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L AL APPLICABLE INFO MUST BE C00.:_:_TED FOR APPLICATION TO BE ACCEPTEL_ ^ c Date: 6/11!15 SCANNED Permit Number: sou - 0�� 1 Lucie County RECEIVED l� Building Permit Application �1 Planning and Development Services JUN 1 2. 2015 Building and Code Regulation Division Pcn1W, I I IIJI.i 2300 Virginia Avenue, Fort Pierce FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1578 Commercial Residentlatf1C1 oant FL PERMIT APPLICATION FOR: Building PROPOSED IMPROVEMENT LOCATION: Address: 9310 Breakers Row, Fort Pierce, FL qq Li ©16�1M Legal Description: Lot 8 Block 10, Palm Breezes Club, according to map or plat thereof as recorded in Plat Book 49, Page 32, Public Records of St. Lucie County, Florida Property Tax ID #: 2310.500.0184.000/6 Lot No. 8 Site Plan Name: Palm Breeze Club Block No. 10 Project Name: Morningside Setbacks Front 15' Back: 7.67' Right Side: 6' Left Side: 6' DETAILED DESCRIPTION -OF WORK- % II Construct Single Family — 4/2 RJHVAC Li Gas Tank Electric Z Plumbing Total Sq. Ft of Construction: 1796 Cost of Construction: $ 115971 iu—uiecR du dNpiy. Piping Shutters nklers Generator S Ft. of First Floor: _ utilities: Sewer E]Septic ✓Q Windows/Doors Roof 2350 Building Height: 15' OWNER/LESSEE: CONTRACTOR: Name Renar Homes (Morningsi LC Mrhfflr5 me: Jeff Mottram Address: 3731 NE Pineappl v (®Q0 ,( Cle QDJfmpany: Renar Development Co City: Jensen Be (OU I Stag Zip Code: 7 Fax: (772) 692-9155 Phone- Address: 3731 NE Pineapple Av City: Jensen Beach State: FL Php Code: one ne No. 3 Fax: (772) 692-9155 (772) 692-7800 ,E Mail: rhondarowe@renarhomes.com Fill in fee simple Title Holder on next page ( if different from the Owner listed above) E-Mail: rhondarowe@renarhomes.com State or County License: GCG1508650 If value of construction is $2500 or more, a RECORDED Notice of Commencement is required. S PPLEMENTAL C®NSTRU LIEN LAW INFORMATION: DESIGNER/ENGINEER: _ Name: MivhealCAnderson Not Applicable MORTGAGE COMPANY: Name: _ Not Applicable Address: 3731 NE Pineapple Av Address. - City: Jensen Beach State: FL Zip: 34957 Phone: (772)692-7800 City: Zip: Phone: State: FEE SIMPLE TITLE HOLDER: _ Name: Not Applicable BONDING COMPANY: Name: _Not Applicable Address: Address: City: City: Zip: Phone: Zip: Phone: I certify that no work or installation has commenced prior to the issuance of a permit. St. Lucie County makes no representation that is granting a permit will authorize the permit holder to build the subject structure which is in conflict with any applicable Home Owners Association rules, bylaws or and covenants that may restrict or prohibit such structure. Please consult with your Home Owners Association and review your deed for any restrictions which may apply. In consideration of the granting of this requested permit, I do hereby agree that I will, in all respects, perform the work in accordance with the approved plans, the Florida Building Codes and St. Lucie County Amendments. The following building permit applications are exempt from undergoing a full concurrency review: room additions, accessory structures, swimming pools, fences, walls, signs, screen rooms and accessory uses to another non-residential use 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 jobsite before the first inspection. If you intend to obtain financing, consult with lender or an attorney before commencine work or recordine your Notice of Commencement. of STATE OF FLORIDA COUNTYOF uCt The forgoing instrum nt was acknowledged before me this ZZ- day of 7YUL 20 L�jby Personally Known t— OR Produced Identification Type of Identification Produced Commission Revised ROCHELLE &WRYEA MY COMMISSION #FF004610 s Signa 'u f Contractor/License Holder STATE OF FLORIDA COUNTY OF L1, Lic-1 P, The forgoing instrument was acknowledged before me this ZL day of I (t1t ¢ 20 I� by ♦� e -I flu s Mb Itmi Yl (Name of perso cknowledging ) (Signatu of Notary Pdblic-St Personally Known OR Type of Identification Produce( Identification Commission No, iPA"...: b RHONDAS,ry(�r� * *MY UuMMISSIONSFF012664 EXPIRES: May 19, 2017 REVIEWS FRONT ZONING SUPERVISOR PLANS VEGETATION SEA TURTLE MANGROVE COUNTER REVIEW REVIEW REVIEW REVIEW REVIEW REVIEW DATE COMPLETE INITIALS -7 RECEI �D OCT 3 0 2015 ypOr busineW —537 cj 6 -ndnW - 'YT I�ilrqcfe."* FLI;�A9 R 1-4i 5"U tm7Z lz IV 4pla pie. It 10 TOO, 4c4WUPA, M PIERCE 8P)q.pj:v4 I�ZKYW.( am 1so 57 FROM-Renar r-.—aopment 772-692-9155 T-672 P0006/0007 F-145 MR-MCM gwexj —ogRinlom; Vhase- I kid PI filankilip 001199Y WA met Sprzi Aom malif ...... ....... -...'Aheckme. ( JAW. ft to *Q (1411ftre" $10 awfill " Hother A10i4fitim FQN. I twimme 7ithlllfA�stt@S3il(�j(� inches whWhlhldhnft Fibn flasablankofs, TWO KI A&V fluth EPA �Cmmlty N?A Valid ii) comoo I .1deflor-b-M VAN R66sulatca-wh ....... .. ............. ..... �fl? 9q, Afto, 1 MIrMitu-1. ltli-:,� T ()IRVIyureRtm : ).q4yooklob rifmv /,%' ()aer ApiqlRmh t gm Airwal, M I ighiggg rjugloomn"air 9-11, 40 W4014406 shag I& th.0 . P;CF, C�f UA 4 co ' —NoWNROU KELLY L YOUNG [Florida NO 7&71� lify State 0 My COMM. expires Jul 1,2018 Commission 9 FF 138tol ......... . - - - - - - - - - - - - NKELLY L YOUNG State of Notary Public Florida • Jl 1, Vy Comm Fxoires 2018 03-24-'16 10:57 FROM-Renar R=,7,1opment 772-692-9155 T-672 P0007/0007 F-145 1• ►Co-0 Pre-ConstrUction Termite IYeatament. Contract and Final. Treatment Certification dvantage is a full service company offering pest control, lawn & ornamental spraying and fertilization, and ter - Amite control. For more information; please call (800)698-7998. Rol iicc tgms,& ronditiops regarding this conMget appeal' oil the back of fhic a a Should holder have any questions with reference to this contract, please contact our officie at the numbei or address notedb'elow.'£his'contract'ig transferable and Is for the primary structure noted below. In the case of a multi -unit structure all unit holder must renew warranty in order for structure to malii- tain termite warranty protection. It does not include, unless specified.in writing, fences, detached structures, decks and.additional construction provided after the date contract is issued. Reference to termites applies to subterranean termites. This contract does not provide for protection of any other wood:destr oying orgarifsm, insect or pest, and ex lu formnmin termiti-s This contract -and work it represents is specifically and solely for topical soil preperation, (top inch) of soil and application of tetmiticide. Advantage is not a licensed building contractor/engineering firm and implies no knowledge or expertise in either subject. Advantage does not provide any service other than those outlined'herein. Repair and Retreatment Warranty Company agrees to warranty the,structure for an initial period of twelve (12) months from the date of the initial treatment, If termite infestation. occurs at any time during this period the.company will inspect property and provide remedial treatment(s)., spot or full, with a -liquid mmaiticide.as required to eliminate or control termites. Should structural termite damage be noted through inspection, company or a subcontractors) chosen or approved by company, will repair damage caused by termites at no cost to property owner. For annual fee specified below, owner(s) may extend this warranty/contract for a maximum period of four (4) additional years, as specified in paragraph two (2) of terms and conditions noted on the back of this page, Residential Treatment Information The treatment provided are for preventive purposes and were requested by the contractor or builder noted below. Pre - construction termite treatments are applied as defined by EPA approved pesticide labels. Supplemental treatment(s) (patio, entryway, abutting foundation, etc) were provided subsequent to the initial treatment date, as notified of readiness by builder. The cost of this treatntent has been billed to the builder or subcontractor of the builder. Final Treatment: 3/24/2016 Initial Treatment- 9.0/5/2015 Property Address: 9310 Breakers Rowe Fort Pierce, FL. Treatment Cost: Billed to Contractor Treatment Area: 2400 elf Builder: Renar $owes Subdivsion: Merningside This eontraglnoivW kith&utejfdOWv seal stance date. tion of $ab laws emb r Services. Nat iastilu- aaa License No. Advantage hest Related Servioes.Inc. • 2800 N.W. 22nd Terrace • Pompano Beach. FL 33069 1-800-698-7998 www.advantagepest.com *AORNT-WE Pest Related Services Pre -Construction Termite Treatment 1-800-698-7998 0 — p 2 License #4439 Property Information Builder / Contractor Information Treatment Date 0-6—/S Time: R p yl f, e(_O Name of Builder -� Lot Block l qq Shell Contractor Construction Type Monolithic_Floating / Stemwall Subdivision Name I / T-311a Q ers »tom Street Address (if known) W, rcel Patio Entry Driveway City Slate Zip Owner Name (if known) Product / Treatment Information Treatment Type (Must check one): Initial Under-Sla Supplemental Wood Treatment— Final — Product applied: Bifenthrin 4-off_� Bora-Care Other Concentration: �� % Mixed Product Applied: os lGallons Square feet treated: D(J Linear feet treated: ❑ If box is checked, then either a final perimeter liquid treatment has been completed or a wood treatment is 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. Wda'CiJ Applicator's Name (Please Print) Advantage is a Full Service pest control company offering inside pest control, termite control, and lawn & ornamental insect protection and fertilization programs. We offer discounts to our Termite renewal customers! Call 1-800-698-7998 for more information. 2800 NW 22" Terrace, Pompano Beach, FL 33069 (954) 968-7717 fax(954) 968-2922 / www.advantagepest.com Ardam & Associates, Inc. Certificate of Authorization No. 5950 460 NW Concourse Place, Unit 1 RECEI''-D SEP 2 5 2015 Port St. Lucie, Florida 34986 Phone: (772) 878-0072 Fax: (772) 878-0097 FIELD DENSITY TEST REPORT PROJECT: 9310 Breakers Row, Fort Pierce FILE NO.: 15-5434A REPORTED TO: Renar Homes Permit No. 1506-0209 DATE OF TEST: 9/22/2015 TEST NO. Building Pad Subgrade MDR MOISTURE CON%ENT DRY PERCENT DEPTH NO DENSITY COMPACTION LOCATION 1 Southeast Portion of Building Pad 1 9.4 120.6 100 + 0 to -1' 2 Southwest Portion of Building Pad 1 11.7 120.0 100 + 0 to -1' 3 Half Portion of Building Pad 1 9.2 119.5 100 + 0 to -1' 4 Northwest Portion of Building pad 1 10.5 117.7 100 0 to -1' 5 Northeast Portion of Building Pad 2 9.1 114.7 98 0 to -1' DENOTES IN -PLACE DENSITY TEST DOES NOT MEET MINIMUM COMPACTION REQUIREMENT OF 98 PERCENT FIELD TEST: ❑ ASTM D-2937 G' ASTM D-6938 ❑ ASTM D-2167 ❑ ASTM D-1556 TECHNICIAN: CF Test depth referenced from: LABORATORY MOISTURE -DENSITY RELATIONSHIP Top of Subgrade MDR MAX. OPTIMUM T TEST METHOD DENSITY MOISTURE OEN \`\NO. ENN , 1 D•1557 118.5 PCF 9.5 % Remarks: No. 63911 2 D-1557 117 PCF 9 % _- '. STATE OF ON AL an J. 4rallack, P.E. lorida tense # 63911 AS A MUTUAL PROTECTION TO CLIENTS, THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF CLIENTS ANDAUTHORIZATION FOR PUBUCATION OF STATEMENTS, CONCLUSIONS OR EXTRACTS FROM OR REGARDING OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL Ardaman & Associates, Inc. Florida Certificate of Authorizallon No. 00005950 MODIFIED PROCTOR (ASTM D-1557) Andorran & Associates, Inc. 460 NW Concourse Place, Unit 1 Port St Lucle, FL 34986 Phone (7721878-0072 FAX (772) 878-0097 Project Name: Morninnside Residential Lots Date Sampled: 711012015 Project Location: St Lucie County, Florida Sampled By: CIF File Number: 15-5434 Date Tested: 7115/2015 Client Name: Repair Homes Tested By: TIC 1000.0 100.0 1.0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 MOISTURE CONTENT (%) 125 120 100 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 MOISTURE CONTENT I%) SAMPLE NUMBER: SAMPLE DESCRIPTION: SAMPLE LOCATION: PROPOSED USE: Our letters and repoda am for the exclusive use of the client to whom they are addressed and shall not be reproduced axsept in full without the approval of lye feeling laboratory. The use of our name must reserve our written approval. Our Were and reports apply only to to sample tested sector inspected, and are not indicative site quantities of apparently indendcal or similar products. LBR VALUE NIA +4 MATERIAL N/A -0 MATERIAL (%) N/A MAX. DRY DENSITY (pcg 117.0 OPTIMUM MOISTURE (%) 9.0 FINES (%) N/A Curves of 100 % Saturation for Specific Gravity Equal to: 2.60 �- e i 7 OF she D J Lral c , P.E. 11�lorida Icense No. 63911 MULATICIN INSTALLATION CERMCiA TE NAMR.- The unc follows: BLOCK) 13 :SECPION: r hee— at .Property :as: ]. ExteriorCBS walls,have becrl:insulatedwdh ......Checkone ('} Spray on cellulose to athickness of WA inches, which thickn1ess, according to: the (j Fibergl T blankets mattufactureG Et� t l �Alumihupl Foil Density WA will yield an "R''vaiue ofLAI a itioid ExterlorFrariie.iyalls'have been insdiaiedwith ._Xheck,bno Sprayvn o4wose: toathicknessof2t� nch es;whichthiclmess_a=rdmg)Fiberglass blankets manufacturer, ()Aluminum F.oill Density NIA willyieidan"li'tyaiuepf Others ( ) Spray Foam i.MainCellings'have beeninsulatcdvlith ..... ..... _:Check one, Fiberglass blankets to atbicknessoft�ll� inches,whichthickndss,:aceordingtothe ([ 0berglassloosefiill ffenufaeturer{, —i ��Qam (((__);AluminumFoil, .Density. i A wiWe d alYs)f value of;l�/j ( )'Other I Ceiiulose Ceilings Ca! rof, ave been insulated with ,::. :Check one ) Fiberglass blankets to a thicknevsof�Ilt inches,whichthickness, accordingtothe FLBerglassloosefi(1. manufacnuer,��111� A t(�j Aluminum Foil Density NIA y6ifier"oiM S lyderiorkneewells'ha ebeea-insuI ledwith .___ ..._.... Checkona iberglasgblankets to.a thickness:of I inches w led,5-ice, ngss,;accor�ing to the I )'Polyurethane mari0factuferr, L`I S ra on Densi , WA wil tel an P" iSP Y cellulose ty Y,)'Other Spray Foam. agepariition walls of condiuoned living areas hays been m�tatedwith,,.,.: ... ...... ...Check one �y)1Fiberglass blankets. insu / to athickness of inches which thi kness, aecorditigiathe ()Spray on cellulose manufacturer �� (,v1A 0 1'1C (�(itri ()Polyurehane: Density` iw.A wt r l an 'B.'-valu cof I (�, Dt*!` pduminum'Foil MULTI FAl1'IiLY RESIDENTIAL 'CONSTRUCTION ONLY; The common (patty) walls separating different to shall be Insulated as follows. = Frame Ivtatal stud waltsiR-I:1:(Min } Ci3S or Concrete wells. •R-3'MO.); by Energy Codesequirements. See Energy CodeRev.1797, paragraph 903.2(b)., on page 9.17„ latest;edititin,. These "minimums levels of -insulation" are not included'inahe Energy Calculations, but shall 'be installed in the field. .NOTE; Detisities of sprayed on, loose fill, or any other :composed -on site insulation shall' 1ie'the T.* ,F, (Ibftt3)average ditNree (3} "D7tY $AMP,LES" of actual installati Michelle Richards yt � Insulation Contractor insulation Contractor-Signature &Wc 3- �- Insulation Contractor's CC# pate of:Certificaiion Buildtrs'Clamer'Biti(deescc# Notate ubi t�pY P,j KEL7FF _ Notary pubFlorida My Comm. '( Commiss KELLY L YOUNG Notar y Public - Stale of Florida -.�' Uv Comm Expires Jul 1, 2018 10 LU co N t4ORMAGE Pest Related Services �r l,0(o- oao� Pre -Construction Termite Treatment Contract and Final Treatment Certification dvantage is a full service company offering pest control, lawn & ornamental spraying and fertilization, and ter - Amite control. For more information, please call (800)698-7998. Specific terms & conditions regarding this contract appear on the back of this gage. Should holder have any questions with reference to this contract, please contact our office at the number or address noted below. This contract is transferable and is for the primary structure noted below. In the case of a multi -unit structure all unit holder must renew warranty in order for structure to main- tain termite warranty protection. It does not include, unless specified in writing, fences, detached structures, decks and additional construction provided after the date contract is issued. Reference to termites applies to subterranean termites. This contract does not provide for protection of any other wood destroying organism, insect or pest, and excludes formosan termites. This contract and work it represents is specifically and solely for topical soil preperation, (top inch) of soil and application of termiticide. Advantage is not a licensed building contractor/engineering firm and implies no knowledge or expertise in either subject. Advantage does not provide any service other than those outlined herein. Repair and Retreatment Warranty Company agrees to warranty the structure for an initial period of twelve (1.2) months from the date of the initial treatment. If termite infestation occurs at any time during this period the company will inspect property and provide remedial treatment(s), spot or full, with a liquid termiticide as required to eliminate or control termites. Should structural termite damage be noted through inspection, company or a subcontractor(s) chosen or approved by company, will repair damage caused by termites at no cost to property owner. For annual fee specified below, owner(s) may extend this warranty/contract for a maximum period of four (4) additional years, as specked in paragraph two (2) of terms and conditions noted on the back of this page. Residential treatment Information The treatment provided are for preventive purposes and were requested by the contractor or builder noted below. PrJW construction termite treatments are applied as defined by EPA approved pesticide labels. Supplemental treatment(> (patio, entryway, abutting foundation, etc.) were provided subsequent to the initial treatment date, as notified CM readiness by builder. The cost of this treatment has been billed to the builder or sub -contractor of the builder. ! ` Final Treatment: 3/24/2016 Builder: Renar Homes w Initial Treatment-. 10/5/2015 Property Address: 9310 Breakers Row Fort Pierce, FL. This cons The Builc terranean lished by These tm Treatment Cost: Billed to Contractor till requi Treatment Area: 2400 s/f Subdivsion : Morningside seal and issuancedate. rention of sub ad laws estab. mer Services.. uncial institu- 4439 License No. Advantage Pest Related Services. Inc. 0 2800 N.W.22nd Terrace • Pompano,Beach.FL 33069 1-800-698-7998 www.advantagepest.com Q L3-14<:16 14:09 FROM-Rena_r_TlJvelopment 772-692-9155 T-664 P2002/0003 F-120 Date: Proje THE L PROP AND i REQL WEF ALL I OFT DISC GENE Planr Build 2300 Fora 1 772 itequest for 30i March 14, 2016 Address: 9310 BREAK :RSIGNED HEREBY REQUEST REL 1, FOR A PERIOD NOT TO EXCEEI PMENT IN PREPARATION FOR A' WE HEREBY ACKNOWLEDGE ANC 1. This temporary power release Is rec occupancy of any type, other than t 2. As witness by our signatures, we hE including ouliding Division Polley, W 3. All conditions and requirements listi Power for Testing" have been fulfill 4, All requests for an extension beyon the reason for the request. Power the Final Inspection has not been a the Stop Work Order, RBIBEY RELEASE AND AGREE To HO.L ITIES AND CLAIMS OF ANY TYP IS TRANSACTION, INCLUDING ANY I NNECTION OF ELECTRICAL POWER ring & Development Servic ling &.Code-Regulatiori Div i Virginia Ave (Pierce, FL 34982 Is182.2165 Fax 772.462-( Temporary Power Rel Permit Number; _ 1506-' S WAY EASE OF ELECTRICAL POWER TO THE ) THIRTY (30) DAYS, FOR THE PURPC FINAL INSPECTION. IN CONSIDERAT. ) AGREE AS FOLLOWS: ested for the above stated purpose only, at permitted by construction during this I sby, agree to abide by all terms and cond ch is Incorporated herein by reference. I in the attached document entitled "Req I and the premise is ready for oompliano 30 days must be made in writing to the ay be removed from the/100 Ot r a St proved within 30 days. A fee of ABOVE DESCRIBED SE OF TESTING SYSTEMS ON OF APPROVAL OF THE i and there will be no time period. futons of this agreement, for 30 Day uming Official stating p Work Order issued if Will be required to lift D HARMLESS, ST. LUCIE COUNTY, AN D THEIR EMPLOYEES FROM E OF NATURE WHICH MAY ARISE N01 At IN THE FUTURE OUT DAMAGE WHICH MAY BE INCURRED I DUE TO THE IN THE EVENT OF VIOLATION OF THI S AGREEMENT, y//6 RECEIVED MAR 14 2016 R.3-14c16 14:09 FROM-Benar R-,velopment 772-692-9155 T-664 P0003/0003 F-120 ,IT C F L Date: Proje, THE PROP AND REQU WE ALL 1 OFT DISC ELFE Planr Build 2300 Fort I 772 Request for 30- March 14, 2016 Address: 9306 BREAK ,RSIGNED HEREBY REQUEST REU F, FOR A PERIOD NOT TO EXCEEI PMENTIN PREPARATION FOR A I WE HEREBY ACKNOWLEDGE ANC 1. This temporary power release Is req or of any type, other than t 2. As witness by our signatures, we he including Building Division Policy, wl 3. All conditions and requirements lisbi Power for Testing" have been fulfilk 4. All requests for an extension beyom the reason for the request. Power i the Final Inspection has not been al the Stop work Order. :BY RELEASE AND AGREE TO HOU ILITIES AND CLAIMS OF ANY TYPI TRANSACTION, INCLUDING ANY 1 aFGTTON OF ELECTRICAL POWER ing & Development Servic ng & Code Regulation Div: Virginia Ave Pierce, FI- 34982 162.216S Pax 772-462-11 Temporary Power Rel Permit Number: 1506-1 s Row EASE OF ELECTRICAL POWER TO THE ) THIRTY (30) DAYS, FOR THE PURPO FINAL INSPECTION. IN'CONSIDERATI ) AGREE AS FOLLOWS: ested for the above stated purpose only, at permitted by construction during this t eby agree to abide by all terms and cond ch is incorporated herein by reference. I in the attached document entitled"Req, I and the premise is ready for compliana 30 days must be made in writing to the I ,ay be removed from the site and/or a Sb proved within 30 days. A fee of $100.0( HARMLESS, ST. LUCIE COUNTY, ANI OF NATURE WHICH MAY ARLSE NOV AMAGE WHICH MAY BE INCURRED D V THE EVENT OF VIOLATION OF THI 138 ABOVE DESCRIBED iE OF TESTING SYSTEMS ON OF APPROVAL OF THE and there will be ne me period. tions of this agreement, 30 Day uilding Official stating p Work Order issued if will be required to lift THEIR EMPLOYEES FROM OR IN THE FUTURE OUT E TO THE AGREEMENT. W) y/16 , I 1TAN "Thank • ou = We appreciate your business" - ONCRETE Y PP � _..� , Materials for Life' • - Ticket no. crete FORT PIERCE l 4199 SELVI"rZ ROAD 280<s40, FT FIERCE, FL 34982 u_ �C. ,y date Plant Truk Drive d Truck size Type joti r: p/ 10/08/1S G28 ?�D V� I E 11.Q(i SLAB Ot omer no. ,d0002729 Customer na a I rU;ASH SALE$—FLOR!DA DIVISION Zone Tax CD I T`, TarmacprojecL o. YOrG�l17 Customer P.O. no. I Order no. Terms code T:Char edelivered 3-C.O.D. GCn7G0 I ,Z.,h:r9e F.0.R. 4-C.O:D-F.O.B. Time due 07 0J Delivery naR2_ggt�addressOME8 — ST LUCID COUNTY Lot < Block County 9310 BREAKERS ROW, FORT FIERCE in, nnn r v2 n rr 11 na nnrr1r nslump Td'Instructions BREAKERS ROW TR n 5.04 uanti -- - -- - [ Product. �': `:' . ' •' , ,... -;, -, U/M; Umtprice Amount-.==1;;;a Load Cumulative Ordered Code Description 11.00 i. 00 40, 00 CAF 05RiQ12500 57 CY 1 2.00 902.( 11. 00 M 901 MASTERFIBF_R 14%0 . 754 CY G. 00 GG.I 1. '-in 804 007 FUEL. OURCH13 ( LD . 2. 00 12.( 1. 00 804 014' ENVIRON SURr;HG Li) 5.00 15.4 a f r V Load Arrive job site start discharge Finish discharge Leave job site Arrive plant 995.4 /� . / �� %: SubtotalAr s tax`: T 59. 1 - 109. 1 1059.1 TOTAL i Additional water added to this concrete will reduce its strength. Any water added is at customer's risk. Gallons of water added:_ Gallons of water added: Gallons of water added: _ I Ann of CY Retained: Customer Approval: Customer Approval: Customer Approval: Customer Approval:. ' Tested Tested properly No. - 1 Authorized and received by Yes ❑No Yes ONO I . 7146240,IX i Safety is a constant state of'mind, with every employee feeling responsible and empowered to act to cause hire and others to work safely, on the belief that all accidents are preventable and that zero incidents is the only goal. Lot: Address: Correll Not Correct 17318TOMFR COPY TITAN FLORIDA LLC TERMS AND CONDITIONS OF SALE I. All titles will be subject to these terms and co, ..ons ( Contract") and, if buying on credit, to Buyer ..;,slit agreement with Seller, in, by reference; all other terms includingany n contained in Bayer's purchase order, are excluded unless agreed to by Seller in writ. must be m w ritinp. ntd signed by each part his Contract will be construed in accordance with the laws of the state of Florida. For all to this Contract, Buyer hereby consents t� the jurisdiction and venue of the state and federal courts for the location of the delivery site hcxeunder. i 2. Pavment terms: Not the last clay of the month following the month of delivery, without deduction, retainage, set off or charge backs. A cash dis I 0f1 10"' proximo may be deducted if oo previous balances are past due. Interest at the lesser of I %% per month or the maximum rate allowed by be imposed ,m oinslanding and delinquent invoices from the date of delivery until paid. Buyer will pay to Seller all applicable federal, state a sales and use rases. I n addition to any other available rights and remedies, Seller will be entitled to recover from Buyer all costs of collection and li including bill not limited to, reasonable attorneys' fees. Seller reserves the right to require payments in advance or to cancel the unfilled portioi Contract without notice in the event of Buyer default of any Contract provisions, or if the financial status of Buyer becomes impaired ordeemed- ,,factory to Seller. Failure of Seller to exercise any of its rights will not be declared a waiver of any such right. 3. th : n18r ddreery hours are 7:00 a.m. - 5:00 p.m., Monday through Friday. An additional charge maybe added for deliveries outside of these hours a, tut .a• w diking/unloading periods in excess of 60 minutes. Prices are based on f itl loads; an additional chargewill apply to loads of less than seven cubic yard, f minimum load for each delivery is Ilk cubic yards. 4. Buyer-i a. id gnc Seller at least 48 hours prior notice of the time and rate of requested deliveries. Delivery schedules will be mutually agreed upon between Seller and Buyer. Delneries will be made to the best of Seller's ability to dispatch, however, Buyer waives any claims associated with any delays in delivery. 5. 11uyer must provide suitable approaches to delivery points beyond paved sheets. For delivery beyond curb lines, Buyer assumes all liability for damage to tchicics, sidewalkscb iecways, pipes, septic tanks, and/or other property, and Buyer will indenmify and hold Seller harmless from and against any and all Lability, loss and expense incurred as a result of such delivery, including but not limited to towing charges, except to the extent caused by Seller's gross negligence or wdlful misconduct. Buyer waives any right of subrogation against. Seller. 6. Buyer 1s responsible for full payment of, including all costs of disposal and Seller's return charge per truck for,. (i) orders not cancelledat least one hour prior to delivery time; (it) concrete delivered due to Buyer's mistake or in excess of requirements; (iii) concrete not deliverable due to unsuitable approaches. 7. Concrete prices and quantities are based upon the wet volume at the time of discharge from the truck, and are not sold "form measurement" or measured "in place". Yield will be established in accordance with applicable ASTM standards. Buyer will pay all charges incident to. inspection or tests made by or on behalf of Buyer. 8. Limited %Varranty: Buyer is solely responsible for determining the t5pe and quantity of goods to be purchased. Seller warrants that its products will meet or exceed applicable American Society for Testing Materials (`ASTM") and American Concrete Institute ('ACT") standards, when tested in accordance with ASTM and evaluated by ACT standards. Seller will repair or replace any goods supplied by Seller that fail to meet this limited warranty, within one year after delivery thereof. Seller will uphold its warranty obligations tinder Florida statute 718.203, as applicable. ALL OTHER WARRANTIES. WHETd FR EXPRESS OR LMPLiED, INCLUDING WIT14OUT LIMITATION THE WARRANTIES OF MERCHANTABILITYAND FITNESS FOR A PARTTC'L'LAR PURPOSE, ARE HEREBY EXPRESSLY EXCLUDED. THE REMEDY SET FORTH IN THIS SECTION 8 WTLL CONSTITUTE THE SOLE REMEDY OF BUYER TINDER THIS LIMITED WARRANTY. 9. Seller wPl not be respon,ible for slump, strength or quality of any concrete to which water or other material has been added by or on behalf of Buyer. Buyer will be responsible to see that the concrete is handled in accordance with best construction practices. Seller has no control over die placing or handling of concrete after unloading and does not guarantee the finished work in which it is used. Buyer will be responsible to prevent concreteafter unloading from coming into contact with any material, such as aluminum, which may adversely impact concrete strength. 10. Buyer will furnish any adn %ta i es or ingredients it desires that are not regularly supplied by the Seller in the marketplace. Buyer will be. solely respon- sible for the c5ect of such admixture or ingredients on the concrete. Any e—d liroduct which may be required in excess of the mix design quoted. or which may be required to provide workability, strength, setting. time orwater/cement ratio, will result tit an additional ingredient charge payable by Buyer. 11. Concrete will he batched and delivered in accordance widt ASTM C-94. Concrete temperature will be dictated by the environmental. and material condi- tions at the time of delivery. Any requirement beyond these conditions will require the implementation of controlled measures during production at the expense of Buyer. 12. Buyer must give Seller written notice within 48 hours after delivery of any claim against Seller as a result of any alleged nonconforming materials or any other cause whatsoever (other than failure to meet compressive strength, in which event the timefor notice will be within 48 hours after the customary time for analysis of the test cylinder), time being of the essence. Seller will be given reasonable opportunity to investigate all claims. Any failure by Buyer to give written notice within such 48 hour period will be deemed a conclusive waiver by Buyer of all such claims against Seller. D. SELLER WILL NP:l BE LIABLE. UNDER ANY CIRCUMSTANCES FOR ANY SPECIAL, INCIDENTAL, PUNITIVE OR CONSEQUENTIAL DAMAGES INCLUDING, WITHOUT LIMITATION, ANY DAMAGES RELATED TO DELAY, WHETHER BASED ON STATUTE, TORT, CONTRACT, OR OTT IFR W JSE, AND WTIETHER OR NOTARISING FROM SELLER'S NEGLIGENCE, STRICT LIABILITY OR FAULC IN NO ' EVENT WILL SELLER BE RESPONSIBLE FOR DAMAGE DUE TO THE ACTIONS OF OTHERS OR THE FAILURE OF BUYER TO COMPLY WITH ITS OBLIGATIONS. SELLER'S LIABILITY FOR ANY CLAIMS WILL BE LIMITED TO THE PURCHASE PRICE OF THE GOODS SOLD ' UNDER THIS CONTRACT: 04. Notice. All notices to Selloff will be sent fir writing to the sales office issuing the price quotation, with a copy to Credit Department, 455 Fairway Drive, ' Deerfleld Beach, FL 33441. All , - ;�t 15, ''"ke lability. The unenforceability, of any r siotTgf this Contract will not affect the enforceability of any other provision of this Contract, and each r•, •F otli ' "provision of this Contract will be seers ill and 8nforceable to the extent permitted by law. . a WARNING, CA 11SES SKIN IRRITATION - INJURIOUS TO EYES, CONrVAf ' S PORT LAND CEMENT. FRESHLY MIXED CONCRETE MAY CAUSE SKIN IRMTATION OR INJURY. AVOID CONTACT WITH SKIN WHERE SSIBLE. WASH EXPOSED AREAS PROMPTLY Wt173, WATER. IF ANY MIXTURES GET INTO THE EYE, RINSE IMMEDIATELY WITiI W 'ER AND GET PROMPT MEDICAL ATTENTION:' KEEPT1UT OF REACH OF CHILDREN. MATERIAL SAFETY DAltl'A SHEETS (MSDS) ARE AVAILABLE AT WW W.TITANAMERICA.COM. ,r t. Rev'd 2-08 Z I - J ITAN COWCRETE "Thank you - We appreciate your business" Materials for Life' Ticket no. wacret` FORT PIERCE {► 4199 SELVLTZ ROAD 2804-4E FT PIERCE, FL 3r4982 .ate Plant Truck Driver Truck size T e'ob 1'0/08/•1. i 628 I 1�EI.1 DOMINGUEZ, LEON 11.0I-yp 1. }SLAB Oh er no.. I Customer na a Zone Tax CD 9a002729 `:ASH SALES—FLORIDA. DIVISION I' TE armac proje no n wSZ 717Z, ustamer.P.O. no. Order no. 60760 Terms code hCharge delivered 3-eO.D. I o Time due 07 c 22 ry 2-Charge F.O.B. 4C.O.D -FO.B. (I Delivery nagtjj pddressoMf _ ' ST L - `(•OL�N y Lot Block County 9310 BREAKERS ROW, FORT p.IERCE _ ' '�, Instructions 95 ^ TUB i.rti • S _ iiiVF7 iDe u E_ BREAKERS ROW TR A ti slump 5.0Q 606�o02® Quantity Protlud= ' x . „ ;°t ; U M Unit price �Amourrt $,,, Load 11. Cumulative Ordered Code Description _ !Z0 1�2. 00 40. 00 CAF @5Ri0250VL 057 CY ! 2. QLID 902. Q 11. 00 a 101� 901 � MASTERFIBER M70 .754 CY 6.00 66. Q 1. 00 ESQu 0071, FA,�� SURCHG i D 2. 00 12. 0 1. 01D 801'01L, EIQVTRON SURCHG LD : 5.00 . 15. Q Loll ' Load Arrive job site start discharge .Finish dischargew- Leavejob site Arrive plant �V '• v Subtotal 995. G 6�+. E Sales tax 10:9. E TOTAL ct19.3 Additional water added to this concrete will reduce its strength. Any water added is at customer's risk., Gallons of water added:_ Gallons of water added: _ Gallons of water added: I Amt of CY Retained:��}}-- CustomerApproval: Customer Approval: Customer Approval•. Customer pproval:,� Tesled,j' Tested properly No. Authorized received y nd ❑ Yes C No ❑ Yes ❑ No 714624.2 �x ,i�,...,� ' Lot:. Safety is a constant state of mind, with every employee feeling responsible Block: and empowered to act to cause him Address: Correct Not correct and others to work safely, on the belief that all accidents are preventable and that zero incidents is the only goal. CI jSTnMFR COPY FLORIDA LLC TERMS AND CONDITIONS OF SALE I. All sales will be subject to these terms and cc ...... ins ("Contract') and, if buying on credit, to Buyer s credit agreement with Seller, incorporId by reference; all other terms, including any terpis contained in Buyer's purchase order, are excluded unless agreed to by Seller in writing. A must be in writing and signed by each party. This Contractyvill be construed in accordance with the laws of the state of Florida. For all dispu to this Contract, Buyer hereby consents to the jurisdiction aid venue of the. state and federal courts for the location of the delivery site of the hereunder. •� ?. Payment terms: Net the last. day of the month following th troth of delivery, without deduction, relainage, set off or charge backs. A cash. I % 10" proximo may be deducted if no previous balances at just due. Interest at the lesser of 1'h% per month or the maximum, rate allowed be imposed on outstanding and delinquent invoices from the date of delivery until paid. Buyer will pay to Seller all applicable federal, statsales and use taxes. In addition to any other available rights and remedies; Seller will be entitled to recover from Buyerall costs of collection anincluditg,butcollimitedto,reasonableattorneys'fees. Seller reserves the right to require payments in advance or to cancel the unfilled poContract without notice in the event of Buyer default of any Contract provisions, or if the financial status of Buyer becomes impaired or deeisfactory to Seller. Failure of Seller to exercise any of its rights will not be deemed a waiver of any such right. 3. Regular delivery hours are7:00 a.m. - 5:00 p.m., Monday through Friday. An additional charge may be added for deliveries outside of thesfar any waitingrunloading periods in excess of60 minutes. Prices arebased on full loads; an additional charge will apply to loads of less than tyards. The minimum load for each delivery is P12 cubic yards.4. Buyer will give Seller at least 48 how's prior notice of the time and rate of requested deliveries. Delivery schedules will be. mutually agreed upwecSeller and l3uyer. Deliveries will be made to the best of Seller's ability to dispatch, however, Buyer waives any claims associated with anyeays in delivery. 5. Buyer must provide suitable approaches to delivery points beyond paved streets. For delivery beyond curb lines, Buyer assumes all liability for damage to vehicles, sidewalks, driveways, pipes, septic tanks, and/or other properly, and Buyer will indemnify mid hold Seller harmless from and against any mid all liability, loss and expense incurred as a result of such delivery, including but not limited to towing charges, except to the extent caused by Seller's gross negligence or willful misconduct. Buyer waives any right of subrogation against Seller. 6. Buyer is responsible for full payment of, including all costs of disposal and Seller's return charge per truck for, (i) orders not cancelled at least one hour prior to delivery time; (n) concrete delivered due to Buyer's mistake or in excess of requirements; (iii) concrete not deliverable due to unsuitable approaches 7. Concrete prices and quantities are based upon the wet volume at the time of discharge from the truck, and are not sold "form measurement" or measured `m place". Yield will be established in accordance with applicable ASTM standards. Buyer will pay all charges incident to inspection or tests made by or on behalf ol'Buyer. , , 8. Limited Warranty: Buyer is solely responsible for determining the type and quantity of goods to be purchased. Seller warrants that its products will meet or exceed applicable American Society forTesting Materials ("ASTM") and American Concrete Institute (`ACT") standards, when tested in accordance with ASTM and evaluated by ACI standards. Seller will repair or replace any goods supplied by Seller that fail to meet this limited warranty, within one year aflm delivery thereof. Seller will uphold its warranty obligations under Florida statute 718.203, as applicable. ALL OTHER WARRANTIES, WHETdFR EXPRESS OR IMPLIED, INCLUDING WITHOUT LIMITATION THE WARRANTIES OF MERCHANPABILITYAND FITNESS FOR A PARTICULAR PURPOSE, ARE HEREBY EXPRESSLY EXCLUDED. THE REMEDY SET FORTH IN THIS SEdTION 8 WILL CONSTITUTE THE SOLE Rf;MEDY OF BUYER UNDER THIS LIMITED WARRANTY. 9. Seller will not be responsible for slump, strength or quality of any concrete to which water or other material has been added by or on behalf of Buyer. Buyer will be responsible to sec that the concrete is handled in accordance with best construction practices. Seller has no control over the placing or handling of concrete after unloading and does not guarantee the finished work in which it is used Buyer will be responsible to prevent concrete after unloading from coming into contact with any material, such as aluminum, which may adversely impact concrete strength. 10. Buyer will furnish any admixtures or ingredients it desires that are not regularly supplied by the Seller in the marketplace. Buyer will be solely respon- sible for the eftcct of such admixture or ingredients on the concrete. Any extra product which may he required in excess of the mix design quoted, or which may be required to provide workability, strength, setting time orwater/cement ratio, will result in an additional ingredient charge payable by Bayer. 11. Concrete will be batched and delivered in accordance with ASTM C-94. Concrete temperature will be dictated by the environmental and material condi- tions at the time of delivery. Any requirement beyond these conditions will require the. implementation of controlled measures during production at the expense of Buyer. 12. Buyei must give Seller written notice within 48 hours after delivery of any claim against Seller as a result of any alleged nonconforming materials or any other cause whatsoever (other than failure to meet compressive strength, in which event the time for notice will be within 48 hours after the customary time for ana'ysis of the test cylinder), time being of the essence. Seller will be given reasonable opportunity to investigate all claims. Any failure by Buyer to give w ripen notice within such 48 hour period will be deemed a conclusive waiver by Buyer of all such claims against Seller. 13. SELLER WILL NOT BE L TABLE UNDER ANY CIRCUMSTANCES FOR ANY SPECIAL, INCIDENTAL, PUNITIVE OR CONSEQUENTIAL DAMAGES INCLUDING, WITHOUT LIMITATION, ANY DAMAGES RELATED TO DELAY, WHETHER BASED ON STATUTE, TORT, CONTRACT, OR OTHERWISE, AND WHETHER OR NOTARISING FROM SELLER'S NEGLIGENCE, STRICT LIABILITY OR FAULT. INNO EVENT WILL SELLER BE RESPONSIBLE FOR DAMAGE DUE TO THE ACTIONS OF OTHERS OR THE FAILURE OF BUYER TO COMPLY WITH ITS OBLIGATIONS, SELLER'S LIABILITY FOR ANY CLAIMS WILL BE LIMITED TO THE PURCHASE PRICE OF THE GOODS SOLD UNDER THIS CONTRACT. 14. Notice. All notices to Seller w ill be sent in writing to the sales office issuing the price quotation, with a copy to Credit Department, 455 Fairway Drive, Deerfield Beach, FL 33441. unenforceability, of any provision of this Contract will not affect the enforceability of any other provision of this Contract, and each this Contract will be severable and enforceable to the extent permitted by law. WARNING: CAUSES SKIN IRRITATION - INJURIOUS TO EYES. tND CEMENT. FRESHLY MIXED CONCRETE MAY CAUSE SKIN IRRITATION OR INJURY. AVOID CONTACT WITH SKIN WASH EXPOSED AREAS PROMPTLY WITH WATER. IF ANY MIXTURES GET INTO THE EYE, RINSE IMMEDIATELY GET PROMPT MEDICAL ATTENTION. KEEP OUT OF REACH OF CHILDREN. NINI'ER1A L SAFETY DATA SIT EETS (MSDS) ARE AVAILABLE AT W W W.TITANAMERICA.COM. TITAN 'Thank you - We appreciate our business" CONCRETE Y PP Y _ Materials for Life' Ticket no. FIERCE i�tePnRT cre4�+A'1 SELUITZ ROAD 280445 FI-N?IERCE9 F•L 34982 Delivery date Plant Truck Driver Truck size T e'ob 10/08/i5 Ei 8 1E+�4 SALTER, L_AWRENCE. 11.1-4)1 I SLAB 01 Customer no. Customer name Zone Tax CD y000i_7c9 I t_.ASH SALES-F�URIDA DIVISIONI T: I Tarmac projer`t.ppo. Customer P.O.no:' Orderno. Terms code t�harge delivered 3-C.O.D. i JILl717 I r�760 I I2{harge F.O.B. 4C.0.D-F.O.B. Tithe due t 07. f1 Delivery nam `a yd-addresni�ES - 8T LUCIE COUNTY Lot Block CounTy 9310 BREAKERS ROWS FORTTIER^CE �yy j Instructions "r•T1 •va,— �9 "� ^Y Slump II� BEAKERS RUI�R w 5.0( I°v�1506�°�_ 4zz-7 - ---- Quantity I Product - �----- � u%M, Unit price l Amount Load Cumulative Ordered Code Description 11. 00 3. 00 4C 00 CAL 05R102500 *S57 CY E. 00 90E. C 11. 00 1IX 901 MASTERFIPER M70 . 75i CY 6. 00 66. ( �. 00 80( 007 FUEL SURCH6 LD S. 00 1c. ( 1. 00 80t 014 ENV -IRON SURCHG Lp 5.00 1C. C r, i`.S - `� �``' , n •'tom h, �� (- 1 Load Arrive joti site Start discharge Finish discharge •: Leave job site Arrive plant � subtotal 64. E . � y� Sales tax 12r59=E Additional water Lidded to this concrete will reduce its strength: Any water added is at customer's risk. Gallons of water added: !—iGallons of water added: _ Gallons of water added: I Amt of CY Retained: Customer Approval: Jw/ Customer Approval: Customer Approval: Customer Approval: Tested d Tested properly I No. 71462451 AuthorizedInd received by Yes G No ❑ Yes ❑ No X ) ao tz Safety is a constant state of mind, with every employee feeling responsible and empowered to act to cause him and others to work safely, on the belief that all accidents are preventable and that zero incidents is the only goal. Lot: rl�:fi. Address: Correct Not Correct rl lQTnhnCo nnov /TITAN FLORIDA LLC TERMS AND CONDITIONS OF SALE 1 All sales will be subject to these terms and M unions ("Contract') and, if buying on credit, to Buyer's credit agreement with Seller, incorporates bm.rel'crence: all other terms, including any terms contained in Buyer's purchase order, are excluded unless agreed to by Seller in writing. Any cl, must be in writing and signed by each party, This Contract will be construed in accordance with the laws of the state of Florida. For all disputes re, to this Contract, Buyer hereby consents to the jurisdiction and venue of the state and federal courts for the location of the delivery site of the gouds hereunder. 2. Payment tenns� Net the last day of the month following the month of delivery, without deduction, relainage, set off or charge backs. A cash discoun, 11: I R proximo may be deducted if no previous balances are past due. Interest at the lesser of 172% per month or the maximmn rate allowed by law w be imposed on outstanding will delinquent invoices from the (late of delivery until paid. Buyer will pay to Seller all applicable federal, state Lind Ioc sales and use taxes. In addition to any other available rights and remedies,. Seller u'll be entitled to recover from Buyer al I costs of collection and I itigatior including. but not limited to. reasonable attorneys' fees. Seller reserves the rig#L+`to require payments in advance or to cancel the unfilled portion of this Contract w ithout notice in the Brent of Buyer default of any Contme[ provisio m , or if the financial status of Buyer becomes impaired or deemed unsat- iafactop to Seller. Failure of Seller to exercise any of its rights will not be del:med a waiver of any such right. 3. Regular dehveny hour, are 7.00 a.m. - 5:00 p,m„ Monday through Friday.. An i dditional charge may be added for deliveries outside of these hours and for any w^aitingAinioading periods in excess of 60 minutes. Prices are based on full loads; an additional charge will apply to loads of less than seven cubic yards: The minimum load for each delivery is I cubic yards. 4. Buyer w ill give Seller at least 48 hours In notice of the time and rate of requested deliveries. Delivery schedules will be mutually agreed upon between Seller and Buyer. Deliveries will be made to the best of Seller's ability,to dispatch, however, Buyer waives any claims associated with any delays in delivery. 5. Buyer must prov isle suitable approaches to delivery points beyond paved streets. For delivery beyond curb lines, Buyer assumes all liability for damage to vehicles, sidewalks, driveways, pipes, septic tanks, and/or other property, and Buyer will indemnify and hold Seller harmless from and against any and all liability, loss and expense incurred as a result of such delivery, including but not limited to towing charges, except to line extent caused by Seller's gross negligence or willful misconduct. Buyerwaives any right of subrogation against Seller. 6. Buyer is responsible for fill payment of, including all costs of disposal and Seller's return charge per truck for, (i) orders not cancelled at least one hour prior to dehncry time: (ii) concrete delivered due to Buyer's mistake or in excess of requirements; (iii) concrete not deliverable due to unsuitable approaches. 7. Concrete prices and quantities are based upon the wet volume at the time of discharge from the truck, and are not sold "form measurement" or measured "in place". Yield will be established in accordance with applicable ASTM standards. Buyer will pay all charges incident to inspection or tests made by or on behalf of Buyer. 8. Li n tcd W'arramY Buyer is solely responsible for determining the type and quantity of goods to be purchased. Seller warrants that its products will meet or exceed applicable American Society for Testing Materials ("ASTM") and American Concrete Institute ("ACI") standards, when tested in accordance with ASTM and exaluated by ACI standards. Seller will repair or replace any goods supplied by Seller that fail to meet this limited warranty, within one year after delivery thereof. Seller will uphold its warranty obligations under Florida statute 718.203, as applicable. ALL OTHER WARRANTIES, WFIETIIER EXPRESS OR IMPLIED, INCLUDING WITHOUT. LIMITATION THE WARRANTIES OF MERCHANTABILITYAND FITNESS FOR A PARf1C'ULAR PURPOSE, ARE HEREBY EXPRESSLY EXCLUDED. THE REMEDY SET FORTH IN THIS SECTION 8 WILL CONSTITUTE THE SOLF R17MEDY OF BUYER UNDER THIS LIMITED WARRANTY. 9. Seller w ill not he responsible for slump, strength or quality of any concrete to which water or other material has been added by or on behalf of Buyer. Buyer will be responsible to see that the concrete is handled in accordance with best construction practices. Seller has no control over the placing or handling of concrete after unloading and does not guarantee the finished work in which it is used. Buyer will be responsible to prevent concrete after unloading from coming into contact with any material, such as aluminum, which may adversely impact concrete strength, 10. Buyer will furnish ally admixtures or ingredients it desires that are not regularly supplied by the Seller in the marketplace. Buyer will be solely respon- sible for the effect of such admixture or ingredients on the concrete. Any extra product which may be required in excess of the mix design quoted, or which nnaN be required to provide workability, strength, setting time or water/cement ratio, will result in an additional ingredient charge payable by Buyer. i l . Concrete will be bntched and delivered in accordance with ASTM C-94. Concrete temperature will be dictated by the environmental and material condi- tions at the time of dcix cry. Any requirement beyond these conditions will require the implementation of controlled measures during production at the expense ol'Buyer. 12. Buycr must give Seller written notice within 48 hours after delivery of any claim against Seller as a result of any alleged nonconforming materials or any other cau,e Miatsoever (other than failue to meet compressive strength, in which event the time for notice will be within 48 hours after the customary time for analysis of the test cylinder), time being of the essence. Seller will be given reasonable opportunity to investigate all claims. Any failure by Buyer to gisc u ritten notice w ithin such 48 hour period will be deemed a conclusive waiver by Buyer of all such claims igainst Seller. 13. SELLER WILL. NOT BE LIABLE UNDER ANY CIRCUMSTANCES FOR. ANY SPECIAL, INCIDENTAL, PUNITIVE OR CONSEQUENTIAL DAMAGES INCLUDING, WITHOUT LIMITATION, ANY DAMAGES RELATED TO DELAY. WHETHER BASED ON STATUTE, TORT, CONTRACT, OR 6fl IERW IS E, AND WHF.TI-I ER OR NOTARISING FROM SELLER'S NEGLIGENCE. STRICT LIABILITY OR FAULT. IN NO EVENT WILL SFLLER BE RESPONSIBLE FOR DAMAGE DUE TO THE ACTIONS OF OTHERS OR THE FAILURE OF BUYER TO COMPLY WITII I IS OBLIGATIONS. SELLER'S LIABILITY FOR ANY CLAIMS WILL BE LIMITED TO THE PURCHASE PRICE OF THE GOODS SOLD UNDFR. TIIIS C'ONIRACT. 14. 'Notice. All notices to Seller w ill be sent in writing to the sales office issuing the price quotation, with a copy to Credit Department, 455 Fairway Drive, Deerfield Beach, Fl_ 33441 15. Severabihty. The unenforceabdity of any provision of this Contract will not affect the enforceability of any other provision of this Contract, and each other provision of this Contract will be severable and enforceable to the extent permitted by law. WARNING: CAUSES SKIN IRRITATION - INJURIOUS TO EYES. CONTAINS PORTLAND CEMENT. FRESHLY MIXED CONCRETE MAY CAUSE SKIN IRRITATION OR INJURY. AVOID CONTACT WITH SKIN WHFRE POSSIBI F. WASH EXPOSED AREAS PROMPTLY WITH WATER. IF ANY MIXTURES GET INTO THE EYE. RINSE IMMEDIATELY WITH WATER AND GET PROMPT MEDICALATTENTION. KEEP OUT OF REACH OF CHILDREN. VINI ERIAL SAFETY DATA SHEETS (iMSDS) ARE AVAILABLE AT W W W.T'ITANAMERICA.COM. Rev'd 2-08 �i TNTAN °Thafk' ou We appreciate your business" Materials for Life* Ticket no. gr ncrete, T PIERCE " �'A 9 SEL.:VITT ROAD 260450 PIERCE, FL 34982 Delivery daie010815 Iplant 6`$ Truck dirt i� ���:�,`",ACKER DOUGLAS ITruck size iQl° [hll;Typejob 'SLAB Or Icustomer no.702729 Customer narne'aSH SAID:&,,ttj RIDA DIVISION zone ITax CD Tr, I Tarmac proj�(X, 9717 I Customer P.O. no. :Order no. 60760 (Terms code ,?Charge delivered a{.O.o: Time due 09 ; 39. i-Charge EO.B. M1C.O.D-F.O.B, Delivery naRE91rid`9adr4s0MES ST LUCIE -COUNTY Lot 91ock county �,?,10 BREAKERS ROW, FORT PIERCE 95 NnRTH In nRANGF AUF. Gn WFST In PALM RREE7F D.R T Instructions PREAKERS ROW TR (slump 5.0( Quantity _ -�-_ -- - _ -----7 Iproduct - -c, — �� U%M; Unit price IAmoun Load 10 emulative r,6ad71V 50.(°O* CA{ PlST119c5Pl0 #57 � ` CY, t,2.00 820.1; Ird.00 10(901 MASTERFIBER M70 .751 CVO 6.00 60.( 1.00 80(007 FUEL SURCHG LD 2.00 12.( 1.00 80(014 ENVIRON SURCHG LD 5. Q0 15. ( Load Arrive job site,Start discharge Finish:scharge Leave job site Arrive plant 907. 11 Subtotal 5B° `�i � sales tax 4829. 1 / TOTAL Additional water added to this concrete will reduce its strength: Any water added is at customer's risk. Gallons of water added:_ Gallons of water added: _ Gallons of water added: _ I Amt of CY Retained: Customer Approval: ' .Customer Approval; Customer Approval: Customer Approval ITested Tested properly No. Authorized and received by ❑ Yes ❑ No (j Yes ❑ No I f: .-7.146250 IX ' Safety is a constant state of mind, with �{ every employee feeling responsible ? "` and empowered to act to cause hi and others to work safely, on the belief. that all accidents are preventakil11 e-and` that zero incidents is the only goal. C. . Lot: _•' . Block: Address: Correct Not Correct r.I.Lcrnh)IPP MPVi ` TITAN FLOP"A LLC TERMS AND CONDITIONS OF SALE - +`,fx 1. At I sates will be subject to these terms and co.,,,,,,.,ns ("Contract") and ;'if buying on c edt to Buyer's creuit agreement with Seller, incorporated here by reference; all other terms, including. any terms contained in Buyer's purchase or ar, ,excluded unless agreed to by Seller in writing. Any changes must be in writing and signed by each party. This Contract will be construed in ace 'lttmcejwill, the laws of the state of Florida For all disputes 'relating to this Contract. Buyer hereby consents to the jurisdiction and venue of the statelnd l` ' ourts for the location of the delivery site of the goods sold hereunder. m 1 �it ' 1 Payment terns: Net the list day of the month following the monde of delivery, v Otillle action, retainage, set off or charge backs. A cash discount of I 04, 10" proximo may be deducted if no previous balances are past due. Interest at t re`tlesset';of I`h% per month or the maximum rate allowed by law will be imposed on outstanding and delinquent invoices from the date of delivery turn paid , Biiyer will pay to Seller all applicable federal, state and local sales and use taxes. In addition to any other available rights and remedies, Seller, 'II be entitled to recover from Buyer all costs of collection and litigation mcludma, but not limited to, reasonable attorneys' fees. Seller reserves the rights ttg require, payments in advance or to cancel the unfilled portion of this Contract without notice in the event of Buyer default of any Contract provisions,, orx fthe financial status of Buyer becomes impaired or deemed unsat- isfactory to Seller. Failure of Seller to exercise any of its rights will not be decided a;y3iver of any such right. a 3. Regular delivery hours are 7 00 a.m. - 5:00 p.m., Monday through Tit. a' liNgateliarge may be added for deliveries outside of these hours and for any waiting/unloading periods its excess of 60 minutes. Prices are bas" i f l lgads an additional charge will apply to loads of less than seven cubic yards. The minimum load for each delivery is Fh cubs yards, 4. Buyer will give Seller at least 48 hours prior notice of the time mid rate of reque lid de vaties. Delivery schedules will be mutually agreed upon between Seller and Buyer. Deliveries will be made to the best of Seller's ability to dispatch, Ito- ever, Buyer waives any claims associated with any delays in delivery. - '�.?'r,.;+�tz;•w: T �. 5. Buyer must provide suitable approaches to delivery points beyond paved streets. hgndelivery beyond curb lines, Buyer assumes all liability for damage to vehicles, sidewalks, driveways, pipes, septic tanks, and/or other property; mid Buyer will indemnify and hold Seller harmless from and against any acid all liability, loss and expense incurred as a result of such delivery, including but not limited to towing charges, except to the extent caused by Sellers gross negligence or willful misconduct, Buyer waives any right of subrogation against Seller. 6. Buyer is responsible for full payment of; including all costs of disposal and Seller's return charge per truck for. (i) orders not cancelled at least one hour prior to delivery time; (it) concrete delivered due to Buyer's mistake or in excess of requirements; (iii) concrete not deliverable due to unsuitable approaches. 7. Concrete prices and quantities are based upon the wet volume at die time of discharge from the truck, and are not sold "form measurement" or measured "in place". Yield will be established in accordancewith applicable.ASTM standards. Buyer will pay all charges incident to inspection or tests made by or on behalf of Buyer. 8. Limited Warranty: Buyer is solely responsible for determining the type and quantity of goods to be purchased. Seller warrants that its products will meet or exceed applicable American Society for Testing Materials ("ASTM") and American Concrete Institute ("ACI") standards, when tested in.accordance with ASTM and evaluated by ACI standards. Seller will repair or replace any goods supplied by Seller that fail to meet this limited warranty. within one year after delivery thereof. Seller will uphold its warranty obligations under Florida statute 718.203, as applicable. ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED, INCLUDING WITHOUT LIMITATION THE WARRANTIES OF MERCHANTABILITYAND FITNESS FOR A PARTICULAR PURPOSE, ARE HEREBY EXPRESSLY EXCLUDED. THE REMEDY SET FORTH IN THIS SECTION 8 WILL CONSTITUTE THE SOLE REMEDY OF BCYI R UNDER THIS LIMITED WARRANTY. 9. Seller will not be responsible i ;,rip, strength or quality of any concrete to which water or other material has been added by or on behalf of Buyer. Buyer will be responsible to ,r diet the concrete is handled in accordancewith best construction practices. Seller has no control over the placing or handing of concrete a0er unloading and does not guarantee the finished work in which it is used. Buyer will be responsible to prevent concrete after unloading from coming into contact with any material, such as aluminum, which may adversely impact concrete strength: t 10. Buyer will furnish env;Alli1lures or ingredients it desires that are not regularly supplied by the Seller in the marketplace. Buyer will be solely respon- sible for the effect of, Bch . hnixture or ingredients on the concrete. Any extra product which may be required in excess of the mix design quoted, or which may be regnired'o provide workability, strength, setting time or water/cement ratio, will result in an additional ingredient charge payable by Buyer. 11. Concrete will be batched and delh erect in accordance with ASTM C-94. Concrete temperature will be dictated by the environmental and material condi- tions at the time of delivery. Any requirement beyond these conditions will require the implementation of controlled measures during production at the expense of Buyer. 12. Buyer must give Seller written notice within 48 hours after delivery of any claim against Seller as a result of any alleged nonconforming materials or any other cause whatsoever (other than failure to meet compressive strength, in which event the time for police will be within 48 hours after the customary time for analysis of the test cylinder), time being of the essence. Seller will be given 'reasonable opportunity to investigate all claims. Any failure by Buyer to give written notice within such 48 hour period will be deemed a conclusive waiver by Buyer of all such c,aims against Seller 13. SELLER WILL NOT BE LIABLE UNDER ANY CIRCUMSTANCES. FOR ANY SPECIAL, INCIDENTAL, PUNITIVE OR CONSEQUENTIAL DAMAGES INCLUDING; WITHOUT LIMITATION, ANY DAMAGES RELATED TO DELAY, WHETHER BASED ON STATUTE, TORT,` CONTRACT, OR OTHERWISE. AND WHETHER OR NOTARISING FROM SELLER'S NEGLIGENCE, STRICT LIABILITY OR FAULT. IN NO EVENT WILL SFLLER BE RESPONSIBLE FOR DAMAGE DUE TO THE ACTIONS OF OTHERS OR THE FAILURE OF BUYER TO COMPLY WITI:I fTS OBLIGATIONS. SELLER'S LIABILITY FORANY CLAIMS_ WILL BE LIMITED TO THE PURCHASE PRICE OF THE GOODS SOLD UNDER THIS CONTRACT. 14. Notice. All notices to Seller will be sent in writing to the sales office issuing the price quotation, with a copy to Credit Department, 455 Fairway Drive, Deerfield Beach, FL 33441. .. 15. Severability. The uncnforceability of any provision of this Contract will not affect other provision of this Contract will be severable and enforceable to the extent per CONTAINS PORTLAND CEMENT: FRESHLY MIXED CONCRETE MAY CAUSE SKIN WHERE POSSIBLE. WASH EXPOSED AREAS PROMPTLY WITH WATER. IF ANY D WITH WATER AND GET PROMPT MEDICAL ATTENTION. KEEP OUT OF REACH Ol MATERIAL SAFETY DATA SHEETS (NISDS) ARE of any other provision of this Contract, and each IN OR INJURY. AVOID CONTACT WITH SKIN GET INTO THE EYE, RINSE IMMEDIATELY Rev'd 2-08 //4 TITAN CONCRETE Materials for Life' l "Th nk you,'-'AA,.e appreciate your business" CORT PIERCE 4199 SELVITz FT PIERCE, FL Ticket no. ROAD 280447 349G2 Delivery date0/08/15 plant 628 Truck t,if Driver OFiELLANO1RRFAEL Trutksize 7 0Q1 Type job SLAB OP ,Customer notkl002729 ''I customer`n3TeRSH SALES--FLORIDA DIVISION, zone Tax CO I-= .1. Tarmac proje JrZo71'7 I Customer P.O. no. Orderno. 60760 (Terms code charge delivered 3<.O.D. Time due 08.05 .�, ' 2-Charge F0.8. 4C.O.D -F.O.B. DeliverynaM=4r1gWdrds}pMES — ST LUCIE COUNTY Lot Block. county ( 9310 BREAKERS ROW, FORT FIERCE %1, NnP-Tw Tn QPQNRF clllp rn JJ7(Zr Tn DOI M FlAF17-7c7 InP TrR ump Instructions B,\ E,�'RKERS ���Sl ��'� � �Z^ 5. 06 U/M i4V V0 40 ,IND CAI l93'R"i V1'L500' 057: 7.'LAID 10( 901 ! MAVMERFI$ER M70 ° 1. 00 4T 80( 007 FUEL' .SURCH13 1.00 80(014 ENVIRON SURCHG A CV CY L't ,_LD 00 574.( 6.00 42. a. 00 12.( 5. 00' 15. G Load Arriv joB3ite Sta rhscharg /;, Finish discharge Leave job site Arrive plant. 64,:� ° G Sales tax 684. f TOTAL 3863.! Additional water added�lto this concrete will reduce its strength. Any water added is at customer's risk. Gallons of water added: -,Gallons of water added: Gallons of water added: _ I Amt of.CPRlained: —,, Tested Tested - No. Autho 'freed and,re'c�eif d 6 / /� properly 7�.46247- ❑ Yes ❑ No ❑ Yes ❑ X � No ` Safety is a constant state of mind, with every employee feeling responsible and empowered to act to cause hire and others to work safely, on the belief that all accidents are preventable and that zero incidents is the only goal. Lot: Block: Address: Correct Not`Correct TITAN FLORIDA LLC TERMS AND CONDITIONS OF SALE ` 1. All sales will be subject to these terms and conurnons ("Contract") and, if buying on credit, to Buyer's credit agreement with Seller,. incorporated hen by reference: all other terms, including any terms contained in Buyer's purchase order, are excluded unless agreed to by Seller in writing. Any changes must be in writing and signed by each party. This Contract will be construetr#110 accordance with the laws of the state of Florida. For all disputes relating to this Contract, Buyer hereby consents to the jurisdiction and venue of the sLte and federal courts for the location of thedelivery site of the goods sold hereunder. -` 2. Payment terms: Net the last day of the month following the month of delivery, without deduction, retainage, set off or charge backs. A cash discount of I')'o I0°, proximo may be deducted if no previous balances are past due. Interest at the lesser of P/x%per month or the maximum rate allowed by law will be imposed on outstanding and delinquent invoices from the date of delivery until paid. Buyer will pay to Seller all applicable federal, state and local. sales and use taxes. In addition to any other available rights and remedies, Seller will be entitled to recover from Buyer allcosts of collection and litigation including, but not limited to, reasonable attomeys' fees. Seller reserves. the right to require payments in advance or to cancel the unfilled portion of this Contract without notice in the event of Buyer default of any Contract provisions, or if the financial status of Buyer becomes impaired or deemed unsat- isfactory to Seller. Failure of Seller to exercise any of its rights will not be deemed a waiver of any such right. 3. Regular delivery hours are 7:00 a.m. - 5:00 p.m., Monday through Friday. An additional charge may be added for deliveries outside of these hours and for any waitingmidoading periods- in excess of 60 minutes. Prices are based on full loads; an additional charge will apply to loads of less than seven cubic yards. The minirmmt load for each delivery is I1h cubic yards. 4. Buyer will give Seller at least 48 hours prior notice of the time and rate of requested deliveries. Delivery schedules will be mutually agreed upon between Seller and Buyer. Deliveries will be made to the best of Seller's ability to dispatch, however; Buyer waives any claims associated with any delays in delivery. 5. Buyer must prov ide suitable approaches to delivery points beyond paved streets. For delivery beyond curb lines, Buyer assumes all liability for damage to vehicles, .sidewalLs, driveways, pipes, septic tanks, and/or other property, and Buyer will indemnify and hold Seller harmless from and against any and all liability, loss and expense incurred as a result of such delivery, including but not limited to towing charges, except to the extent caused by Seller's gross. negligence or willful misconduct. Buyer waives any right of subrogation against Seller. 6. Buyer is responsible for full payment of, including all costs of disposal and Seller's return charge per trek for, (i) orders not cancelled at least one hour prior to delivery time: (ii) concrete delivered due to Buyer's mistake or in excess of requirements; (iii) concrete not deliverable due to unsuitable approaches. 7. Concrete prices and quantities ire based upon the wet volume at the time of discharge from the track, and are not sold"form measurement" or measured "in place". Yield will be established in accordance with applicable ASTM standards. Buyer will pay all charges,incident to inspection or tests made by or on behalf of Buyer. ' 't 8.. Limited Warranty: Buyer issolely responsible for determining the type and quantity of goods to be purchased. Seller warrants that its products will meet or exceed applicable American Society for Testing Materials ("ASTM") and American Concrete Institute ("AC'I") standards, when tested in accordance with ASTM and evaluated by AC'I standards. Seller will repair or replace any goods supplied by Seller that fail to meet this limited warranty, within one year after delivery thereof. Seller will uphold its warranty obligations under Florida statute 718.203, as applicable. ALL OTHER WARRANTIES, WHETHER EXPRESS OR IMPLIED,. INCLUDING WITHOUT LIM ITATION THE WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE, ARE HEREBY EXPRESSLY EXCLUDED, THE REMEDY SETFORTH IN THIS SECTION 8 WILL CONSTITUTE "rHE SOLE REMEDY OF BUYER UNDER THIS LIMITED WARRANTY. 9. Seller will not be responsible for slump, strength or quality of any concrete to which water or other material has been added by or on behalf of Buyer. Buyer will be responsible to see that the concrete is handled in accordance with best construction practices. Seller has no control over the placing or handling of concrete after unloading and does not guarantee the finished work in which it is used. Buyer will be responsible to prevent concrete after wnloading from coming into contact with any material., such as aluminum, which may adversely impact concrete strength. 10. Buyer will furnish any admixtures or ingredients it desires that are not regularly supplied by the Seller in the marketplace. Buyer will be solely respon- sible for the effect of such admixture or ingredients on the concrete. Any extra product which may be required in excess of the mix design quoted, or which may be required to provide workability; strength, setting time or Water/cement ratio, will result in an additional ingredient charge payable by Buyer. 1.1. Concrete will be hatched and delivered in accordance with ASTM C-94. Concrete temperature will be dictated by the environmental and material con& tions at the time of delivery. Any requirement beyond these conditions will require theimplementationof controlled measures during production at the expense of Buyer. 12. Buyer, must give Seller written notice within 48 hours aftei delivery of any claim against Seller as a result of any alleged nonconforming materials or any other cause whatsoever (other than failure to meet compressive strength, in which event the time for notice will be within 48 hours after the customary time for analysis of the test cylinder), time being of the essence. Seller will be given reasonable opportunity to investigate all claims. Any failure by Buyer to give written notice within such 48hour period will be deemed a conclusive waiver by Buyer of all such claims against Seller. 13. SELLER WILL NOT BE LIABLE UNDER ANY CIRCUMSTANCESFOR. ANY SPECIAL, INCIDENTAL, PUNITIVE OR CONSEQUENTIAL DAMAGES INCLUDING, WITHOUT LIMITATION, ANY DAMAGES RELATED TO DELAY, WHETHER BASED ON STATUTE, TORT, CONTRACT, OR OTIi ERW ISE,.AND WHET] i ER OR NOT ARISING FROM SELLER'S NEGLIGENCE; STRICT LIABILITY OR FAULT. IN NO EVENT WILL SELLER BE RESPONSIBLE FOR DAMAGE DUE TO THE ACTIONS OF OTHERS OR THE FAILURE OF BUYER TO COMPLY W ITf f I FS OBLIGATIONS. SELLER'S LIABILITY FOR ANY CLAIMS WILL BE LIMITED TO THE PURCHASE PRICE OF THE GOODS SOLD UNDERTHIS CONTRACT. 14. Notice. All notices to Seller will be sent in writing to tie sales office issuing the price quotation, with a copy to Credit Department, 455 Fairway Drive, Deerfield Beach, FL 3344E 15. Severability. The imenforceubility of any provision of this Contract will not affectthe enforceability of any other provision of this Contract, and each other provision of this Contract will be severable and enforceable to the extent permitted by law. WARNING: CAUSES SKIN IRRITATION CAUSES SKIN IRRITATION - INJURIOUS TO EYES. EYES, CONTAINS PORTLAND CEMENT. FRESHLY MIXED CONCRETE MAY CAUSE SKIN IRRITATION OR INJURY. AVOID CONTACT WITH SKIN WHERE POSSIBLE. WASH EXPOSED AREAS PROMPTLY WITH WATER. IF ANY MIXTURES GET INTO THE EYE, RINSE IMMEDIATELY WITH WATER AND GET PROMPT MEDICAL ATTENTION. KEEP OUT OF REACH OF CHILDREN. MATERIAL SAFETY DATA SHEETS (MSDS) ARE AVAILABLE AT WWW.TlTANAMERICA.COM. Rev'd 2-08 / RECEIVED Planning sDevelopmenServices REVIEW COMMENTS JUN''� Z0�S t Building & Code Regulation Division PERMITTING 2300 Virginia Avenue FortPierge, FL 34982- St. Lucie County, FL Phone:(772)462.2172 Fax:)772)462.6443 Page 1 PROPERTY INFORMATION Address: 9310 Breakers Way City / State / Zip: Fort Pierce, FI 34945 Parcel#: 2310-500-0184-000/6 Owner(s): Marilyn Woodruff / Richard Woodruff 9r1 T T-TM 71i�Ift1OR 1111Il1L671X0111kiYV7 Zoning: PUD Lot#: 8 APPLICATION INFORMATION Permit Number: 1506-0209 Stories: Permit Type: BUILDING RESIDENTIAL (SFR UP TO 2 FLOORS) CONTRACTOR INFORMATION Contractor Name: Jeff S Mottram Business Name: Renar Development Company Business Addr: 3731 Ne Pineapple Avenue City / State / Zip: Jensen Beach, FI 34957 Review Type ADDRESSING ASSIGNMENT Comment: DOCUMENTS MISSING 6/12/2015 Comment 6/18/2015 Comment: Comment: 6/18/2015 6/18/2016 Comment: ENVIRONMENTAL REVIEW Comment: FRONT COUNTER REVIEW Comment: PLANS EXAMINER REVIEW Comment: LO 5 I fu I., - Status COMPLETE Block: 10 Automatic Sprinkler System? No Fax Number: 772-692-9155 Email: Rhondarowe@Renarhomes .Com Reviewed By Date Started Date Completed Date Released Lydia Galbraith 6/18/2015 6/19/2015 6/19/2015 PENDING Lashahna Ingram 6/12/2015 SENT CUSTOMER TO ERD WITH VEG PERMIT NEW SIGNATURE PAGE OF APPLICATION WITH TWO NOTARIZED SIGNATURES. CONTRACTOR IS ALLOWED TO SIGN BOTH SIDES.LISA FIELD IS NOT THE OWNER OR THE CONTRACTOR THEREFORE NOT ALLOWED TO SIGN THIS APPLICATION. ENERGY CALCS AND MANUAL J'S ARE REQUIRED TO BE SIGNED BY CONTRACTOR/AGENT PENDING COMPLETE Lashahna Ingram PENDING a 6/12/2015 6/12/2015 6/12/2015 / ZONING REVIEW t INCOMPLETE Lydia Galbraith 6/18/2015 —� 6/18/2015 omment WPQBED STIZUCTUREIi N0E NG M N REQ � �'RE�+RrSE'CBACK*® 10 6/18/2015 Gg lemon_€ PLEA. SsEPR VIDE 0=00R12EC,S.ED,SGtD A: [)SEALED,SCI (Parcel idp/Legal description/Address)z z r �:� ' for which I bRve applied to, St LucleFCountyefor a_rmal Dcuelopment°:Permit III accep ing'this Final Development Pe' mlt,'BP Number:,,/jZ�, •.D�D`3, L acknowledge" that as 'owner of thei above described ,property, and in. (accordance with Section 764 01(D); St �Luoie County -Land Development Code, I, shall be responsible for assuring', adequate drainage,so that the immediate community WPLL NOT be adversely affected, I further'acknowledge that in granting this permit' for the development of this property; St. Lucie County Is geither' obliged nor',liable,to,prouide for,, or maintain in any form; adequate , drainage � oft. my property which ;will not, adversely .affect the immediate, community. ✓ � d s �S P 6)tC.%Hitlk w y A rlq{n "611ad✓tci Property Owner Name (Please Print).."'=' ` Proper 6erSl lure,-;'e ar.LODa - 6/Z3 :1 S STATE OF PLORIDA. COUNTY OF �/ `= V C-hP.a ' i u ACKNOWLEDGED BEFOREM6.THIS OT L.20 5P�� BY /CGIo-/aCdIiAA-1 I•ONALLYKNOWNTOMGt""��)OR W.�HO� nA5 PROD ED AS IDENTIFICATION. ONA RE OF NOTARY PUBLIC TYPE. OR'PRINT NOTARY MMISSION NUMBER -(Sr.AL)- zo4r PO,�c RHONDA S. ROWE *; * MY COMMISSION # FF 012664 SLCPDSDBevised 04n1/2011 �, EXPIRES: May 19,2017 >EcrneP 4AT TaandedThntaWgelNotary6ervil! PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: a C l G State of Florida Certification Number (If applicable): have agreed to be the (Company Name/Individual Name) Electrical Sub -contractor for Renar Development (Type of Trade) (Primary Contractor) For the project located at 9310 Breakers Row, Fort Pierce, FL 34945 (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: CO -fort control Serviees Ine Address: 1501 SW Biltmore Avenue Lucie, City/State/Zip: Phone: -17 as 77S-goly email: 1-00 %f • CC S Z 607,?/L . eu� W ) SIGfIl R Y PRINT NIA DATE STATE OF FLORIDA, COUNTY OF 7H4 . LUl C h-e THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS Z9 DAY OF 2016 BY WHO IS PERSONALLY KNOWN OR HAS PR DUCED �^ l SIGNATURE(NOTARY PUBLIC SLCPDS:08/0 /2014 AS IDENTIFICATION. (STAMP) PRINT NAME OF NOTARY PUBLIC ,parW Notary Publlc Stataot Florida Tracey R Mascola My Commission EE 193340 ort Explres0412612016 PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: State of Florida Certification Number (if applicable): 21272 CFC057974 Hypoluxo Plumbing, Inc. have agreed to be the (Company Name/Individual Name) Plumbing Sub -contractor for Renar Development (Type of Trade) (Primary Contractor) For the project located at 9310 Breakers Row, Fort Pierce, FL 34945 (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) Ronnie Burkhalter NOTARIZED SIGNATURES ARE REQUIRED Business Name: Address: City/State/Zip: Phone: Hypoluxo Plumbing, Inc. 123 East Coast Ave Lantana, FL 33462 561-533-5444 email: hypoplum@comcast.net STATE OF FLORIDA, COUNTY OF Ronnie Burkhalter PRINT NAME Palm Beach 5-22-15 DATE THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS 2 2 DAY OF May 120 15 BY Ronnie Burkhalter PRODUCED ��/ SIGNATURE OF NOTARY G WHO ERSONALLY KNO OR HAS ASIDENTI ION. Dolores A Price (STAMP) PRINT NAME OF NOTARY PUBLIC SLCPDS: 08/06/2014 mm� PRICE # EE 154403uary 19, 2016in Ins --BM 5-7019 PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: a 89 4-7 State of Florida Certification Number (If applicable): C C � S 1 -7 41P5 Mechanical (Type of Trade) For the project located at have agreed to be the Sub -contractor for Renar Development (Primary Contractor) 9310 Breakers Row, Fort Pierce, FL 34945 (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDV (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: PteYY4O * CUYI(G1I�A`icntxl5 )i MeeV)01n\C4 1nC A_? Address: kt0c>ngC- Ra. City/State/Zip: 044E SA �a im t�Pac 11 EL 33409 Phone: ll �101 1P89 - il0 3 email: 4r jcta Q i7re�_ - v"eAQCme6i . c.om Inn )A C 3runn 5-1 g- 15 SI TURE PRINT NAME DATE STATE OF FLORIDA, COUNTY OF %\ M 2yac THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS DAY OF M lJ, 2015 BY p Jt L..� `6 O1 ,,yV\cn WHO IS PERSONALLY KNOW \ OR HAS PROTMICED /1 n AS IDENTIFICATION. (S Iv�iq CIA RADD �c:l��� 'y ,� .: CO-mmi Sion 0 EE 113res PRINT NAMEOFARYPUBLI �'. ion Expires OF NOTARY PUBLIC �-''�f„p;;,oP July 18, 2015 PERMIT # ISSUE DATE PLANNING & DEVELOPMENT SERVICES Building & Code Compliance Division BUILDING PERMIT SUB -CONTRACTOR AGREEMENT St. Lucie County Contractor Certification Number: / V o / d` State of Florida Certification Number (if applicable): /'r C (3 a 513 (Company Nam Roofing (Type of Trade) have agreed to be the Name) / J Sub -contractor for Renar Development (Primary Contractor) For the project located at 9310 Breakers Row, Fort Pierce, FL 34945 (Project Street Address or Property Tax ID #) It is understood that, if there is any change of status regarding our participation with the above mentioned project, I will immediately advise the Building and Zoning Department of St. Lucie County by filing a Change of Sub -contractor notice. (Form: SLCCDY (No. 004-00) BUSINESS QUALIFIER (Name of the Individual shown on the Contractor's License) NOTARIZED SIGNATURES ARE REQUIRED Business Name: Address: City/State/Zip: Phone: email: -RnAD -5. AmAl 6 a9-is SIGNATURE PRINT NAME DATE STATE OF FLORIDA, COUNTY OF ST LL(Ctc THE FOREGOING INSTRUMENT WAS SIGNED BEFORE ME THIS _M DAY OF 20_LS- BY BRJq b 6. AbkR WHO IS PERSONALLY KNOWN OR HAS PRODUCED SIGNA RE OF NOTARY PU LIC SLCPDS: 08/06/2014 AS IDENTIFICATION. `7_)e1V5e Zelygy (STAMP) PRINT NAME OF NOTA Y PUBLIC OENISELEMAY MY COMMISSION I EE 870742 * k EXPIRES: Match23,2017 � mr o BondedThrvaudgelNolary Senlces k PLANNING & DEVELOPMENT SERVICES DEPARTMENT Building & Code Regulations Division 2300 VIRGINIA AVENUE FORT PIERCE, Fl, 34982-5652 (772)462-1553 FILLED LAND AFFIDAVIT I, the undersigned, am the owner of the following described property, (Parcel Id#/Legal for which I have applied to St. Lucie County for a Final Development Permit. In accepting this Final Development Permit, BP Number , I acknowledge that as owner of the above described property, and in accordance with Section 7.O4.O1(D), St. Lucie County Land Development Code, I shall be responsible for assuring adequate drainage so that the immediate community WILL NOT be adversely affected. I further acknowledge that in granting this permit for the development of this property, St. Lucie County is neither obliged nor liable to provide for, or maintain in any form, adequate drainage off my property which will not adversely affect the immediate community. P7eOwner Name (Please Print)n rt n v ,-: l 1r e S loll 5 =OF 1-Date S+� W CI C ACKNOWLEDGED BEFORE ME THIS DAY OF . IU n 4— MAL— BY A 1,SyT , FiekCWHO IS PERSONALLY KNOWN TO ME ( ✓) OR WHO HAS COMMISSION NUMBER SLCPDSD Revised 04/11/2011 IDENTIFICATION. (SEAL) RHONDAS.ROWE * My COMMISSION I FF 012861, ' EXPIRES: May 19, 2017 BondedThNBudgelNotaryServica SOSEPH E. SMITH, CLERV Or THE CIRCUIT COURT — SAINT LUCIE COUNTY FILE N 4060681 OR B&' 1736 PAGE 2972, Recorded 04/20/20151 :9:01 AM Prepared by and Return to Marian M. Bechtel, Paralegal Shayna M. Bechtel, P.L. . 3731 NE Pineapple Avenue, Suite A Jensen Beach, FL 34957 • •' NOTICE OF COMMENCEMENT Permit No. Parcel ID: 2310-500-0184-000/6 STATE OF FLORIDA COUNTY OF SAINT LUCIE The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description ofproperty: Lot 8, BLOCK 10, PALM BREEZES CLUB; according to map orplatthcmofas recorded in Plat Book 49, Page 32, Public Records of Saint Lucie County, Florida. 2. General description of improvement: Single Family Dwelling 3. Owner information: a. Name and address: Richard and Marilyn Woodruff, 109 W. Chapman Road, Oviedo, FL 32765 b. Interest in property: Fee Simple c. Name and address of fee simple titleholder (if other than Omer): N/A - — 4. Contractor. Renar Development Company, 3131 NE Pineapple Avenue, Jensen Beach, Florida 34957; Telephone number. (772) 692-7800 S. Surety: N/A 6. Lender. N/A 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(Ixa)7., Florida Statutes: None. S. In addition to himself, Owner designates . to receive a copy of the Lienor's Notice as provided in Section 713.13(b), Florida Statutes. 9. Expiration date of notice of commencement: . (The expiration date is 1 year from the date of recording unless a different date is specified.) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULTIN YOUR PAYINGTWICE FOR IMPROVEMENI'S TO YOUR PROPERTY.A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SIRE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOURNOTICE OF COMMENCEMENT. Owner,• / r Sign �. Signature of i STATE OF FLORIDA COUNTY OF MARTIN The foregoing instrument was acknowledged before me on this 146 day of April, 20I5, by 'eh Woodruff and Marilyn Woodruff, who provided photo ID and who did take a a[h. } SHAYNA.M BECHTEL B37018 Pub c her3, 201 marrmrwro�w.eroomw,n Under penalties of perjury, I declare that I have read the foregoing and that the facts stated in hare tree to the best of my knowledge and belief. ,J � I it" e� Signature ofOwner, Richard Woodruff Si Lure o . wrier' Marilyn Wood w P- y O 4 O H V W 2 CZW CC O = V U O LL V O— O W Wen w O y W r—JS� H r~!) t~A 1— LL7 O N Q' __ Lumber design values are in accordance with ANSlfFPI 1-2007 section 6.3 A-1 RUIN These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job YRMSBMB A-1-Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: BERMUDA 1796 Address: Subdivision: City: County: St Lucie State: FL Name Address and License# of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 160 MPH Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 44 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. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # - Truss Name Date 1 A0526511 A02 615/15 13 A0526517 A08 6/5/15 25 A0526524 A15 6/5115 2 - A0526521 Al2G 6/5/15 14 A0526540 CJ5B 615115 26 A0526525 A16 6/5/15 3 A0526512 A03 6/5/15 15 A0526518 A09 6/5/15 27 A0526526 A17 6/5115 4 A0526533 CJ1A 6/5/15 16 A0526548 HRA 615/15 28 A0526527 A18GE 6/5/15 5 A0526513 A04 615/15 17 A0526519 A10 6/5/15 29 A0526528 B01G 6/5115 6 A0526534 CAB 615/15 18 A0526551 I RA 6/5115 1 30 A0526529 1 602 615/15 7 A0526514 A05 615/15 19 A0526520 All 6/5/15 31 A0526530 C01 615/15 8 A0526536 CJ3A 615115 20 A0526552 VO4 6/5115 32 A0526531 CO2GE 615115 9 A0526515 A06 6/5/15 21 A0526553 V08 6/5/15 33 A0526532 CA 615/15 10 A0526537 CJ3B 6/5115 22 A0526522 A13 6/5/15 34 A0526535 CJ3 615115 11 A0526516 A07 6/5/15 23 A0526554 V12 6/5/15 35 A0526538 CJ5 6/5115... 12 A0526539 CJ5A 6/5115 24 A0526523 A14 6/5/15 36 A0526541 DO1GE 6/5115 The truss drawings) referenced have been prepared by MiTek Industries, Inn under my direct supervision based an the parameters provided by Xi Roof Tmsses, Ltd. Truss Design Engineers Name: Julius Lee. My license renewal date forthe stale of Florida is February2a,2017. NOTE: no ad an mesa drawn,sindicate avcptanm of padessiomiengineefutg ramerailbRy solely fa the trues components shown. The smahady and use of components for any pana,lar building is one responsibility of the building designer, per ANSIII M-1 Sec 2 The Truss Design Dawing(s)(TDDIsh referenced have been prepared based on the construction documents (also referred to at times as 'structural Engineering Documents') provided by the Building indicating the nature and cha racterof the work. The design critena therein have been trensfened to Jubus Lee PE by JAI Roof Trusses or specific location]. These Tr1Ds (also referred to at times as 'structural Delegated Engineering Documents') are specialty structural component des igm and may be pad of the prelect's deferred or phased submittals. As a Truss Design engineer (i e., specialty \111111111///ry ` NS S.. ��i�'•'�ICENS�c9 X _�0 W; �D STATE OF ;411� A\I�•`. 1109 COASTAL BAY-, BOYNTON BEACH, FW; i_-- net engineering responsibility forthe design Of the single Truss depicted an the Too only. The Building Designer is res feasible engineering requirements. Please review all TDDs and all related notes. ;t ! Digitally signed by Julius Lee {tt DN: c=US, st=Florida,l=Boynton i' `Beach, o=Julius Lee, cn=Julius Lee,.email=leeengr@aol.com Date: 2015.06.05 ,15:1?A?--04'00' Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. .j6*=== TRUSSES ARORIOACORPORAMN RE: Job YRMSBMB No. Seal # Truss Name Date 37 A0526542 D02 615/15 38 A0526543 D03G 615115 39 A0526544 D04 6/5115 40 A0526545 D05 6/5/15 41 A0526546 HJ5 6/5/15 42 A0526547 1 1-1J7 615/15 43 1 A0526549 I J5 1615115 44 1 A0526550 I J7 6/5115 Page 2 of 2 Roof Special A0526511 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 125 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 82,64: 2x4 SP No.3 WEBS 2x4 SP N0.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-6-9 oc pudins. BOTCHORD Rigid ceiling directly applied or 5-7-13 oc bracing. Except: 1 Row at midpt 5-14 WEBS 1 Row at midpt 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/Size) 2 = 709/0-8-0 (min. 0-1-8) 13 = 1416/0-3-0 (min. 0-1-13) 9 = 839/0-8-0 (min. 0-1-8) Max Horz 2 = -119(LC 5) Max Uplift 2 = -727(LC 4) 13 = -572(LC 4) 9 = -800(LC 5) Max Grav 2 = 812(LC 10) 13 = 1532(LC 10) 9 = 978(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1201 /949, 3-0=624/844, 4-5=206/650, 5-6=-198/543, 6-7=-212/630, 7-8=873/894, 8-9=-1354/1075 BOTCHORD 2-17=1013/1530, 4-15=214/451, 14-15=-255/389,13-14=839/170, 5-14=349/0, 13-24=374/621, 24-25=-374/621, 12-25=-374/621, 3.6 = 6.00 rl2 2x4 II 5 6 6z8 = 5x6 = Us = 1.5x4 II CSI. DEFL. in (loc) Udell L/d TC 0.60 Vert(LL) -0.08 12-13 >999 360 BC 0.50 Vert(TL) -0.2112-13 >999 240 WB 0.63 Hom(TL) 0.08 13 n/a n/a (Matnx-M) BOTCHORD 2-17=-1013/1530, 4-15=-214/451, 14-15=2551389; 13-14=-839/170, 5-14=349/0, 13-24=374/621, 24-25=-374/621, 12-25=374/621, 11-12=-752/1108, 9-11=-112411704 WEBS 15-17=5261769, 3-15=-449/335, 4-14=673/526, 7-12=185/532, 8-12=5631443, 7-13=913/622 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp in; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60- 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 727 Ib uplift at joint 2, 572 lb uplift at joint 13 and 8001b uplift at joint 9. 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 Dead Load Dell. = 118 in PLATES GRIP MT20 2441190 Weight: 21916 FT=0% i B{aH6�MnNulMlnrb N'1.1104mIM1ffiFNIfYLrlMnillnY{tfCF4111M(RIOYII(ip(In111M01p61Y111':en Yeillergpmlmxl¢elnlxnktlrnrbeJlr4nm1110eIsdXebbge51E1domlirtlkbew. 6kneM1mmrJ@dorRr140,rehYi4Ymmlx JUOUSL ihme4oMnrdln,AN4nbniL 4viner0.,Tl.i^•n'u.SpuMllrpmylYntlx.qlW rryeupnmryxrrJHrPJnimxlnprngrnpJFliIILHrINAdrbrhphm M1lielnHrIDBn ,d,RIL Or A,i E#3486 P.E. IamlldfielirHe,npniDN IHrOnn.Ib PenflmM1VNr mIm I44a 6e h prnmpetbeRq,xb'w,, y:W1AM1xlwi2,irn, 4e I q Ter.0 MaelmdMlltgrlll,NlntlkilYpnNelIDl. Aulpnid RrlppmlwlrnlbnJHvlrm MulgbllFy Jvrie.bYJrbnnllreh414e4Anegm,rkl'rRdroriJMg0.yrrenl 900009 [nvnx.Oummmulle NJmdHrlMhnrol p4fimdlirtoil!'splv�orenklrrylderunixp6Bpd4klEllgwlSGLu.IJnm,elbrR^ndpJNn.11lldrhn HempnWlJnW4abdH, Irvn Onip¢Lur4ngrhpi^xu1LIVMMgan,nhnedennrEdrM llr IIW ComIOI Boy [w4Nrynluphni,m11yv11eAnbMrN MlnnheTl^IixnhFOl ArlrvldlniOnlpmelnnSprtmlMiemlmvgluiEFr alrplilMlNlermmevrdel'nNulR 1. B.,"B,.d, FL 33435 4101MC 11111 W 4eenrYlhdn,l! IeP,ErfireJPoJnmm,gglrrRLPdTAebiMnPmpue,i�hu111Mlmxrb4rlx, 1.1. 4. Job Truss Truss Type city Ply YRMSBMB A03 Roof Special 2 1 A0526512 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.620 a Apr 302015 Print: 7.620 3x6 = 6.00 12 3x4 = 3x8 MT20HS= 5x6 = 13 14 1.5x4 II 30 2015 MITek Industries, Inc. Fri Jun 05 09:64:172015 12 11 3x6 = 6x8 = 1.Sx4 11 5xS]- &10.10 ]-1]2-1-0U 1].1.0 23L.2 3088 J&00 410.10 I - pal ]-05 I ]-S1U osa Dead Load Den. = 5116 in Plate Offsets (X.Y)— [2:0-2-12 0-1-81 [8:0-3-00-3-01 115:0-2-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.29 12-13 >999 360 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.6012-13 >763 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.83 Horz(TL) 0.16 9 We n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 215 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 5-1-2 oc bracing. WEBS 1 Row at midpt 5.15, 6-13, 7-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guioe. REACTIONS. (lb/size) 2 = 1484/0-8-0 (min. 0-2-1) 9 = 148710-8-0 (min. 0-2-1) Max Horz 2 = -119(LC 5) Max Uplift 2 = -1032(LC 4) 9 = -1049(LC 5) Max Grav 2 = 1751(LC 10) 9 = 1756(LC 9) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3137/1724, 34=2856/1523, 4-5=-2797/1539, 5-6=2193/1299, 6-7=-2167/1267, 7-8=-2597/1443, 8-9=-3033/1608 BOTCHORD 2-17=1308/2717, 17-24=9182270, 16-24=918/2270, 15-16=918/2270, 11-12=-1253/2617, 9-11=-1409/2619 WEBS 3-17=362/414, 5-17=1481461, 5-15=7371548, 6-15=-816/1540, 7-15=563/482, 12-15=912/2193, 8-12=505/416 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2pst h=15tk Cat II; Exp B; End., GCpi=0.18; C-C Fxterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 1032 lb uplift at joint 2 and 1049 lb uplift at joint 9. 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 Qnn,uB.Yrnm..ihn,u.mmi mx rnwsrylln3upnumnitppwimstmpnrrwnrinncemuumi.. r^nrt.con,.m,mnamn.u,pe,dorm..:eMol.am:s,e.,rilnev,waw.n.. oan.�.:.mn.mrw. W Inin,..n. p„col,.run..... LnY. e.u.,muyuym.G•snarls:•��bm•a..rmo�m.ro.rnr.nm,ranrunp..esnp:M,rLdeK.ns,:eu rmneruY.rmo.ir..e,ml.n.ew.n,rrti�,:a�n .en..yaexq.a.nama�,,, JULIUS #3486, P.E. .urrs4nxn,run.wannmo.n,.coo.n�u,xmm��nm.n eyp,>w,,,.ammm.nam,ncmrirc,n,ie�mwa:run.aml.m,nv.a.lm,loo.l.rrmmnnrinu.umtl�nlnr:au.m. mnlon,.etlme:r.,kv o,mnry,n�xmnm,wp�nwrerne N34869 taxnr.nnmuivaunelOBnEnvpmnnnlnilelnnaisrercp(myrnlaeryldmminlBnBW�1e1Nmm10(In,dnm<rin.mlr:mnr. nlldRmlYvipJBH,nEnulanela,w,yoer,Ga,o,tipin:.I.alinl Y�vdNun,n6u,nn.iulrttlhv n09 emonel eur fnm�ITrtlurnnn'Iy IYVBrvii,mart60.1nn Anq,leryvivp4lW lalnnkip,rlm,Snrcefµxebeglib{WgAfWlnnm,n Nitl:llll. B41•sm Be di,R 33435 LrPirbSTlUl4armmbl'nln,r[Ina!'ntlLLiYmea,Yglq LplNeleMniveY^aarprll rdlrmm-F4nlglt Job Truss Truss Type Oty Ply YRMSBMB A04 Scissor 1 1 A0526513 Job Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946, design@al Wss.com 6.00 12 3x6 G 1.5x4 II 11 3x8 MTWHSL 1.Szb 7.5x4 II 3x8 MT20HSJ Run: 7.620a Aar 302015 Print: 7.620 s Aar 302015 MTek 516 = 3x4 1 3x8 MT20HS: Inc. Fd Jun 05 09:54:18 2015 7-7-5 7-77 10 13-7-5 iIV9 26-0-12 3841-0 7-7-5 045 57-11 2A-111 10-0-72 10 yy 113d Dead Load Dell. = 13116 in Plate Offsets (X Y)— f2:0-2-9 0-1-81 I2:0-2-4 0-0-121 f10:0-2-9 0-1-81 r12:0-4-0 0-3-41 r15:0-1-8,0-1-e1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.5712-13 >802 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.4612-13 >313 240 MT20HS 1871143 SCLL 0.0 Rep Stress Ina YES WB 0.96 Horz(TL) 0.82 10 We We BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 207 to FT = 0% LUMBER- TOPCHORD 2x4 SP N0.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W1: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. - BOTCHORD Rigid ceiling directly applied or4-5-12 oc bracing. Except 4-9-0 oc bracing: 15-21 5-2-0 oc bracing: 13-15 WEBS 1 Row at midpt 7-13 JOINTS 1 Brace at Jt(s): 15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 14821M-0 (min. 0-1-13) 10 = 148210-8-0 (min. 0-1-13) 2 = 148210-8-0 (min. 0-1-13) Max Horz 2 = -119(LC 5) Max Uplift 2 = -1040(LC 4) 10 = -1046(LC 5) Max Grav 2 = 1613(LC 10) 10 = 1614(LC 9) 2 = 1482(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=5(163/2785, 34=484812676, 4-5=3769/1976, 5-0=-3701/1998, 6-7=-2971/1615, 7-8=4393/2482, TOPCHORD 2-3=-5063/2785, 34=-4848/2676, 4-5=-3769/1976, 5-6=-3701/1998, 6-7=-2971/1615, 7-8=-4393/2482, 8-9=4496/2469; 9-10=5050/2935 BOT CHORD 2-15=2295/4539, 14-15=1899/4032, 13-14=1888/4056,12-13=-1694/3612, 10-12=2513/4571 WEBS 3-15=216/310, 4-15=257/515, 4-13=795l710, 6-13=1362/2735, 7-13=1074/853, 7-12=317036, 9-12=558/649 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1a; Vult=160mph (3-second gust) Vasd=124mph;-TCDL=4.2psf, BCOL=4.2psf, h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; C-C Extedor(2); cantilever left and right exposed ; end vediral left exposed; Lumber DOL=1.60 plate gnp DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) Plate(s) atjoint(s) 5, 6, 8, 15, 15. 3, 4, 7, 9, 2, 2, 10, 16, 17 and 18 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s)14 checked for a plus or minus 2 degree rotation about its center. 6) Plate(s) at joint(s) 13 and 12 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 2, 10, 2 considers parallel to grain value using ANSIRPI 1 angle to grain formula. Building designer shouldverify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1040 lb uplift at joint 2, 1046 I6 uplift at joint 10 and 10401b uplift at joint 2. 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 vnvus.mrm..phr,.a.nrl.uoornusysMm}calnunmuovoinonrunonRwnqunhximsmervmx. miylNp,r=nenw„elmx.mnmmrawb..in PBNnlwbbax,eBraamstrabw, m. o-!n„reedn,melnwlognhumnxmd. IYmuNYndIm I4NpM1MxY.b��,n,0.,44rynBm,fpriirrhynlrbxan xtID.01130,K, MlMopb.Vn I. n,wx4pbh Wna Ma,f,InnErriYlnbI00.11,nM1111.R,bTmmrraMNiyw.ri.,,uimlih.bua--d 1VOUSLEE, P.E mmipaimaM1mr„w.mxurrdm.ono.memmun�.vm:mminmiuhpw,gm,imemrmmmrnCmrnGm Lsmeempna.ItnE nanrnnnm,monlnbu,xanetmv.nwi,Ivmrmp.omm..,mmm.xlnna,nmp, m,rxw.,mMan, xiunB„'wrnnl it34869 tmnmlx.lbanmmon,looahprmi,amf poile5onalhhlE:panmmel Lhnl&rmoriw Aff7pnpu4aerinwlsubxNennlbgmxup:Om,. rtllldnnmmp.,i6u„b!s„dnolrnsorvpn,o-a,oey,brymwllmn WmMun,®xmm�.ixlrtMh, IlW eooao say (mllNepxelep.i,nMylroArerM,btlxl IMbon N,ipo[opinetl,MNn,InIfulOniwnvlrun SwhmlelinvlvenluJ(mp almpirpllteln,m,nu,Eelidi.ML Boynton Bea6, R 33435 Lry,gY®MIIII Mlnm.blh,a4rL I,PINT,aN,InW,heglw.,i,pnWr4i!IMninnprri„i..InJI W tmm�lhule,,lE 4. Jab Truss Truss Type Oty Ply YRMSBMB A05 Scissor 7 1 A0526514 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.cam Run: 6.00 12 5x6 = Print: 7.620 s MTek Industries, Inc. Fri Jun 05 09:54:19 2015 Dead Load Deli. = 13116 in 3x8 MT20HSi 3x10 7-114i 16-0-0 26-0-12 11-72 38-0-0-0 7-11-6 I 84-10 I 104)-1I 1 Plate Offsets (X.Y)— r2:0-2-9 0-1-81 r10:0-2-9 0-1-81 (12:0-4-0 0-3-41 LOADING(pst) SPACING- 2-0-0 CS1. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ved(LL) 0.59 12-13 >775 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Ved(TL) -1.4612-13 >312 240 MT20HS 187/143 BCLL 0.0 n Rep Stress Incr YES NB 0.97 Hoa(rL) 0.82 10 We n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) Weight:181lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 -Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 20 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-13 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 148210-8-0 (min. 0-1-13) 10 = 148210-8-0 (min. 0-1-13) Max Horz 2 = -119(LC 5) Max Uplift 2 = -1040(LC 4) 10 = 4046(LC 5) Max Grav 2 = 1613(LC 10) 10 = 1614(LC. 9) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=506212785, 34=-4846/2673, 4-5=3768/1976, 5-6=3700/1997, 6-7=2973/1617, 7-8=4329/2432, 8-9=447412416, 9-10=514813049 BOTCHORD 2-15=2295/4538, 14-15=1901/4034, 13-14=1889I4057, 12-13=-172013636, 10-12=263514672 WEBS 3-15=216/310, 4-15=-254/514, 4-13=7981713, 6-13=-138212753, 7-13=1 104/886,7-12=229/720, WEBS 3-15=-216/310,4-15=254/514, 4-13=798,713, 6-13=1382/2753, 7-13=-1104/886, 7-12=2291720, 9-12=6601773 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=1.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) atjoint(s) 5, 6, 8, 14, 15, 3, 4, 7, 9, 2 and 10 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 13 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) at joint(s) 12 checked for a plus or minus 2 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconourrent with any other live loads. 8) m This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI7TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1040 lb uplift at joint 2 and 1046 to uplift at joint 10. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard nuuY.Mmfn..ph,,,Y.Mu manumsrymryLnmmmporonatnmpurrrmrlurxunclmrl...lnarYy.n.,M,r,mnw.nxumpfrx,.:rMn.lmrs,Iw,rtl.M.n.fY.lYl.,,l. hm,w.n,wd.Mlw.qunL�m. IYw,Meb,cobmmpnL.nu.r,.nmb,gLw>w4•swldryy:,gM.d. gm14IN K..gnm,mMnauseEdMmy,.,r.:Ylod.Mdwdm,:y.umin:el.Mloo.ry..MIn1.MbibmnMY�xwYw,.un,.arlprw,dua�m, 1ULIUS #3486. P.E. Cat... HLbinap,iNiryAMOatEdi isarved lMhnYYlY Sat, WllfMMYMILs,sOtis,'IASKIYpnbw11n 1.M that, NpolglnllnulMlmtYJMigbl'nypworysfnlld,nnEYehp,,MAYMu,r�m,Ml�dMWN,p0.,hm,o1 9C.09 (nnfpx.Ybewvlfis, ifAYnlMrnpm vl AY,bndlYb,IrmpingxwlfNhldx sTai,Io,N EpnnllHlxudwmaln pmJrdlne, I11 IYPoa Muyniniilinnf lxbdMinn O,Yav,Bnlb1$lyme,nllmfYvaMxn,xnm,XnmeGfne111, I1a9 Codh,ROvr (wnepelepuninAlYiple,mLtl. Mim,bylepnp9plMEip'MO,vrwann Shnmfnfwologbitly mm/MnllumfnMaf YIII I. - BoyMm BmA, R. 33435 (fl,I.pYnAll YlrwlMxrYnlglL LrAYednhdmd,YgbShr,ftiM.abdwemp,nfslr111NImm�Y!m1412 Job Truss Truss Type Oty Ply YRMSBMB A06 Roof Special 2 1 AO526515 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 6.00 12 3X6 i Run: 7.620 s I-0 -0 5x6 = Print: 7.620 s Apr 30 2015 MTek 3X4 J 1.5X4 II 1.5x4 II 3X8 MT2014S'i 1.5x4 II 1.5x4 It 3X8 MT20HS: 7-11.6 16-0-0 26-0-12 27-1-6 38-0-0 7-11-6 1 16W 18Vg2 0 10-10-10 Industries, Inc. Fri Jun 05 09:64:19 2015 Pagel L_UI V$p9YPP02SOHFKfJotwacplF6M4NDVxYgJz9Nr Dead Load Defl. =13116 in 1 10 0 1 R 1.5x4 II Plate Offsets (x Y)— 12'0-2-9 0-1-8] [10'0-2-9 0-1-81 [10:0-2-4 0-0-121 [12:0-4-0 0-3-41 LOADING(psf) SPACING. 2-0-0 CSI. DEFL in (loc) Ildeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.5812-13 >788 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(fL) -1.4512-13 -314 240 MT20HS 1871143 BCLL 0.0 Rep Stress Inch YES WB 0.97 Hom(TL) 0.83 23 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Mabix-M) Weight: 201 lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30 *Except' T2: 2x4 SP No.2 BOT CHORD 2X4 SP M 30 WEBS 2x4 SP No.3'Excepr Wg: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3, Right 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or4-94 oc bracing. Except: 4-4-0 oc bracing: 12-25 WEBS 1 Row at midpt 7-13 MiTek recommends that Stabilizers and mquired cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1482/0-8-0 (min. 0-1-13) 10 = 1482/0-8-0 (min. 0-1-13) 10 = 1482/0-M (min. 0-1-13) Max Harz 2 = -119(LC 5) Max Uplift 2 = -1040(LC 4) 10 = -1046(LC 5) Max Grav 2 = 1613(LC 10) 10 = 1614(LC 9) 10 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=5062/2785, 3-0=-4846/2674, 4-5=3768/1976, 5-6=-3700/1997, 6-7=2973/1617, 7-8=4330/2434, 8-9=-4476/2418, 9-10=514613048 BOTCHORD 2-15=2295/4538, 14-15=1901/4034, 13-14=1889/4057, 12-13=1721/3636, 10-12=2633/4675 BOTCHORD 2-15=2295/4538, 14-15=-190114034, 13-14=-1889/4057, 12-13=-1721/3636, 10-12=-2633/4675 WEBS 3-15=216/310, 4-15=-254/513, 4-13=7981713, 6-13=-1382/2753, 7-13=11041887, 7-12=2311720, 9-12=6621769 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psF; h=15ft; Cat II; Exp B; End., GCpi=0.18; C-C Extedor(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) aljoint(s) 5, 6, 8, 14, 15, 3, 4, 7, 9, 2, 10. 10, 16, 17, 18 and 19 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s)13 checked for a plus or minus 3 degree rotation about its center. 6) Plate(s) at joint(s) 12 checked for a plus or minus 2 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 2, 10, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1040 lb uplift at joint 2, 1046 lb uplift atjoint 10 and 1046 lb uplift at joint 10. 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 nwNr.m.nn.my.hr.,..rmruoormsmflrlm7nXnnnmlmwmannmepnpum)muommsmurl.n r��rlarrnr.Inerunnnm.Ixar.,roaleon.y Pogmlerkl.,esrilelnnrverl>Inen. mo-e,.un.i,rnmrl.nrloq.hwtne.e>nr., hat...11md.IXpme.muerumrmTrm:n,N.fPridrlrsbr.Newm loon .M,11(.r. drwd'mlr,' JOLIUS #3A86, P.F. jw,e b a1 rP Pa. P ne. r+^^h,nl,nindrw NerriptllL,nhrm,Ery:leanrtrlAoulr,^'dnmt nrhurnwgYnl MihrmrdquXdiirymtlrud M, l,n, Lmlillgi,Renrpn3SArAMeOnn.He4MrMMrdepNo,NHX!'epOnilen,u NrnmentlrtrllSNe II[,NelnolbdNPrErwllpL 14e gpndr T11I fi aW.,,At..ddA,01.W,Nunrre,bnrW,he rilePUl MrAnnr�noliFryr 4.4,'66WI,„a1 9C.".1 femKm. l4rtenAemirllrlW nEW Pnlnrmlpd<fnndlblrNEgfpmeOkhplrMmFnB6111dAekOrlgmlflfl mrtlnmellw PmrrlpeiEmr. 11111eM1nNrmPn,&rrXnaltlA4Adelnn Unilon,IrmvpreiPeriinnlirmwndwnn,nlntMmiud,fined%r 1109C.d,, !Bay fmm�e0erdepr'n.ririwlYmIFlIN,inLd nelnngriProlinni,X01tle1+iKinlOreperulmbinrn[Minnlneglurlexr Illupdo5etlXmrennlrfutlulPl 1. Boyrrlm Beadr, H 33435 frrl,lp®A11111n14rnmYirlr511. lepgvAmelNird,®mLrrrleeyirpWiklriMndlmpmn,i Mn11411mu,�M,ln,11. 4, JobTruss Truss Type Oly Ply YRMSBMB , A07 Hip 1 1 A0526516 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.cem Run: 7.620 s Apr 30 2015 Print: 7.620 s d 3fi0012.6= 5x6— 3x8 MT20HS1- a . 3x6 MT201-15i ....... - - 3x8 Mr20HS= -� — 2x4 II 4.6 = 3x4 = 1;510 14-7a iba018+p 2-14 38-0-0 s10 I 7-1nz Iz�-&2 10 Blau I ssz Inc. Fri Jun 05 09:54:20 2015 Dead Load Dad. = 11/16 in Plate Offsets MY)— [2:0-2-9,0-1-81 [6:0-3-8 0-2-0](7:0-3-0 0-2-01 T8:0-3-0 0-3-01 115:0-3-0 0-1-81 117:0-7-0 0-3-101 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.52 12-14 >876 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(TL) -1.23 12-14 >369 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 1.00 Horz(TL) 0.72 10 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 228 lb FT = 0 LUMBER - TOP CHORD 2x4 SP N0.2 *Except* Tl' 2x4 SP M 30 BOTCHORD 2x4 SP M 30 •Except- B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W4: 2x4 SP M 30, W3: 2x4 SP No.2 WEDGE Leff 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 4-9-10 oc bracing. WEBS 1 Row at midpt 8-14 2 Rows at 1/3 pts 6-15 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1473/0-8-0 (min. 0-1-14) 10 = 1490/0-8-0 (min. 0-2-0) Max Horz 2 = -119(LC 5) Max Uplift 2 = -1034(LC 4) 10 = -1045(LC 5) Max Grav 2 = 1644(LC 10) 10 = 1696(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2J=5178/2730, 3-0=417412119, 45=4067/2132, 5-0=4126/2296, 6-7=1635/1181, 7-8=-1872/1225, 8-9=2749/1563, 9-10=3047/1775 BOTCHORD 2-18=-2238/4643,17-18=-2246/4658, 5-17=358/426, 14-15=501/1474, 14-25=979/2091, 13-25=97912091, 13-26=979/2091, 12-26=979/2091, BOTCHORD 2-18=2238/4643, 17-18=2246/4658, 5-17=-3581426,14-15=501/1474, 14-25=-979/2091, 13-25=97912091, 13-26=-979/2091, 12-26=979/2091, 10.12=-1448/2662 WEBS 3-18=01274, 3-17=948/703, 6-17=2119/4891, 6-15=2632/824, 15-17=-1127/3366, 8-14=858/662, 8-1 2=1 74/547, 9-12=-391/463, 7-14=244/540 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=4.2psf; h=15ft; Cal. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4, 6, 7, 8, 2, 17, 5, 16, 3, 18, 15, 14, 12, 9 and 10 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 13 checked for a plus or minus 5 degree rotafien about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1034 lb uplift at joint 2 and 1045 lb uplift at joint 10. 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 rddaB.lMrn..lur,r,:.m•ronomllutm(Itutrlsminomlf®ml®sfm(olurrlonitucmelmsmarl.n mrymq,r•r.n....d,.1.l,,.n,u.:o.a>,m.allmu(wn,w,Ir.,rLlma.rumsa.r,r. m.,,rlmM.um,l.mloo,rrrom�.n„ •*.,reNr,dmmlooea.aa.m„oN1,1a7„N.dl.iaryos,qmw..rleo„p,.u..,.r...ampl,.,�l.,/.da,"rash.mn,ndm,xpo.,rdy.xe.mdoo.ry..m rut mlxyr,,.P'.,,Lra,.eramugr.,.aiumr„ JULIUS LE$P.E L•rear.9lmr,.,nr,aroramo.,,,,iaami,mmadvminlammgo„y.,r.mmammaum[mngro,l.al,�uol,xndlntltr ypmm�m.morw.rma.,rnmin,iu�nna�n•wnwen.ron.uome.11muNoaw,<,nradnramrauwBnlnrc.d 434869 NmMe.lhm,ulvlitNlBpwdmp.m'vn,.lpld,im,dlNraml(MverdderyldrreolmptY>Mm11YlBNSIfIm,elnmdh,re,dladw,. nlld,nnmv,W,nnln=ddmindnrinn B,tinrc Ln,May LPevnf l,uuMruMvgetl,mnveivl,Ndlrr 1109C...h1 Bar tut do d rd.ro=irg4 olptv,' Mi Wros G,y["0110l m lxiviiww elm, 5"Lana a, bM4 W, a*alnn.r., do d'umL MynM Beod, R 33435 frm0091111W WvN4,Is,IL Igd,rtlrond.ma,Y q bq i,IrJ1YrlebW nY.oreoi —Al 1, IL Job Truss Truss Type Qty Ply A0526517 YRMSBMB A08 Hip 1 1 Jab Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946, deslgnga Nun: /.bZU s Apr JU LUI0 YnnC I.bZU s Apr Ju IUIo MI I CI[ Inau nnCa, Inc. rn dun Sx6 = 6.00 12 5x8 = 3x8 MT20HS1, 3x8 MT20H5= 1.5x4 11 5x8 = 7-5-ID 14-71 1 20-0-0 28-2-9 38-M 7-5-10 7-1-12 10 5�0 7-10-9 9-9_7 Dead Load Dar. = 518 in Plate Offsets (X Y)— 12:0-2-9 0-1-81 13:0-3-0 0-3-01 14:04-0 0-2-121 15:0-6-0 0-2-81 16:0-3-0 0-3-01 18:0-2-12 0-1-81 112:04-0 0-1-81 114:0440-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.41 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.03 14-15 >444 240 MT20HS 187/143 BCLL 0.0 Rep Stress Inv YES WB 0.91 Horz(TL) 0.54 8 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) Weight 218lb FT=O% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T2: 2x4 SP M 31, Ti: 2x4 SP M 30 BOT CHORD 2x4 SP N0.2 *Except* Bt: 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpl 3-14, 5-12 JOINTS 1 Brace at Jt(s): 16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, m accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 2 = 1471/0-8-0 (min. 0-1-13) 8 = 148910-8-0 (min. 0-2-0) Max Hom 2 = -119(LC 5) Max Uplift 2 = -1025(LC 4) 8 = -1036(LC 5) Max Grav 2 = 1625(LC 10) 8 = 1673(LC 9) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5116/2707, 34=4084/2079, 4-5=-3524/1919, 5-6=-2014/1318, 6-7=-2676H550,7-8=-2990/1771 BOTCHORD 2-15=2218/4587, 14-15=2233/4599, 12-23=95512046, 11-23=95512046, 11-24=955/2046, 10-24=955/2046, 8-10=1447/2616 WEBS 3-15=01275, 3-14=-986/831, WEBS 3-15=0/275, 3-14=986/831, 14d6=-845/2141, 5-16=849/2150, 5-12=-629/107, 12-14=797/2107, 6-12=-724/579, 6-10=-193/494, 7-10=421 /483, 4-14=564/1363 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=4.2psf; h=15ft; Cat. II; Fxp B; Encl., GCpi=0.18; C-C Fxterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a pius or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCOL = 10.Opsf. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSIrTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 1025 lb uplift at joint 2 and 1036 lb uplift at joint 8. 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 Qxv[A:W.rbn m.mNhr,.:.mrulaollvus9flSNntllunmm�lmwmonlMOYlq'Nnll nrwllNnYnrL.. rerurtrq,M,vet,rna,eelunmlv,un,o„i'm.dgh99mlbYS,In.rL memeUrtlbbrv. 144nene.'ry a,el e.melW,.hY'mrmnu 1W6s LEE, P.E.pbnun.nl.uveln!A MD n b,dn Ivh.na,q,hrin0.vsMia!Ylepmllb.ea.mpoorpeurm.r.pmearmra.,tolnli,eq,nlmriaSryM heeyeaMJiy.un, larieaxm.l99 Wb^'1rm I. mY,'rym,mrfnybi,ruMm,,uimY4rymin.a Xi,hmf IYev10'illullfRunpe,[i4ryolRe9nry1M9vedum'wi,NeSMo,MGOF,19nW*r,InnvMetldlltllLAeIIl,delnil trlEhlnOemlmL lAe epAmel dbl90ml wrrnlbted@In,t'nAOLplmPia0.nnXv,i,6ApimnAAaMy¢NMRunrmiFlipi,MhiW.p9n 4. l 9 c,. 1 (mngm. l9voMMVAYIN19UmEIMprnrnimd0e'e,f^ntllYluil9vp(gm4feferylannu!imp[II ItlIrYlElmwiSttlnnekmnllnpmrlpulmr. Illltl,fn,MMFl,dGIa1m11:li,Adelm,9nipn,Irnl9ngenp^ennElrenWalWnn,mbntl,niuLfe,llyv ,1. N.dztol 0oy (weMvpneuM:.ftirAlYf9MrINNerelrN. Mlmn9niM[oliwnll Y9lR,1,i!Esl9nip^n„honlphmlry'vminvgluilNn. nllopl^4,Ihmlmo,4liNioml. Boynlm Beath, FL 33435 OplAptl®]IIIII Ma4nnrH,t ,r! bpLaimd R,Imwa,ug1er41,Fllli!AvnlMnifn MvinrMw111wllmu✓hW,Llll. J- A052651 15-00 10 7-59 10 1a7a 1SS11 22.4-0 242-2 0124 360.0 331-p 11IO ]-S9 I 567 1-76 3F11 111L5 6162 404 4310 fiJaY O 10 Dead Load Deft. = 9116 in 6.00 12 5x8 = 1.5x4 11 5x10 = 4 5 a 3x8 MTWHS: 3x85 3.00112 14- 13 11 3x6= 1.5x4 II 3x8 = 34 - 1.5x4 II 16a6 ]-S9 111-9 14-] 22J 242-2 050.0 AS9 57-15 -S1 7- 81: 2 gW OF> 4�8-a0 0+10 Plate Offsets (X,Y)- r2:0-1-10.Edee1. f3:0-3-0,0-3-01, r4:0-".0-2-81 r6:0-8-0,0-2-81 (17:0-4-00-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft I GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(L-) -0.42 14 >999 3602441190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.9813-14 >465 240 FPATES 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.91 Hom(TL) 0.56 9 n/a n/aBCDL 10.0 Code FBC2010rfP12007 (Matrix-M) 11 lb FT=O% LUMBER - TOP CHORD 20 SP No.2'Except' T3,T1: 2x4 SP M 30 BOTCHORD 2x4 SP No.2'Except• 91: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W8,W3: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or4-11-3 oc bracing. WEBS 1 Row at midpt 13-17, 6-17, 8-13 JOINTS 1 Brace at Jt(s): 17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in ancrordancewith Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1446/0-8-0 (min. 0-1-12) 9 = 1482/0-M (min. 0-1-14) Max Ham 2 = -119(LC 5) Max Uplift 2 = -1016(LC 4) 9 = -1040(LC 5) Max Grav 2 = 1558(LC 10) 9 = 1600(LC 9) FORCES. (III) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=4807/2640, 3-4= 4057/2219, 4-5=4060J2304, 5-6=-4045/2297, 6-7=196OM317, 7-8=2043/1293, 8-9=2629/1551 BOTCHORD 2-16=2150/4301, 15-16=2165/4313, 12-13=1182/2246,11-12=-1182/2246, 9-11=1682/2735 BOTCHORD 2-16=2150/4301, 15-16=-2165/4313, 12-13=-1182/2246, 11-12=1182/2246, 9-11=1682/2735 WEBS 3-15=7131610, 4-15=-426/811, 13-17=-83211930, 6-17=113112472. 6-13=506/221, 8-13=690/548, 8-11=01287, 5-17=3721329, 4-17=5341989, 15-17=151413493 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) VWnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) 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 nonconwment with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSIUTPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1016111 uplift atjoint 2 and 1040 lb uplift at joint 9. 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 1. QRNMMIY6. M0awn14�rynArnlle1"aNnOS115N11n}nA1pIRM1(0.VPIIIfif161W11rNn111(INIIIWNiYI'bo. loJlhy,P-Im Nuelnlnw AiiT AriPlmyllUDIn111r1F1e4n.lAnmelYel4Mm R6neRmiml4Aa,IlelW,mh WleYmrvO,r IbLID$L f.f. Imel 1. Nil 301. W'" helm, MiltIliin, rWII 60,I.pwn6tluutl nog110 nPnnnnnnpmn,AM1 fdnbetl minnillmnvFryb M1InOJA vAl Nm by 1a MNOwll.mdn PI MY,gew,mpNrAhdq mArmtuiliAM, W ne INs Tim iwm1AnmNtl,n,pnutillryol Air.,Nw,l,mwa.,a Al GiMgOrllpr,,W,onm 4 NI1G6eIn,M ICI GEeprtru11A1. Mgpmhl NeNOM A,fi.I elLiYipMipmw! 1 #34869 (minv. ealmebW u0r11i)w11'stimmlrfhm iNludSup(ugwnLlerylnfnMiw IX411rWMI 1,1`1.111aen10-1 let PomlpoiAmr, I1111efmvlkmpou3iMnnIM'e,di, m,hi,,rim kil. hqm, nllm,OmANan,mNu rRnrin 4@idhp I1WC... W Bay LnOMepMopl, nm,t,.l,`N,R.d. Mlnnq,Vhlwn i,NDIA, IxA6wbtlpn wlrvMrypm[Minn H M WIP,. AO,ryldinit-orindeloinIm 1. B.,W Nid, rl 33435 (,,V9111111 41murMu lq 11. b,".0 NO, Imwn, in, Inn, ii ,IOO,i l0ftl lnpnriNw Nm Al W lm¢✓Ab, iWL Jab Truss Truss Type Oty plyYRMSBMB AO526519 A1O Hip 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.mm 5x8 = Run: 7.620 s Apr 30201b Print: /.520 s 1.5x4 II 4x6 = 5x6 = 10Q vn Ju0 W ua:b4Y1 ZO}D Dead Load Dell. = 9/16 in 3x8 5 a-1 " 15 14 3x4 = 34 = 1.5x4 II 6WS = 3x8 MT20HS= 154a 11-1-8 10. - 0 14513 2&10.14 360.8 11-1.8 ii14 0.513 M 9-St 9-L2 0.0.6 Plate Offsets (X Y)— [2'0-1-10 Edeel 14.0-6-0 0-2-81 I6:0-2-0 0-2-01 17'0-3-0 0-2-01 114'0-0-0 0-1-121 I76�0-2-e Edael LOADING(pso SPACING- 2-0-0 CSL DEFL. in goc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.80 Vert(LL) -0.4712-14 -973 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.0517-20 >433 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 1.00 HOm(TL) 0.56 10 n/a n/a BCDL 10.0 Code FBC2010/fP12007 (Matrix-M) Weight 2071b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2,T4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2'ExcepY 131: 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-14 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1471/0-8-0 (min. 0-1-13) 10 = 1489/0-8-0 (min. 0-2-0) Max Harz 2 = -119(LC 5) Max Uplift 2 = -1003(LC 4) 10 = -1021(LC 5) Max Gray 2 = 1619(LC 10) 10 = 1675(LC 9) FORCES. gb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5034/2677, 3-4=-4594/2322, 4-5=4720/2466, 5-6=4709/2486, 6-7=-2253/1398, 7-8=2679/1578, 8-9=2755/1553, 9-10=296811664 BOTCHORD 2-17=2191/4523, 16-17=1645/3978, 14-24=84111945, 13.24=84111945, 13-25=84111945, 12-25=841/1945, 10-12=1333/2583 WEBS 3-17=413/498,4-17=-558/1302, WEBS 3-17=413/498, 4-17= 556/1302, 4-16=463/818, 6-14=-1700/872, 14-1 6=1 153/2707, 6-16=1252/2820, 7-14=130/464, 7-12=-331/667, 9-12=-415/476 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 4, 7, 8, 2, 17, 16, 15, 3, 6, 14, 12, 9, 5 and 10 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 13 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chard live load nommricurrenl with any other live loads. 8) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1003 lb uplift at joint 2 and 1021 lb uplift at joint W. 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 ��YFIXIMt.1kraiumdihnre.nrLnoo1nu59sj1nnl}bYmuuYflmuolnon(161ounlTURglnYonlloslYfer L..Inarly+leWevelo„rJ,:uremnaluJ,mo:fy0n.gh00JnEnelwd:e,FCld<"veumklneuu 1,yanmlaw...Im,YnWMI,.h1ol.k. JUOUS IfF, P.E ' M1suxoA.eu.n.monbrvx e.ue„w+irni.^(.sn:np.o:enlwva.^rlm�qu,.n. n.ry.e/a N.,,:•a'^I:.:e „r^' door':W.amuadeuwkfmnnaaontol'...ml.r1a,illaW." naaddedHd, vn,ml due/m,uu., 1. at lalflg41candalddlelne 0n,1,IM YndI-Mudd, We load" Do" add octal .1 EdI.NIK, 6. m!kilEsp,ele mEM 1. me vprnd 0It Dad m MlrueI DOW,1vhlinl dedi I.,i:totice e,l Ymep,kl do... ... Un d to loiYielOulat W t734869 Innnq.11dn,nw'.nnooanev+:nenenx,unnaml+anel(equMkerylu!.ovluePnprAe,wrhmdflaue,ann,awnevnyubm. numfm,M,,,re,ilifoe,wllmma Nrnno„ipn,um,o.peopiemdln„wmlvLn.ueneNn.n.Nadhe 1109Coanmevy I=a,c:olsonNo,blollace-11lnl. M1lnnw,edici.. it DOT na rilflultu°nalrold mGlinv lvlq idd.d. 11111.1adl„nenntltlaeliom1, S.W. Beath, FL 33435 (. ,,.9A11111W 1ect-hImLe,11 leredni.anaamm"rye g lam i, I"wla.ilxl. a'—sa hell W I. —Jew Do,11.. Job Truss Truss Type Oy Ply YRMSBMB A11 Hip 1 1 A0526520 Jab Reference oDonal At ROOF TRUSSES, FORT PIERCE, FL 34946, design®altruss.com Run:7.620s Apr 302015 Print:7.620 s Apr302015 MTek Industries, Inc. Fri Jun05 5.8 = 1.5x4 11 6x8 = 5x6 Dead Load Deb. = 518-in = 4 5 6 7 J%C MILar1Y o.wllt 1D 14 12 11 3.6= 1.5x4 11 6x6 = 3x6 = 3,11 = 1.5x4 II 9-1-8 147E 15 10 20-2.3 26d-0 31-8-6 38-0-0 9-141 54i14 �4110 5-2J 6-1-13 Plate Offsets (X Y)- 12:0-2-9 0-1-81 f4:0-0-0 0-2-81 16:0-2-00-3-01 P:0-3-0 0-2-01 f14:0-3-00-1-121 fl6:0-2-8 Edael f17:0-5-0 0-0-81 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Veri(LL) -0.51 16 >895 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -1.1416-17 >399 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina YES WB 0.99 Horz(TL) 0.58 9 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matdx-M) Weight: 208 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 •Except• T4,T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except. B1: 2x4 SP M 30 WEBS 2x4 SP No.3 •Except. W5: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or2-8-15 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1470/0-8-0 (min. 0-1-12) 9 = 149010-8-0 (min. 0-1-14) Max Horz 2 = -119(LC 5) Max Uplift 2 = -991(LC 4) 9 = -1014(LC 5) Max Gmv 2 = 1567(LC 10) 9 = 1595(LC 9) FORCES. (III) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-4832/2616, 34=4577/2418, 4-5=-5407/2974, 5-6=5388/2972, 6-7=-2080/1346, 7-8=2340/1417, 8-9=-2740/1573 BOTCHORD 2-17=2141/4330, 16-17=1819/4069, 13-14=11282341, 12-13=112812341, 11-12=12442370, 9-11=126912370 WEBS 3-17=201/310, 4-17=526/1216, WEBS 3-17=201/310, 4-17=-526/1216, 4-16=804/1399, 14-16=-1289/2682, 6-16=1572/3250, 6-14=-12861735, 6-12=587/291, 7-12=353/715, 8-12=463/378, 5-16=306/288 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=4.2psf; 11=1511t; Cat II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) 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) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 241-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 991 lb uplift at joint 2 and 1014 lb uplift at joint 9. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard pnn116.MwIb lm. M9.uoolMSf(lmnlaXlnnnlM1tmpoman mllmnrPb101npoIRN6rvNrl.n.lul/leyrinulmd„Nnn.Mnr.�d�rrpnlgl140LERrrLa,.,rr.mn,aeWubrx Wh:vellmLnlnd.MNo,NW'In,adw IYMMIIbWlorblppeYnH lvWmOrgr4ryn(a.,lpJglq'mnwlMubmYIDOrrpnwwmNur d W.,M1wlnpipmpmalip b M14upJM,pstdAt o"ArI ,.,0.bRIL M1b,4mrmPYtbNyrw6lw{uiM1Blry�ry Nl6vLnv IUL 3LEE, P.E Imogl:AdMl,Mnrlu,3lMdroeOnn,MOrmfumMfiMrpMnIMWtl9Brnly.blblod,tldMra4rorllLroelptl Yltlilubm11111. Iboppwdd CrNPrel mY(ullrntlMln141tloLq Nr's0.dmge,Y,411oliwe,Ibwb0.�k14RmµnrldndM WtlipMinnml K74869 [u4mM1r. l4roln,HMnIb00uEMpe,lynmtlp4elnnd M1l'vlfmp(mgw,vl Lhryltlnuetim Q6QpA6Je16(IRevlStllendnemellnr,nrJlui6nr.I%IE�bnarmpedliAnmlddw rlRe tnn Bmlon,ImvorQeGpMnnllrvq MwMmer,n6udermnel,fxe111r IIN CooNnl Bvy fnmrteprtivrwbringlppprrivur4e6 Mlm,d,plM.nivAOl rtalulPnrOnipm,wlrvnSpM1elgirtnlmogluJfry WnpebNlermmeollrlMNbIR1. BRrmm BegA, FL J]N35 IMY^Ib®111111Owl GnmL1'n Ie511.IpdwrludM,dmmre,iglwn,ivA1'NNriMlnillo Prin'aLull Wf-m,ffiinlgl.l. Job Truss Truss Type Oty Ply YRMSBMB Al2G Hip Girder 1 1 A0526521 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a1truss.com 6.00 12 3.6 3.00 12 Run: 7.620s Apr 302015 Print: 7.620 s Apr 302015 MiTek Industries, Inc. Fri Jun 05 09:54:23 2015 4x6 = 5.8 JI= _ • IS—tl6 34 1527 3AA46 _ 374 65u6 18 28 29 5x6 II 3x4 5x8 16 15 74 13 12 3x8 MTTOHSII 3x8= 3x6= 3x8= 1.5x411 7-1-8 1 134-5 13�5 " 17-115 233-8 28-0-0 1 32-10-11 1 38-0-0 7-1-8 6-2-13 0- 4L 4S8 5-0-3 5-0-8 4-6-11 5-15 Dead Load Dell. = 318 in 3x6 = Plate Offsets (X ` )— 12:0-0-10 Ednel 13:0-6-0 0-2-81 18:0-3-0 0-2-01 117:0-2-8.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.19 17-18 >833 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.62 13-15 >478 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina NO WB 0.80 Hoa(TL) 0.12 10 n/a We BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 199 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3: 2x4 SP M 30 BOT_CHORD 2x4 SP No.2'Ercept' B2: 2x4 SP M 30, B3: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural woad sheathing directly applied or 3-1-8 oc purins. BOT CHORD Rigid ceiling directlyapplied or 3-2-9 oc bracing. WEBS 1 Row at midpt 3-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 842/0-8-0 (min. 0-1-8) 16 = 248510-3-1 (min. 0-3-1) 10 = '894/0-8-0 (min. 0-1-8) Max Hoa 2 = -119(LC 5) Max Uplift 2 = -749(LC 4) 16 = -1671(LC 4) 10 = -790(LC 16) Max Grav 2 = 897(LC 20) 16 = 2577(1-C 20) 10 = 1077(LC 9) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2246/1628, 3-25=467/880, 25-26=467/880, 4-26=467/880, 4-27=467/880, 5-27=467/880, 5-6=4600/1047, 6-7=863/914, 7-8=-1243/967, 8-9=1407/1007, 9-10=1725/1163 BOT CHORD 2-18=1208/1959, 18-28=1198/1955, 28-29=-119811955, 29-30=-1198/1955, 17-30=-1198/1955, 16-17=-2567/1673, BOTCHORO 2-18= 1208/1959, 18-28=-119811955, 28-29=-119811955, 29-30=-1198/1955, 17-30=-1198/1955, 16-17=-2567/1673, 5-17=-654/650, 14-15=714/1133, 13-14=-711/1133, 12-13=-894/1482, 10-12=-894/1482 WEBS 3-18=510/1077, 3-17=2997/2076, 15-17=615/940, 6-17=1531/1007, 6-15=237/420, 7-15=-677/459, 8-13=204/341, 9-13=-385/350 NOTES- 1) Unbalanced roof live loads have been considered fLa r this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exlerior(2); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) at joint(s) 3, 4, 8, 2, 18, 17, 5, 16. 15, 6.7. 13, 9, 12 and 10 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 14 checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads. 8)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rP11 angle to grain formula. Building designer should verify capacity of hearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 749 lb uplift at joint 2, 1671 lb uplift at joint 16 and 790 lb uplift at joint 10. 11) "Semi -rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 466 Ib down and 568 lb up at 7-0-0, 180 Ib down and 219 lb up at 9-0-12, and 180 lb down and 219 lb up at 11-0-12, and 180 lb down and 219 lb up at 13-0-12 on top chord, and 4151b down and 2751b up at 7-1-8, 87 lb down and 3211a up at 9-0-12, and 87 lb down and 32lb up at 11-0-12, and 8716 dawn and 32 lb up at 13-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) 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=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-8=-54, 8-11=-54, 18-19=-20, 17-18=-20, 16-22=-20 Concentrated Loads (lb) Vert: 3=326(B) 18=385(B) 25=114(B) 26=-114(B) 27=114(B) 28=68(B) 29=-68(B) 30=68(8) QMILrp6.nn„noennlrrt,inlerlllapA NAMr61m1 N:ou W.A. AMMONS Nnpun MARIaAA0Aue NrlxvaAM,dn'q......I., M„e1.1. a WaT— On, V-q VON) duJiudµAt16..menmkk,v.. Wknnln.l,enn,ay.ro.lop, mryul44wnepw JULIUS LEE, P.E. rb„Ev9e,mu.napeI.F,vW.artnnpnlp b,,V.'1,m.'14..1 Avxinnr 1pm,p,m,.e,eyn..J 14,1.1 .1 j..+p,,,MvewAr W W4,q,9".16*uv„ dnmda A. mo Wpmm,m I. th,6q..,'11 k wly,.66n,,uoviairyr.,. 01% uv„ I.A,U.,l,m,,,n.daipry vim pon,mmRlI.... .'.111 p. Each, W,Snt: A.I.. amalCmm[ n,1w b.d'.pun Min,, N'w.dtlm,FWD .1 lmm..An, Inasda",Wtl"sp.nuen.:,Lnellne.a AAw' nmbA,.,,yvnaur 0 m. Now,ufl'^v.d 434869 tnn.M.AN.m, W. b4, An Mro.piM'v1{,Ia 1.hihm d5AMd.,(.,. kh'&mII.r160pWWWdaIn Msnl n,anm,a W l,v.el Dvd—mImlue,rump.velcpnnadAeMmin„p,uea.udnpap,u0,ee,.aLm, Wulaa.,dn,a..h, xremh. 1109c..O.l Bay (mnNvynduµvL.Ingryvpunn:wbN prim,p,tiylvaani,uplmaupfMlpniponsunsrvromleN,Mwenlviu'my Ap,rylmfvNmmumaefn,lioln 1. Boynlm Becd,, FL 33435 C."A91pI111MInnrvNl'rile.,Fl.1,p.M'melroi,dmmetl,uvyly,9i,pe0iNJ.dlwlnal,vpe,.:,,l.,M1vo Al l.ollmw, bl'mleilf. Job Truss Truss Type Oty Ply A0526522 YRMSBMB A13 Hip 1 1 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.00m Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Industries, Inc. Fn Jun 05 09:64:23 2015 Page 1 ID.IWYXblUGWVXBg9MPyEYwl7zgtLu-n8RsBLXpZ22rX4i2UAjFyV4hwOAe2Fxzx7v114z9Nrk 1st-2 1-1-9 ]Sto 1f-11.9 11L2-141 -1r0 2fi4112 J2-08 3e" 394a ry M. ssu 1 3J8 a a o i sn-1n 1 9: 12 s11-8 1.11-m 6.00 12 3x6 =5x8 = 3x6 = 4x4 = 2.411 16 15 3x4 = 6x8 = 5 3x6 = 3x6 = f15l ' 1]-2-153x4= Dead Load Deb. = 3/161n LOADING(psf) SPACING- 2-04) CSL DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.15 13-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(rL) -0.3513-26 >709 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.66 HOR(TL) 0.06 16 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 235 lb FT = G% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-16, 8-15 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 67310-8-0 (min. 0-1-8) 16 = 1499/0-3-0 (min. 0-1-15) 11 = 78610-8-0 (min. 0-1-8) Max Harz 2 = -119(LC 5) Max Uplift 2 = -699(LC 4) 16 = -627(LC 4) 11 = -761(LC 5) Max Grav 2 = 764(LC 10) 16 = 1621(LC 10) 11 = 922(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1164/891, 34=494/767, 4-5=118/678, 5-6=110/566, 6-7=-116/581, 7-8=-236/617, 8-9=-926/945, 9-1 0=1 0341928, 10-11=-1313/1110 BOTCHORD 2-20=973/1496, 4-18=217/438, 17-18=-178/275,16-17=783/231, 6-17=269/0, 15-27=-445/652, 14-27=4451652, 14-28=445/652, 13-28=-045/652,11-13=-816/1343 BOTCHORD 2-20=973/1496, 4-18=2171438, 17-18=178/275, 16-17=-7831231, 6-17=269/0, 15-27=445/652, 14-27=-445/652, 14-28=445/652, 13-28=445/652, 11-13=-81611343 WEBS 18-20=487/676, 3-18= 472/359, 4-17=6701463, 7-16=-997/424, 7-15=376/812, 8-15=849/633, 8-13=153/497. 10-13=3651396 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; C-C Extedor(2); cantilever left and right exposed ; end vertical left exposed; 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 nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 699 lb uplift at joint 2, 627 lb uplift at joint 16 and 761 lb uplift at joint 11. 8)''Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design Of this truss. LOAD CASES) Standard 1 xIMiR-0nunaMryerrk.A..,.I IONINSYSjVIlif161MI111 BUM f111061M011r1'eY1111[O4YIIErItlir6n. YerAr4yrpr�rmemlMmeurMkm N+gl'miglaP,�wltln YYtln,rL nbnrlMelYbrru. Nk...WmNeldm MlOfi,elrblelrmeJ. )g61151EE, P.E. ybnfltlMw04r4100nY rdd pJrm OnT4ryer(.r.,lrrridllrynrQ,InvdnnrlUOrTe,muurrbnrdM1rduiwlulimb9r^P^anr6 rYle4gd M,elLlrvndepMrrlee0rl08nll,eirml. MN,gnunMeetmeli9rn6M1nuldlirynlevJA,lnu i•md>nml[:neuvp,naryollho..rr,n,o.rmvmr vdroeelmnrNnr'.00r,ilm.ah,rnmdurucnm[.nrlrnlsmblrmrmdmt merwr.nurnrloodgnmuunnnmr,wmnn,h.e'.¢Nmrn.Irnrmnnnnrosw+Imhneinrn,aupolmlJr.IN,y.r.d 434869 (rmm�nJleMeutl MONr NOMNrPM6r'ivriN4nntllMl N'xplmmmvJNkrylnlernoriunt91d9klhl0eMf1(ImrtlnnrtllwpeuMpeJenrr.0ldrfimnunpnu3dlnnwd Mi,dlhlmtN yn,kw�Onirnlepmmnd4m, beml.Imr,uknenmiudeNdhr Ilo9 coonol Boy W...ripMiruirinlholrmria'mr&d.Iklm,0.,premeni,pBl rhlrlfrelpnilnnminnSpnmlryircmlvogfuilim418mFlefrmrernmee,de(nmirl111.. Boptlm Bem',R. 33435 teryrigb$]LIIn INInn.k6,In,11.4rJ.tiv JN'o ins.,iglvgivpNNebinulnArnrndnYM1w11 bflmu,-mfnlglL Job Truss Truss Type City Ply A0526523 YRMSBMB A14 Hip 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@aitruss.com 6.00 12 3x6 4x6i 4 5 Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 2x4 II 5.8 = 316 = '"' — `"'fib _ 16 15 3x4 = 3x6 = Sea = 3x4 = 3xfi = Dead Load Der. = 114 in LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.1713-15 ,999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(fL) -0.44 13-15 >566 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 HOrz(TL) 0.06 16 Tito n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 2281b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20T4 SP N0.2 *Except* B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-5-9 oc puriins. BOTCHORD Rigid ceiling directly applied or5-10-13 oc bracing. WEBS 1 Row at midpt 7-16, 8-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 708/0-" (min. 0-1-8) 16 = 1428/0-3-0 (min. 0-1-13) 11 = 827/0-8-0 (min. 0-1-8) Max Horz 2 = -119(LC 5) Max Uplift 2 = -676(LC 4) 16 = -645(LC 4) 11 = -743(LC 5) Max Grav 2 = 792(LC 10) 16 = 1535(LC 10) 11 = 957(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except whenshown. TOPCHORD 2-3=-11841839, 3-4=-564/693, 4-5=-151/524, 5-6=137/528, 6-7=-145/547, 7-8=512/671, 8-9=-1260/990, 9-10=-1331/976, 10-11=-1605/1197 BOTCHORD 2-20=941/1513, 4-18=222/446, 17-18=-103/352, 16-17=-788/354, 6-17=-253/127, 15-16=69/282, 14-15=-512/833, 14-27=-512/833, 27-28=-512/833,13-28=512/833, BOTCHORD 2-20=941 /1513, 4-18=-222/446, 17-18=-103/352, 16-17=-788/354, 6-17=253/127,15-16=-69/282, 14-15=-512/833, 14-27=-512/833, 27-28=-512/833, 13-28=-512/833, 11-13=947/1397 WEBS 18-20=-461/730, 3-18=4621388, 4-17=650/302, 7-16=-849/337, 7-15=3351709, 8-15=-743/592, 8-13=140/478,10-13=-371/418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf,.h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); canfilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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) . This truss has been designed for a live load.of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 676 lb uplift at joint 2, 645 lb uplift at joint 16 and 743 lb uplift at joint 11. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ©WaNIY .Y.nnu.mpMmdm AN VON TIUM rRiUn UNn11I'm imuolnexf(MI111n.anMIYXCMIn61Nld1'I... demlmin wlhlel,n, Iwo Devel BOB)md Me Tarns IN, l.utlnemeunikluiuec u,lu:ene.ie AeYd@Nh.U,Ne,W,k.. JULIUS LEE, P.E. ,NN,im,I—dl.Mean nk..&.WI..M,ipLlan O..dFMayl-mnlp^nm. my TOLnnnm,mm.M.almP.,.-aI nR..^n,m'rvet, MIL leanelmwvla,.ade,mnroaOD.1, mdnmI. he.s!, m,,me,, 6di,,.6mq II,", Ned ONlms 4.my1'ilm,INA.mpnDI'dA.One,Mehe, IMLmelvpml.INI.NTaI B,ry.,.LM. mtlenY Me IICM,11611.Im1b,MiOokNe! 1111. IM eppntl W MeED me my red ese.1 de lmx'mM1i.ITa ,,O.e14 hmhnim.,item . slN L mmpnB00, d at I.M.Nipn wd N34869 5m...0.11nM ML Me TOOwd Me Pmluu,Irelated N,IiIMNN,(m9mNNWrylel.ImeN 0611ffided 4111 n81n m ld.wd1..0id+rv.. M I delmeMaImuldenwddetiaaMeTm,D,,Vllrvv Wp1.0oev Ned lnagntim'aq.1..rh wil.d,rpdn, 1109 Comlol Boy Wnoopmlup L.dller4 a Mraflem,d. N T.,yD .eI.,—hN011le Melt, Pe,.Mr. Lu 5,n lminn Mot build, 111up)o4„Ilnne,." MINiJn L Boyntm Beady 33435 I.,".@11II IT ldIrvin, Yis n.1f.I"Werim dMdw.mm{6 my Imm, a platted it. silo. wmlieN honII InlMnn J.I.s 6 rl. Job Truss Truss Type Qty ply A0526524 YRMSBMB A15 Hip 1 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, designQaltmss.com Run: 7.bZU a Apr3u Zulb Pnnn r.bZU 5 Apr 3u Lulb MI1 eK 5x6 = 2x4 11 5x6 = 4 5 6 7 Inc. t-n 4un ub ua:Gl:Z4 Zulb 16 15 3x4= 3.6= SX6 3x6 = 3x4 = 6-1-11 12-t 1-8 + 17-1-817-$-75 22A-74 314-10 38-0-0 &1-11 &9-13 4-20O -7 5-5-15 8.7-13 8-76 Dead Load Dee. = 3116 in Plate Offsets (X Y)— r4:0-1-12 0-2-81 f7:0-6-0 0-2-81 rl6:0-3-0 0-2-121 LOADING(pst) SPACING- 2-0-0 CS1. DEFL, in (loc) Ildell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.13 13-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.34 13-15 >724 240 BCLL 0.0 ' Rep Stress Ina YES W8 0.65 Horz(TL) 0.03 16 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Weight: 2151b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-8-10 oc pudins. BOTCHORD Rigid ceiling directly applied or 5-1-10 oc bracing. WEBS 1 Row at midpt 7-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 68610-8-0 (min. 0-1-8) 16 = 1462/0-3-0 (min. 0-1-14) 11 = 815/0-8-0 (min. 0-1-8) Max Harz 2 = -119(LC 5) Max Uplift 2 = -645(LC 4) 16 = -680(LC 4) 11 = -724(LC 5) Max Grav 2 = 768(LC 10) 16 = 1580(LC 10) 11 = 926(LC 9) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1058/857, 3-4=499/611, 4-5=407/631, 5-6=112/497, 6-7=-124/514, 7-8=-622/691, 8-9=1244/1001, 9-1 0=1 309/989, 10-11=1488/1097 BOTCHORD 2-20=-538/998, 19-20=-505/850, 18-19=182/342, 5-18=147/367, 17-18=-77/299,16-17=-865/447, 6-17=-3131275,16-27=128/402, 15-27=-1281402, 14-15=489/813, BOTCHORD 2-20=538/998, 19-20=505/850, 18-1 9=-1 82/342, 5-18=147/367, 17-18=77/299, 16-17=865/447, 6-17=313/275, 16-27=128/402, 15-27=128/402,14-15=489/813, 13-14=489/813,11-13=-847/1284 WEBS 3-20=0/262, 3-19=637/480, 5-17=6131227, 7-16=825/311, 7-15=302/653, 8-15=-593/513, 8-13=191 /441. 10-13=305 /341 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=4.2psf, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed'; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 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 leads. 6)' This truss has been designed fora live load of 20.Opsf on the bottom chortle in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 645 @ uplift at joint 2, 6801b uplift at joint 16 and 724 lb uplift at joint 11. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design Of this truss. LOAD CASE(S) Standard QxAIXIF04,r,inRr'alnBlnp59SnI11FILnnnunYflmuomonLMOY1LfxlllOmpoiTlOnYn[Lm.11, enryr P.dmrmnlwerwN,fm, b+ip Nu.y110%nlmxrn N5Pile rt-d 116weu OrneeNM.nrnmaurnrtN¢.mlYwlnunwd JWb$LEE, P.E. pYn,MUNov11v 11rmOmbdL bet moryrlq spJryL jxllb+raewrlo0 gn.mw. plmd Mp hnhaamrhr^Rmlm4tilirylw Nr Ltlprllh,ghLw, e'N Nm MIo¢ h kmL m6+IP pLtwl+wrM.e ,M1mirynl tl10.9nu N, lafb, .npw,bliryNM4ern Hr O.M,rmArruNepmxhluefelBruM.1N+mIm N,INL4Re at, Re Inm0.21alrelrslml@r".0dM. in ua wYrsllnedReln,,. NNgblYe3Wrye,Y+ofenwwEn,9r¢ nulMRnnMeTmla R. 1R+iprrwl 834869 (nmm. Ylnmurbul61l.11Omila,tfinn11ri1rh.dlR le.,6,4 Mbry ammllw80gpr15YxelYltlul9flnndmmnlhrpemNryeowe. M 16%,i.... Fanal Mk,d6elm,pelgen,M1onpnynrgomNlnnYeaNan,minudnrbrdeMNhr 1109 Coodul 9, [elMemwlupob Nualholpfin YnFN. M1m,RyofglxnBpNIM WLigOnignwlmtlpumfginvlmoperixhr INmI 'mNlnnmentldmll,lbt BoWm Bexi, EL 33435 Lrrigb ®IDllll pMLenilGmlu,ll. lep W tin tl In, iwomrM,b oq In,r,i,pFNN irNMnMmpmnnie hun Iwllrme,drl'm Inrf. Job Truss Truss Type Oy Ply YRMSBMB A16 Hip 1 1 A0526525 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.620 s Apr 30 2015 MTek Inc. Fri Jun 05 09:54,25 2015 Dead Load Den. = 118 in 3.6 = 2x4 11 4x6= 5x8= 3x6 II 5.8 = 1.5x411 11-912 5.10.7 10-7-2 11- 1464 19$10 24-&14 3p65 36421 li1:7 a&12 ft0-b 688 a S'I 7.511 Plate Offsets (x Y)— 14:0-3-0 0-2-01 [5:0-2-0 0-2-0]17'0-6-0 ass 0-2-81 f8:0-3-0 0-3-01 (12:0-2-12 0-3-0) 114:0-5-8 0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.08 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.19 14-15 >451 240 - BCLL 0.0 ' Rep Stress Ina YES WB 0.68 Horz(TL) 0.04 13 n/a n/a BCDL 10.0 Code FBC2010rrPI2007 (Matrix-M) Weight: 211 1b FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x6 SP No.2, B4: 2x4 SP No.3 WEBS 20 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-6-14 oc pudins. BOTCHORD Rigid ceiling directly applied or 5-0-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except at=length) 13=0.3-2, 16=0-6-0. (lb) - Max Horz 2=-142(LC 5) Max Uplift All uplift 1001b or less at joint(s) except 2=-630(LC 4), 13=-843(LC 4), 9=824(LC 5), 16=-388(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 2=633(LC 10), 13=1275(LC 10). 9=981(LC 9), 16=785(LC 10) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-777/712, 3-4=-170/438, 4-5=177/471, 5-6=-165/451, 6-7=44/300, 7-8=-692/713, 8-9=1446/1044 BOTCHORD 2-17=681/964, 16-17=322/483, 15-16=438/177, 5-15=-424/276, 14-15=-226/315, 13-14=-1224/862, 6-14=-562/570, 11-12=-661/1015, 9-11=1401/1861 WEBS 7-12=220/301, 8-12=-733/634, 8-11=0/263, 3-16=649/523, 12-14=-150/464, 7-14=745/510 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=15f ; Cat. 11; Exp B; Part. Encl., GCpi=0.55; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pacing. 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) m This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 630 Ib uplift at joint 2, 843 lb uplift at joint 13, 824 lb uplift at joint 9 and 388 lb uplift at joint 16. 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 Q M4MIMr�tlmwlalnr1e NM w"n,in IN-A4IROFTRIMMlF1), NMmLMA r 101.0ITIOD,M0YIIjWlF1)I[ItlOT1061YFX1'bn.lnil]/e,i5eprernlen M notoh,NO., Tell OeilV Y^i90001 and ML5n DO, OR W... 5.1 ReW.- &n edmnn1.1Oe.01TOO,.O1,A,YnuMw 1UW3Lrf, P.E. p,b!INw11wOre+eW.All,nt0.0 reme.DO, 5"S, Ld.-I IMmlwn11p0upnn I leergmnmell e., w.1 ynmgrnp..lYl'ullw lk Wptl Delmd, III,deeileda 0. DID ,,Sw M 1.IN&51+m,mllA, bJ"011eeaKH ; mlo,m"Nomv 1ao]IAI,uMm,uITSv1NO,'n1, 14Nmi uulbrvelywlnik Gilfml h,ipnr.urtveonm aft I10,IIUklntl luidi,pode SIML lleopp"ONTW Ie, glellOle tlroeIMLOAu OIWony Morryr,urmlbl'mre,lAmy,ltllMRnryn,iliOrydlA,NtligOirywml 434869 (S.,,IRS.,lAutu llvNOwdO,pvNeOld 14dond WIN, (n{.WSIAwmOn Indlobed I, 111.1 513n d—d Woullpwlec. 1111&1... nputiYr'rc,nddAin,IXelnn M,gvn,4ml)t (piSOWTn l.S.'a,,rS-erivdefm,dq, 1109 C...1 Boy Lnun,pelepnimmylYOOpM,lndred IMfnn Oeq,lv(mmnie MlMelNdiq Oe,ipa,whenfyhminlienlnvryO:Jdy 4m4lofi,edlnnmuvdTT I D L BoyM Ednd, FL 33435 LrytlpN&IDIIII IMInnsbl'nln,lf IepMalMtlXi,tla,m,N,'o,grin,i,Ir,AY'alrMmnYh,pereen'mnhull M1dlrau✓M'o, h,.lF Job Truss Truss Type Dty Ply YRMSBMB A17 Roof Special 1 1 A0526526 Jab Reference (optionalt Al ROOF TRUSSES, FORT PIERCE, FL 34946, design)@aitruss.com Run: 7.620a Apr 302015 3x6 = 2x4 11 5x5 — 5x8= 5x6= 7 8 3x4 11 5x8 = 5.6 = 316 = 3x4 = MTek Industries, Inc. Fri Jun 05 09:54:25 2015 6-A2 11-}1aHr7A 19-0-0 19p4 26&14 J6p0 Ba-z I z10 z+n z.am I 11_}9 Dead Load Defl. = 3/8 in Plate Offsets (X,Y)— 14:0-6-0.0-2-81 17:0-3-O.Edoel (10:0-6-0 0-2-81 (12:0-2-8 0.1-81 116:0-3-0 0-3-01 rl9:0-3-0 0-2-12) LOADING(psf) SPACING- 2-0-0 CSI. Di in (loci) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.2414-26 >942 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.6214-26 >368 240 BCLL 0.0 Rep Stress Inc[ YES WB 0.39 Horz(TL) 0.07 16 n/a n/a BCDL 10.0 Code FBC2010rFP12007 (Matrix-M) Weight 198lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except" B2: 2x6 SP No.2, B4: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-9-5 oc puffins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midi 10-16 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-8-0 except (jt=length) 16=0-7-8, 19=0-7-4. (lb) - Max Haz 2=142(LC 5) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-579(LC 4), 16=763(LC 4), 19=537(LC 4), 12=-805(LC 5) Max Grav All reactions 250 t6 or less at joint(s) except 2=633(LC 10), 16=1243(LC 10). 19=860(LC 10), 12=1002(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9371631, 3-4=-382/479, 4-5=132/374, 5-6=96/258, 6-7=-221/410, 7-8=-212/394, 8-9=174/382, 9-10=210/483, 10-11=-963/803, 11-12=-1427/1114 BOTCHORD 2-20=514/1160,18-19=-477/382, 16-17=-655/530, 9-17=524/589, 15-1 6=2991693,14-15=-299/693, 12-14=804/1737 WEBS 3-20=372/413, 4-20=228/398, 4-19=480/201, 10-16=8771434, WEBS 3-20=372/413, 4-20=-228/398, 4-19=A80/201, 10-16=877/434, 10-14=198/507, 11-14=512/580 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu0=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2pst, h=15ft; Cat II; ELp B; Part Encl., GCpi=0.55; C-C Exterior(2); can8lever left and right exposed ; end vertical left exposed; 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. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 579 lb uplift at joint 2, 763 lb uplift at joint 16, 537 lb uplift at joint 19 and 805lb uplift at joint 12. 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 1 pssss"mdfsttjh,^+ As,TrnlM1WtSnLL1}nmll nrmmupllBYS(MBpnrWngnnBHlmmlrr.mnr,Nrd.y,pr�lgdrvlgnnllnbnmrurrBmigPppwlnrka,e..rulmmrlMlakrw. ubnuYmnglmrmblBo..Irm.L,eerav • rLlr,tl.nxnrdL,GmoLar.N. e.c.nonytrrlar,srn:Irytry:,.5mrw..YloBrmr,.nnnrp.rao.nm„rr.ea.:vr.ymilisrylmae;y.ela;gaun,dq:nl.aloB.ry.rtl.mt mn;w.nxnx-�+. b.Lrl,.ra;.,,nAalln.lwtllEi,um, 1WU3 LEE, P.E. Ianols.mli,Re,npuAfuYmnrBne,,Momn',wMvgyenxlaWlfap Br,iryvbnemmndArll4mrl14tlelmllulfvl udrnlML nrolpnndmlpBNryWlrntlnrlmr,itlWlybMGBYmq,bmlolurndlmeydAam,npouW,rytl an—d ,gmM #74a69 (rmrAv. llrxnubmu Oe NNndnrpmulrAPiafiwrtllMloilfxp(mprwmkleryldneniniingprthklfiYlp M9nm Mvrmel......bnrPlyd,fimnunpmiNniruddNxrdnelmn Onpoer,4'mOnipn4pNni niLm Mmel,nnn,nb,ullnrbtldnel6/r 1aa Bead%FLBny tulMe®W epenniliMLYallvnaurnnl Mfnn0.J}IgmenitNBlnrlrl(ipOrripawLrnSpvmlvrnevlvogluJdiry 1pmylepeJrngnnllelMNlnl. BoynM BeaA, FL JJOS 5i,ryYalQlundT Psah1W, IL Rai dnl,Igmd,b.q lmq is ptltirtl.Mxl numpmwni[mall Inl lmq.61q le,, rL Job Truss Truss Type ofy Ply YRMSBMB A18GE Roof Special Structural Gable 1 1 A0526527 Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altmss.com Run: 7.620 IF Apr 30 2015 Print: 7.620 s 3x6 = 5x6 = 5 5x8 — STI 5x6 = ST2 ST5 5x6= 3x4= 5x8= 6.00:F1-2 3 6 ST7 7 ST13 WS 11 1 9 S 16 I 1 2 4.6 = 5x8 — d 18 17 3x4 Inc. Fri Jun 3x6= SX10= 14 13 12 34= 3x6 11 5x6 = 3x4 = 11-74 67-2 11.0.12 11�90 19-0.0 1a 20.0.1 26M4 J6A0 67-2 4-510 O 4 1-411 4 411-13 0.&13 1fa-2 6110 Dead Load Deg. = 3116 in �$ 9 Plate Offsets (X Y)— 13:0-6-0 0-2-e1 t4:0-240-2-e1 t5:0-3-0 0-0-21 (6:0-3-0 Edgel r8:0-6-0 0-2-e1 (13:0-2-12 0-3-0) t15:0-2-0 0-2-01 t17:0-2-12 0-2-121 (29:0-1-10 0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (Ioc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(-L) -0.1212-45 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.3212-45 >699 240 BCLL 0.0 Rep Stress Ina YES WB 0.48 Horz(TL) 0.02 14 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 247 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x6 SP No.2, B4: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or4-10-15 oc purtins. BOT CHORD Rigid ceiling directly applied or 5-1-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. All bearings 0.8-0 except at --length) 14=0-7-8, 17=0-7-0. (lb) - Max Horz 2=142(LC 5) Max Uplift All uplift 1001b or less at joints) except 2=-551(LC 4). 14=-846(LC 4), 10=-767(LC 5), 17=-521(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 2=596(LC 10), 14=1231(LC 10), 10=961(LC 9), 17=875(LC 10) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-10397764, 3-4=-50/278, 4-5=-106/307, 7-8=-7667750, 8-9=-1043/829, 9-10=-1373/1085 BOTCHORD 2-18=1014/1390, 17-18=50/276, 16-17=-431 /432, 4-16=210/461, 15-16=-103/298, 14-15=-1179/865, 6-15=-297/363, 12-13=-391 t793, 10-12=-807/1332 WEBS 3-17=549/277, 5-15=-259/200, 13-15=3651723, 7-15=8867735, 8-12=168/346, 9-12=-429/479 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Part. Encl., GCpi=0.55; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551 Ib uplift at joint 2, 846 lb uplift at joint 14,767 lb uplift at joint 10 and 521 lb uplift at joint 17. 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 1 '"I G.Rnu onmRhnrnA.-A.uoor Ru59SCSMENI GHRR UPS I mIDIMM Mounr111nglrtNofilN6nnrin¢yuof dovyrprmelonmA,evbelxul5,I,.o,ugwerlrahUpjnelk49,I.,r.unxex.knlYYena umr,nux.i.. 9eeA..mrlov..nryxnrl,v¢mrr pgnkll.u,eAlnnaoonY,uH baumk,yehl^m iytpiuM1pre:rrtyMuduvgloorrnr,mmm�.INmvAIYPAn Jmrmxry,xmnlMorlmMenyrdro,indaweel,Innnrloo.Il,.NnmuYA,lp..nay'mm,Ydre,.mluq,.ndai¢eAn.Altim.,, NI#IU3 LEE, P.E. InnybilWlkpnnpYlfiryAroeonu,lYOnfr,mMrN,penly, IMbISnI q,NmebMmmetlolllrllGAr ll[Nrintl Ytll6pwervNRll.IDrvrpnAAnrlooulmglYNxerinrinn.irRhlk'AIn44mge,unaolN.,eAYtirp,kAYl.,neymuFlAYdrorldYipor,'pnxnd rQ..I InM1mrr.11.NestelvdYllelpomdnll�nin¢IvudefmndthludfyL,ganmfolerylAnoxfiwRnllpn,kdEYI11mi51[ImnelmmeAlorpn„Iloidmn. IRldrber M,nryuldlin®d Glkrdnel,al Be,ipeplmtOniprlvi+nrnllrvnMrnMmn,mhnoneunrhYdl/r 1oBaa6,NI B33 fmmnv0redupur,niglYrRNmni.nbel. RLun NrilnYlYnii NOlHr bilEolonivmrxlnntYmem(oAhenlmerylviRsr Ill gilolMlnmvnnerMrelulP I. BOYnIen BemA, fl 834I5 LRnp90AI1111Nlnnrvblu+lu,Gt Ieltl'rlinrlMJaumrN,ieaple,q LlroNArdrillalr,illenpoini,ImoI11w1Irma+-M'mlgl.l. Job Truss Truss Type oty Ply A0526528 YRMSBMB B01G ROOF SPECIAL GIRDER 1 1 Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, designealtruss.com AN Run: 7.620 s Apr30201b Pnntl 1.620 s Apr 3U 201b MI I eK Industries, Inc. Fn Jun Ub Ua:b4:2/ 2Utb Dead Load Deli. = 1/4 in 4x4 = 1.5x4 II 5x8 = 4x6 = 3x6 II 7-0-0 12-11-1 I 18A- 24-7-10 7-0-0 5-11-1 5-9E 5-11-2 Plate Offsets (X Y)— 13:0-5-4 0-2-01 I5:0-3-0 0-3-01 16:0-2-12 0-2-01 18:0-2-12 0-2-01 19:0-2-8 0-3-01 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.20 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.37 9-10 >789 240 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.09 7 n/a ma BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 125 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 *Except' T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-7 cc pudins, except end verficals. BOTCHORD -Rigid ceiling directly applied or 4-5-5 oc bracing. WEBS T-Brace: 2x4 SYP No.3 - 6-8 Fasten (2X) T and I braces to narrow edge of web with 1Od (0.131'rxY) nails, bin o.c.,with 3in minimum end distance. Brace must cover 90 % of web length. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 1665/0-3-0 (min. 0-2-1) 2 = 161510-8-0 (min. 0-2-0) Max Harz 2 = 299(LC 4) Max Uplift 7 = -1133(LC 5) 2 = -1167(LC 4) Max Grav 7 = 1742(LC 19) 2 = 1712(LC 20) FORCES. (Ib) Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2986/1869, 3-14=3199/2112, 14-15=-319912112, 4-15=3199/2112, 4-16=3172/2083, 16-17=3172/2083, 5-17=3172/2083, 5-18=-2318/1514, 18-19=-2318/1514,19-20=-2318/1514, 6-20=2318/1514, 6-7=1641/1162 BOTCHORD 2-10=1754/2630, 10-21=1757/2649, 21-22=-1757/2649, 9-22=1757/2649, 9-23=1534/2341, 23-24=1534/2341, BOTCHORD 2-1 0=1 754/2630,10-21=175712649, 21-22=-1757/2649, 9-22=1757/2649, 9-23=1534/2341, 23-24=15342341, 8-24=15342341 WEBS 3-10=64/545, 3-9=-4131702, 4-9=-617/648, 5-9=-652/986, 5-8=-115811016, 6-8=-1738/2662 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=4.2psf, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 9) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6) , This truss has been designed for a live load of 20.Opsf on the bottom chord'in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beadng plate capable of withstanding 1133 lb uplift at joint 7 and 11671b uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 323 lb down and 378 lb up at 7-0-0. 158 Ito down and 195 Ib up at 9-0-12, 158 lb down and 195 lb up at 11-0-12 , 158 lb down and 195 lb up at 13-0-12, 158 Ito down and 195 lb up at 15-0-12, 158 lb down and 195 lb up at 17-0-12, 158 lb down and 195 lb up at 19-0-12, and 158 lb down and 195 In up at 21-0-12, and 158111 down and 195 lb up at 23-0-12 on top chord, and 293 lb down and 163 lb up at 7-0-0, 65 lb down at 9-0-12, 65 lb down at 11-0-12, 65 lb dawn at 13-0-12, 65 Ib down at 15-0-12, 65 Ib down at 17-0-12. 65 lb down at 19-0-12, and 65 lb down at 21-0-12, and 65 lb down at 23-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied t0 the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-6=54, 7-11=20 Concentrated Loads (lb) Vert: 3=140(F) 10=-240(F) 4=-87(F) 9=40(F) 14=-87(F) 15=-87(F) 16=-87(F) 17=-87(F) 18=-87(F) 19--87(F) 20=-87(F) 21=40(F) 22=40(F) 23=-40(F) 24=40(F) 25=40(F) 26=40(F) 27=40(F) Q xylmu1bAl,MlY,I6or.pD. nbNnnenpnefnmuimmI}M-nhmmllrYinrYnlernllnnminoaJD]rne1LnMaI9Y,fIjrvNn uMl,lilvD[a•e.lfiuferunhxi,YNdYD%IrM�m^eIoS1m1RmmOXIri{DldrDySlanurwxrlm1unnf1pn1hn1mnnm.N.m..b.ed%rmldxtlnpFr rmxahr%lxi,apfttlpxlemMmmeWnol.Inr,enDm Dmlpmm�l%IIDOfman,Lbnm,rk]An.nrpmmLxn. Rlnunn,i+d.+:xlNrlo,Ndlel,-I ONO-n JULIUS P.E. .E. IrNl,-,N,g9M1 M11....aNNOdft IN. 1.N..do1pmIarinxx Aldr."i"A% RdYme"hrnm&n,pnti,,UN",l.,1^nf 113,1869 ,.NamUIb IDodNpo*NdpNN,SdmgA[SQ,AIkdlIDASi[Iam—Ah,pnmljudme 1 9 Bay m1fi061111yynM Be.6, F1 ]JE35 Opppg9IDIl111x11rvrv.Metln,lr Igdmi.dO,Mngim]Imm,i, pNiblri,btlr,illrvpnnn,bM1ow111WLnm.h4min,r.f. Job Truss Truss Type Oty Ply YRMSBMB B02 HALF HIP 1 1 A0526529 Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL34946, design@a1muss.mm Run: 7.620s Apr 302015 Print: 7.620 s Apr 302015 MTek Industries, Inc. Fri Jun 05 09:54:27 2015 Pagel I D:tWYXbtUG WJXBg9MPyEYwl7zgtLu-gwhN ijaJdHZG7hOpiOoB7LFLwl YA_6cYsklzRa9Nrg -1d-0 G3E 9-" 16-9-13 24-7-10 1-4-0 6J-6 2-8-10 7-9-13 7-9-13 I 4x4 = 3x4 = Dea§Mad Del = 3116 in 3x4 = 3x8 = 3x4 = 3x4 = 3x6 II LOADING(psf) SPACING- 2-0-0 CSI. DEFI.. in (loc) I/deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.69 Ved(LIL) -0.11 10-13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Verl(TL) -0.29 10-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Hom(fL) 0.04 7 Fula Fula BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 1281b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20F4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied orb-0-1 oc bracing. WEBS 1 Row at midpt 5-10, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 892/0-3-0 (min. 0-1-8) 2 = 996/0-8-0 (min. 0-1-8) Max Harz 2 = 364(LC 4) Max Uplift 7 = -555(LC 5) 2 = -677(LC 4) Max Grav 7 = 945(LC 9) 2 = 1058(LC 10) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1560/876, 34=1375/803, 4-5=-1224r758, 5-6=-1194r717, 6-7=-874/580 BOTCHORD 2-10=999/1690, 9-10=717/1194, 8-9=-717/1194 WEBS 3-10=256/286, 4-10=-119/353, 5-8=-532/489, 6-8=-815/1353 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Extenor(2); cantilever left and right exposed ; end vertical left exposed; 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. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 555 lb uplift at joint 7 and 677 lb uplift aljoinl 2. 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 Q VEAMIG. Mm RumyLhlrr6xmrwooi nu5uf6nI11701XmI REAL l CONDMONs (OFEII a.1kurnErr@url...AA, deigrpnne;Mleelnare.Or, T.— N,p^ and, n1rnd nemxe gi IF Fer exl gMrvu. WAI.. M.nrtlnelxmlo¢e^h BimuvlM I1WUS LEE, P.E. IbYttbYLnvEly Mr10p1r MreH eelnr.wrip I,—Br.,fP'i�Ilmsen,5(ur...,uh,,—t,.0 nnllnr Ym PelnwndenlWn.e�npnipldlb M I. A,, W dN,l Iblydprtl0rrnplrinudryiFdadr NBrtll,00Fl ne6rryrmwPiw41u1i91.dllrm,viAFur rv,t I-IrII. oF'l—p,i1,W'd1.Onn,Mr Oran'uml.hNrgminlbtuillhpOxipm.ulllrmrcwdlb114M11[,roeloMlulGrpndru11P 1. #34869 pnntlx.Ilnkne.A4 M100udlle pmNn Mpn@fonAll Idfm(,-1lrleryLLnn6mpnp 1ANOrd11M.ndMAm.rr-01rgrmNpAmrt. M l l- I ... ,lN ucld,inr11b1nn Fr,,lr.,Wrrgn lrpvnedlrm WmMnn, wk-1-nd,fmtl1qe 1109 Coorml soy InnnoMnlupr s rmigllA MlArrintlnL R I.,, q^(ntixn IF OnMe RAlNmlOnlp^,rxin,rflrOm Fyi—la, Mir, FIR 111111EIIMm xen Arf.W. TO L BoyMm BeaA, FL 33435 C."AMNOIN M 1M 11onmLIh,LSlC lrpelunxtl M,Imem,bgLn,irinNllelriRenrmlrnpnnirus Oem111WLnwt.blhtL4Pf. d' 4x4 = 3x4 = 5x8 = 3x4 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20107TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc pudins. BOTCHORD Rigid ceiling directly applied or7-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/Size) 2 = 791/0-8-0 (min. 0-1-8) 6 = 79110-8-0 (min. 0-1-8) Max Horz 2 = -33(LC 5) Max Uplift 2 = -595(LC 4) 6 = -595(LC 5) Max Grav 2 = 858(LC 10) 6 = 858(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (10) or less except when shown. TOPCHORD 2-3= 12097786, 3-4=925/593, 4-5=925/593, 5-6=12091786 BOT CHORD 2-8=-563/1194, 6-8=566/1205 WEBS 4-8=-282/526, 5-8=347/373, 3-8=347/373 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; End., GCpi=0.18: C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. CSI. DEFL. in (loc) Udefl L/d TO 0.32 Vert(LL) -0.11 8-11 >999 360 BC 0.73 Vert(TL) -0.29 8-11 >812 240 WB 0.18 Horz(TL) 0.03 6 n/a n/a (Matrix-M) 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of truss to.bearing plate capable of withstanding 5951b uplift at joint 2 and 595 Ib uplift at joint 6. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard' Dead Load Defl. = 3/16 in n Ia PLATES GRIP MT20 244/190 Weight: 87lb FT=0% QXApIXG�Pone Ovx�tyrtrkrtle'M has nims will GINIPAI111A A(ONEMONS(MBWI rRARIAIDDROAHO—Vvc,llu$eMemlwe rusk.!. skAk hums, Nck, pf ml MAlnAn,II le!-11,el kkew. WmMnrhedpdwAN00.+}Wds.n. 1ULIUS LEE, P.E. ',"e Jdbkafl..Me..,.aAeelme aniPFaIk,.(.e.,SM^II/lep'vnSY+udw1,laa,epnw4+r,I—clsePAnurtl vlaniryinkkeek"4 XU InJPellsk, I -Is iMlu as he dl,r.MI. Rr6i'..e "+t YY9e+fJex.ruhifryMuv sf.11,uff to+lfi!Mln ReneprelEGryelReOw,,ROrn,irJNmelgMxlMWi4'nparupr.nllreonMdtAr IIGGSIII,MIdkitlspuErwlfiL ReehWMdaelOO+1,ryhWe[dllelme.iuP�gYM'nRxmge,uenaoliwebbaipkPMRnnPntiFlryd6e4iBrrl Fngmo! i134869 Lnm4x. l0ee,nul rdielhela4+EHeMeI'vee+I P'Ie4vnrillrluJSwp(rgmlkleryldxMi+BlfBpdbkl glfl ronllAundvmxllw Mmlpolven. Rl l dePonNnsk An ml Mks dM lrvnReiryn,kMVtupLyaa=dT sc Wel=1.`neMnriuklvelgr 1109 coastal Boy tunNo®nloM'nnMgly oOMhemtld. mime NeiPFnliemiepOlmelulHhOMp+whnesPnwFmimmlvwgb4hh. MackwGdenmmadshoiiln). Boyntm Beach, R. 33435 (rN,ryYt MIIAIMLenrvWm6J1.4Pdulind Xhdww2,iegIun,ie Mtlae1n,M.Alenpe,nieb I,on Al1vIOnm.A .1f. Job Truss Truss Type Oty Ply YRMSBMB CO2GE Common Supported Gable 1 1 A0526531 Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL34946,designgaltmss.eonl Run: 7.620 s Apr 302015 Print: 7.620s 4x4 = Fri Jun 05 09:54:28 2015 BI$ sx4— 22 21 20 19 18 17 16 15 14 4x4= 3x4= 5x6= LOADING(pso SPACING. 2-0-0 CSI. DEFL, in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 (L1 Vert-) -0.0 13 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.01 13 n/r 120 BCLL 0.0 ' Rep Stress Ina YES NB 0.05 Horc(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix) Weight: 101 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied orb-0-0 oc pur ins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 19-4-0. (III) - Max Horz 2=-31(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 21, 22, 14 except 2=-243(LC 4), 19=-132(LC 4), 20=193(LC 5), 17=-131(LC 5), 16=-126(LC 4), 15=-149(LC 5), 12=-212(LC 5) Max Grav All reactions 250 lb or less at joint(s) 2, 18, 19, 20, 21, 22, 17, 16, 15, 14, 12 FORCES. (lb) Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf;BCDL=4.2ps(; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Extedor(2); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSITPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21, 22, 14 except (jt=lb) 2=243, 19=132, 20=193, 17=131, 16=126, 15=149, 12=212. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ©Mlu:m.qun Xarwnlne,rt.me9.uoarnWB 911n1.IRRAunuRmmmon OmaunrmngAflYomm:rvrer lm", rnEprusornnes..IrminlnnmiannDo, 4n.Infllvl.1..hWs l,,ILWmmeLalhMeen Wlrmneniw9drlw WID, nlYmtar.wvr JULUS LEE, P.E. p61121 Zd lv XeNWe I1 1.Au0nr W+il^folryn(re., frmaul,b➢mru1,IMwlnuYlfBrprnnM1nmepleneelMrrdmvndegwm.....n N, b IW dregs A D.,gNT-1 d,x .k,IMmIr,ndn It l.lArhupovuwprm^t6Nryrvilhrm wYOl.,W.I. dltiJmS IamYlulfigir Xemreenti4ryalXr Gveer,XrNVM1 W6rvtleprgnlOrbJE'mpgrgvr,gllvav1.41Ieliem, llGXrlmlhilE6pwErnllfll. lAeeppnilAXrmhwloYrullevMr4wx PtlWiglmfl'mp YngShurllellwonlY®RYra6 Xrn,pnXOnrYme WiYipWril^amJ 034869 LnNaW. AlemrmwhOelYBmdXrpnrhnnlpWliaWI4LJf e4^genafkry dmm�lwpnpprlLkllrltl mNllAuadnmrelbrpnrvlveWar.gl ldIsntlue1109 CavAal Bar [mnmtePeetrrwunMglyoAMllvhrdrrd Wrfml Poligblimni,Mm Xr1rBolpnlvnrrlruntYWmlMlvelmeMluiEaA All%ileAMXrneXn M6NIe IqL hyalm FL Beath 33435 reppigYSNIIAIAmILvnMuMrlrr,11. 4FletlmlinolN'n tlmemee,6oglwn,i,peXllleE.'aMninmpnm6unlnm111mllrerus.bliwLtrr. Jab Truss Truss Type Oly Ply YRMSBMB CA Corner Jack 6 A0526532 1 Job Reference (options)) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.00m Run: 7.620 s Apr 30 2015 Prim: 7.620 Is Apr 30 2015 MRek Industries, Inc. Fri Jun 05 09:54:29 2015 d I-6A a LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) /deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Ved(TL) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 6lb FT Is 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 1/Mechanical 2 = 164/0-8-0 (min. 0-1-8) 4 = -8/Mechanical Max Horz 2 = 114(LC 4) Max Uplift 3 = 4(LC 5) 2 = -237(LC 4) 4 = -9(LC 10) Max Grav 3 = 24(LC 6) 2 = 175(LC 10) 4 = 32(LC 4) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exteribr(2); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Ot=lb) 2=237. 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 a mm:xc.n..rommpAm.S+m,buomnuws6mnlmmnrutuovauonnmongnn4lureoanv6fmmri.m.map,anrv,m,1,m.a.awm.mia�m,ominBmdmPvumamarmu,an.ra�ow,vmlwm,n,m wla,aw.imnmdo,mmq.ryuud,..m JULIUS LEE, P.E. rnM1,aemEeuvJlnro.IW nM.erd.l„m„onTfm'mnr�.+�PimTny+.mFlLvm„mrmO,Fl,nn.ni.v�,albrrn,Wk,o1'uenb�nP.IbarbiYa.anaro„'ud.u.uaTmrae,MNowlr,Mim 1. maedrn,wM^.VbaN�ia:.twileA5rysfu,.auR,Gvn B,ne:lmri,n,inr•uar�nuimo.nn,,Iso.mr,comma.vvlmmewwmow,gm.:manmamnCmeiu.ml,so-so.v,a.•amt.n„rpmam.momamriuiammmrnnmbla#34869 6rme.. PI aen„...... d,f6dI,. 1109 C.., IBay 4MM.®N,runminglydr.nnimbd corm,htinrvp,uLF'olmemlrero.npm„4,nfnrcnyi,eab.mmd^F m,glmWdmmm�a,lidiJnl. Boyntm BemA,n 33436 [.,gMt031411.a IFM hMMI,Ergd.,intln'n4mn,iemlmgi,ry.M,arM,tlnRlnpne,wFn11 r.irm,mblim4alF. Job Truss Truss Type Ory Ply YRMSBMB CJ1A Corner Jack 1 1 A0526533 Job Reference (optional) Al KUUr I nwxa, rUKI ncnl.q rL39 0,aesgnVNanNss.WM rtun: r.oeus npr J. murnnr. r.oms LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TIC0.18 Vert(LL) 0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) 0.00 7 >999 240 BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 0-11-11 oc purihs. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/Size) 3 = 4/Mechanical 2 = 166/0-8-0 (min. 0-1-8) 4 = -15/Mechanical Max Horz 2 = 114(LC 4) Max Uplift 3 = -4(LC 1) 2 = -255(LC 4) 4 = -111 10) Max Grav 3 = 28(LC 6) 2 = 188(LC 10) 4 = 42(LC 4) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chard live load noncencument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=255. 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 rn Jun w ua:ac:ca m In PLATES GRIP MT20 244/190 Weight: 6lb FT=0 /] Ytlrore.11e"mmyllYn,inn.4.noonM4flM1fnlij, 6lVnWnNSlmpolnons(4IIDunfaumpnucmmn.rnaYEdg.pe.xemml,mlWmnmhun,m;Ippa.iry lD,�oalNblb10.r1.r<h,eneL<n Lbema mm,.rovnm,Nme.m[IDD,mhulln,wnMr �h�ma.vMmNL,le.avls.md. e.c�„a,yrrmnf...Ind'R.wnl,m.nw.,nlvb.r•,•nn.,.r....IULIUSP.E.LEE. P. #34869 ImenlelEnnsne,ormiM,nmMvnm.Ibaa,4ulMmN.Oam,la,lAlSn Dn'M.Nu.,ommnm.n[ro.oGnNvm MAEvpmEememL A.gr.mdm NvmLrrnlrunnnarvu,'uAUEmrn^Imn,m,wso,lewminmltmeo-,hllemum{.eudirydlMmikel Dnilortm! .I c.. (an.na Ibmaubd'u 11tNDmIMp,Mnnni AileMwW Ib EYrnptgnenkl<rylolx®nwil(fppd6ke0Ymlai9Gmrtlemrtlm,lem,olpd4m,, m I@Iln,nrn,p�NblineEtlWindroelnn0n¢n,tm,0di6ofal+mnll,mNmAMax,mN,uronnnlefioetlh. 1109 nudFBoy (mM1.LpalulvnnwmglYOBrnrvnmYnl MIm,A,il,lel'^m,i,N010elilfnl Dnipa,.I,unSY,lemlgi,minoryludein4lNmpduhMnwertnmdaaie101.. BoYnlon BeotA, FL 33435 LnnpN»1111111MT,,%—Vas ia.11. In odaimtln'nem.nn,i,I,bl'°aI'InMnnnnlnlmi„inM1e.111mllm,m,�E4u,lm,lF. Job Truss Truss Type y Ply AO526534 YRMSBMB CAB �Ql Corner Jack 1 1 Job Reference o Tonal AI Kuur Irtuo=., rVrtl rlertw, rL.wY1o, ue-wawwa muaa.wnl 6.00 12 2 f T1 d j B1 d 3 d Q` 0• 3.00 12 3x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(l.Q -0.00 6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(rL) -0.00 6 >999 240 BCLL 0.0 Rep Stress Inc' YES WB 0.00 Ho2(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 6) Bearing at joint(s) 1 considers parallel to grain value BOA CHORD 2x4 SP No.2 using ANSIrrPI 1 angle to grain formula. Building BRACING- TOP CHORD designer should verify capacity of bearing surface. Structural wood sheathing directly applied or 0-11-11 oc 7) Provide mechanical connection (by others) of trussto purlins. bearing plate capable of withstanding 100 lb uplift at BOT CHORD joints) 1, 2, 3. Rigid ceiling directly applied or 10-0-0 oc bracing. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design MiTek recommends that Stabilizers and required of this truss. cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. LOAD CASE(S) REACTIONS. (lb/size) Standard i = 36/0-8-0 (min. 0-1-8) 2 = 21/Mechamcal 3 = 15/Mechamcal Max Horz 1 = 42(LC 4) Max Uplift 1 = -15(LC 4) 2 = -37(LC 4) 3 = -16(LC 4) Max Grav 1 = 37(LC 9) 2 = 28(LC 9) 3 = 19(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) - Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; End., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. PLATES GRIP MT20 2441190 Weight: 3 Ito FT = 0 xrnnr.flue. n.,nd.hna.aeranoo lamrvwrLawnu wal. MORAaeffd,uvr,-r.,.a.lotc. em 4mon�flor,.wlnN.dn,u'.e,. I F,W UNIah.ac o,dn,m.d,. oad.mlco,.hdnd...m 1VOUS LEE, P.E. *e,1016..un Y.Non W.H.l,.uun W*Nice. N,s'10-0.4he.d..groo,con.n...rmn.dAp.n,u.1.e-6'col.,Atlnp..ieq....NO, rr.,yd.lnm.IUD ,.h'.km 1.mHape„o:pM1q MUlratiro.,, Wld4rnln.dra,u., Inorlmsqu ...... 10'a .o.nwo.d,mm.o-ea.yminm, Lmal Dns.,.dn,ade dro,uem.nCn,IndbA:rad, mml. #34869 (..I.n.hIId.mnll,I9U®lH;Iahnnllutle6.,dldbddpl.vgvz4Sohrylolveufia Afl7Y,hGM00pfl WflGm,d,rm,eilv,pmlpidnre. m I defcesta nib1finaddAndl, Inn Aeumv,Lm0.6ehoiunnllrvnWmlmue,,wYmgenii. nPody. 1109C00001 Boy rmmnopneurw:nlrmlyeY,.rc,a.cod. Baynem Beech, H. 33435 50.mcmul lwn.nrvbra L.,, rl. Iryd.tl.dM"a.ram.v,.glu..npPrJxnitiA.nnll„fnmGnno.n IMun„:armm,a Job Truss Truss Type Oty Ply YRMSBMB CJ3 Corner Jack 6 A0526535 1 Jab Reference (optional) nr nuur mwD unr ncn,. srov aryulou uuaa.wm RUI I. /.ON a nPl . U LV I rl lrlt. I.D<U 5 Xllr . U LU I D MI I Cn IYIUUS neS, Inc. rn Jun uo lly:Jq:3U zuio 2x4 = LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ved(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(fL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Ina YES We 0.00 Horz(fL) -0,00 2 n/a n/a BCDL 10.0 Code FBC2010rfP12007 (Matrix-M) Weight: 12lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 56/Mechanical 2 = 209/0-8-0 (min. 0-1-8) 4 = 26/1vechamcal Max Horz 2 = 200(LC 4) Max Uplift 3 = -114(LC 5) 2 = -374(LC 4) 4 = -88(LC 5) Max Grav 3 = 78(LC 9) 2 = 218(LC 10) 4 = 44(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except whenshown. BOTCHORD 24=-328/221 NOTES- 1) Wind: ASCE 7-10; Vult--160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; End., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 5) Refer to girder(s) for tmss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=114, 2=374. 7)"Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Qntm14.r4emronm91,re,n.rMMmN rompWr} NmmmmmXomMlMewlfrMllAmemm6minn.u. eriyaRs.Pserruae,ruawnanrcu.noranpnMnoTjml➢<ife, n.,ruaerr.r Lnrkkeuu. urmrrbannmelwneloo.edYNlnunvr,rn jeM„eroGnrelnrermonwnln b.lnnd,irolmi.n0.i'W lr0rFrra.^.^a.A:.:pr.,rmaaNYlmrM4y.al:,:gLun, IryarE..M IooWY-M1.n.bap.nw"pn�txayr.En:n,wunairy.l unalFarn, JWUS LEE, P.E. 1. Adi6yl,nrr.1,11Ktte Y.mr on.,n..rf,ruMvrlromlerMGaAIMI.,11,nnmd e.u[ nm., d10 l, M I., ..dM1.U.mrmmlA,.1.1W.reaneln,ii.1111.1.1umn,.umnanprra nmy 041w.,mp.rrtiGll110, xiuirr NIII..1 N34869 (w4nM,A1.0nssbW011rIpU.ElklraimollaeknalY4Llil Lrmoenfoleryl.Xero.rlw11611pak,G11Y1PnIfllAunanmrdbrpenelpJ6me. l0lEefoe,Xuny.ul&Ga.IM'xul tlelrvn0etilon,4nrpetipGO^,nrrdhw M,mltlaetnL,unnrinlrrnalr. 1109 c...1 Boy (n...PnIbpxYniAmIYOIIpr4,inAre6lMlnnp,iryfeliudi,MOInrIS.fmlOrnp..InntY,,,m[mixvlmemluiJror NholilainlnmmnLainlulP I. Boynrm Bnad, R 33435 f,,.070101 WtmnddmL,,IL lepablp.Irtn Wnq,mo.i low,igekMrlwManitlenpnnnJx Aem111mIL.u,�bW,Ir,,lE Jab Truss Truss Type Oty Ply A0526536 YRMSBMB CJ3A Corner Jack Job Reference o ianal Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@allruss.com Run: 7.620 s Apr 302015 Print: 7.620 s Apr 302015 MITek Industries, Inc. Fri Jun OS 09:54:302015 Pagel 10:tW YXbtUGW VXBg9MPyEYwl7zgtLu-4VNVfkcCwCxm8kOO8Muk_t_2EjwBaw7Yi5d2Az9Nrd -14-0 2-11-11 ' 1-0-0 2-11-11 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2010/rP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 60/Mechanical 2 = 201/0-8-0 (min. 0-1-8) 4 = 29/Mechanical Max Harz 2 = 200(LC 4) Max Uplift 3 = -110(LC 5) 2 = -231(LC 4) 4 = -8(LC 5) Max Gram 3 = 90(LC 9) 2 = 224(LC 10) 4 = 50(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;.TCDL=4.2psf; BCDL=4.2psf, h=15ft; Cat..11; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. ITT. i CSI. DEFL. in (loc) I/dell L/d TIC 0.18 Vert(LL) -0.00 4-7 >999 360 BC 0.08 Vert(TL) -0.01 4-7 >999 240 WS 0.00 Horz(TL) 0.00 3 n/a n/a (Matrix-M) 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI t angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=110, 2=231. 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 1cs PLATES GRIP MT20 2441190 Weight: 12 lb FT=O% 1 mnnB.nmu"El,n,W.m"I 100r1nSM rm111r1 of Allm. mppnlon or WHENrMalmgoiRNsmennn. redpnyn.a.dm m lh 0,.M1'. eiTo,e.yPo%rid hh,legl.udnn.5lMmnnn. WanMenknMdn cdpgmrybnd.T. /UUUS LEE, P.E per,6au.1.11. lie NO..1.Abrl,onN,ynuMn(u., fPniry N..4auanngTU."-nn mnPm.dlAe PnniMmineq,.,pry4gry4 NdNp. dmnbol.Tm6,ildn llNpo.ry,nA, MI. n.pdv�*wmr,�,.bdiq,.Luien T.11, d.. IN, kn, Inarldl4,rhknnPMlNryallh Onn,MMwi,MMikNpmLlImmum,M1,i1^n.ie0,1.0 d,bll( A00, MINbnIA.ned,ndlfl I. Rr9pnb10r N0eWnikeMmulRein,,,'ndWiyMfvp,4ney,h4enml,rplbw4dd14ronewnOPa]dM1uYlWpnyonnl 434869 fngreu.Ipnleubetlh M190ndHrriuAn,ml pilehnAlhleiliryrmdeetlUkrylduwtiu Rl51 rd4ded¢III nISttlun,Invdh,pmdlu6xr. Rlldef nliempmifAb,mdlwisdlNlnn Oe,irea,Lun UripoLpiemmllm,Nenlenv,nbulln.inderuelgr 1109 C..".1 Bay 4nlMopnl up . s.niq TO ,, ivbA NWED 4lbrt,isN0114rltlfrygniOaPlnu SY,bm[nlMalsogiuiMb¢IgmrilWrcNlnnennlelhtlblfl 1. Boynim BeiI6, R 33435 LIlIIb9]IIIIIIMInnrvb6o,]e411.lePNN'urdX'ndnmmM,00gloio,,ANBI,IN0o4nYlmpeni,4aneaprol4m,e✓816,br,rf. Joh Truss Truss Type Oty Ply A0526537 YRMSBMB CJ38 Corner Jack Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL34946,des1gn@altmss.com Run:7.620 s Apr 302015 Pard:7.620 s Apr 302015 MTek Industries, Inc. Fri Jun 05 09:54:31 2015 Pagel ID:tVdYXbtUG WVXBg9MPyEYwl7zgtLu-Yhwg4dggV3iUlJayst7HBPAfe2Fw1 A8nMrBaa9Nrc 2-11-11 2-11-11 3x4 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.01 3-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(rL) -0.01 3-6 >999 240 BCLL 0.0 ' Rep Stress Ina YES NB 0.00 HOrz(TL) -0.00 2 n/a n/a BCOL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 10lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-11 TO: pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilmers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quids. REACTIONS. Ob/slue) 1 = 10810-8-0 (min. 0-1-8) 2 = 69IMechanical 3 = 39/Mechaniral Max Horz 1 = 128(LC 4) Max Uplift 1 = -63(LC 4) 2 = -123(LC 4) 3 = -22(LC 4) Max Grav 1 = 117(LC 9) 2 = 94(LC 9) 3 = 52(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wlnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=o.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of hearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except Ot=lb) 2=123. 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 QXnIX4.h.nroo.""hmXr}INOT TUMnEnl mml nduf uoumnms[mounfwnq ArMsea04r W.vnur ewe rr.hhhed.W..nis,um,onhenr.gpoq.ew}uan.eunne.. sem}roan.m}nero.drrnmdoeenmu,r.ryXarvr,n.mr 1UVUS LEE, P.E. perm4}er.elnnaoBep.a eeun,uw•Inarr P.espragbpr.IXenanonloorm.w,nnrpa.ealeepelnuem�ir•:vrnrm,miarxa.drweame,.flnndn:nensmoacwrrml.}}w•.n.rrX,,,lsarnar'e,,wm3lryrn.armunr InppJl!'u11,MrnpnnaAraAr onrr,Meo.nrbNMoel r4nlnMWiXgBnimgierl<nmmalnntmrn[.melmleaHn4re}.emL mwpnatlroeNomlgm4nrdnrtrn4h0enellvYlaaa+rne,uneuellmnl4®IeMlrmererpnatl'nlamtluiXin@alp^mi 9C...I [umhs..dsnix ehs,11d1r Xeprnn,ndleosee vs jhois O[MunblM phve Tupnllryl6MerrlhodMenAflnvdbiess,oudflmI[PIT. Xererpnv1i41inketrninAXrinn Oniry<y LnrBNp4mmm�eLen.4mlxlun,n4nelleniudrkW6y1 11WC TO lmrnoprndupeinirinly,AprkJml.tl. M1lnn Urynlnlinair F01tte1lrool M1euryurr4m[f10uEelirenlvnry MtlEFp Illoriloll¢elmrmnddnNie01. Boynhn BeodS R JJCJS [gpyXBTlllllnl lrnmlJu+tn,r1. LPtl+essel e.mrgeglm.,i,p}tiM1bi:Mninnprenu M1UII InNnwb}Ib,L51r. Job Truss Truss Type Ory Ply YRMSBMB CJ5 Comer Jack 2 A0526538 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946. design@altruss.cem Run:7.620s Apr 302015 Print:7.620 s Apr 302015 MITek Industries, Inc. Fri Jun0509:54:312015 Pagel IDJWYxb1UGNNxBg9MPyEYwl7zgtLu-Yhwtt4dggV3iUlJayst7HBP7ze2jwl A8nMr9arz9Nm -1-4-0 4-11-11 140 411-11 I 2x4 = 411-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.30 Vert(L-) 0.02 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(rL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(rL) 0.00 2 Wile n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 18 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M7ek recommends that Stabilizers and required cross bracing be.installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 99/Mechanical 2 = 2961041-0 (min. 0-1-8) 4 = 44/Mechanical Max Harz 2 = 288(LC 4) Max Uplift 3 = -181(LC 5) 2 = -303(LC 4) Max Grav 3 = 136(LC 9) 2 = 336(LC 10) 4 = 75(LC 3) FORCES. 0b) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=552/347 BOTCHORD 24=695/803 NOTES- 1) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Extedor(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate gnp 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 nonconarrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=lb) 3=181. 2=303. 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 naruB.rwmX.a,ygr,,:.m:uawnmvspm[gmnmWIWI("omon anovnpumlunwmpslluerl.nnnure:nlnwx,a,lr„mm.Icamm,cro,mints%.en.>v:nn,eudx..,unlwl.,n. W,...n„md.napo..ryuaan".m Julius LEE, P.E • Rlmm�b.nnl.mnm.b.all,.un,o.rylmre�P..sFlialy.r.rylb"d...lmonrn.un.npn.all.r.o,;:.lxi»'nnrnr�wylx ro.wrnln;ynu.r,r.r:w.n.Iw.ry..brnll.mmr.,,mpl.,,Iru.P�.b:.,,:lor�urrm.dle,l�.n Invryn l#Ii,n+mpnrmrmtlluo..nbo.timnr.vM.s•merm.uleal X'rT..umarmllm, IICmIII, m Inmwuun•ev®eml.m.ywnann.Imw.rrxlln..Inetnn.Ixmng6or p,unnnuruoNiwuemx'mnanbromnwvFArynro.uiuwlmW^nnl #34869 tmnxlx Al...rum:mloo xen,i ,S";hDo l6.ru:arEkkI hm W srtlnntlnmrl mrponAluev..IN) MO ...... uEiFllxmaW'nrAnolmaOVApa,Inu0.;ge1r0o,nntumW.rMxer, NOMmivaeluNh, Ilo9 too,ro Boy ImM1N.Pulvp.uoilhPlr.ArrN,Wtln6lblmrprprelinn6MOM.btllggrgmximtlpOm(ori.enbeqluJlYn Atlurilo0ellnn, x.nlrfoelelfll. Boyrnm Beo R33435 fry�nlMSalllll.l lnm.blir L511. tgol.IUlni,EnnO,beplvAir FlliWeleAurnimepxu,u.M1w1lPNlmm.bl'nrin,M Job Truss Truss Type Oly Ply YRMSBMB CJ5A Corner Jack 1 1 A0526539 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620s Apr 302015 Print: 7.620 s Apr 302015 Mifek Industries, Inc. Fit Jun 0509:54:312015 Page ID: WYXb W GVUVXBg9MPyEYwl7zglLu-Yhwh4dggV3iUlJayst7HBP5Te7Jw1 A8nMri3aa9Nrc -14-0 4-11-11 14-0 4-11-11 01 3x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.39 Vert(LL) 0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.07 4-7 >844 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2010/FP12007 (Matrix-M) Weight: 18 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural woad sheathing directly applied or4-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 ' = 113/Mechanical 2 = 268/0-8-0 (min. 0-1-8) 4 = 58/Mechanical Max Harz 2 = 288(LC 4). Max Uplift 3 = -203(LC 5) 2 = -265(LC 4) 4 = -19(LC 5) Max Grav 3 = 158(LC 9) 2 = 297(LC 10) 4 = 88(LC 3) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=4.2psf; h=15ft; Cat. 11; Exp B; End., GCpi=0.18; C-C Exterior(2); cantilever left and Right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIMPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=203. 2=265. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard RANnna4.vb,en.vynlne,inmr1.11001=5111tullunit RUSI(ONDRIOMMIONRIiunnulvamlo510xr Inn vnap,y.pvr.mnnexervdnmwnl,lrmoaipmerillloDlmeaeyleenlLRAnme vo Glmew.uric,eller.imnmelnmaoo.eoM1wuhevnM. JULIUS LEE, P.E. phlenwtlbvxElu OeIDOM1Yrrk.bv4mnnilnEgiw lu,fpiMl Lpsu¢IMxAnol NOupessmwvrnpinnvdlbpinwdenjmuyrnpeuEiliryW 6ong'11M mjvlrm, dgM..W.4..kr RI I. Tmd idotu -,Iii.,mil,, mid." alnv WI.Or lauyl'iNigivAnn..tir ,al. OneyMOnv,ftMlNNepemm lM b1d., N,.,.ml m.w III K WK, de Im b"top Idmdill L a,vpdnd d Ee NO nbrrnllmoI..Irv,yldulivlhvM1kp,umvp, i,YMmmmdbom, Ag Mlney 014, dN Mllih Ongmme V34869 LonW.. weoeneled'minelOUmOMµ¢bvuolµidelmndlMluiLig(wgenEfolerylolxo¢nwnnll µL4,MdEYlll vdfl(1m,ddmldklgnrdp,kure. IN 1109 C..W.I Boy W..gnOupeawriighdl Nrllgo rid. 0. lrvm Ululn,.ogION, Win,Omipen In S I,m fnlneeLVM wdOdb ll1,1A,dlnm,.e M.a.In 1, Boynlm Bemh,R 33435 6,0,1I® nI1111.I 4mmuMuvlg161e1 e..IIII dw ,,Neq Mrynpv4i0ne1rilbtlrrill,epnniaimM1vn 111.1 lnnn-MM., lE Job Truss Truss Type qty ply CJSB Corner Jack 1 AO526540 Job Reference a tional III RVVf IRVOOCd7,fVR1 rICRtiC, rL..,I IIu]i.Wal RYII. I.00U. tt(JI.IU I 3x4 5 MI I.. In-usitne5, inrn Jlln W IPa:r .jz Lull LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.06 3-0 a993 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.08 3-6 >768 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(rL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight 16 lb FT=:0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or4-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers.and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 as 182/0-8-0 (min. 0-1-8) 2 = 118/Mechanical 3 = 63/Me&anical Max Harz 1 = 216(LC 4) Max Uplift 1 = -112(LC 4) 2 = -210(LC 4) 3 = -27(LC 4) Max Grav 1 = 199(LC 9) 2 = 160(LC 9) 3 = 89(LC 3) FORCES: (Ib) Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wrnd: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; hat 5ft; CaL II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate gdp 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 par bottom chord live load nonconcunent with any other live loads. 4) • This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) eeadng atjoint(s) 1 considers parallel to grain value using ANSIlfPl l angle to grain formula. Building designer should verify rapacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) 3 except Qt=lb) 1=112, 2=210. 8) "Semi -rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, LOAD CASE(S) Standard QIIUXIu6. h.uRna{IrwbRrLuoomaII Srnn1lnnnmYSAmeomon NtlOYnrNIryrzYBnl0nWi1'L.. maredpnlzlm Nmaxln.INumm�i}on.4I14N••En66dn.nldmneLnnl.euv odn+tlbdu,lndnmmo,urykll+am. ILwhtlbeulblbl0o,ebr8lvlm,Oniaej.n(ra,lpi lllryiv}M1udmwl nou.mwnvl�ed M1pdnWmnl+n9rnrvuY'yb M14ipdut+iglrlrnelgiddobIDOaLdn111l NMiynunp4,,YyrvitwtvoeWry.luvdltiWm mnUS LEE, P.E. 1.eryldngi+nuarye+3AiryeINBn,r.MonneluNM1Ntlepmlo,Me YllaOoe+iorn.bMuNuld1411[0e11[MIndEEoMMilnEemIRIL Be%purl dne [Mal aYfitllomtl 1Jms,w,fitisai40ery.Odsida ad bro0.+h11eNnePe+ililni 0".9.4,"Mad N34869 tmw. Almmadednlblopvlrlyn+finaulpbdiendlbrodEvofeo9o.d'deryltlwnno.11@Fdrb11Y1Bn1SBAundnemellwremelpYv.e.IBIIIfnnlhurpeullibrmll+dndtlelrvn0euev,Lmlo,+'gJoviuerNl,unWOAlrtau,mYnennvbl4Po,lhe 1109C..Ol Boy MI.pMuMbwinglldI,r%sadv641m+oeJpfel'mnuolneltltl4lonipmwlm+lpnmfainvb,gluAl.p Masotti ern.en 1.01.7111. BoyntonBm<M1;h. 33435 ferynOb 9R11 AI 1W T"mtW'.tlq II.IeplmleednndnsJ,i.l Is, is vAMnnlmpnivu Is, lellmm-lama IetE[ 111 r Job Truss Truss Type oly Ply YRMSBMB D01GE Common Supported Gable 1 1 A0526541 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL34946, design@altmss.cem Run:7.620 s Apr 302015 Print:7.620 s Apr 302015 MTek Industries, Inc. Fri Jun 05 09:54:32 2015 4x4 = I Jzv— a LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/den L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.01 9 111 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.01 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horzf l-) 0.00 8 We n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 53 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with StabilizerInstallation guide. REACTIONS. All bearings 11-8-0. (Ib) - Max Horz 2=-26(LC 5) Max Uplift All uplift 100111 or less atjoint(s) except 2=-240(LC 4), 8=-245(LC 5), 13=-175(LC 4), 14=101(LC 5), 11=-175(LC 5), 10=101(LC 4) Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 14, 11, 10 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=4.2psY h=15ft; Cat. II; Exp e; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIlTPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearingplate capable of withstanding 240 lb uplift at joint 2, 245 lb uplift at joint 8, 175 lb uplift at joint 13, 101 lb uplift at joint 14, 1751b uplift at joint II and 101 lb uplift at joint 10. 10) Non Standard bearing condition. Review required. 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 pnmN[.nnnnm.01,n alu1.1nom1144f15[tltlj,4nmuOM CONDITION MowlOURIPI1NOTTIUMbnr IN I. rniir I nNO.-ImaN,..nu,:4,Jg4n.iaPOB rolwLlN,ler,Il.In,lenrfMnkLen.. udm.umixsmd.. m,N0,mhu4l,NN.r JUUUS LEE, P.E. 0,. MW wu. n,TOP I.b..W. IF.7 N4I e.0 B,.I,iNrI,pN,.L rN.1 nnyloor,rr.wn.mupm AM Fln,rimnnls^^vrnp,miArerI. k IIINIlII,d,NEm ro,IOD.T,NN.711.IAE.dr^,"'^PM NON, FIN1.-a lxarn, Lml+d&q^ ...... tlyMrora.m,k0.o,dmlMirze.a,^r.IMa,u'mv0„Rm.imervmmlAlnR(.m,ocn,laAEviuNruWmElnL ne.rynrmm, 20m1ui&urvnnnm,t:eNmrN^II'nL:mren.w.nmY®umro.,WIWrE.,nµxixgrdmrulr.I W,R^^.I n34869 ImrMx. ArmWmmi nlWNNmNn,rmn:mW,Nhilm,al WITH.,oNO-ItSonn mmn*npapynhkahmm+uuu, runemu re.I.wim,. Riu.,m,rmpcNmneneai„nnam,onyn„dr„o,uNnuNi.m.nnau..nn",,, ni,n,rtmn,rrtfenh, 1109 cooml Boy (mumvprtelepnbn'uim NY.11wrimu.ohrd INIn„W,plrpani,NOl ro,lsgi^1Bnb,n.I.,Sfpnm4l:emlmm9lunGoy Ilhvpilo4dt-sve ,INNh1111. B.,. Beaty R. 33435 Iry1n9b$M1111W rn-.., W4 rl. ITn.11mrinktl..rum,:..rlu",,p,etiMdrilAAnill,rin%ulnb.111ellln,m-hnnln,ll. Job Truss Truss Type qty Ply YRMSBMB D02 Common LbReference(coptionallA0526542 At ROOF TRUSSES, FORT PIERCE, FL 34946, design)@altruss.com Run: 7.620 s Apr 302015 Prim: 7.620s 4x4 = 3x4 = 1.Sx4 11 3x4 = Fri Jun OS LOADING(psf) SPACING- 2-0-0 C51. DEFL. in (loc) I/den Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.02 6-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.05 6-9 >999 240 BCLL 0.0 • Rep Stress Ina YES WE 0.09 Horz(TL) 0.01 4 n/a me BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight 46 ib FT= O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied orb-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 507/0-8-0 (min. 0-16) 4 = 50710-M (min. 0-1-8) Max Horz 2 = -27(LC 5) Max Uplift 2 = -459(LC 4) 4 = -459(LC 5) Max Grav 2 = 566(LC 10) 4 = 566(LC 9) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-722/438, 3-4=724/442 BOTCHORD 26=-600/931, 46=6191945 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other liveloads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4591b uplift at joint 2 and 459 lb uplift at joint 4. 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 llemue.MwnoryYr..... ..1uoo11Nsffirymll BnnnmuumxomOxt(Mam11YY111pI1Ponlouxlrchu rnArleinpeelmol,eel.InnlM uulWtip0.v:y PODIwIMWbIn.LL 4MmeWlMeene. koa.k ... nanllelW, whlfulmm,l. IUL USL P.E. ranrrlre ln„dl. mlAo li, KA,r1,nra,ilo(gbxli,,sy:ullln'..bn.W.I moieprrn onrpnr AM1F,I"'(*4,ryan:l�nl,etiltlll.lYlnip JW wvletm.dy:l.ewAelOeir,MmL ne 6tilr n.nxn,kin, i.6d.,,.IlAugy ru lMnlmr I. orlldllig4Xr„yw,di4ryAAe onn,Nonn'uulke",ona.hill, h4n.b,4 Nalil Ib I1Cx,IlI,Ae IwENitlie ONWIN 1.M"NoINInNonlNo, NOT no ilk TwF NoaphoOSylxp,, laden n1Y.u0. sk,daN apuiliNl I's lvYgonioon nl #34869 (ON.M1,110.1MMLWIND oil ApPonulYARnY1M Ide, Okyno onioloole(0)OANd 41flul lAonde-1N,pmppilmr. Ell I dilhoo. ipmvlfAi,tnddW'xulrtrlmnoei9,rt,Lw Nopr Too— nl Ito.kAgnrywgmMnri,rdrraft, 1109 caudal Boy (n4aopaluprunikob, AMIL,Ind.Od lY LmMJp LeLonu i,xoln,lilWroniPn vlrvufrye.Iran, W aodobe. 91,41edlnn an n Ide. hole L Boymm Bead, FL 33435 (VONW4Or, AT W Immvinlot IL hFaido'An , qion, lugi, FOUNNI iM1nnillnlneN.M1n A1hoof Imm.binle4 LL Job Truss TrussType Oty Ply A0526543 YRMSBMB D03G Hip Girder 1 Job Reference a 'ona At ROOF TRUSSES, FORT PIERCE, FL34946, design@altruss.com Run:7.620 s Apr 302015 Print 7.620 s Apr 302015 Mi 3x4 = 3x4 = .1.v n 3x4 = 15 de uen. = va In LOADING(psq SPACING. 2-0-0 CSI. DEFL. in (loc) I/deti Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.16 8-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(fL) -0.15 8-11 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.15 Horz(TL) -0.02 6 We We BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight 50lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-3-12 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-2-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 76210-8-0 (min. 0-1-e) 6 = 76210-M (min. 0-1-8) Max Hom 2 = 29(LC 4) Max Uplift 2 = -1162(LC 4) 6 = -1161(LC 5) Max Grav 2 = 762(LC 1) 6 = 762(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2a=1062/1414, 3-4=907/1329, 4-5=907/1329, 5-0=1062/1417 BOTCHORD 2-15=1633/1030, 8-15=1111/903, 8-16=1111/903, 6-16=-1654/1026 WEBS 4-8=A621381 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=4.2pst,, h=151t; Cat II; Exp B; Encl., GCpi=0.18; C-C Extedor(2); cantilever left and right exposed; end vertical left exposed; porch left exposed; 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 nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11621b uplift djoint 2 and 1161 lb uplift atjoint 6. 8) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 303 lb down and 320 lb up at 5-0-0, and 137 lb down and 164 lb up at 6-9-5, and 303 lb down and 320lb up at "-10 on top chord, and 2361b down and 197lb up at 5-04 and 97 lb down and 107 lb up at 6-9-5, and 236 lb down and 197 lb up at 8-5-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=54, 3-5=-54, 5-7=54, 9-12=-20 Concentrated Loads (Ib) Vert: 3=103(B) 5=-103(B) 4=46(B) 8=-24(8) 15=47(B) 16=-47(B) nuHMMrvmijMAI w,y,o..ylno7»amens:4rramvu.,u.al.r.,,.um,m,.i,,,md.,mrno..hluma,.nm JUUUS LEE, P.E. pew.eub.»at.rotor»w„u e,m»Orvr4iwM1,.ir^^r41^.^ben,.a..rloo»r».x..,nr.dAre,,:.imir.^I»,n.+Swrl.ma,ueemdd,nvd,rrtanmlw.h.r,m i.ms,i.n,mfRm^a:¢,.mf ,,ruulryrn,aA,u», !»mravat:m,»p�unchmmm,n,mB..rs»mvaromnam�a�nroaw,.:mmnmmmn[n,ngmi.ns<ma,<b.amt #34869 thrum+. epxm,uiw:n,too.amp,ae,nq:x4nmi4Nunp(.noon:,ryimemenxlnSpnwMhmrtlfan..,d„<enbn»,a 1+au,. nua,B,»m»,p.mmiN,.uma,aeon,moil,,,.u»,o„ipdep.erwn,wm�.imn.a4omeauaenwh, Beady FL 4umo®eelup,:ninglYwprlwur4tl. minngilp4lwui,xOt A, 41fio1peapovwLuntryrtmlginelvq Mderr a»Ii,oLd,nnmenaelbYietll 1. Bo)n1m IX, B¢a[Fy 33435 rnpiaaonnu rwB,,,,.m:,4pr. 4pawwamha.m.m,:mm�mpamhlcrownth,.r•ra. n. mrl,»,,,-w.,eyr.r. Job Truss Truss Type of Ply YRMSBMB D04 Common A0526544 Joh Reference o Tonal Al KUUr A KUbxJ, rVn l rlenw, rL.% U, aesign(Wa lvuss.Wrn rtum: La[as dup... Lam....: LOLa 4x4 = 3 R 314 = 1.5x4 11 3x4 = 6-9-5 695 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.10 6-12 >999 360 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.43 Vert(rL) -0.08 6-9 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.12 Horz(TL) 0.01 4 n/a We BCDL 10.0 Cade FBC2010/rP12007 (Mabix-M) Weight 52 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4SPNo.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins. BOTCHORD Rigid ceiling directly applied or 6-8-8 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 5771M-0 (min. 0-1-8) 4 = 577/0-8-0 (min. 0-1-8) Max Harz 2 = -29(LC 5) Max Uplift 2 = -1006(LC 4) 4 = -1006(LC 5) Max Grav 2 = 584(LC 10) 4 = 584(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=859/1513, 34=661/1517 BOT CHORD 2-6=-1920/1145,4-6=-1942/1157 WEBS 3-6=477/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=4.2psf; h=1511; Cat II; Exp B; Encl., GCpi=0.18; C-C Extenor(2); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about 0s center. 4) This truss has been designed for a 10.0 psf bottom chard live load nonamcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1006lb uplift at joint 2 and 1006 Ib uplift at joint 4. 7) "Semi -rigid pitclbreaks with fixed heels" Member entl fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 males.nrtnh.wryrd:..mBnomnuwsMln7arnunmrmBomarsmnolulrB1+1171[mon[oslmlml.n lnnrhw+ln=ram,,,Ir.IM,,.lu,uw,o<tr�on.�nllml.+mnu,I,ert ln...,u.ntrlmn. wl.n,rbM,,,la,lnpmo.wru�nrt.,n pmnabml1.blml.s,.uh,Tdord,r[.I:mP....1naMu:min•„d.r.rmor,n,+m,.nnr.ars r.h,,:.l"la.:lrrvn,d*nll.ahiuda hoTsoo,,M..n.loo Mr..h,MI. mh. in n,Mou3 WMthlrn MmM,n nr tlni, Two 1000S LEE, P.E. LnrlrYMi,mendrnOdmrnm0.nr.lko.nn'd.6b'nJnmLlMlueligWdyn,,hlhnwmtln.Il4na1[nvlmlB+lE:rM.allfll,m.gpnndRaOonlgrrduud.nnam+.itlufalawnr.uunr.:+mnpAnntlmmlehlYronnr... lLrydlbxllPwOnh.n.1 #34869 (.mam. 0em4nd.dio DI)MM,ohn,Whih.,Ad MlrilSgLnpo.nklerylolmmli. WIl 1[rkl 41H W fUlm Mnmdellw Fertl p.ibwe. 1111 tlIhnMmpml-0r6+nEM'mdn.Inn OeuAbTn+BMpd.P�.I,ndlr.uYmdnfww,aYnnlx.i�.hrnWlry 1109Goutul Buy fwONoprtlup Yn4mlrroAyfinbMtl.%I., hu. kj'.nrivF011, Loch, Door. dvT nlryrnUliv,n Ivor hod, AA*Audhm..dr NUID1. BorMar BeovT, rL 30435 hnngUOTI1111MImuukb,lµll. InMufintl MdW AIld I.1 IIMdYtlhwntlbluduhd A. 111.I Tnm.Ed., Iq PA. nr 6 Job Truss Type Oty PlyYRMSBMB A0526545 D05 TC05Mmon1 Job Reference (optional) Al KUUV IKUbbt5,1Vnl I'MIKUe, rL J4Y9ll, aeslgn(ma1w5S.cam rtunl 6n[[Is 4.4 = 3 r$ 3x4 = 1.5x4 11 3x4 = 695 6-95 LOADING(psp SPACING- 2-0-0 CSI. DEFL. in (roc)/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.54 Vert(LL) 0.11 5-8 >999 360 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.08 5-8 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.12 Hom(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight 501b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied -or 6-0-0 oc pur ins. BOTCHORD Rigid ceiling directly applied or 6-5-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 4 = 50010-7-10 (min. 0-1-8) 2 = 578/0-M (min. 0-1-8) Max Hom 2 = 72(LC 4) Max Uplift 4 = -871(LC 5) 2 = -1007(LC 4) Max Grav 4 = 505(LC 9) 2 = 585(LC 10) FORCES. (Ib) Max. Comp./Max. Ten. - All farces 250 (Ib) or less except when shown. TOPCHORD 2-3=857/1517, 3-4=902/1606 BOT CHORD 2-5=-1963/1146,4-5=2111I1221 WEBS 3-5=482/270 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psh, h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; C-C ELtedor(2); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 871 lb uplift at joint 4 and 1007 lb uplift at joint 2_ 7) ''Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �xenixB.nn„IMm@dlnr:.M•u mmnemrumgaxnunnumxbmbxc[unodnrYlnnmwmloclulYrLm. m�Vdde.ne.nmodrnlwn.menrenhrorr.y0ognenersrnre.rtlrlermru^Ilrlmron M16n^w.innndummo,nhuonm'mn JULIU3 LEE, P.E. p6MJrONMIe I1rIM1AM16nY.4rGm Nepfqvv(n,lpidr!r(meeLM,MmoglDOvpnnM1mm�pl®rJlMrrdnuMrry'>equyrortilM111mM1rJlrtllbLjr4mfgxlelu MlBOvll,wb1111. Rrbirprnun/Irrs6diynN'sr,wM6ryvlmdMJrun Imurinl6q L@unluultl'rryol@rBnepMOmivrOMiv<I vlvlerlMbtlE'mlBrpar.inOenFlrXJlbl1(MII(@rlmlblE000Erv11111. RropgmJtlRr140nlwlhllruA@vimtirlo@gb:'ep.Jorge,brhAaliwnllrn0.rAAbMreFlriF6rydMluYlq Mryenrn! 9cw4 9 (uAMx:IbMUNMbI1JOtl v!@rpmmrnvdpidremdllrlailtl'm0legwml¢<rylnleovlivhnpTlldn/hlflmlll(LnrelnvrelhrM^tl rytlmn.IPldrfmr MrnpnvlJlia®OIAbrl RelnnOnipv,ImrM1nie+LeKrrJlrvubMMvn,m6nrRmintlMklp 1109CoanN Bay 4nnMrpreelperbnimyho6Wli^indrtl. Mlmrgyelnlieen Ax01@e LilLol Berlpeuelmvvtprtmlgirmlmeplurkp8lxr%belnetnmrurvddnelinlll. Baynlm Bea[A, FL 30435 [91^iY8A11111W Nm.Wbr6F11.IgJmind Mstlmomol,bvllum,ivrdi'e'Lihnninnpreniln M1eJl IMLrnmL4nLr,IL Job Truss Truss Type Oty Ply YRMSBMB HJ5 Diagonal Hip Girder 2 A0526546 l1 Job Reference (option At ROOF TRUSSES, FORT PIERCE, FL 34946. design(galtiuss.mm Run: 7.620 s Apr 302015 Print: 7.620 I 7-0-2 30 2015 MTek Industries, Inc. Fri Jun 05 09:64:34 2015 Iv D Load Deb. = 1116 in o d, C4 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.14 4-7 >605 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) -0.17 4-7 >487 240 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010frPI2007 (Matrix-M) Weight 25lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-9-5 oc pur ins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation -guide. REACTIONS. (lb/size) 3 = 114/Mechanicel 2 = 209/0-10-15 (min. 0-1-8) 4 = 5011vechanical Max Haz 2 = 274(LC 4) Max Uplift 3 = -186(LC 5) 2 = -326(LC 4) 4 = -143(LC 5) Max Grav 3 = 144(LC 18) 2 = 306(LC 11) 4 = 89(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOPCHORD 2-8=1054/950 BOTCHORD 2-10=1062/1076 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Extenor(2); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 4) a This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss - to bearing plate capable of withstanding 186 lb uplift at joint 3, 326 to uplift at joint 2 and 143 lb uplift at joint 4. 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)123 lb down and 81 lb up at 149, 123 Ib down and 81 to up at 1-4-9, and 152 to down and 1391b up at 4-2-8, and 152 lb down and 139 to up at 4-2-8 on top chord, and 126 lb down and 47 lb up at 1 d-9, 126 to down and 47 lb up at 1-4-9, and 119 to down and fie lb up at 4-2-8, and 119 lb down and 68 Ito up at 4-2-8 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=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=54, 4-5=20 Concentrated Loads (lb) Vert 8=150(F=75, B=75) 9=40(F=20, B=20) 10=51(F=26, 8=26) 11=4(F=2, B=2) Pmnnt.M u.mdryrr,n.mrluom 9infl tRUXlmmmtlmMoinm( 4u11 m1l uAmmlo6m mur yrp lnrdmdminnlMen,orupae.Ig 0 dmlaararL nrWlYb eu armm�bmm�.A oO,mryYim My JULIUS P.L ps,wllrr,Nmmmvr.a..v. Arnrr„oy.lqi.of•.kn^^Ilq:.nllk,rtl.nlloorepr,m,mugs.rnM1rar,u.Imli..wrrrr.,,sMrinraa•grdra,:rpYlondq;eammlwmlr.narrml.mY,yrr„ryr.�alry,.Er'.raunJpgrr,.uYnurn Ienrloptig4nemP,i'dit D.n5y0mMumbvpgminAr Wkiq Nqm,unemnerid0•IMM111",1"m11,h.Hl 1.ReryprvtlNOrlPJreaglellmrlMlm,,MMiybde4dagp6bOnimmdbopdo9klkrryrnJYirydror RYgOnllr"ml $34869 (ulmrr. Alean,elyd'mW NOmdnrryufinminideandlErludAvp(gowa4ferylnlnmfnlnlpRideaglOmlflGm MnndhrWmnllddmre 1111de1'nnikmpmkdfin=d anindnelmn Gnyner,4mr Ory.4poenndlm,4neMweea6nrdeviudrrmdhe 1109 Cooslvl Bay frmMeTulrPieni%Iryo1PY.n YwMM. Mlnnkrynlgiwq LF41W 1uiI1x19nN"rr4nf lnru(olaa MoglNdµ NmrAdieNtnnrmentltl'aNiJfll. M,. Bendy Ft 33435 ifypilY�lplllllmlln,mnNb,1u,11.Ipani.dnM1 1"r.m.bullegirryHklr.nl.rrninmprl„i.M1nll WlrnurblmkalL HJ7 Diagonal Hip Girder 04 = 3x4 = LOADING(psf) SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC20101TP12007 LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-5-2 cc purins. BOTCHORD Rigid ceiling directly applied or 9-3-13 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 4 = 123/Mechanical 2 = 302/0-10-15 (min. 0-1-8) 6 = 236/Mechanical Max Horz 2 = 334(LC 4) Max Uplift 4 = -172(LC 4) 2 = -377(LC 4) 6 = -206(LC 5) Max Grav 4 = 143(LC 19) 2 = 391(LC 11) 6 = 262(LC 18) 9-10-1 CSI. DEFL. in (loc) I/de0 L/d TC 0.48 Vert(LL) 0.19 6-9 >606 360 BC 0.47 Vert(fL) -0.43 6-9 >271 240 WB 0.25 Horz(TL) -0.01 6 n/a n/a (Matrix-M) FORCES. (to) Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOPCHORD 2-10=1182/687, 10-11=467/536, 3-11=412/463 BOTCHORD 2-13=739/1247, 13-14=-563/455, 14-15=-563/455, 6-15=-563/455 WEBS 3-6=486/602 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=4.2psf; h=15ft; Cat II; Exit B; End., GCpi=0.18; C-C Extedor(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1721b uplift at joint 4, 377 Ito uplift at joint 2 and 206 lb uplift at joint 6. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 lb down and 78 lb up at 14-9, 113 Ib down and 78 lb up at 14-9, 142lb down and 135 to up at 4-2-8, 142 It, down and 135 lb up at 4-2-8, and 176 to down and 180 lb up at 7-0-7, and 175 lb down and 180 Ib up at 7-0-7 on tap chord, and 15 lb down and 47 lb up at 14-9, 15 to down and 47lb up at 14-9, 8 lb down and 87 lb up at 4-2-8, 8 Ib down and 87 lb up at 4-2-8, and 32lb down and 121b up at 7-0-7, and 32 lb down and 12lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Ro0f Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 5-7=20 Concentrated Loads (lb) Vert: 10=150(F=75, B=75) 11=40(F=20, B=20) 12=46(F=23, B=23) 13=51(F=26, B=26) 14=4(F=2 , B-2) 15=31(F=l5, B=15) Dead Load Defl. = 114 in PLATES GRIP MT20 244/190 Weight 41 It, FT=O% Q/nnlYs.l4rnnnnmAn.'¢. mrLuoli u159fr11LLF11 GIMna run l(HIM AMloml rWnn ARNM MIY6T l.n rearlrupr.nJrneJnelmin.Aiu,m, D<dPDmgODOf nd XeiL,4r,rLlAnmeYM4M1rtn. wlmNniu,Mrmm111.nhxiLl,mm. col.th MT10005 LEE, P.E.rbYnhlbn.dlnlYmll. b,.N An4m0.yrI.1^.^iu.spitlhl.prnLlEnrI., modpdnr,:ylrlm,4prMnm.lDl.ry.mk,Ibmupn,wlYny My,.61'nyuilailgnl.nn„ IagIW14u11,n...... #34869 lMmw. PINmeIMYI1rIDDnlbp.rlunniVdef,ndlMludlnp(rmpnnklehlolomlimllW pN,Ml Erlflmlfl[AominmrlM1rpnnoll:dmr.. Rlld,rnnhlaMuliG4nmd M'mAX.Inn On'gn,Irm D,yel.pimerndlnnYrmla'aer, nYmHnnvlrrnrilp 1109 c.w.I Boy LNMvprtlup.iailiMlYrA 1'rNtlnvl,N.hlm,p,ip Nlieni,YDltlrbil6ol Dnipnwlnnlrylenlnirtningkiq:{AlrolilvlDellnnornlrrnelinllll. B,,. Bead,R 33435 LrlrlpbSaIIAIIMIn,u4Y6,1n,I11grtlulinJXirlw.nX,Y.pin0.iry.kiktl.GYnn3lreryre„i ln.Al lnllmn,�LIY,451f. HRA 2 3x4 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 10.0 Code FBC201 O/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-6-15 oc puffins. BOTCHORD Rigid ceiling directly applied orb-0-7 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 295/0-9-13 (min. OA-8) 3 = 28711ifechanical 4 = 413/Machanical Max Hoa 1 = 263(LC 4) Max Uplift 1 = -232(LC 6) 3 = -345(LC 4) 4 = -274(LC 4) Max Gmv 1 = 314(LC 14) 3 = 316(LC 18) 4 = 446(LC 18) FORCES. (Ib) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=1044/872, 9-10=-1082/839, 2-10=10411799 BOT CHORD 1-12=92511054,12-13=-927/1051, 5-13=933/1069, 5-14=-93011049, 4-14=936/1069 WEBS 24=-1049/922 Hip Girder CSI. DEFL, in (toe) Udell Ud TC 0.43 Vert(LL) 0.07 5 >999 360 BC 0.45 Vert(TL) -0.09 4-5 >999 240 WB 0.38 Horz(TL) 0.02 4 n/a Bile (Matrix-M) NOTES. 1) Wnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60plate 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 nonconcunent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) Refer to girders) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 lb uplift at joint 1, 345111, uplift at joint 3 and 2741b uplift at joint 4. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 III down and 83 Ib up at 14-9, 1151b down and 95 lb up at 14-8, 151 lb down and 141 lb up at 4-2-8, 152 lb down and 132 lb up at 4-2-8, 1901b down and 199 Ito up at 7-0-7. and 191111 down and 194 lb up at 7-0-7, and 175 lb down and 188 Ito up at 9-9-5 on top chord, and 2111 down and 40 lb up at 14-9, 22 lb down and 48 lb up at 14-8, 25 Ib down and 40 lb up at 4-2-8, 25 lb down and 30 lb up at 4-2-8, 48 Ito down and 41 lb up at 7-0-7, and 48 lb down and 36 lb up at 7-0-7, and 127 lb down and 12lb up at 9-8-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 AO526548 5'- PLATES GRIP MT20 2441190 Weight 38 lb FT = 0 Standard Uniform Loads (plf) Vert: 1-3=54, 4-6=-20 Concentrated Loads (lb) Vert 3=168(B) 4=88(B) 9=75(F=19. 8=56) 10=23(F=16, B=7)11=79(F=37, B=-42) 12=40(F=27, B=13) 13=11(F=-1, 13=10) 14=64(F=29, B=35) �RmivS.hn, Ibajry,n:r mYi IOUTIMVs6n6RMOUIBM u0oo s, mmarri BONTLPlro nor. hash*.....:n,Mideln.:FLm, o.(q,omg4o4 xem14n<a r.0 1,4m.LnIYN.nr M1ln,alennnndup,loo. my wln,u.ee ' r:m,W b,WhlFcoons.,uh.h.,,d,r1,I:..h..N^irr4:,.1:w,.d..rlw,.r.,n:,..,.vm..a:s�.l.,d.a.m,.w:.rn,azq:.ro,e„Isamn.l,un,r7;eanwmo.h.r,ml. mhcn•,.In�+,,W:.h:n.Wm�sgr.,,amn:.,, JUUUS I.H. P.E. Ine.lr ranhmmro.,awirynmam.mom/„nhn,enhl.ims9e la,rt...mmvla:wncmutmaY:e:Im,.eml.Mel¢�mm�m.Ico,agsaounmtn,xmwlykne:e.raga:,nnmmweYn,p,loesm,nro,uusrynmuiaixh,h^^ne t134869 (wn.le,.loon„nonaoeIDoneMpalxnmllvweFnalMhllsohrTemSmerylole.6npW Mb:kaEpnmislt4mndcniellnrn,do:E,n. nll mronmmpueNninna EmuulnJnnonipu.Lx,on'gehlioevnf 4m:Yomleean,enhoednriulfiod H, 1109 C..0.1 Boy (mmgxe hM swiNsiBl eBpM1,In111 Tsi Rdpfnliwn i, NOT11Liaq M,9n.Imrtl,trn I,I.Mitosis, NWu4tllnwmf lnutl eln 1. BoyM Beesh, FL 33435 411n0h0M4I INBnu.6 Nii.i Igka,iailmd—Asxslm.,i,xilRirAW niAnM^i,imLrll ldlm,n.h4rng11. Job Truss Truss Type Oly Ply A0526549 YRMSBM{ JS Jack -Open 3 Job Reference (optional)_ Al KUUt I KUbbtb, tUK 11'ItKUt, tL J wia, aeslgriLgalrruss.mm Kun. F.ozus Apr i 2x4 = —.__ 50-0 , LOADING(psf) SPACING- 2-0-0 CSI. DEFL , in (loc) I/deg Urd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.06 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress Inv YES VJB 0.00 Hoa(TL) -0.00 2 n/a mra BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight 18 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 GOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Iblsize) 3 = 100/Mechanical 2 = 29710-8-0 (min. 0-1-8) 4 = 44/1viechanical Max Horz 2 = 289(LC 4) Max Uplift 3 = -194(LC 5) 2 = -539(LC 4) 4 = -146(LC 5) Max Grav 3 = 135(LC 9) 2 = 306(LC 10) 4 = 75(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=481/935 BOTCHORD 2-4=-1426g18 NOTES- 1) Wlnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nommricument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1941b uplift at joint 3, 539 lb uplift at joint 2 and 446 lb uplift at joint 4. 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 Qtlnnx.rinu N.uyV�men,'L11006 nu545rSnIn111Blulmblmuomon(MonlrlYng mvomlolnlml... miley.PNn„Y,.d..MD. W4 Ne.i,MMne h4filn,IL mnrneunuwrun.IFunwedunme. a.loA.rnr14LY,nvrJ. Juuus LEE, P.E. I6n, vbOb MLn.IWnY.e6L l,an„Mp Fill N.INd1r16.4,rill .1.,TOD.,...nnll dtx,fissatl.Ni.eauy.miaillb nrl,dpdMmvuurnklnd.ftWorpmM,m L IIr brN, unlli.,.H7ntl'nin,vd,uSry Col n,dlW 4w InoIlWlYyivMempnitiGryalOrOnn,tkOmivrvlM%,bpmlellbGnEgN,ilm.ivlle,onetldllrllLRrOI,n,IMM11EsInErndlllL Th. 1,..I.11.NOmd.Yftlb,a 0IN lm,.NWm"11 Ln11,bu0o,inmdYm0.ddlM nnnpni:Or d M Wir-I .hand #34869 Immm.11.vl,nelrNSILNBUInrPnf nml pideMndP.NiE's0lmn+nAkleryldamlin 1611p1rokdEIIBNSIfI m„Innrtilo,pmivlldNnr. I111 dRnn Nnnpm�rfinmdda'mdneim,N,ilov,Iin,O,tipr NprmrimnlLm M,mMan,wNn.neuiudefoellp 1109cooAol Boy LenMe®utuN.i.niAAlY,111mN,iwM1e6 AlnnYrupn Lelim, lMpl n,ltln'omlBnipnnlmiffryenlMlnnlnvgluJ!'ml. M,pibFellumm� l,lidalnl. BoynM Berx1, FL 3343$ Lq,Ip49n11111.14.,vuN:vL511. leyuvali. tlNi, Im.,m,oglois,4 rditiM.iNm onto lemn,'r6n111almm-Lrn,]µl.l. Job Truss Truss Type Dry Ply YRMSBMB J7 Jack -Open 9 A0526550 Job Reference o bona At ROOF TRUSSES, FORT PIERCE, FL 34946, design@albuss.fwm Run:7.620 s Apr 302015 Print:7.620 s Apr 302015 MiTek Industries, Inc. Fri Jun 05 09:54-36 2015 Pagel IDJWYXbtUGWVXBg9MPyEYwl7zgtLu-vekmwohzV2h7b3CYIPSI_F7uGf_bHPtweYxFgz9NrX -14-0 7-0-0 r14-0 I 7-0-0 Dead Lead Def. = 118 in 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.06 4-7 -999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.36 Vert(TL) -0.16 4-7 -533 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010rrPI2007 (Matrix-M) Weight 24lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-2-15 oc purins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 141/Mechanicel 2 = 388/0-8-0 (min. 0-1-8) 4 = 60/Mechanilal Max Harz 2 = 360(LC 4) Max Uplift 3 = -243(LC 5) 2 = -356(LC 4) Max Grav 3 = 188(LC 9) 2 = 433(LC 10) 4 = 105(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOPCHORD. 2-3=1157/869 BOTCHORD 2-4=1541 /1694 NOTES- 1) Wlnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=4.2psf, h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right "posed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live -load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members: 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint 3 and 356 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fxily model was used in the analysis and design of this truss. LOAD CASE(S) Standard �1•IIAIY6lk,wdsurohrn;.11nanoNnuSmjM1nnRmlmmYfro[Doom@SfMOMI1fIN117uL10llloaurn.n htlrlrtippoler,Brea,Ne,mlBrinmOnipOwr:pinmWn:16r1,5rilAcrm„LerlrM„w. rYln„Rn.imNel.Mlogwlrbinmmmm pLM+WIMweIwlLNpr,LnY n.nm,w,il.nll.^(�n. ipialrf<emrmlror'+awm109 r,n^mama.olr.artrr+^+:�I.9�:Irnr..uMpl.M1eaymrYr:A,Irn,Mb.ama.loo.lY.wmL mYrpm,mr�tMP'nr•e.,.�a'Ieu4nr .Nln,Iimv luhll386 P.E 1.enraialBn,mp„neiryarol Br.,r,r:Bm:1.w.v.1.lmlmisL�ul.pwrhwr,'.n,wmalronLm,n[,aloaroiu:pnlrmemL m,npmNaroemo®Iq LI1w,Nrtarm.arannlmn'no-amn•.mmnmmmnm:m+aNldro.w+rna�llrnrorlarnpnrh"nma #34869 IwnM,nwM1srNINYIIeNBmIMV;NYnmapiLp MibilmnLdaAWM NNbhTlAr,.nmPllppA4rM11lI.WlnlmnelmmellarpercrNpdLw,.lgI0f nr4mryulSlkrmllwnanJmrBe,yv, Irmr4,wd,p,armnnv Wwlm6,er,nYn,%nrinleR,rlM. 11WCoannl Boy [wlrmlryrslup,hrArAlYAprli,arrFk. nn Bnp LaiMBIM111Nq ArrymminnSpM1m[nimmlmogluYfy NuriroBetllnmmuJeA,tlierpl. Boyr,M Beodr, FL 33135 frylnptlLnlla Iwllnnrv}6n6r, 11. LPam'"'an'ularnNomrlmm,i,anYirariMlnilM1,pndnimhn111mllnnn.YfnlglL '6 Job Truss Truss Type Oty Ply YRMSBMB RA Jack -Open q 1 A0526551 �JobRefence(ore iona At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run:7.620s Apr 302015 Print:7.620 s Apr 302015 MTek Industries, Inc Fd Jun0509:54:372015 Pagel ID:tWYXbtUGWVXBg9MPyEYwl7zgtLu-Nd978ibGLpsCDnkl6_XWSf7N3y_Kkr191IVnCaNrW k 3x4 Dead Load Dell. = 3116 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 3-6 >400 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.30 3-6 >276 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.03 1 n/a We BCDL 10.0 Code FBC20101-TPI2007 (Matrix-M) Weight: 23lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 6-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance_with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 25710-8-0 (min. 0-1-8) 2 = 168/Mechanical 3 = 88/Mechanical Max Horz 1 = 288(LC 4) Max Uplift 1 = -149(LC 4) 2 = -280(LC 4) 3 = -30(LC 4) Max Grav 1 = 278(LC 9) 2 = 222(LC 9) 3 = 127(LC 3) FORCES. (lb) Max. ComplMlax. Ten. - All forces 250 (lb) or less except when shown. BOTCHORD 1-3=-269/151 NOTES- 1) Writ: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psh h=15ft; Cat. II; Exp B; End., GCpi=0.18; C-C Exteiior(2); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI l angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss - to bearing plate capable of withstanding 149 lb uplift at joint 1, 280 lb uplift at joint 2 and 30lb uplift at joint 3. 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 QeunlY6.lirnn.gAryrrin nrl.u101I11M19$VmrlWERE Bea 1(0111"n wMal'NnnlmaKENWer I... martry,Pr.alntmindWrr.mh unmrupDNI,P2.a mHn 1,PEhha-9.16n N, Nal eaedm eked n N ear-ry WTINwo. JWUS LEE, P.E. r:neMl.uulbuel0anle.,H luen,oeylei.n(m.5pmrry:rmllMua.4lomp.e.le..mpl..r/n.pani.nleel:anarnprvlwryb blrgmlMJglameeep:Bann.Ioo.y.nlnmllbbulenenpMtYdlgrnnline.naeP6ry.InedRnirn InmliMlnMinpnililiryalnepmn,ttrYvaewMedepmlorlMGAfmlperymr,iolNmneninrl14nv115MInd41E:I mEenlml. eegpnnn Or NYml wrfiell neanelnevMufnl}'raliyYmq,:enAOAmnIYayYAYnrneprerlE'nYdnr Nm,aD, l U34869 (.Helm. lOnhuelrWOINItlOmdMn.Yeeml PilelentllWiEnp LngonmLlrryltlmeelimplSl pdLekdllIDmlSVl mrdnmdlerpeenlpulnr. I111lrf nYnmP^vlrinnndtlbuulroelnnWeq^µ Len UryApnennlLmYmlaaer,nlenr%nenrdNoelhp 1109 Case.]Bay 4alie0opnloprininglYmllallrtlrvel.k Mrnn Arupfgieenie NOlroeloil?ml0nip^unlmnfpnmali;rnlnoglutlEel. YnvpinFnllnsrennlelbdiolnl. Boynlm Beach, FL 33435 Iy1npY0}1I1111MInnrv}Iutln,ll.leA1.IWJINEnmM,uoglayirlreYbld JrMnXlnpnuNmbJl l.lfmm AcIbllE Job Truss Truss Type Oty Ply YRMSBMB VO4 Valley 1 AO526552 Job Reference o banal Hl Kuur lnuaxb, runt riMKU=, rLJ9 U, aesign[gaiiwss.com Kun:@.beus Apr suzulo rnncr.b<u SApr .Ml[um Mu eK mausmes, ma. rn Jun ub u9:S4:31 2ulb 6.00 12 2 3x4 = 2x4 G 2x4. LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(rL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES B W0.00 Horz(TL) _ 0.00 3 n/a nla BCDL 10.0 Code FBC2010ITP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or4-0-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/Sae) 1 = 101/3-11-0 (min. 0-1-8) 3 = 101_/3-11-0 (min. 0-1-8) Max Uplift 1 = -98(LC 4) 3 = -98(LC 4) Max Grav 1 = 120(LC 9) 3 = 120(LC 9) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=4.2psf; h=15ft; Cat II; Exp B; End., GCpi=0.18; C-C Fudenor(2); cantilever left and right exposed ; end vertical left exposed; 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 nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 8t between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 1 and 98lb uplift at joint 3. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard ,a d PLATES GRIP MT20 244/190 Weight 10 lb FT=O% QrmnB.nmm.pryu,:.mumm�¢fliry1u11unwmn¢manm[rnounrmnrlun¢mmunrram mars,ypmma�dan.le,l,m,ory,o,r.yfnr�.dmbcnl.., n. u..rvmn,arn. bnn,mdnnnn.mlo0.nheln,m,n. r:m,a¢a.vet.lan¢bar4a aru,,,[a41,�p„yn.;llm,•bm.d...dmo„rr,nl,.nnlnrsarnnwn�.��.y.duulmlwe„'m:uru,Yrm„dy;ln.mmo.ry.r,mt nra�mn,.r;,,,ba,r,.rui.,.:l,uq.o„.nm,un, IUI13486. P.E 1 I.or@dwobm„yn,merynmo..amo..,r,rwem:,droanmm¢ae,9w,ir.,.mmmm.nmlalrcmlu,nrwo.n:dnbneml. lnryrnnrlmmond.innd.,rtlmlm,.:e�@wber¢wpm.:mo,nwram.;¢aooam,nrnbpmrora�l¢.mir.,.d 134869 [,Nmlx.anb,MMYlb10¢mdmpn:nMrLlinlmlilfiry(gnnSieryltlmBnpaBrdfJalrlfl Nllan,tlnneda P.tll mPll Lrx,MmPadlq,®d@.me,tlminnayn,Im,WtipFp'nndl,m4mlrevv,nYn Aaw Lfmtl F, 1109 Caaeal Boy _ fnnNepeelgnbni,glyWpXnbN4 blm,Mipfvpvl,N01mm1bgbYpv.NUSryhmLyirmbgbuµ NmjmndmnnnlSW bIT I. Bonmm BeaA,n 30435 rm�rt0muudrmnnma,bxa an+a'.+n,e„�m.:gaanr.wd„Is..ln.p:,,:e�n wl,m,n.unlwrl A Job Truss Truss Type City YRMSBMB �V08 Valley �Py A0�575 3 Job Reference o 'ono At ROOF TRUSSES, FORT PIERCE, FL34946, design@altmss.mm Run:7.620 s Apr 302015 Print:7.620 s Apr 302015 MiTek Industries, Inc. Fri Jun 05 09:54:37 2015 Pagel 0 2x4 G LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2010rMI2007 LUMBER - TOP CHORD 2x4 SIP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 24gf7-11-0 (min. 0-1-8) 3 = 249n-11-0 (mfn.0-143) Max Uplift 1 =-215(LC 4) 3 =-215(LC 4) Max Gray 1 = 289(LC 9) 3 = 289(LC 9) FORCES. (Ib) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=273/276, 2-3=-273/276 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=4.2psf; h=1511; Cat. 11; Exp B; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked fora 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 nonconcument with any other live loads. 6) ' This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3x4 = 2 6.00 F12 CSI. DEFL. in (too) Well TC 0.28 Vert(LL) nla - n/a BC 0.60 Vert(TL) nla - n/a WB 0.00 Horz(TL) 0.00 3 n/a (Matrix) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 215 It, uplift at joint 1 and 215 lb uplift at joint 3. 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 7 2x4 a 4 Lid PLATES GRIP 999 MT20 2441190 999 n/a Weight 23lb FT=O% �xuag.nnnn...4ntm.ar'¢uVON TIMM ryNIJ WRIL mla u.ommnaro¢urminanemeamor*I, mtlpri.pemen MlyddI,.Rl,lm, Amywaypogm n.x, I,, IT.W—I IlIat en. MuInaiu .W o. m leo,.h xrLlmul., lUUUB LEE, P.E n. IYmeY10.wa1.IraalnAtL.Ln,Bngo(^I:^(u.lryarle9 n116 na..1loonnn.le.—I... dlSr.4n.nlnpm:iinprtiwrl.M1 aeilN r a ,dph lnnaer'no e. M Mulin, m1. nug.6tiP FAYq,.elm, ulaaryal I., uun Iaervam6nikn.inn., ........ tlnrMirin6,pm,.E #34869 (.n.m.lAnMw.m:Iblooma H.pmiunmaynm:ndMu9E.1(u+pnW.ery mmnn.Pn91.AA,LnPnmasrtlnntlnmidhrm.lo^am.III la,InevxunpiHrinndd.,, 010_, I,n .n, Ira W*. 60—.1T..& ., m4in d.dn@rd l,. 1109 eomNl Boy 4emno0naup.:.nlirylY'd MM,tlntlre4 rd Lunupfnl'Ynni,Mpinerallin AniponpLn,lPnn614mlvepbiPny 116nimAlNlnnnmltlitlnlnl. Boynlm B.6, n 33435 LryryLO]Illlllalrvmali,L.,IL teyd.A.almlmmY,ieplm.,LA:xlea.'de.LiMn Pi.nwAnll lalm is HWMPI. YRMSBMB 4x4 = 3x4 G ° 3x4 1 N A0526554 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Ilde8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a - ma 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.08 HoaCTL) 0.00 3 n/a n/a BCUL 10.0 Code FBC20101-rP12007 (Matrix) Weight 39 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 177111-11-0 (min. 0-1-8) 3 = 177111-11-0 (min. 0-1-8) 4 = 440111-11-0 (min. 0-1-8) Max Uplift 1 = -152(LC 4) 3 = -152(LC 4) 4 = -291(LC 4) Max Grav 1 = 203(LC 9) 3 = 203(LC 9) 4 = 487(LC 9) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-4=301/265 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=4.2psf, h=151t; Cat II; Exp B; Encl., GCpi=0.18; C-C F-xtedor(2); canfilever left and right exposed ; end vertical left exposed; 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 nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152lb uplift at joint 1, 152 lb uplift atjoint 3 and 291 lb uplift at joint 4. 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 1 Inn;v6.rvurnmeyAum M•nlloornnmrylttR:nlwmnlrMomennmevnllunllllmonmumurme mal6yrpue,r,arrdan.lorun,mvpm.yllOgedMl6rlev.li l,reu.walrkrw ua.,mnFrrmm. m.loo.raramn..w I.,anm,vEMmr vu, ONO— u,q.roc.el;..,yrd�1�.,.ryMr.e..rrloo�rrrr.a..�we..aMlanW.011. rnwpoldle wtlM+:vmue„erpelnm.mo.ry,.Mml. %h1h,. IUUUSLEE, P.E. Imundid.d,mmHnalmnMmrr,MM.rrrwa�mrommm,mld.ImrTm,mM.nwdmmcmnr,MmtlmucgrmmaHitHr.wndAmmo.1.rnm..nmmn,nmamlm,n:muo,nr.:rwmo•,ren.:nammnrrr,wn�ucntlnrm�weo"wrr•1 p74869 ueLtl.r.11rtlnulw,:mmU.Ehp tirrmlw'lrfmntlMlau:oruryenldery�ubrimAw(ldllrllMEErmminuwme,mr<IWnrrNAmu.. m IamrrnrrrtpvrpsAn.aMmtln�lnr,ktipeuurrorrryeop'm,nllnv Yonminn..Yu Mnmiue%rehl 1109 eooslul8" r vrrlTelep,uni,gh dl M ,wdM NT—N,ln{xermPNMl+d6m DoW.T.nS,. lgwvlugW, mr9:tlrd.m nnkmdm1111. eoyrdm BevA, Fl ]]433 IrH,lp4®HIUI IMlnn.lfnlglL ITrNuanulm"gYglm.,LpbM.iMnOupo,u tr•11 W Imu,-ffirIMl1 a AdoEA-1 KUDF EN TRUSSES AFIDIRJOA CORPORATION Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance with the following standards- ANSI/TIP 1-2007; WTCA 1-1995 —"Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate -Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting AA Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided -to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chards. (Roof and floor.) Truss chords and webs cannot be art. Attic access opening should be located between trusses unless otherwise noted. B) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.Altruss.com Name: Address: STRUCTURAL customer: CONNECTORS' MITek•Company Contact Number. 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T3 JUS24 1883. 655 750 820 510 4-10d(Header) FL82L39, 2 - lod (Joist) 0510.01, RR 25779 LUS24 670 765 92S 490 - 4-10d(Header) 7- IOd (Joist) T2 JUS26 188:4 850 975 1060 1115 4 - 10d (Head or) FL82L4Z 4-10d (Joist) 11- 0510.01, RR 25779 LUS26 665 990 1070 )165 4-10d(Header) 4 -1ad (Joist) T3 MSH422 183: 22 -10d (Face . Face Max Nailing) FL022.36. 6 -10d (Face - Top Max Nailing) 08- 6 -10d (Joist - Face Max Nailing) 0303.06, 6 - 10d (Joist - Top Max Nailing) RR 25836, 4- 10d (fop -Top Max Nailing) 13116-R TH4422 2245 2245 2245 - 6-16d(ContedMember- Face Mount) 6- lad (Carried Member- Top Flange) 22 -16d (Face -Face Mount) 2-16d (Face -Top Flange) 4 -16d (rap - Tap Flange) • TH41422 1635 1835 1835 2 -1Od x1-112 or2 - IOd x 1-0 (Carried Member) 20 - Iild or2 -10d (Face) 4 -10d (rap) USP Structural Connectors low T4 THD26 1781, 2485 2855 3060 2170 18-16d(Face) FL13285.35 12-10d x 1-1/2 (Joist) , O6- 092L05, RR 25843 11171.126 2940 3340 3600 1555 II - lod x 1-1/2 (Carried Member) 20 - lOd x 1-112 (Carried Member - MarNoiling) 20 -16d (Carying Member) p - IGd (Carrying Member- Max Naiing) TS THD26-2 1781, 2540 2920 3175 2285 18 - 16d (Face) FL13285.35 12-lod (Joist) , as- 092LOS, RR 25843, 19116-R HHUS26-2 2785 3155 3405 1550 - I4 - I6d (Face) 6-I6d (Joist) HTU26-2 2940 3340 3600 2175 20- IOd(Carried Member -Max Nailing) 20 - 16d (Carrying Member- Max Nailing) T6 THD28 1783. 3865 3965 3965 2330 - 28.16d (Face) FL13285.35 16 - lOd x 1-1/2 (Joist) , O6- 092L05, RR 25843 HTU28 3020 4340 4680 2140 26 -10d x 1-112 (Carried Member. Max Nailing) 26 -16d (Carrying Member- Max Naiing) T7 THD28-2 1781, 3950 4540 4935 2595 28 - 16d (Face) FW285.35 16 -10d (Joist) , 06- 092L05, RR 25843, .13116-R HHUS20-2 42I0 4770 5140 2000 22 -16d (Face) a -16d (JafsO HFU28.2 3820 4340 4680 3485 26 - lad (Carried Member - Max Nailing) 26 -16d (Carrying Member- Max Nailing) TO THD46 178:4 2540 2920 3175 2285 - 18-16d(Face) FL13285.35 12-10d (Joist) , 06- 092L05, RR 25843, 13116-R USP Structural Connectors ., HHUS46 2790 3160 3410 1550 - 14 -16d (Fare) 1 6- J6d (Mrr) T9 THD4B 1781. 3950 4540 4935 2595 28-16d(Face) FL19285.35 16 -10d (Joist) . 06- 092L05, RR 25843. 13116-R HHUS48 4210 4770 5I40 2WO - - 22 -16d (Face) 8- I6d (Jak) T10 THDH26-2 1881. 3915 4505 4795 2235 20 -16d (Face) FL82L7% 8 - 16d (Joist) 06- 092L05, RR 25779, 13116-R HGU526-2 4355 4875 5230 2155 - - 20. 16d (Face) 8-16d(Jatd) T11 THDH26-3 1881, 3915 4505 4795 2235 2D-16d(Face) FL821.75, 8-16d (Joist) 06- 092L05, RR 25779 HGUS26 3 435S 4875 5230 2155 20 -16d (face) a-16d (Jotsq T12 THOH28-2 1881, 6535 7515 8025 2665 - 36 -16d (Face) FL821.77, 10 -16d (Joist) RR 25779, 13116-R HGUS28 2 7460 7460 7460 3235 36 -16d (Face) 12 -16d (Joist) T13 THDH284 1883. 6770 7785 8015 2665 - 36-16d(Face) FL82L77, 12 -16d (Joist) 06- 092L05, RR 25779 HGUS28-3 7460 7460 7460 3235 36 -16d (Face) 12 -16d (lafsr) USP Structural Connectors low f • S P Name Address STRUCTURAL CONNECTORS' Customer A "TICCompq Contact Number. Fastener Comparison Table -.. "sex o [onnec%r5checlufe= v � 71trsGio T : s SP St =�earMRev�" - Ti JUSZ4 4-10d(Header) LUS24 4-10d(Headeo 2 - lad (Joist) 2-10d (Joist) - 710 THDH26-2 20-16d(Face) HGU526-2 20-16d(Face) 8-16d(Joist) 8-I6d(l)isa - T11 THDH26-3 20-16d(face) HGUS26-3 20-16d(race) 8 -16d poist) 8-16d (Joisp - T32 THDH28-2 36-16d(Face) HGUS282 36-16d(Face) 10 -16d (Joist) 12-16d po(sp - T13 THDH28-3 36-16d(Face) UGUS28-3 36-16d(Face) Z2-16d (Joist) 12- 16d (Joist) - 12 JUS26 4-10d (Header) LUS26 4-10d (Header) 4-10d (Joist) 4-10d(Jols - T3 MSH422 22 -10d (Face - Face Max Nailing) THA422 6-16d (Carried Member- Face Mount) 6-10d (Face -Top Max Nailing) 6- 10d(Carried Member -Top Flange) 6-10d(Joist -Face Max Nailing) 22 - 16d (Face - Faw Maun0 . 6 -1od (Joist -Top Max Nailing) 2 -16d (Face - Top Hange) 4-10d Crop -Top MaxNarTing) 4 - 16d (Top - Top Flange) - T4 THD26 18-16d(Face) HTU26 11-10dx1-112(CarriedMembeo 12 -10d x1-IJ2 (Joist) 20 -10dx 1-1a (Carried Member - Max Nailing) 20 -16d (Carrying Member) 20-16d (Copying Member -Max Nailing) - T5 TH1326.2 18-16d(Face) HHUS26-2 14-16d(Face) 12 -1od (Joist) 6-16d (Ja(sn - T6 THD28 28-16d(Face) HTU28 26 - 10dx 1-112 (Carded Member - 16-10dxl-212 (Joist) Max Nailing) 26-16d (Carrying Member- Max Nailing) - T7 TH028-2 28-16d(Face) HHUS28-2 22-16d(Face) 16-10d (Joist) 8-I6d(Joist) - T8 THD46 18-16d(Face) - HHUW 14-16d(Face) 12 -10d (Joist) 6-16d (Jaisr) - T6 THD48 28 -16d (Face) UHUS48 72-16d (Face) 16-10d (loist) 1 8-16d (Joist) USP Structural Connectors r S ram, p Add ddre4s: STRUCTURAL IN CONNECTORS Customer. Iw A NAreKCompuT Contact Number. a ley d � 1 � >y+ 1 1 • 1 M Ip If 1 1 Left anee 21 4 V� r Right 1 1 (t [ [7y14E�yLeft flange fl Ego Right flange i: flange I • • USP Structural Connectors 14 U s Name: Addresr ® STRUCTURAL CONNECTORS Customer A N4TeKCanparry Contact Number Hang �_a1s flange THD48 Pty 1) USP Structural Connectors j I 2-1sa Werails TYPICAL HIPJACK CONNECTION -PSTBK MAX 55 PSF MAX ROOF LOAD PALM 170 MPH EXC H--251 MAX "A„F' 4 24 W 2. 12 .. a4 45 NA0UD 3 / WILED Rqm 11 2 Wth 2-I5d toe ` M t3 7 16 /6 e WED NNWCD ,Ss: n NAIL® "✓///// �- rNilID � NAB 2S strap fi-10d.IS e. Blend 5-9 49-11 9-1pa � 5.7-9 1 4-&7 �6 6 PlateODsemm 90-80-1 LOADWG (psn SPACING 240 rSl DEM in Qoc) I/&B Lid PLATES GRIP CLL 30.0 Plates Increase 125 TC a71 Vert(l.l) -DM 5-7 >90 36D Ad12D 24411 g0 TCOL 15.0 Lumber lnaease 125 BC 0.49 Vert(TL) -DA9 64 >999 240 BCLL OD Rep Sues Inv NO WS 0.50 Hoa(M 0.01 6 nia nia BCOL 10.0 CodmFRC20tGf P12007 Q02hu-M) Weight441b FT-D-1 LUMBER BRA13NG PCHORD 214SYPM3B TOP CHORD StrLwAund mod shea1XngdmeUy2pp0ed artir0-0oe purilm 8t7(CHORD 244SP Nat BOT CHORD nrcluMvood sheatNrg crm:dyapp0ed or B-94 oc bracing. AEBS 294 SP Na3 MTek remrtmmdsUat 3abflizers mid o:gri>ed oossb ng be Installed during Ins erec0on. In a®rduce rAth StabiBar :'ROA6 QNsfze) 4-188DAechant-al,2-6080-10-15 (min.IF1.61.6-36DMecfi?slral Max Horz2-30e(LC 4) Max UpLe4--156(LC4). 2-•382(LC 4). 5-159(LC B) MM Gav4-219(LC 2). 2-734(LC 2). 5-412(LC 2) S (m)-Mm CompJMaxTen-AB lorces2500b) orles e=eplwben shom. CHORD 2-11.-933r64%11-12-BSM07.3-IZ-84SM3 CHORD 214-fi lM48t 14-15--439J848, 7-15- 39184IL 7-16-439IB48. a16-439MB S 3.6-916f4iS behveen i (3-secorA gust/ Vase.132irph; TOOL-5.0,1sf: P.COL.SDpS; h-2ih; C� II; Exp C; Ena, GCpI-0.18; werlefl and rigt0 a Mosatl; Lumber DOL-M3 date grip DOLAM osuppwlaceWng andls notlydend.`d orpsevAlere aesthetl¢2reacoreddera0en_ ed edoorso .0psf u=m Bbwtleloacl no inefora10.0 psiba0omdsfon th botnorsonwneK direanyotherlivelands Ined Imra Ave fond o120.�s1on the bo8omclmrd ter all areas where a rectangle9-6-0 all by 2-0-0 wldevAB At and any other members. l l l l l If'r 1�.i.1►9t� ur= STATE OF •$�� 1109 COASTAL BAY BOYNTON BC,FL 3343° 1012D/12 TYPICAL ALTERNATE BRACING DETAIL .FOR EXTERIOR FLAW GIRDER TRUSS 4 12d TRUSS 24' o.c. UPLIFT CONNECTION SEE ROOF TRUSS EXTERIOR FLAT GIRDER 12 PITCH 4 12d MAX 30" (2'-5") 2x6 ,#'2 SP BOTH 24' 0.C. SIMPSON H5 FACER .•` �J�'' ucENSF' �F`�'% N 34869, np* M iO STATE OF S/oNAL`. 1109 COASIE?�TAL BAY BOYNTON BC,FL 33435 10/29/22 J r STANDARD PIGGYBACK TRUSS IFEBRUARY 14. 2012 I CONNECTION DETAIL (PERPENDICULAR) I ST-PIGGY-PERP. L�J I N I a® no 0000 Mireklndustdes, Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEARTRUSSES} ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEERIDESIGNER ARE REQUIRED. PIGGY-BACKTRUSS (CROSS-SECTION VIE Refer to actual truss design drawing for additional piggyback truss information. NEAR SIDE n>+i rR Idobim Ceeamseld, MD Page 1 of 1 NIAK MEAN ROOF HEIGHT— 30 FEET BUILDING CATEGORY 11 WIND EXPOSURE BorC WIND DESIGN PER ASCE 7-98, ASCE 7-02. ASCE 7-05100 MPH (MWFRS) WIND DESIGN PER ASCE 7-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND L.OADS:1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UFUFr UPTO 140 LEIS MAXIMUM AT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMITATION AND/OR IN OTHER DIRECTIONS ATTACH PIGGYBACKTRUSS TO BASE TRUSS WITH (2) -16d (0.131- X351 NAILS TOENAILED. /FAR SIDE ' I 1 FLATTOP CHORD OF BASE TRUSS BASE TRUSS (SIDE VIEW) Refer to aclualzuss design drawing foradditional base truss Information. NOTES FORTOE-NAIL- 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE. EDGE DISTANCE. AND SPACING OF NAILS SHALL BE SUCH ASTO AVOID UNUSUAL SPLITTING OFTHE WOOD. NOTES FOR -MUSS: 1. THIS DETAIL IS VALID FOR ONE -PLY PIGGYBACK TRUSS ONLY: 2- THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR4ARCH LUMBER: S THE SPACING OF PIGGYBACK TRUSSES AND BASETRUSSES IS 2 Fr OR LESS: 4. THE PIGGYBACKTRUSSES SHOULD BE PERPENDICULARTO BASETRUSSES S. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATEA HIGHER UPLIFT AT CONNECTING POINT. OS ... _/�: * N 34869 * �_ —� • " 76 : /11= 0. STATEOF i F(OR.... //illlllll\\1\ 1109 COASTAL EMY BOYNTON BC,FL 33435 '10/19/12 F(EEBBRU/ARRY1114,, 2'0]12 Standard Gable End Detail SHEET 2 u LJ�I ® MTek Ndusldes. Cherruk'. MO Page2af2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD CE Trusses-@24" ox. uVL�! HORIZONTALBRACE 2#iOWGmJALBRPDE SPACER da'O.C. (SEE SECTIONAA) ATTACHEDTOVERTMALWBHG)..1Ei Weklndustries,Inc. Roof Sheathing --I ` COMMON WIRE NABSANDATROHED TO BLOCIUNG WITH (B). 10d1COMMUUS. 1,-3. ACHMENTTOTHE RLIQ.WITH TWO 1Ed NAILS PLANELOADSTHAT I OFTHE GABLE HODS 2%4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH. FASTEN PIIRLBN \ TO BLOCISNGWITWO I5d NABS (MIN) Diag.BTace points \ I \ PR OVIDEZC4BL0CNINGBETWEEN THE THU s PPORTWGTHE BRACE AND THETWOTR If nee it needed ON EITHER SIDE AS NOTED. TOENAIL BLOC TO TRUSSESW1TH (2) -1 Dd NAISAT EACH I ATTACH DIAGONALBRACETOBLOC6TNG W _ (6)- 10d COMMON WIRE NABS. r I CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLETRUSSES I 'A ANAOEOUATTQIAPHRAGMUL LATEi L III?OQ pp��B8g�AgCINGMUST �ABEN"R JAL / SS BEPRESENTTOPROVWEFOROTIiERAL gyRPbt{I'8F`PNNG MUST / CHORD TO RESISTALLOUT OF PIANELOAI)S14iE ING5�0W i IN THIS DETAIL IS FORTIS VERTICAUSTUDS�9LV: / _ /i NOTE: THIS DETAIL ISM BE USED ONLYFOR / STRUCTURAL GABLES WITH BRAYED STUDS.TRUSSESWLTHOUTWLAVE➢ Sn1DSARENOTADDRESSEDHEHE , STANDARD I GABLETRUSS ' N 34869 W� _ STATE OF ��/T11111111\\ 1109 COASTAL BAY BOYNTON BC,FL 33435 IMA STANDARD PIGGYBACK FEBRUARY 14, 2U12 I TRUSS CONNECTION DETAIL I ST.PIGGY--PLATE l � JLJLJ O 000 oco E TOMP, NGPA Industries, Inc. 7hfs tletal is applicable for the following wind conditions: ASCE 7-98, ASIDE 74M ASCE 7-05, ASCE 7-10 111Wmd Standards under all enclosure and exposure Conditions as long as no uplift exceeds 377 lbs. Refer to actual piggybaclktruss design drawing for uplift. NOTE: This Detal is valid for oneply trusses spaced 24' o.c. or less. PIGGYMKTRUSS nefer to actual truss design drawing fcr addtional piggyback truss information. . \1144, ./ I kx 1 / , ', .1 SPACE PUHLRLS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OFTHE BASE TRUSS (SPACING NOT TO EXCEED W O.C.). A PURIINTO BE LOCATED AT EACH BASE TRUSS JOINT. Mrr21f uidcsrrigs, rn ld, NO Page 1 of 1 Attach piggyback truss to the base truss virlh 3'x8' TEE -LACK Muld-Use Connection plates spaced 48' a.c. Plates shallbe pressed Into the piggyback toss at 48' o.c. staggeredfmm each face and nailed to the base truss with four (4)- 6d (t 5'xO.099 ) dais In each plate to achieve a maximum uplift, capacity of 377 Ihs. at each 3'x8' TEE -LOCK Multi -Use connection plate. (Minimum of 2 plates) Attach each pur8n to the top chord of the base truss. (Purlins..and connection by others) �,_BASETRUSS Refer to actual truss design drawing foraddnional base toss information. •````�iJU cE sK `� /'' *; N 34869 '* —�. �- �a STATE OFF t'ZORIO: C9 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/1-2 a i FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY SYP �J IJI__I LVI I3 MTak Industries, Inc. SECURE VALLEY TRUSS W/ONE ROW OF16d NAILS S O.C. GENERAL SPECIFICATIONS MTek Irghishies, Chesb4M, MO Page 1 Of 1 1. NAILSIZE= SS' X 0.131' =16d 2. INSTALLVALLEYTRUSSES (24. O.C. MAXIMUM AND SECURE PER DErA1LA 3. BRACE VALLEY -WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 4. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EOUILIVANTTO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 5. NAILING DONE PER NOS - Of S. VALLEY STUD SPACING NOT TO EXCEED 49' O.C. 7. ALL LUMBER SPECIES TO BE SYP. ATTACH 2x4 CONTINUOUS NO2 SYP TO THEROOF W/TWO 16d (0.131• X 3.9') NAILS INTO EACH BASE TRUSS. DETAIL A (MAXIMUM 1" SHEATHING) N.T.S. NON TRUSS 6 7-02. ASCE 7-DS 12D MPH 1Dt12 L IOAD �P§i'149111/trr ( 1P AD C13D F•-•.: �i� LLOENSz •' :�� * N 34869 �o• •1G 19/12•; �= STATE OF ljunnaL 1109 COASTAL BAY BOYNTON BC,FL 33435 L OCTOBER 1, 2006 f LATERAL TOE -NAIL DETAIL I ST TOENAIL SP NOTES: L �ILJ 1. TOE tJA1LS SHA o® AND MUST HAVl [THE AT THE BA 2 THE END ABTA END 1__I V ULJ ASTO AVOID UI MTek Industries, Inc. 3. ALLOWABLE Vi FOR MEMBERS TOE -NAIL SINGLE SHEARjVALUES DIAM. SYP HF5'FSO A31 089 BDB699597 *INISDS11b/nailI j.135 935 85 6742634 fn .167 108.8 99.606.4739 n Z .128 742 67.9 58,8 57.6 503 .131 759 1 69,5 603 599 51.1 jCl .148 1114 1 745 648 63.2 525 M VALUES SHOVW4Ai¢ CAPACITY PER TOENAIL APPLICABLE DURATION OF LOAD INCREASES MAY BEAPPLIED. EXAMPLE (3)-16d NAILS (AST dam_x 3.51 WITH SPF SPECIESBOTroM CHORD For lead duration increase of 1.15: 3 (nails) X 84.5 (lb7nail) X 1.15 (DOL) = 2915lb Maxknirm Capacity ANGLEMAY VARY FROM 30' TO SW 45.0D- ANGLE MAY VARY FROM 30' TO SO- MTekln&mbies, OhestedieW.MO Page 1 oF1 AN ANGLE OF45 DEGREES WITH SPECIES THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIENSSHONNAREFOR ILLLWRATION PURPOSES ONLY SIDE VIEW Z mL51 NFARS113E NEARSIDE 45.00' SIDE VIEW 3 NAILS NEAR SIDE NEAR SICE NEAR SIDE ANGLE MAY VARYFROM 3V TO 60' 45.00' `AAj%kill 111 ft/7j, I9 da 0/29/12STATE OFNNAl- 1109 COASTAL BAY_ BOYNTON BC,FL 33439 41 J- OCTOBER 1, 2006 �1 /-lain �uu NOTES: n00-0-71 1.TOE 2. THE AST 3. ALL( MTek Industries. Inc. OR T SIDE VIEW FAR. SIDE UPLIFT TOE -NAIL DETAIL vl VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL VIATHORAWAL VALUES PER NDS 2001 (Ib/nail) DAM. SYP DF HF SPF SPF S to .131 585 46.1 31B 29.9 203 O.135 I 603 47.5 32.6 30Y 209 Lek .162 72.3 572 39.1 1 36.8 25.1 M Z .128 53.1 1 419 28.7 272 18.4 -131 54.3 1 428 293 1 27.7 182 n .146 61.41 493 332 31.3 213 n .UD 459 1 3679q 23.4 159 O .128 49.0 38.6 265 252 179 b .131 50.1 39.6 27.1 25.5 17.4 .143 -5.6 449 305 203 IS VALUES SHORN ARE CAPAOTY PER TOE -NAIL. APPLICABLE OURATION OFLOAD INCREASES MAY BEAPPUED. ST-TOENAIL UPL.IF MTek Itdusuies, Chasox6eld. MO , Pagel Of 1 FS WRH THE MEMBER 4EFv ERENDASSHOWN. NAILS SHALL BE SUCH -IEBOTTOM CHORD SPECIES EXAIAPLE (3) - 18d NAILS (.162" dam. x 3.5') WITH SPF SPEdES TOP PLATE For WWnd DOL of 133: 3 (nails) X 36.8 (ib/nail)X 1.33 (DOL forwind) = 146.81b Maximum Allowable UpfiftReaction Due To Wind ForIvIAnd DOL of 1.60: 3 (nails) X 36.8 (lb/nal)X 1.60 IDOL forwind)=176.61b Maximum Allowable Uplift Reaction Due To Wind If the Upl(R reaction specified on the T1uss Design Drawing is mom than 146.81bs (176.5Ibs) another mechanical uplift connection must be used. ^" USE (3) TOENAILS ON 2c4 BEARING WALL ^'USE (4)TOE-NAILS ON 2X.6 BEARING WALL END VIEW 10/19/12 s �� J�'•'' cFsi • �cc �'• _� � : • N 34869b. Luz�� i :FCORIDP: 1109 COASTAL BAY BOYNTON BC,FL 33435 FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: RENAR BERMUDA 2015 LOT8 BLK10 Builder Name: RENAR HOMES Street: 9310 BREAKERS ROW Permit Office: ST LUCIE COUNTY City, State, Zip: PORT ST LUCIE , FL, Permit Number. Owner. Jurisdiction: 601000 Design Location: FL, Fort Pierce 1. New construction or existing New (From Plans) 9. Wall Types (1848.8 sqft.) Insulation Area a. Concrete Block- Int Insul, Exterior R=4.1 1624.80 fI 2. Single family or multiple family Single-family b. Frame- Wood, Adjacent R=11.0 224.00 ft' 3. Number of units, if multiple family 1 c. WA R= ft' 4. Number of Bedrooms 3 d. N/A 10. Ceiling Types (2500.0 sqft.) R= ft' Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 2500.00 ft' 6. Conditioned Floor area above grade (ft2) 2500 b. N/A R= ft' c. NIA R= ft' Conditioned floor area below grade (ft2) 0 11. Ducts R ft' 7. Windows(204.5 soft.) Description Area a. Sup: Attic, Ret: Attic, AH: Garage 6 154.1 a. U-Factor. Sgl, U=0.96 204.50 ft' SHGC: SHGC=0.48 12. Cooling systems kBtulhr Efficiency b. U-Factor. NIA a. Central Unit 34.4 SEER:15.00 SHGC: c. U-Factor. WA ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor. N/A ft' a. Electric Heat Pump 33.8 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 1.225 ft. Area Weighted Average SHGC: 0.480 14. Hot water systems a. Electric Cap: 80 gallons 8. Floor Types (2500.0 sqft.) Insulation Area EF: 0.920 a. Slab -On -Grade Edge Insulation R=0.0 2500.00 ft' b. Conservation features b. N/A R= ft' None c. NIA R= ft' 15. Credits Pstat Total Proposed Modified Loads: 31.55 PASS Glass/Floor Area: O.OS2 Total Standard Reference Loads: 46.60 �7�7 1 hereby certify that the plans and specifications covered by Review of the plans and O�THE this calculation are in compliance with the Florida Energy specifications covered by this _ ;; O?, Code. ���%i'%�� calculation indicates compliance with the Florida Energy Code. PREPARED BY: �JilfO/J�f Before construction is completed 4tI!r o DATE: / �_-� this building will be inspected for compliance with Section 553.908 I hereby certify that this ilding, as designed, is in compliance Florida Statutes. COD with the Florida Energy de. intE CgJ OWNER/AGENT- h BUILDING OFFICIAL: DATE: DATE: M - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with 403.2.2.1.1. Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 5/12J20151:23 PM EnergyGauge® USA - FlaRes2010 section 405.4.1 Compliant Software PagUlof _9 PROJECT Title: Building Type: Owner. # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New(E)dsting: Comment. RENAR BERMUDA 2015 LOT Bedrooms: 3 User Conditioned Area: 2500 Total Stories: 1 1 Worst Case: No RENAR HOMES Rotate Angle: 135 ST LUCIE COUNTY Cross Ventilation: 601000 Whole House Fan: Single-family New (From Plans) Address Type: Lot # Block(SubDivision: PlatBook: Street: County: City, State, Zip: Street Address 9310 BREAKERS ROW SL Lucie PORT ST LUCIE ,. FL, CLIMATE Design Location IECC Design Temp TMY Site Zone 97.5 % 25 % Int Design Temp Heating Design Daily Temp Whiter Summer Degree Days Moisture Range FL, Fort Pierce FL ST_LUCIE CO INTL 2 39 90 70 75 722 62 Low BLOCKS Number Name Area Volume 1 Blockl 2500 22500 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2500 22500 Yes 6 3 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tie Wood Carpet 1 Slab -On -Grade Edge Insulation Main 207 ft 0 2500 ft' — 0 0 1 ROOF / V # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested EmlIt Deck Pitch Tested Insul. (deg) 1 Hip Composition shingles 2708 ft' 0ft' Medium 0.96 No 0.9 No 0 22.6 ATTIC / V # Type Ventilation Vent Ratio (1 in) Area RBS - IRCC 1 Full attic Vented 300 2500 fP N N CEILING # Ceiling Type Space R-Value Area Framing Free Truss Type 1 Under Attic (Vented) Main 30 2500 112 0.11 Wood 6112120151:23 PM EnergyGauge® USA - FlaRes2010 Section 405A.1 Compriant Software Page 2 of 6 WALLS Adjacent Cavity ,,,,,In Height Framing Solar Belo w Space A.Sheathing 1 N=>SE E)derior Concrete Block- Int Insul Main 4.09999 40 9 4 373.3 ft' 0 0.35 0 _ E=>SW Exterior Concrete Block- Int Insul Main 4.09999 49 3 9 4 459.7 ft' 0 0.35 0 -2 3 S=>NW Exterior Concrete Block- Int Insul Main 4.09999 45 3 9 4 422.3 ft2 0 0.35 0 W=>NE Exterior Concrete Block - Int Insul Main 4.09999 39 7 9 4 369A ft2 0 0.35 0 -4 S=>NW Garage Frame -Wood Main 11 21 9 4 196.0 IF 0 0 0.35 0 -5 6 W=>NE Garage Frame -Wood Main 11 3 9 4 28.0 ft' 0 0 0.35 0 DOORS # Omt Door Type Space Storms U-Value Width Height In Area Ft In Ft 1 S=>NW Insulated Main None .46 3 8 24 ft' _ 2 S=>NW Insulated Main None .46 2 10 6 8 18.9ft' _ 3 WANE Insulated Main None .46 2 8 8 21.3 1`12 WINDOWS Orientation shown is the entered orientation changed to As Buitt rotated 135 degrees). Wall Overhang # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N=>SE 1 Metal Single (Tinted) Yes 0.96 0.48 225 ft' 1 It 0 in 1 It 0 in None Exterior 5 _ 2 E=>SW 2 Metal Single (Tinted) Yes 0.96 0.48 6.0 ft' 1 It 0 in 1 ft 0 in None Exterior 5 _ 3 SaNW 3 Metal Single (Tinted) Yes 0.96 0.48 8.0 ft' 2 ft 0 in 2 ft 0 in None Exterior 5 _ 4 W=>NE 4 Metal Single (Tinted) Yes 0.96 0.48 45.0 fl' 1 ft 0 in 1 ft 0 in None Exterior 5 _ 5 S=>NW 3 Metal Single (Tinted) Yes 0.96 0.48 8.0 ft' 2 ft 0 in 2 ft 0 in None Exterior 5 6 W=>NE 4 Metal Single (Tinted) Yes 0.96 0.48 45.0 ft2 1 ft 0 in 1 ft 0 in None Exterior 5 _ _ 7 S=>NW 3 Metal Single (Tinted) Yes 0.96 0.48 30.0 ft' 2 it 0 in 0 ft 21n None Exterior 5 8 W=>NE 4 Metal Single (Tinted) Yes 0.96 0.48 40.0 IF 1 ft 0 in 1 ft 0 in None Exterior 5 GARAGE # FlocrArea Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 3828 ft' 382.8 it2 64 ft 8 It 1 INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0003 1957.3 108 203.11 .219 5.246 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump None HSPF: 8.5 33.8 kBtulhr 1 sys#1 5l1=015123 PM EnergyGaugeO USA- FlaRes2010 Section 405AI Compliant Software Page 3 of 5 COOLING SYSTEM — # # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts Central Unit None SEER: 15 34.4 kBtulhr 1032 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type Subtype Location EF Cap Use SetPrd Conservation 1 Electric None Main 0.92 80 gal 60 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cart # Company Name System Model # Collector Model # Area Volume FEF None None ft' DUCTS —Supply— —Return — Air CFM 25 CFM25 HVAC# # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool _ 1 Attic 6 154.1 ft' Attic 75.7 ft= Default Leakage Garage (Default) c(Defauk) c 1 1 TEMPERATURES ProgramableT]hermostat:X Y Ceiling Fans: �D((]] Heating Jan [X) Feb IX) Mar Jov [[XX]] pp(C�� IF un Jul IX) Aug lxJ [[XXJJ LxJ Sep N [�Xx]] Nov Occtt Dec Dec Lxl Venting L[�X]) Jan [[fix]) Feb [[�X11 Mar Apr May ll�xll Jun [[[���999 Jul IIII�XXXIIII Aug II�xJJ Sep lxl Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) PM 78 778 78 78 78 78 78 78 78 60 80 78 78 78 Gaoling (WEH) PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Walls HRV Heating System Run Time Cooling System None 0 0 0 0 1 • Electric Heat Pump 0% 1 - Central Unit 5112120151:23 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 9310 BREAKERS ROW PERMIT #: PORT ST LUCIE, FL, MANDATORY REQUIREMENTS SUMMARY - See individual code sections forfull details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating controls and cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R 2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of =1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing Calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 5/12/2015 1:23 PM EnergyGauge® USA - RaRes2010 Section 405.4.1 Compliant Software FILE COPS' Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) • DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 68 The lower the EnergyPerfornance Index, the more efficient the home. 9310 BREAKERS ROW, PORT ST LUCIE, FL, 1. New construction or eidsting New (From Plans) 9. Wall Types Insulation Area a. Concrete Block - Int Insul, Exterior R=4.1 1624.80 fl 2. Single family or multiple family Single-family b. Frame - Wood, Adjacent R=11.0 224.00 fl' 3. Number of units, if multiple family 1 c. WA R= ft2 4. Number of Bedrooms 3 ' d. N/A 10. Ceiling Types R= Insulation R2 Area 5. Is this a worst rase? No a Under Attic (Vented) R=30.0 2500.00 ft2 6. Conditioned Floor area (tt2) 2500 b. WA R= it' c. WA R= 112 7. Windows'* Description Area 11 Duds R tt' a. U-Factor. Sgl, U=0.96 204.50 ft2 a. Sup: Attic, Ret Attic, AH: Garage 6 154.1 SHGC: SHGC=0.48 b. U-Factor. N/A fF SHGC: 12. Cooling systems . kBtulhr Efficiency c. U-Factor. WA It' a. Central Unit 34.4 SEER:15.00 SHGC: d. U-Factor. WA ft2 13. Heating systems kStumr Efficiency SHGC: a. Electric Heat Pump 33.8 HSPF:8.50 Area Weighted Average Overhang Depth: 1.225 ft. Area Weighted Average SHGC: 0.480 8. Floor Types Insulation Area 14. Hot water systems - Cap: 80 gallons a. Slab -On -Grade Edge Insulation R=0.0 2500.00 f12 a Electric EF: 0.92 b. NIA R= ft2 b. Conservation features c. NIA R= fF ' None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code tompliant features. Builder Signature: /\ ' -tv (4 Date: 3 /� Address of New Home: Qp�yytnJ�l �( City/F Zip:/�I 12 rC.� *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge®USA - FlaRes2010 Section 405.4.1 Compliant Sonware :.BILE COPY Residential System Sizing Calculation Summary Project Title: 9310 BREAKERS ROW RENAR BERMUDA 2015 LOT8 BLK10 PORT ST LUCIE, FL 5/1212015 Location for weather data: Fort Pierce, FL - Defaults: Latitude(27.48) Altitude(25 ft.) Temp Range(L) Humidit data: Interior RH 50% Outdoorwet bulb 8 Humidi difference 64 r. Winter design temperature(MJ8 99%) 42 F Summer design temperature(MJ8 99%) 90 F Winter setpoint 70 F Summer setpoint 75 F __ ___ w------- AG C Submitted heating capacity % of talc Btuh Total (Electric Heat Pump) 123.6 33800 Heat Pump+ Auxiliary(0.0kW) 123.6 33800 Winter Heatinq Load (for 2500 soft ubmitted cooling capac Sensible (SHR = 0.75) Latent WINTER CALCULATION5 Load com onent Load Window total 205 sqft 5497 Btuh Wall total 1680 sqft 6290 Btuh Doortotal 64 sqft 827 Btuh Ceiling total 2500 sqft 2229 Btuh Floor total 2500 sqft 6839 Btuh Infiltration 131 cfm 4044 Btuh Duct loss 1620 Btuh Subtotal 27347 Btuh Ventilation 0 cfm 0 Btuh TOTAL HEAT LOSS 27347 Btuh Summer Coolinq Load (for 2500 sgft DuM.Wk) D*.rs(3%) n SUMMER CALCULATIONS Load component Load Windowtotal 205 sqft 8602 Btuh Wall total 1580 sqft 3370 Btuh Door total 64 sqft 886 Btuh Ceiling total 2500 sqft 3503 Btuh Floortotal 0 Btuh Infiltration 99 cfm 1625 Btuh Internal gain 4780 Btuh Duct gain 2205 Btuh Sens. Ventilation 0 cfm 0 Btuh Blower Load 0 Btuh Total sensible gain 24971 Btuh Latent gain(ducts) 826 Btuh Latent gain(infiltration) 4286 Btuh Latent gain(ventilation) 0 Btuh Latent gain(internal/occupants/other) 1200 Btuh Total latent gain 6311 Btuh TOTAL HEAT GAIN 31282 Btuh 'h�'` - � 8th Edition v t1mt imamepe%) mr. ar D.=00%) ..L5 11 EnergyGauge® PREPARED BY: DATE' EnergyGauge® / USRFZB J3.1 % of calc Btuh 103.3 25800 136.3 8600 :T•F) t✓ SYstem Sizing Calculations - Summer Residential Load - Room by Room Component Details Proct 9310 BREAKERS ROW RENAR BERMUDA 2 115 LOTS BLK10 PORT ST LUCIE, FL 5/12/2015 Reference City: Fort Pierce, FL Temperature Difference: 15.OF(MJ8 99%) Humidity difference: 64gr. Type` Overhang WindowArea(sgft) HTM Load Window Panes SHGC U InSh IS Omt Len H Gross Shaded Unshaded Shaded Unshaded 1 1 NFRC 0.48, 0.95 No H SE 1.Oft. 1.Oft. 22.5 3.4 19.1 22 43 903 Btuh 2 1 NFRC 0.48, 0.96 No H SW 1.Oft. 1.Oft. 6.0 1.5 4.5 22 43 228 Btuh 3 1 NFRC 0.48, 0.95 No H NW 2.Oft. 2.Oft. 8.0 0.0 8.0 22 42 340 Btuh 4 1 NFRC OAB, 0.98 No H NE 1.Oft. 1.Oft. 45.0 0.0 45.0 22 42 1910 Btuh 5 1 NFRC 0.48,0.96 No H NW 2.0ft. 2.Oft. 8.0 0.0 8.0 22 42 340 Btuh 6 7 1 NFRC 0.48, 0.96 No H NE 1.Oft. 1.Oft. 45.0 0.0 45.0 22 42 1910 Stuh 8 1 NFRC 0.48, 0.96 No H NW 20ft. 0.2ft. 30.0 0.0 30.0 22 42 1273 Stuh 1 NFRC 0.48, 0.96 No H NE 1.Oft. 1.Oft. 40.0 0.0 40.0 22 42 1698 Btuh Window Total 205 (sgft) 8602 Btuh Wa Type U-Value R-Value Area(sqft) HTMlls Load Cav/Sheath 1 Concrete Blk,Hollow -Ext 0.15 4.110.0 350.8 2.2 785 Btuh 2 3 ConcreteBlk,Hollow -Ext 0.15 4.1/0.0 453.7 22 1016 Stuh 4 Concrete Blk,Hollow-Ext 0.15 4.110.0 352.3 2.2 789 Btuh 5 ConcreteBlk,Hollow-Ext 0.15 4.110.0 218.1 2.2 488 Stuh 6 Frame - Wood -Adi 0.09 11.010.0 177.1 1.4 252 Btuh Frame - Wood -Ad] 0.09 11.0/0.0 28.0 1.4 40 Stuh Wall Total 1580 (sgft) 3370 Btuh Doors Type Area (sqft) HTM Load 1 2 Insulated - Exterior Insulated - Garage 24.0 13.8 331 Stuh 3 Insulated - Uedor 18.9 21.3 13.8 261 Btuh Door Total 64 sgft) 13.8 294 Btuh Ceilings Type/Color/Surface U-Value R-Value Area(sgft) HTM 886 Btuh Load 1 Vented Attic/UghtfShingle 0.032 30.0/0.0 2500.0 1.40 3503 Btuh Ceiling Total 2500 (sqft) 3503 Btuh Floors Type R-Value Size HTM Load 1 Slab On Grade 0.0 2500 (ft-pedmeter) 0.0 0 Btuh Floor Total 2500.0 (sgft 0 Btuh Zone Envelope Subtotal: 16361 Btuh Infiltration Type WholehouseACH Volume(cuff) Wall Ratio CFM= Load Natural 0.26 22500 1.00 98.6 1625 Btuh Internal Occupants Btuh/occupant Appliance Load gain 6 X 230 + 3400 4780 Btuh Sensible Envelope Load: 22766 Btuh Duct load Average sealed, Supply(R6.0-Attic), Return(R6.0-Attic) (DGM of 0.097) 2205 Btuh Sensible Zone Load 24971 Btuh EnergyGaugeo/ USRFZB v3.1 Page 1 Manual J Summer Calculations Residential Load - Component Details (continued) Project Title: Climate:FL ST LUCIE_CO_INTL 9310 BREAKERS ROW RENAR BERMUDA 2015 LOT8 BLK10 PORT ST LUCIE, FL 5/12/2015 EnergyGauge® / USRFZB v3.1 Page 2 �. 03 Manual J Summer Calculations Residential Load - Component Details (continued) Project Title: Climate:FL ST LUCIE_CO_INTL 9310 BREAKERS ROW RENAR BERMUDA 2015 LOTS BLK10 PORT ST LUCIE, FL 5/1212015 WHOLE HOUSE TOTALS i � � �• , t" �'`' ""' � ', + , 'r" "`s °rr '" Sensible Envelope Load All Zones 22766 Btuh Sensible Duct Load 2205 Btuh Total Sensible Zone Loads 24971 Btuh Sensible ventilation 0 Btuh Blower 0 Btuh Whole House Total sensible gain 24971 Btuh Totals for Cooling Latent infiltration gain (for 64 gr. humidity difference) 4286 Btuh Latent ventilation gain 0 Btuh Latent duct gain 826 Btuh Latent occupant gain (6.0 people @ 200 Btuh per person) 1200 Btuh Latent other gain 0 Btuh Latent total gain 6311 Btuh TOTAL GAIN 31282 Btuh 1. Central Unit # 34400 Btuh 'Key: Window types (Panes - Number and type of panes of glass) (SHGC - Shading coefficient of glass as SHGC numerical value) (U - Window U-Factor) (InSh - Interior shading device: none(No), Blinds(B), Drapedes(D) or Roller Shades(R)) - For Blinds: Assume medium color, half closed For Draperies: Assume medium weave, half closed For Roller shades: Assume translucent, half closed ' (IS - Insect screen: none(N), Full(F) or Half('%)) (Omf- compass orientation) Version 8 QF3=1 EnergyGaugeOI USRFZB v3.1 Page 3 5.�" RECEI`.' .0 SEP 24 2015 S1� 654�" op-oL7 - 657 4p4G1; LOT 7 BLOCK 10 VACANT p 0 o. LOT 8 BLOCK 10 l V/ Ago /m y0• 36'E (k DESCRIPTION: LOT 6, BLOCK 10, PALM BREEZES CLUB, AS RECORDED IN PLAT BOOK 49, PAGE 32, PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA SURVEYOR'S NOTES: 1. THIS SURVEY IS PREPARED FOR: RENAR DEVELOPMENT COMPANY. 2. THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS AND/OR RIGHTS -OF -WAY OF RECORD. 3. VISIBLE ENCROACHMENTS ARE AS SHOWN. 4. ELEVATIONS SHOWN HEREON ARE BASED ON N.A.V.D. OF 1988. 5. NOTICE: THERE MAY BE ADDITIONAL RESTRICTIONS THAT ARE NOT RECORDED ON THIS SURVEY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 8. THIS SKETCH IS THE PROPERTY OF TERRY L. MACDEVITT AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WITHOUT THE PERMISSION OF TERRY L. MACDEVITT IN WRITING. 7. BEARINGS SHOWN HEREON ARE BASED ON THE NORTH LINE OF LOT B. WHICH BEARS S.81'31'38"W. ALL BEARINGS ARE RELATIVE THERETO. 8. BOUNDARY DIMENSIONS SHOWN ARE PER PLAT AND FIELD MEASUREMENT UNLESS OTHERWISE NOTED. 9. CITY WATER AND SEWER IS AVAILABLE 10. LANDS SHOWN HEREON LIE WITHIN ZONE "K" ACCORDING TO THE FLOOD INSURANCE RATE MAP PANEL NO. 12111COISO J. DATED FBRUARY 16, 2012 11. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL SITE PLAN INFORMATION PRIOR TO CONSTRUCTION REVISIONS DESCRIPTION I DATE I BY TERRY L. MACDEVITT REV. BLDG TIE 6122119 PROFESSIONAL FORMBOARD TIE 9114115 LAND SURVEYOR MAILING ADDRESS: 1810 S.W. CYCLE STREET MJM 5 1 PORT ST. LUCIE, FLORIDA 34953 P� VOICE (772)-528-7192 crgcr® on TLM n w �; 15-026 1 'l ar l LOT 9 BLOCK 30 y tom" ' 1 p' a 04�E6 PV 8� CERTIFIED TO: HOMELIFE TITLE, LLC SHAYNA M. BECHTEL P.A. ATTORNEYS TITLE FUND SERVICES, LLC RENAR DEVELOPMENT COMPANY HARBOR COMMUNITY BANK RENAR HOMES, LLC St LuGGte Co. FL Dot nit prove NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 1L i -tom' J Rn._ TERRY L. MACDEVITT.. PROFESSIONAL SURVEYOR & MAPPER FLORIDA LICENSE No. 4557 BOUNDARY SURVEY SITE PLAN N� 00 y0. 136 � 0 9ra 21.7 LOT 9 BLOCK 10 VACANT \ 4p4 O' LOT 8 N r` frl`L`9 BL00 0 �_ �• v/ N ,� l RASE ,�n• � m_ t F�• 2�_ LOT 7 23•5 BLOCK 10 y vacnxT FFIlliT ^i8 5i4 ±oes� LOoO.- 136,y CPIP.SED_� �Z A °3 A 2z.3 1y01 PEAR- OE• ZNG. �o TEC N 0 N DESCRIPTION: LOT 8, BLOCK 10, PALM BREEZES CLUB, AS RECORDED IN PLAT BOOK 49, PAGE 32, PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA SURVEYOR'S NOTES: 1. THIS SURVEY IS PREPARED FOR: RENAR DEVELOPMENT COMPANY. 2. THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENTS AND/OR RIGHTS -OF -WAY OF RECORD. 3. VISIBLE ENCROACHMENTS ARE AS SHOWN. 4. ELEVATIONS SHOWN HEREON ARE BASED ON N.A.V.D. OF 198B. 5. NOTICE: THERE MAY HE ADDITIONAL RESTRICTIONS THAT ARE NOT RECORDED ON THIS SURVEY THAT MAY BE FOUND IN THE PUBLIC RECORDS OF THIS COUNTY. 6. THIS SKETCH IS THE PROPERTY OF TERRY L. MACDEVCIT AND SHALL NOT BE REPRODUCED IN WHOLE OR PART WITHOUT THE PERMISSION OF TERRY L. MACDEVTTT IN WRITING. 7. BEARINGS SHOWN HEREON ARE BASED ON THE NORTH ME OF LOT B. WHICH BEARS S.61'31'36"W. ALL BEARINGS ARE RELATIVE THERETO. B. BOUNDARY DIMENSIONS SHOWN ARE PER PLAT AND FIELD MEASUREMENT UNLESS OTHERWISE NOTED. 9. CITY WATER AND SEWER IS AVAILABLE 10. LANDS SHOWN HEREON LIE WITHIN ZONE "K" ACCORDING TO THE FLOOD INSURANCE RATE MAP PANEL NO. 12111CO160 J. DATED FBRUARY 16, 2012 11. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL SITE PLAN INFORMATION PRIOR TO CONSTRUCTION TERRY L. MACDEVITT PROFESSIONAL LAND SURVEYOR MAILING ADDRESS: 1810 S.N. CYCLE STREET PORT ST. LUCIE, FLORLUA 34953 VOICE (772)-526-7192 REVISIONS DESCRIPTION DATE REV. BLDG TIE 6122115 j nwm nn mim tore e � n0°g TJcc �" ®® t0] TLM wee tx rton: — 5 15-026 '1 1 V4OV Vo. 00' 50 %%ID $8 V• ta•P• ?237 CERTIFIED TO: HOMELIFE TITLE, LLC SHAYNA M. BECHTEL P.A. ATTORNEYS TITLE FUND SERVICES, LLC RENAR DEVELOPMENT COMPANY HARBOR COMMUNITY BANK RENAR HOMES, LLC 13�NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A y FLORIDA LICENSED SURVEYOR AND MAPPER: cc TERRY L MACDEV, PROFESSIONAL SURVEYOR