Arce9sibkity statement::Refund statement Under Florida law,e-mail addresses are public records.If you do not watt your e-mail address released In response to a pubic-records req do noir • send etectrork mail to this entity.Instead,contact the office by phone or by tradid4riat mak.If you have any questions r eyarri D:=A1�e4 •••••• accessibility,please contact our Web Maser at wab au anon.unto a.._, Product Approval Acceptin •• • 000* • jo go LMM • wt"urityyt IAtt+ •••••• MWMI •••• •••• ••••• • •••••• •• • ••••• •• •• •• • •••••• • • • • • •••••• Allso • • • http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvaK%2bkWe l 85D%... 6/13/2012 r USP .\ to - 77, � ti 45" 45 45� 450 h 4!5* Typical HHC Typical HJHC Typical HJC/HTHJ installation top view installation top view installation top view HI H ) y3 tl4" G'S 71$ �� 5" meg;` tl4" 10 t/z ;--� J3 4" HJC HTHJ HHC HJHC 1 1 . x k' Fastener Sctt� Allow"Leads On? Cwft MembW Carded Member DF-L I SP S-P-F �' R USP Steel N per Wp per Floor Roof up* Floor RoJ" 130 :•••o• Desai Stocit Na Ref.Na Gan T 7 100% 115% 125% 160% 100% 115%LTHJA26,2x6right/left WC25 THJA26, 12 5.318 1s 16d 5 7 10d 2385 2740 298D 1840 2065 2375 •••• •• ••• • •2x8dgM!left HJC28 -- 12 7-t/8 20 160 6 8 tOd 2380 3425 3505 1840 2580 2945 •• ••••••• • • 2x6temdnai HHC26 ��, 12 5.7/16 20 16d 5 -- 10d 2 3425 W 1015 2580 2945 ••••• •• •u2 x 8 brmlinal HHC28 12 7-3116 24 16d 6 '0' M X051840 2945 2945 •• • •• •• 2 x 6 terminal HJHC26 12 5.7/16 20 t6d 5 2 10d 2�0 3425 3505 1840 2580 2945 7816 •••••• •• ••• 2 x 8 termini I HJHC28 12 7-3x16 24 1 16d 6 2 5 —W—MRR7 3505 1840 2945 2945 • 2 x 6larmfrd tifFll2frt LTF4ILIR 18 5 16 160 1 5 16d 2190 2520 2740 1790 1870 2155 1 • • •• ••• •••••• 1)Uplift beds have been increased 60%ler wind or seismic bads:no turdter increase shall be permitted. • • • • • 2)Loadbg"isW for tow bad of hip/jack caxrectbn. • • • •• ••• 3)Minimum nail penetration is 1-518 for 16d nags. •• • •• •. • • 4)NAILS:10d nails are 0.148 da.x 3 Iom 16d nabs are 0.162 dia.x 3.1/2 kxq. •• • New products or u*W Mduct iMamatim are designated in red font HJC Specialty Options Chart Qpd- HO Truss 9kelr Range 30 b 60 - �.... " _ Mowable tsaft 100%of tale bad I �. Add SK,arra of hip Varies -,-..,. ` Ordering .HJMSKproduct ssneer. s"max.wdth y x'14 Typical HJC(skewed) installation HJC(skewed) with alternate skew angle top view 1-800-328-5934•www.USPconnoctors.com Fjjj� USP2241-131 ., ,.. , ? ,..o� mac• �i]'_ � - Ru ET IS rts 0 ti StiO11.JV=i ' m, - .*SSI � q'�' � -t � - l n-+ • i •'� ,. n o 1 � Q a a - e f '4,,.F� -. � �'3e dF _. ' d'T•�,3 a.2 � �•Mj,. c 2 '� � +� "k �� C 4 Q 4� ___-.' rY� �+[ 1•� �. ,�*aF • i' I 1 :moi 111,3 p�', W - 'M'>_:: o y ti'4 1 ` + ° • ' f.+ , . i • 2 � i t�N"a^.z -- .. c ♦a A A2 Am • rnrT1 Tw rnm C �� T n n = o ZLP c In 129 rn n z . m mr N tl Ki AZ - - ? C } is■a, CO O ' zzo r c ' lip rn rn Q! m Z � _ r ,4 W n IA u N „ c Vfr < y � C AF rCT c m _ p o vn a is w i'• �r ® m A p c.o c -_ r c ^ � O 4 ., - a� _ A n. 3 n m H m �' ° D n ,n v~i < •O ; G1 z �'r c A o, u `°' y TJ r to O t1 o rc to \ /•�, `' v 0> a I ' oa h ° AQ• Zy, z n v o m A V1 ? •'�"-""' / A Ki/ r .Z7 C p U ^ Q n. A m ctjZ a T ° .. ❑ =1 '■ to T' c ' A O j► .;"3 ' i ri LA �. a -{ CL 0 0 z _ "� Ln r*5 o Sp IN zi r 0 Sow �O ••o��` 3 a \ \ ~ D rn \: s c _ e e y p m � •,. ,fig...te r1 o rn a , 0 aL � ♦' �w - Cr 7 -Dri 0 0 E 0 QnrTi 0 ria V1 - � 4 O O • D o O O C n 0 O c O —1 y OT .+1R C7 . � ' � 1 ti r•'. a rJJi ` °' '� `_ � � � ^ ` y ru o F a o � O c� o � 1 -. 2 � ,� �'v r tin c m i o ° m a c n c 2 O y r�- r n ✓ 53 a Z X 3 4¢ m o c, c o.o j R o lk a ' q .~_�, `10^t L s c n a a • • • • �^ O Ir a r o n a c • • • •; n • � � ^ c •w •-O• •• • �• • p C. to O �• N � • `" ' 3 m� ,..E � ~ • I , ; 4$ • • � n r • r T ^� ? o a t r •• �• 3s' • :t • 3 �s w 000 0 < r� � _r1. v .=' o • • •' r•_ . •.. m O 1 ^� t .�yyy c r x k I 'ami Shores Village e ding Department ' OCT 205 1 050 2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 0 ILDING Master Permit No. 3--1f-Ss,, PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ❑RENEWAL PLUMBING 7 MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP I CONTRACTOR DRAWINGS JOB ADDRESS: /" , ST- City: Miami Shores County: Miami Dade Zip: W ec{ Les NO "`" Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): 1 f�,Cck ( Phone#: Address: - `t to A"15 " .L+ City: I State: Tenant/Lessee Name-:D_ Phone#: Email: CONTRACTOR:Company Name: ��cc �o�►rM�v�n ►-�id'.�e.�l ° Phone#:'3ys Address: §-1cZ /tel c(t r City: M10--4 State: Zip: 13"x`'(? Qualifier Name: EWaL 2I,%ILpS Phone#: State Certification or Registration#: JJ Certificate of Competency#: ? u DESIGNER:Architect/Engineer: 14V-5(4-04 I V&A qac . Y. i� Phone#: 'W1 _�3 J"�) Address: ( 12-5 �JI- 11.5 City:A&c. Stater Zip: 3 3( �e i Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ /Alteration El New ❑ Repair/Replace ❑ Demolition Description of Work:_L41'e.LY�-�LQ.IA�t. Specify color of color thru tile: Submittal Fee$ Permit Fee$ ® �° CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$/20-W Bond$ /} TOTAL FEE NOW DUE (Revised02/24/2014) o • 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$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which even (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not b proved and a rei ett' fee will be charged. Sign ure Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 2q day of ©& ,20 1S by day of ��¢ 20 15 by 0%,4 art who is persona y known to ( w ft�,$' who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an th. NOTARY PUB NOTARY PUBLI tl-'e) Sign: Sign: Z o Print: Print: o RT� Seal: ELIANA Q o � ea:l6tdd t MISS mz mmo BIo?It Wswx3 :oPtd n x`pT8111ft M IS•olmd Amop ?My Com.Expir, ei rT d 4& Commission ir „ APPROVED BY ` Plans Examiner n'n n Structural Review Clerk (Revised02/24/2014) Arshad Viqar, P.E. 1175 N.E. 125t' Street Suite 209 North Miami, Florida 33161 Phone (786) 633-9439 — Fax (305) 899-9580 November 6,2015 Miami Shores Village 10050 N.E. 2ND Avenue Miami Shores FL. Phone: (305) 795-2204 Re: "EXISTING TIE-BEAM " Owner: Mr.Adam Cooks Residence Address: 88 NW 111 Street Miami Shores, Florida Dear Building Inspector:, A visual inspection of existing concrete tie beam on existing concrete block walls was conducted on November 5, 2015,No significant crack was observed. Some areas of the beam has been patched. It is concluded that the existing concrete tie beam is structurally sound and in satisfactory condition. Should you have any questions or need any additional information please do not hesitate to contact our office at 786-663-9439. Sincerely, U Arshad Viqar P.E. Lic. #38863 • V •6•.•• • ♦.0000 • 0000•• • . • 0000 0000 • • ••.• 0406 •0.•• • •.� •• 4.6• •x•000 • •00.0• • • • • •• •