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HomeMy WebLinkAbout123 Country Club Cir 13-1229 New SFHf 1 APR :18 2013 D BY: CITY OF SANFORD BUILDING & FIRE PREVENTION G, PERMIT APPLICATION Application No: ' 0- 01 Documented Construchon Value: Job Address: U'3 COOLMN C"R P-L':E Historic District: Yes No k Parcel ID: ZS -1 el - 30- 57,7 -- 0FOD- QOLT) Zoning: 5 Description of Work: 'e6ne'iAiMA-L- OE o 17-4 w Plan Review Contact Person: I-C&(O.R(i'l V L,)ftkAt-E Title:WS1iZ0M1',-( G 7 - Phone: Z{Dlt- IA03- 03DS Fax: E-mail: PLo CO, ow4-c'-- —(,AEU . 06T- Property Owner Information Name E'ikew3 AT 1;cv-, 40~Tq (0 5t' kt'lout CwLntlwpk hone: qO'7- 04o- 525eG Street: \UQ cA7,1A- 13XA D Resident of property? City, State Zip: 1A:F0i_'D ,h, 32j?3 Contractor Information Name 1 P- 1 l ao.t Phone: Street: City, State Zip: Fax: State License No.: Architect/Engineer Information Name: V_VEG P65DCkf-S Phone: '107 - -9Bt7 - 2333 Street: '' 46 G ?-t TV-fi ct. Fax: 4o' - S 3D-23E1"( City, St, Zip: P te-R, fit. 3 2'7 i 3 E-mail: 6-Z I e.L • 6 _0 R"ZtT Li) C--r, Bonding Company: NIA Mortgage Lender: Address: /O 7 D` J % /y (Address: 3 eO 4 'Z //PERMIT INFORMATION Building Permit Square Footage: Construction Type: No. of Stories: No. of Dwelling Units: Flood Zone: Electrical B11- New Service - No. of AMPS: Mechanical IJ (Duct layout required for new systems) Plumbing 1% New Construction - No. of Fixtures: Fire Sprinkler/Alarm No. of heads: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented co ss action value when the executed contract is submitted, credit will be applied to your permit fees when the p, rm t is released. n of O ter/ gent Date Sign;e of Contractor/Agent ate RtureOM, C( to fti-D Print Owner/ gent's Name Print Contractor/Agent's N e N . i * irrlo0,0, ., llll, ql S' ure Notary -State of Florida Date Signature of Notary -State of Florida Date co q 1 G i IINIII/ GAYLE L. FLEMING s` m A U • m •- i'p .° = Notary Public - State of Florida o A ti : My Comm. Expires Nov 26, 2015 rF t S d a;.O\w d°;• Com fission # EE 118217 O o Me or Contractor/Agent is Perso4af fil Me or Produced ID Type of ID Produced ID Type of ID APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Rev 11.08 i J APR .8 2013 D I CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 2 - 110- Documented Construction Value: $ j 0 o , c-, c g Job Address: cooI•f lzLj CUB b ?-C4.-E Historic District: Yes No Parcel ID: 35 - j r'I " 73,fD- 57LD -- lQ. _F %lD. QL)4_D Zoning: lyl Description of Work: i-1DMfU- O-Eq,3 C,,),A-,1-?-(;P0) i Plan Review Contact Person: -( w('tLD Title:(C)tjSa2()C k! 0-114 AtC- , Phone: gDlf- W015- Z,3C)5 Fax:. E-mail: P-Z10Cowtclel -DCo. "6T- Property Owner Information Name M%ATJ 1 AuKw nzi (t,4 CW' Lnl_"izK4 Phone: 5 3 F-cS Street: 1(Q 13UJi> Resident of property? : iJ (VA City, State Zip: $1> S2773 Contractor Information Name ` 401E 1 L Phone: Street: City, State Zip: Fax: State License No.: Architect/ Engineer Information Name: Phone: q-17 - '820 - 233 3 Street: Fax: ` l b) - $ 3C) -- z_ 3t%cl City, St, Zip: OPOp t6-q' ft' 3 2-? b3 Bonding Company: JLl!> Address: Building Permit J9 E- mail: L L 12. 6_0JIV2-t`TCPS Mortgage Lender: // 4 Address: PERMIT INFORMATION Square Footage: Construction Type: // No. of Stories: 1 No. of Dwelling Units: Flood _.Zone: lz7 Electrical B'__ Plumbing New Service - No. of AMPS: Z- New Construction - No. of Fixtures: Mechanical 13 (Duct layout required for new systems) Fire Sprinkler/Alarm 0 No. of heads: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented cojgRruction value when the executed contract is submitted, credit will be applied to your permit fees when the Dermit is released. A ture of O ier/ gent A Owner/ ¢ent's Name of Florida GAYLE L. FLEMING Notary Public - State of Florida My Comm. Expires Nov 26, 2015 rnmafission # EE 118217 Produced ID Type of ID APPROVALS: ZONING: ENGINEERING: COMMENTS: Date Signfe of Contractor/Agent 6ate 6,10,cPO—D y)ftA Print Contractor/Agent's Name Me or Signature of Notary -State of Florida Date Contractor/Agent is Personally Known to Me or Produced ID Type of ID UTILITIES: ' ASTE WATER: FIRE: BUILDING: Rev 11.08 THIS INSTRUMENT PREPARED BY: Name: Address. '`.: _ 'e',•,: Y-'a 4' , NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit Number: Parcel ID Number: MARYANNE MOROE. CLERK OF CIRCUIT COURT SEMINOLE COUNTY PK 08079 Pq 0452; (1pg) CLERK' S ## 2013091046 RECORDED 07/11/2013 01152t23 AM RECORDING FEES 10.00 REGURDED BY H DeVure 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. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) 13Lv.. -(fz'( t irt?ix I+ phi"ys2. E1+,.1 t'C' i i t.t'eo' f',1,`{•. it 113 Las.3iti4C d1t C.u17? GQi.A.T GENERAL DESCRIPTION OF IMPROVEMENT: k?{ t ": t• t.!.t PVL `:fr i(: CcIt : faPttui-f .., j 5i ('; E_! `_>i'lz.J t't aim.-C OWNER INFORMATION: Name: Address: ' Srlr, i~s1-A, t72, V-L 31"1'11 Fee Simple Title Holder (if other than owner) Name:e+ Address CONTRACTOR: Name: Address: Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: , Address: In addition to himself, Owner Designates of To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from 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 I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST. INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BE E COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Unde penalties f erjury,_1-decl r t I have read the fore Qing and that the facts stated 'n it are true t t nSwled b "I' f, y 17tb /// Own r%Sig ture Owneas Printed Name Florida Statute 713/13(1)(g): " The owner must sign the notice of commencement and no one else may be permitted to sign in his or her stead." State of '' County of I U The foregoing instrument was acknowledged before me this Vill day of by { ey, Who is personally known to Name of person making statement OR who has produced identification type of identification produced: 2o, W1 n&,r,iiKfl ateofFloridata EED40125015 Vol Notary 03, 01 APR 2013 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: i 2 .— J I ©j Documented Construction Value: $ j 0 o . c,, g <v Job Address: U-3 coo [r-q_ c/aFs O (het-E Historic District: Yes No Parcel ID: Z5 - 01 3D- 5Lz) -- tGIFU17-- t-)t)(-(T) Zoning: 1 L Description of Work: 71c-_1'MA _ 0-k Plan Review Contact Person:U4\xZ Phone: 'Pq - 0305 Fax: E-mail: P"o 6? o$ tce — PIE -A) I 6T- Property Owner Information Name kl two (P,4 0 Phone: '40'?- Street: WDD &tAE ecA AR J-t> Resident of property? City, State Zip: V, S2723 Contractor Information Name 61aFV_ )WP7M LDt-o_4 E P_ Phone: Street: City, State Zip: Fax: State License No.: Architect/ Engineer Information Name: Phone: 'iC17 823o - 23?> s Street: 146 4 xy-R-t Oi?— L;e fist L_ Fax: Z 0 - =2. 3L `'1 City, St, Zip: PfPDF, tL-! 3Z. 3 2 L3 E-mail: t; 2 ct. , P M ft2 Bonding Company: Mortgage Lender: of (a Address: Building Permit Square Footage: 1 ; No. of Dwelling Units: 1 Electrical Address: PERMIT INFORMATION Construction Type: Nc Flood Zone: Plumbing - New Service — No. of AMPS: `z Mechanical (( Duct layout required for new systems) of Stories: New Construction - No. of Fixtures: Fire Sprinkler/Alarm 0 No. of heads: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented cos ruction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. Xure of O ter/ gent Owner/ gent's Name Notary -State of AllA1Date Signfe of Contractor/Agent ate Print Contractor/Agent's Name quill ,,, GAYLE L. FLEMING Notary Public - Stale of Florida My Comm. Expires Noy 26, 2015 r: nma(ission # EE 118217 Me or Produced ID Type of ID APPROVALS: ZONI1(6113 UTILITIES: ENGINEERING 23 COMMENTS: FIRE: Signature of Notary -State of Florida Date Contractor/ Agent is Personally Known to Me or Produced ID Type of ID WASTE WATER: BUILDING: Rev 11.08 Altamonte Springs, Casselberry, Lake Mary, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Florida Statutes are quoted here in part for your information to indicate the authority for exemptions for homeowners from qualifying as contractors and to express any applicable restrictions and responsibilities. OWNERS MUST PERSONALLY APPEAR AT THE BUILDING DIVISION TO SIGN THIS DOCUMENT BY SIGNING THIS STATEMENT, I ATTEST THAT: (Initial to the left of each statement) I understand that state law requires construction to be done by a licensed contractor and have applied for an owner -builder permit under an exemption from the law. The exemption specifies that I, as the owner of the property listed, may act as my own contractor with certain restrictions even though I do not have a license. I understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and is not hiring a licensed contractor to assume responsibility. I understand that, as an owner -builder, I am the responsible party of record on a permit. I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name. I also understand that a contractor is required by law to be licensed in Florida and to list his or her license numbers on all permit and contracts. I understand that 1 may build or improve a one -family or two-family residence or a farm outbuilding. I may also build or improve a commercial building if the costs do not exceed 111,111. The building or residence must be for my own use or occupancy. It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within in 1 year after the construction is complete, the law will presume that I built or substantially improved it for sale or lease, which violates this exemption. I understand that, as the owner -builder, I must provide direct, onsite supervision of the construction. I understand that I may not hire an unlicensed individual person to act as my contractor or to supervise persons working on my building or residence. It is my responsibility to ensure that the persons whom I employ have the licenses required by law and by city ordinance. I understand that it is a frequent practice of unlicensed persons to have the property owner obtain an owner -builder permit that erroneously implies that the _property owner is providing his or her own labor and materials. I, as an owner -builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner - builder and am aware of the limits of my insurance coverage for injuries to workers on my property. I understand that I may not delegate the responsibility for supervising work to a licensed contractor who is not licensed to perform the work being done. Any person working on my building who Is not licensed must work under my direct supervision and must be employed by me, which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act (FICA) and must provide workers' compensation for the employee. I understand that my failure to follow these laws may subject me to serious financial risk. Rev. 9.14.2009 I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern owner -builders as well as employers. I also understand that the construction must comply with all applicable laws, ordinances, building codes, andJ zoning regulations. I am of aware of construction practices and I have access to the Florida Building Codes. I understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service, the United States Small Business Administration, the Florida Department of Financial Services, and the Florida Department of Revenue. I also understand that I may contact the Florida Construction Industry Licensing Board at 1-850-487-1395 or at www.myflorida.com/dbpr/pro/cilb/ for more information about licensed contractors. I am aware of, and consent to, an owner -builder building permit applied for in my name and understand that I am the party legally and financially responsible for the proposed construction activity at the address listed below. I agree to notify the building department immediately of any additions, deletions, or changes to any of the information that I have provided on this disclosure or in the permit application package. Licensed contractors are regulated by laws designed to protect the public. If you contract with a person who does not have a license, the Construction Industry Licensing Board, the Department of Business and Professional Regulation and the building department may be unable to assist you with any financial loss that you sustain as a result of a complaint. Your only remedy against an unlicensed contractor may be in civil court. It is also important for you to understand that, if an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner -builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor isproperty licensed and the status of the contractor's workers' compensation coverage. Property Address: 127:;, Cou mtF-'( CLU(3 CA P-(-LE , 15{j04tjg,P ,F L_ 32i I I, — K , do hereby state that I am qualified an apable of performing the requested construction involved with the permit application filed and agree to the con tions specified abov ignature of w er-Buil er Date Form of Identification Must be Photo ID) A violation of this exemption is a misdemeanor of the first degree punishable by a term of imprisonment not exceeding 1 year and a $1,000.00 fine in addition to any civil penalties. In addition, the local permitting jurisdiction shall withhold final approval, revoke the permit, or pursue any action or remedy for unlicensed activity against the owner and any person performing work that requires licensure under. the permit issued. Rev. 9.14.2009 SCPA Parcel View: 35-19-30-520-01700-0040 Page 1 of 2 Oc,vyudggJar,nsan.0 Parcel:35-19-30-520-OF00-0040 I- Owner: HABITAT FOR HUMANITY OF SEM CO & GREATER APOPKA FL INC Property Address: 123 COUNTRY CLUB CIR SANFORD, FL 32771SEi.t1? Lt7 JN7 ', FI.L:W'tiDA Back < Previous Parcel Next Parcel > Save Layout Reset Layout New Search Parcel: 35-19-30-S20-OF00-0040 I Value Summary Property 123 COUNTRY CLUB CIR Address: Owner: HABITAT FOR HUMANITY OF SEM CO & GREATER APOPKA FL INC Mailing: 1100 AMERICANA WAY SANFORD, FL 32773 Subdivision COUNTRY CLUB MANOR UNIT 1 Name: Tax District: S1-SANFORD Exemptions: 34-CHARITABLE/CIVIC (2013) DOR Use Code: 01-SINGLE FAMILY r, 21, A1 elp C?' LO NAerialBoth Footprint + - Extents Center ger Map Advanced Map Dual Map View - External 2013 Working 2012 Certified Values Values Valuation Cost/Market Cost/Market Method Number of Buildings 1 1 Depreciated 7,113 11,676 Bldg Value Depreciated EXFT Value Land Value 7,000 57,500 Market) Land Value Ag Just/Market 514,113 19,176 Value *` Portability Adj Save Our Homes 0 0 Adj Amendment 1 0 50 Adj Assessed aluel S14,113 19,17G Tax Amount without SOH: $379 2012 Tax Bill Amount $379 Tax Estimator Save Our Homes Savings: $0 Does NOT INCLUDE Non Ad Valorem Assessments Legal Description LEG LOT 4 BLK F COUNTRY CLUB MANOR UNIT 1 PB 11 PG 35 Tax Details Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 14,113 S14,113 SO Schools 14,113 S14,113 s0 City Sanford 14,113 514,113 50 SJWM(Saint johns Water Management) 14,113 14,113 0 County Bonds 14,113 514,113 0 Sales Deed Date Book Page Amount Vac/Imp Qualified QUIT CLAIM DEED 1212012 07932 1442 S100 Improved No CERTIFICATE OF TITLE 1012012 07890 0801 5100 Improved No QUIT CLAIM DEED 09/2009 07273 1843 5100 Improved No QUIT CLAIM DEED 04/2006 06199 1733 17,700 Improved No WARRANTY DEED 06/2000 03869 03S1 S34,600 Improved No WARRANTY DEED 12/1996 03178 1070 539,000 Improved Yes QUIT CLAIM DEED 12/1989 03178 1069 100 Improved No WARRANTY DEED 12/1987 01912 0192 45,900 Improved Yes WARRANTY DEED 03/1978 01161 0085 S17,500 Improved Yes Find Comparable Sales within this Subdivision Land Method Frontage Depth Units Unit Price Land Value LOT 0 0 1,000 7,000.00 7,000 http://www.scpafl.org/ParcelDetails.aspx?PID=35-19-30-520-OFOO-0040 4/30/2013 City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Firm: h`Ub, tc !Ur 1[rm n.'t`"/ r r Address: City: ,= , r State: FL Zip Code:Y272 Phone: -//V 7 6 ;-S3,55 Fax: Email: Property Address: 123 C" r G / Property Owner: I G f . Am o,,.,- iP-w,',ru k (-o /Ff o a . Parcel identification Number: ,3j / q._3.) Sze p Fc., 0 - oo --% 0 Phone Number: /!/) 7. 6 96.Sd.SS. Email The reason for the flood plain determination is: Rr-'- New structure Existing Structure (pre-2007 FIRM adoption) Expansion/ Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4076) k> i ` '` OFFI ICICALUSE®NL Y • Flood Zone: x Base Flood Elevation: n f1A Datum: ---- FIRM Panel Number: 1 2II7G o a7o f= Map Date: ff The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: 04flff'o-dplain floodway The structure is in the: floodplain floodway ES -' The structure is not in the: EE],fl'oodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: Reviewed by: o Date: TAEngr- Files\Elevation Certificate\Flood Zone Determination Request Form.doc WE INEww,w:pl•ygem`windows.com m a 1110 SERIES SINGL'E$HUNG'''" I IIII' VINYL . m STANDARD FEATURE! 4 ¢ a . « Energy efficient WarmtEdge insulating glass mt i x o yi Dual lift rads,on bottom sash for easy.operat P V Bottum sash tilts m and is removable for' cleaning Integral nail fin (shown) with 1" 6r 13/s" 4 setback or flange for simple installation s: r Flush mounted tilt latches Tz,°r 42314iframe depth onIten r glazed top sash a Exterior glazed bottomrsash: x r keepers'- Blgck and tackle ba"I'ances i . 4Fully fusriin-welded corners on'sash and, f _ lmeorsuperior. structural strength' fra t Maintenance fre multi chamber r ' '' PVG construction GLASS°• R AsN 4' G LEA SS OPTIONS t z g Low -EtowEsF; HP HPsc Warm Edge+ obsc m antltempered rx SINGLEHUNG . , SELECTION GUIDE = GRILLE OPTIONS 4 - Color cciordina ed. gnlles between tfie glassq xr-' HIGH (GBG) in 5/8and 3/a flat r '' NAIL FIN TOP,SASH WIND EL'ORIDA WOOD 3.COAT _ _ ; SERIES SETBACK REMOVABLE ZONE APPROVED SIDING BRICK STUCCO BLOCK EIFIS , e ;^' PRODUCT CONFIGURATION = 1110 -, Singles,itwins tnple' sr fixed; combinations and e riro.N ®--_aa-- 4 wide variety of architectural shapes.: ° r+gin ' ` HARDWARE~°OPTION Safety vent la11 tch to meet fASTMF2090 20b8'regwrein x. k C0LOR OPTIONS_ G L xg - ti NOTE Colors shown are close approximations and maynot be accurate, . rgyesentations., or color matching` Please request color your Ply Gem sales representative to do so, PLY -GEM, BUILDER SERIES; HAVE BEEN GREEN AP,PRO wlgtlg NAHB RESEARCH CENTER. RESEARCH This means `you can be assured C E N T EAR Series 1110&windows' comply wi practice criteria in the National Standard -Visit www.GreenAppi a' innnnv n' 1. OptionalLow-E or Low=Esc (solar cooling),available .: 2. Optional HP,glass, combiningLow-E with°argon gas fill, oh HPsc glass combining,Low-Esc with,argon< sysgas.fll available for highperformance g r` 3y1.1 0ptionalWarmEdge+spacer'temforenhanced` performance h. 1110 WINDOWS VED BY, THE that Ply ' Gem Builder, een Buildina ESTIMATE #1119 03/27/13 11:35 AM NAME: REGINALD WALLACE CODE: ADDRESS: PLAN 1368 ORLANDO, FL 32808 PHONE: (407) 000-0000 FAX: PROJECT: WINDOW PACKAGE PERMIT 84 LUMBER CO. PAGE 1 STORE: 1302 - 84 LUMBER, SANFORD ADDRESS: 3050 MELLONVILLE AVE PHONE: (407) 708-7400 ASSOCIATE: JAMES MOWREY EST DATE: 03/27/13 START: THIS IS NOT A RECEIPT > #1119 CUSTOMER COPY P.O.S.# QTY DESCRIPTION 1. 88400 ALENCO 1100 SERIES 2. 88400 WHT VINYL LOE W/S 3. 88425 2 TWIN 25 FLG 1/1 4. 88425 2 SH 25 FLG 1/1 5. 88425 1 SH 23 FLG 1/1 6. 88425 2 SH 35 FLG 1/1 7. 88425 9 FLANGE VINYL CLIPS 8. 1041227 18 1X4X12 SYP #2 BORATES INT 9. 5498600 24 18275 DNYAFLEX 230 WH 10OZ 10. 3726900 1 3/16X2-3/4WH TPCNPF(100)* 11. 7938900 7 SHIM COMPOSITE 12. 37000 1 LABOR WINDOWS/EXT DOOR 13. 37000 1 LABOR WINDOiWS/EXT DOOR SUBTOTAL ------------------> SUBTOTAL TAX TOTAL 84 LUMBER CO. ESTIMATE AND PRICING POLICY 1. REGULAR UNIT PRICES ARE SUBJECT TO CHANGE WITHOUT NOTICE ANYTIME AFTER 7 DAYS FOLLOblING DATE OF ESTIMATE". 2. SALE PRICES ARE IN EFFECT ONLY UNTIL THE END OF THE ADVERTISED SALE PERIOD. 3. CUSTOMER DEPOSIT OF FULL AROUNT OF ESTIMATED TOTAL PRICE WILL RENDER UNIT PRICES FIRM FOR 30 DAYS FROM DATE OF DEPOSIT. 4. 64 LUMBER CO. ASSUMES NO RESPONSIBILITY FOR ACCURACY OF TAKE OFFS FROM DRAWINGS OR BLUEPRINTS OR THAT THE PRODUCTS LISTED WILL BE SUFFICIENT TO COMPLETE CUSTOMER'S INTENDED PROJECT. CUSTOMERS SHOULD HAVE QUALIFIED ENGINEER OR ARCHITECT REVIEW ALL QUANTITIES. 5, THIS ESTIMATE DOES NOT CONSTITUTE A CONTRACT OF SALE OR GUARANTEE AVAILABILITY OF ANY PRODUCT LISTED. 6. ALI. PRICES QUOTED BASED ON TOTAL PACKAGE PRICE AND SUBJECT TO CHANGE IF TOTAL PACKAGE NOT PURCHASED OR CONTENTS OF PACKAGE CHANGE. For this project, call Maggie's Management LLC for a quote on Builders Risk Insurance from Zurich (located in Jacksonville FL). 800-664-1984 x2108, 2165, 2107 Maggies Management, LLC is a licensed insurance producer and is a separate entity from 84 Lumber Co. 84 Lumber Co. is not licensed to and does not sell insurance. Florida Building Code Online Page 1 of 1 a. - .-a, A r a,- ka , tf8" t oaF'.Y t ' E W M S " u xs6 nr -,r• "'' , I`€i o- rl. BCIS Home ! Log in User Registration Hot Topics Submit Surcharge - Stats & Facts I Publications i FBC Staff ; BCIS Site Map Links ;SearchGEarreat Busineso Professional f la?tl 11 ai Axg Product Approval i`,iNA"I USER: Public User PrpQun _A.pprOYdl._1enp > Prp4SLctSr Aprllr ipn Sijdren > Application list rch Criteria e Version 2010 FL# 13976 lication Type ALL Product Manufacturer ALL gory ALL Subcategory ALL lication Status ALL Compliance Method ALL llity Assurance Entity ALL Quality Assurance Entity Contract Expired ALL luct Model, Number or NameALL Product Description ALL roved for use in HVHZ ALL Approved for use outside HVHZ ALL fact Resistant ALL Design Pressure ALL er ALL Results - Applications FL# Type Manufacturer lVaHiclateclay IStatus FL13976-R1 Affirmation y Gem Windowslub Steven M. Urich, PE Approved History lndowsSl 717) 432-8500 at 9orySingle Hung i Approved by DSPR. Approvals by DBPR shall be reviewed and ratiFied by the POC and/or the Commission If necessary. Cgeta$ 4s :: L440 NQKhMQnrge t g5, TalahaSr FL 32399 Phon.B: - -4 7-1 24 The State of Florida Is an AA/cc0 employer. Copyngh[ 2007-2010 State of Florida, :: Privacy Statement :: Accessibility Sta.[@ment :: Reipnd $tatgmer i Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. [f you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please Uick here_. Product Approval Accepts: M r:g R sccuritva: c:Tr.c http:// www.floridabuilding.org/pr/pr_app_lst.aspx 3/27/2013 Florida Building Code Online Page 1 of 2 r;r,da Uipw riprki _ BCIS Home I Log In ' User Registration Hot Topics Submit Surcharge Stat$ & Facts Busihesct Ql) Professiona° PE°d b,Ctu pproval Regulation Publications FBC Staff BCIS Site Map I Links ! Search Product Approval Menu > Prgdu^t cr Hpplica_ti[zn 5 rrch > implication List > Application Detail FL FL13976-RI Application Type Affirmation Code Version 2010 Application Status Approved Comments Archived F Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Ply Gem Windows 433 N. Main St. Rocky Mount, VA 24151 540) 484-6348 tarthur@plygemwindows, com Travis Arthur tarthur@plygemwindows, com Windows Single Hung Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer F Evaluation Report - Hardcopy Received Kristina S Daugherty PE- 68455 National Accreditation & Management Institute, 12/ 31/2014 Steven M. Urich, PE r Validation Checklist - Hardcopy Received FL13976 R1_COI Ply Gem COI.pdf Standard Year AAMA/ WDMA/CSA 101/I.S.2/A440 2005 http:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgsQ3Zsw6eI CJyYI... 3/27/2013 Florida Building Code Online Page 2 of 2 t i ,affirm that there are no changes In, the nevv lQ ld,) Building Code ,+.hich affect. my pi uct,"s;, and ii;v product(S) are in Compliance with the new Florida BiAidiing lade. Documentation from approved Evaluation or Validation Entity e Uc,_ r tin r FL13976_91_COC_SA13976 SS.odf Product Approval Method Method 1 Option D Date Submitted 03/06/2012 Date Validated 03/06/2012 Date Pending FBC Approval Date Approved 03/15/2012 of FL # IlModel, Number or Name IlDescription 13976.1 Series 1111FL Vinyl Single Hung Window Limits of Use Installation Instructions Approved for use in HVHZ: No FL13976_R1 II_PGW017 (Alt`Substrates),pdf Approved for use outside HVHZ: Yes FL13976 R1_II PGW018 (As Tested),pdf Impact Resistant: No Verified By: Kristina S Daugherty, PE Florida PE Design Pressure: N/A 68455 Other: -53 x 71 structurally tested to DP +/- 30 PSF - Created by Independent Third Party: Yes 36 x 72 structurally tested to DP +/- 50 PSF - 73 x 72 Evaluation Reports structurally tested to DP +/- 50 PSF FL13976 R1 AE PER 1079.pdf Created by Independent Third Party: Yes _ Sack Next Contact Us :: 1940 North t4ohn Lae5,?ClaM5528_E1_373Q9_850._487-182a The State of Florida Is an AA/EEO employer. gpyr ht 2pp7 2 t9 StaSe_of FloLidd.,.:: Rflva Cy Statement :: Accessi ili_ty_5Aatement :: Refund Star.@mgmt Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here_. Product Approval Accepts: 0 LROR_ EGsecY —r®-.r, 3l'd:t11'ttl' S1 Sr'rSt ti'+' http://www.floridabLiilding.or-/,nr/pr 3/27/2013 INSTALLATION NOTES: 1, ONE(l) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN, UNLESS OTHERWISE. STATED. 2. THE NUMBCR OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUM13EROF ANCHORS TO BE USED FOR PRODUCT INSTALLATION. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN ATOLERANCE OF.tl/Z 114CH OF THE DEPICTED LOCATION IN THE ANCHOR LAYOUT DETAIL (I-E, MT14OUT CONSIDERATION Of. TOLERANCES), TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. FOR INSTALLATION THROUGH 2XWOOD FRAME USE ONE 98 VJOODSCREW OR OF SUFFICIENT LENGTH TO ACHIEVE 21/2 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. . S. MINIMUM EMBEDMENT ANDEDGE DISTANCE EXCLUDE WALLFINISHES,INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING, 6. INSTALLATIONS ANCHORS AND ASSOCIATED HARDWAREMUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. 7. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION 'INSTRUCTIONS, ANDANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BY THE ANCHOR MANUFACTURER. 6. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE. BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES; AR'00D MINIMUM SPECIFIC GRAVITY OF 0,55. BUILDER SERIES 1111 SINGLE -HUNG WINDOW NON -IMPACT) GENERAL NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE 2007 FLORIDA BUILDING CODE,(FBC) EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/WOMA/CSA301/1.S.2/A44"S 2. , AOEQUACYOF THE EXISTING STRUCTURAL ZX STUD FRAMING AS A MAIN WIN D FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCE LOADS TOTH E FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. 2X DUCKS SHALL BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER "ALL' LOADS TO THE STRUCTURE.. BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY,OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION, 4. THE. INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS ;ORA SPECIFIC SITE.; IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, ALICENSED ENGINEER OR ARCHITECT SHALL PREPARESITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT: S. APPROVED IMPACT.PROTELTIVE SYSTEM IS REQUIRED TO PROTECT THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL VINYL. 7. GLASS MEETS THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. SEE SHEET FOR GLAZING DETAILS.. 8. DESIGNATIONS"X"AND"O"STANDFOR.TIIEPOLLOWIIJG: X., OPE TABLE PANEL O' FIXED PANEL TABLE OF CONTENTS SHEET. REVISION SHEET DESCRIPTION 1 16ENERAL d INSTALLATION NOTES 2 ELEVATIONS d ANCHOR LAYOUTS 3 VERTICAL SECTIONS, HORIZONTAL SECTIONS, A GGLAZ'ING DETAIL 4 COMPONENTS d BILL OF MATERIALS CONFIGURATION OVERALLSIZE OP RATING MISSILE II.IPACT RATINGtVTDTHHC-L6HT O/X) 53" 71" 30 P5F NOT RATED O/X) 36" 72° 40/- 50 P5F NOT 14ATED O/X).(O/X) 73" 72" 35/-50 PSF NOT RATED 00 PL.y GEMWINDOWS 433 U MAIN 5T.,PO BOX $59. ROCKY MOUNT, VA Z4151 PH: 540-464-6349 FX 540 484-6683 z N ad d Z O y3 P V) ¢tom tY aZ 1y eT a aO4cw oZ3NFr K V w F W 3 S dx .N„ g . WF . K . p r n Z O v J 1-1 u Lu p o V) Qo Z In F. Nzopv O WG #: PC W018 SHEET: q OF UNITMAX. WIDTH 73.00" D.L 0 MAX. WIDTH 31.50" 41, e 3 SEE ANCHOR SEE ANCHOR SCHEDULE —`I — i SCHEDULE I D3 — UNIT D„ D„ E D.L.O-MAX. SEE ANCHOR HEIGHT SCHEDULE MAX. 3 35.I9" HEIGHT 72.00 r j\_ r J SASH MAX. 3/.I .X„ SEE ANCHOR HEIGHT , u' I SCHEDULE35.19" f F 3 I 3_ SASH MAX. WIDTH 33.50" ELEVATION 35/- 50 PSF I— UNITMAX. UNIT MAX. D.L.O MAX. WIDTH 53.00" WIDTH 36.00" WIDTH 48.25" D.L.O MAX. WIDTH 3I.25° D.L.O. MAX, e3HEIGHT 31.94 3 D UNIT 3 0 SASH MAX. I 3 r . 0„ MAX. HEIGHT UNIT HEIGHT 34.69" MAX 71,00" C HEIGHT — aFfl 3 72.00" ..X.. F C T . 3: 3 K3A SASH MAX 3 I_ WIDTH 0.2.25" SASH MAX. WIDTH 33,25" ELEVATION ELEVATION 30 PSF + 40/- 50 PSF ANCHOR LAYOUT ED PLy GEM 4^i I N C?Q1NS 433 N. MAW ST., PO BOX 559, ROCKY MOUN P, VA 24151 PH: 540-484-6348 FX: 540-4846633 LILi h v o, is u NR z n n7 c O Z a r NZm K a U) Q p. H OWSS C F a 336 a w a Q D. L.O. MAX SEEANCHOR 5EEANCHOR SCHEDULE F` SCHEDULE Z HEIGHT I O 32.38" m H - i SEE ANCHOR 0 SCHEDULE i SASH MAX. C HEIGHT Lij ` 35. 19" SEE ANCHOR X" t 1 SCHEDULE f` 7 ANCHOR LAYOUT QTY PER EMBEDMENT EDGE HEAD/SILL JAMB O.C. CORNER ANCHOR TYPE CONFIGURATION DESIGN PRESSURE CUP SUBSTRATE IN) DISTANCE O.C. DISTANCE DISTANCE DISTANCE IN.) IN.) IN.) IN.) 8WOOD ANCHOR O/X) 30/-30P5F 1 WOOD 1.5 0.75 16 16 I 4 8 WOOD ANCHOR O/X) 40/-50PSF 1 WOOD 1.5 0.75 14 14 4 8 WOOD ANCHOR 0/X),(O/X) 35/-.50PSF 1 WOOD 1.5 0,75 14 14 4 o m m 1'1 Q 31:-= x Z i Gwozs T: 2 OF 4 Us WOOD SCREW INSTALLATION ANCHOR CAULK BETWEEN CONCRETE/ MASONRY A 2X -- 3/4"OA.INSULWOODBUCKBYOTHERS CONCRETE/ MASONRY BY OTHERS 3/4" MIN. EDGE DISTANCE 2X WOOD EXTERIOR - INTERIOR By / \ BY OTHERS 11/2" MIN EXTERIOR FINISH - EMBEDMENT 1 BY OTHERS 1/2' MIN. GLA55 3/4" MAX. BITE / SHIM SPACE PERIMETER CAULK. 7 ... I B 7 'GLAZING DETAIL I O.A. WINDOW BY OTHERS 4'STRIP OF 14EI634T 1 INSTALLATION CLIP NOTE: 1 3 GLASS THICKNESS AND TYPE MAY VARY PER ASTM E 1300 EXTERIOR INTERIOR GLASS CHART REQUIREMENTS SEEGLAZINGOETAILI g1 VERTICAL SECTION 3. HEAD -IX WOOD BUCK SEEGLAZIN6 DETAIL INTERIOR 13 12 10 9 14 © 3 3 Z] VERTICAL SECTION _ d hIEETING RAIL MAX. 11/2-MIN. I h PLY&A/ SHIM SPACE '- EMBEDMENT SHIi WINDn'N5 CONTUOU433 N. AMIN ST., PO BOX 559, INSTALATION ANINCHORS POCKY MLUNT, VA 24151 INTERIOR 3/ 4" MIN PM: S -484.6348 FX: 54P484-6663 EDGE DISTANCE 4 8 WOOD SCREW INSTALLATION ANCHOR W N ui ^ zX WOOD BUCK BY OT14ER5 CAULK BETWEEN _ m 7 CONCRETE/ MASONRY 6 2X SEEGLAZING rW ? m n DETAIL-1 3 • . WOOD BUCK BY OTHERS h % H m CL H 1 7 :CONCRETE/MASONRY BY OTHER.$ ' h O Lu U LL N Z 4 REXTERIORFINISH yjl3Q3iEXTERIORBYOTHERSCL W h waPERIMETER CAULK OA, .BY OTHERS WINDOW WIDTH G HORIZONTAL SECTION 3 1nM0.2K WOOD BUCK I^ m v Z 0 1/ 4" MAX. H O SHIM SPACE 1 1/2" MIN. EMBEDJ.LNTcc CONTINUOUS ' INSTALLATION CLIP Luty 2, INTERIOR 3/4" MIN. EDGE OISrnNCF 3 2X WOOD BUCK BY OTHFRS I i '4r-'''_'"-• 4" STRIP OF HORIZONTAL SECTION SHEATHING-- O.A. ` INSTALLATION CLIP BY OTHERS ^ j WIN00% INIEGRALMULUDN 7 I EXTERIOR HEIGHT 1/4' MAX. g ;I SHIM 51ACE ,t F.XTERTOR FINISH By OTHERS •• --Fi e?::d PERIMETER CAULK, 1 1/2" MIN. EMBEDMENT PERIMETER CAVLK L BY OTHERS BY OTHERS EXTERIOR FINISH _ WINDOW BY OTHERS -" - # 8 WOOD SCRE// WIDTH 3/4" MIN. - "• I -• ,- - - INSTALLATION ANCHOR M {" T ][ V Z EDGE DtSTANCE Q O Z In Y V3 Q 1' 2X WOOD BUCKBYOTHERS-r----- CAULK BETWEEN CD1 HORIZONTAL SECTION o o v CONCRETE/ MASONRY G 2% JAMB - IX WOOD FRAME WOOD BUCK BYOTHERSDW& #: CONCRETE/MASONRY VERTICAL SECTION PGIfII018 BY OTHERS SILL • IX WOOD BUCK SHEET: 3 OF 4 FRAME - HEAD & SIDE JAMBS FRAME - SILL O GLAZING BEAD O SASH - JAMB O SASH - SILL oa PLy G E N1 VINYL 2 VINYL 3 VINYL 4 VINYL VINYL WCJCIlNWETYPICALWALLTHICKNESS:.062" O TYPICAL WALL THICKNESS:.062" TYPICAL WALL THICKNESS:.025" TYPICAL WALL THICKNESS:.062" TYPICAL WALL THICKNE55:.062" 433 N. MAIN ST„PO BOX 559. ROCKY MOUNT, VA 24151 I 2.742" 1.341" L525" - '-I PH: 540484-6348 FX: 540-484-6653 2.695" I M0.69G" AI 'm H v 2.2 dr 1.824"Li 1.169" N N S 1 j J1L M 0 MEETING RAIL -OPERABLE O FLANGE O INSTALLATION CLIP MULLION MULLION REINFORCEMENT z LL VINYL VINYL VINYL O VINYL 10 ALUMINUM m m KK TYPICAL WALL THICKNE55:.062" TYPICAL WALL THIC04ESS:.050" TYPICAL WALL THICKNESS:.062" TYPICAL WALL THICKNESS' .062" TYPICAL WALL THICKNESS:.062" wotU, V < Z b ui a 0.885" r 0.062" 2.306" e I --I - 0.937" 0 2.718" 17 fl _ I -ter 1-469" U) I- 5.075" o11 SASH REINFORCEMENT MEETING RAIL REINFORCEMENT MEETING RAIL REINFORCEMENT MEETING RAIL -FIXEDALUMINUMZ2 ALUMINUM 13 ALUMINUM 14 VINYL TYPICAL WAIL THICKNE55:.062" LuTYPICALWALLTHICKNESS:.062" TYPICAL WALL THICKNESS:.062" TYPICAL WALL THICKNE55:.062" a o 11- 0.29" 0,935" T 0.995" -L 0.59" I I-- 0.92" 0.969" - BILL OF MATERIAL NO, PARTNUMBER DESCRIPTION MATERIAL MANUFACTURER I FRAME -HEADA SIDE JAMB5 VINYL PLYGEM 2 FRAME- SILL VITJYL PLY GEM 3 GLAZING BEAD VINYL PLY GEM 4 SASH -JAMB VINYL PLY GEM 5 SASH -S_LL ALUM -NUM PLY GEM 6 MEETING RAIL - OPERABLE ALUMINUM PLY GEM 7 V7219 FLANGE ALUMINUM PLY GEM 8 V7122 INSTALLATION CLIP VINYL PLY GEM 9 1 7910 1 INTEGRAL MULLION VINYL PLY GEM 10 10190 MULLION REINFORCEMENT aLUlAINUlA PLY GEM It SASH REINFORCEMENT ALUMINUM PLY GEM 12 MEETING RAIL REINFORCEMENT ALUMIIJUM PLY GEM 13 ldEETINS RAIL REINFORCEMENT - FIXED ALUMINUM PLY GEM 14 MEETIN&PAIL -FIXED _ VZNYL PLY GEM L7 i,i Ll c • =N 2 j5[ 1. 5 . is 1µ1 O_ >. mN m0 J a.6 3* X. z O n U V) L f • 127 W. Fairbanks Ave. rr.. Cert 1®rks ..itworks Suite 438 Winter Park, FL 32789 FBPE Certificate of Authorization No. 28520 407.644.6957 PH 407.644.2366 FX info@certwrks.com Product Evaluation Report Of Ply Gem Windows Builder Series 111191 Single -]Flung Window for Florida Product Approval FL# 13976 Report No. 1079 Florida Building Code 2007 Per Rule 9B-72 Method: 1— YD (Engineering Evaluation) Category: Windows Sub — Category: Single -Yung Product: Material: Product Dimensions: Single Hung Window Vinyl 36"x 72" 53" x 71" 73" x 7VI Prepared For: Ply Gem Windows 433 N. Main St. P.O. Box 559 Rocky Mount, VA 26415 Prepared by: Kristina S. Daugherty, P.B. Florida Professional Engineer # 68455 Date: 8/05/10 Contents: Evaluation Report Pages 1— 4 Installation Details Page 5 Kristina S. Daugherty, P.E. Florida No. 68455 CertWorks it works FL#:1397'fs Date: 08/05/10 Report No: 1079 FBPE Certificate of Authorization No. 28520 Manufacturer: Ply Gem Windows Product Category: Windows Product Sub -Category: Single -Hung Compliance Method: State Product Approval Rule 98-72.070 (1)(d) Product Name: Builder Series 1111 Single -Hung Window Non -Impact) 36" x 72" 53" x 71" 73" x 72" Scope: This is a Product Evaluation Report issued by Kristina S. Daugherty, P.E. (FL# 68455) for Ply Gem Windwows based on Ruie'Chapter No. 96-72.070, Method_ld of the State of Florida Product Approval, Department of Community Affairs - Florida Building Commission. Limits of Use: Kristina S. Daugherty, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the 2007 Florida Building Code. See Installation Instructions PGWO17 provided by manufacturer for specific use parameters. 1. This product has been evaluated and is in compliance with the 2007 Florida Building Code, excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Section 1609.1.2 of the 2007 Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of.PGWO17 require further engine'er ng analysis by a licensed engineer or registered architect. .. 5. See Installation Instructions PGWO17 for size and design pressure limitatl' ni -, a Krisfina`S. Daugherty, P.E. Florida -No. 68455 Page 2 of 5 C rtWorks ... it works FL#: 13976 Date: 08/05/10 Report No: 1079 FBPE Certificate of Authorization No. 28520 Quality Assurance; The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and. Rule 9B-72.070 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through National Accreditation and Management Institute (FBC Organization #: QUA1789) Performance Standards: The product described herein has been tested per: a AAMA/WDMA/CSA 101/I:S.2/A440-05 Referenced Data: 1. Product Testing performed by National Certified Testing Laboratories FBC Organization # TST4744) Report#: NCTL-110-13229-1 Report #: NCTL-110-13229-2 Report #: NCTL-1.10-13229-3 2. Quality Assurance National Accreditation and Management Institute FBC Organization #: QUA1789) krist,44S.•Nogtierty, P.E. Florida No: 58455 Page 3 of 5 Ce rtWo rk5 ... it works FL#: 13076 Date: 08/65/10 Report No: 1079 FBPE Certificate of Authorization No. 28520 Installation: 1. Approved anchor types and substrates are as follows: A. For concrete or masonry substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. B. For concrete or masonry substrate where wood bucking is NOT employed, use 3/16" diameter ITW Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For steel stud substrate, use #8 self -tapping type steel anchors of sufficient length to achieve 3 threads minimum engagement. Refer to manufacturer Installation Instructions PGWO17 for anchor spacing and more details of the installation requirements. Resign Pressure: Overall.Size Configuration DP RatingWidthHeight 36" 72" Q/X) 40 I- 50 PSF 53" 71 O/X) l- 30 PSF 78" 72" O/X),(O/X) 35/- 50 PSF Glazing: 3/4" Overall Insulated Glass Dote: Glass thickness and type may vary per A5TM E 1300 glass chart requirements. Florida No. 68455 Page 4 of 5 CertWorks .....1t,w6rks FL#. 13916 Date: 08/05/10 Report No. 1079 FBPE Certificate of Authorization No. 28520 SEE ANCHOR SCHEDULE Installation Method Ply Gem Windows Builder Series 111111 Single-14ung Window X1, SEE ANCHOR SCHEDULE SEE ANCHOR SCHEDULE SEE ANCHOR SCHEDULE ANCHOR TYPE CONFIGURATION DESIGN PjzEssuAE QTY PEIZ CLIP SUBSTRATE EMBEDMENT IN .) E15t DISTANCE HEAD/SrLL O.C..DISTa, a brSTANM aw- DISTANCE 3/16" ITW TAPCON O/X) 30/-30PSF I CONCRETE/MASONRY 1.25. 16• 4 98 SELF -TAPPING O/X) 30 /- 30 PSF I STEEL STUD 37MEADS VA 16 3/161117W.TAPWN 0/x) 40/-50PSF I CCINCRETE/MA50NRY L25 2:5 14 T5 TAPPING 0/x) 4C/-50PSF II STEELSTUD3 2MLS NIA TPC N j 35 /-50 PSF CONCRETE/MASONRY..1 25 - 4,,9: 14-,. 4 L#& SELF-TAPPING I O/X)XOIX) 435/-50PSF I STEEL sTub 3 THREADS NIA 14 - A,.'% 4 4 07. KristilriafDaughei , P.E. kqFlorida No. 68455 Page 5 of 5 AUG-145-2013 THU 01:57 PM TRI-CITY ELEC RESI FAX NO. 407 788 2007 PA 01 cp f CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 3 9 Job Address: 03 Cuu's*y C )V jj I ,rGle Historic District: Yes No ParcellD: 3S'%q` 3-S JOFo-00/J_ Zoning: Description of Work: 112 51 -h.5t "•^ ` 'rs / ., + a1.L Plan Review Contact Person: D 1 6 /'' 1 G' Title: pul Phone: 1-1018 - 30 Y l 16 Fax: ` - va % $•.mail• G ),on r'e • Cr Property Owner Information Name f-ci, Street: 100 At-dr' C-4n i VAy r City, State Zip:'' Phone: YZesident of property? : Contractor Information Name Vi C4'/Phone: L' o+- 989- 3a.5 `l \ 06L1 Street: W U Vej j- Fax: City, State Zip: a 14-a'-un (,;,5} a' i State License No.: _ C C oaao lf8 i Architect/ Engineer Information Mime: Phone: Street: Fax: City, St, Zip: Bonding Company: Address: Building Permit Square Footage: E- mail: Mortgage Lender: Address: PERMIT INFORMATION Construction Type: No. of Dwelling Units: Flood Zone: Electrical f New Service - No. of AMPS: • L No. of Stories: Plumbing New Construction - No. of fixtures: Mechanical 0 (Duct l 'dyout mquired for new systems) Fire Sprinkler/Alarm 0 No. of Beads: AUG-15-2013 THU 01:58 PM TRI-CITY ELEC RESI FAX NO, 407 788 2007 P. 02 Application is hereby made 10 obtain a.permit to do the work and 'installations as indicated. I certify that no work or installation has cornrrienGad ,prior to the issuance of a permit ;:uld that all work will be performed to meet standards of all law' s xeg'4l4tj#t9.con5truc1ion in this _jurisdiction, I understand that rl separate permit must be secured i'or.-elec riegi-worit,—pltumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc, . OWNER'S AFFIDA)jT:%j.cerrtify.,that all of the foregoing information is accurate and that all work will be clone in compliance with' all ttpplieable laws regulating construction and zoning. WARNING TO OWNER: YOVR FAILURE TO REI CORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYXNG TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON' THE JOB SITE BE -'ORE THE FIRS'f INSPECTION, IF YOU .INTEND TO OBTAIN :FINANCING, CONS11LT VVITII YOUR LENDEJ R OR AN ATTQRN9Y BEFORE, RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to tlia requu^ements of this -permit, there may be additional restrictions applicable to this property that may be found In tlae public records of this county, and there may be additional pennits required from other governmental entities. a uoh.as water management districts, State agencies, or federal agencies. Acceptance of permit is verifir,41on tlt4t I will notify the owner of the property of the requirements of Florida Lien Law, FS 713, The City of Sanford requires Minont of a plan review fee. A copy of the executed contract is required in order to calculate a plan review'cjtatlge, 'jf'ie executed contract is not submitted, we reserve the right to calculate the plan review fee based oil past.petn lt activity levels_ Should calculated charges exceed the Acumented construction value whelp -flee is submitted, credit will be applied to your permit ees when the permit is released. Si[r,nitfurd of Owner/Agrn Signature ofcontracror/Ageiu Dote Print owncOAgont's Neme Sigjudure of lqutwy-State oi'rlol'IdR . ..., Data Owner/Agent is _ Personally Knowin To Me or Produced I.la Type of Ip APPROVALS: ZO'NIN'G: UTILITIES: EN GTNI:I R TNG:. FIRE: COMMENTS; Print C011tractor/Ascnt'9 NA11713 1 Signnture of try-Sta psf lunila Data MY COMMISSION # El0371B5 EXPIRES; December 13, 20]4 Bonded Thm Budget Notary seMdee Contractor/Agc;nt is t/ Personally Known to Me or Produced ID _ Type of ID ___ WASTE WATER: BUILD17NO: AUG-1,5-2013 THU 01:58 PM TRI-CITY ELEC RESI FAX N0, 407 788 2007 P. 03 Lli ectriaal Contrgatots,;ltla:, P.O. BOX 160849 Altamonte Springs, FL 32716-0849 430 West Drive - Altamonte Springs, FL 32714 Phone, (4107) 788-3500 Sullding Contractor: HABITAT FOR HUMANITY Date: _ 07/25/2013 Address: 1100 AMERICANA BI-VD, City and State: SANFORD. FL. 32771 We hereby propose to furnish all labor and material necessary to provide the electrical Installation for the above-roforenced project described below, and in accordance with the terms of contract set forth on the reverse side hereof Model: 1368 SO. FT. . Lot: Street: _ 123 COUNTRY CLU13 DR, Subdivision: SANFORD City or Count: CITY OF SANFORD WIRING SHALL BE DONE AS PER THE FOLLOWING SCHE13ULE: g1 Light Outlets 22 S.P. Switches 3-way Switches 0 4-way Switches 46 Duplex Wall Receptacles 3 W/P Receptacles 9 Water Heater Outlet 1 Range outlet 0 Cooktop Outlet 0 Oven Outlet o Jenn Air 9 A/C Unit 3-Ton A/C Unit 9 Electric Furnace 10-Kw Electric Furnace Q Wire for ECU Unit 5 Phone Outlets Cat 5 9 Wire for Dishwasher o Flo Strips Q 4' Wrap Around Flo Q Recessed Closet Fixture Q Recessed HI -Hat Fixture 9 Pullchain Type of Service; 1 -150 Amp Overhead Also Included Is: Wire for Disposal Q Bath Fan & Licht Combos o Wire for Hood 0 Furnish Roof Cap & Duct 1 Wire for Microwave Dryer Outlet NO Vent 1 Wire for Chime & Pushbutton Garage Door Opener 1 Security System Outlet 5 Wire for Paddle Fan & Install o Furnish. Bath Pan & Vent thru Roof Q Pool Light & Filter - Stub out only 0 Pool Light & Filter - Complete Wiring D Lamp Post Outlet Wiring Q Sprinkler System Timer Outlet 5 TV Outlet -- co-ax cable 4 Smoke Detectors AC/DC 3 Carbon/Smoke Combos 0 Whirlpool Tub 0 Recessed Shower Fixture a Recessed Eyeball Fixture o Wlre/Furnish Double Flood Fixture Install fixtures 'Furnished by Trl-City Electrical, Q FURNISH TOGGLE SWITCHE;S.FURNISH PHONE & TV JACKS, BATH FANS AND ALL VENTING BY OTHERS. OPT. SECONDARY FROM METER BASE TO POWER COMPANY TRANSFORMER. FURNISH TAMFER-PRO.O.F OUTLETS AND ARC -FAULT BREAKERS PER CODE, The price for the project described above will be: $5,837 Payable on the following terms: $4, 378 (Glue upon completion of rough wiring) 1,459 (Due upon completion of trim) Y NTS SUBJECT TO THE TERMS AND CONDITIONS CONTAINED IN THE REVERSE SIDE HEREOF » TRI-CITY ELECTRICAL CO R CTORS, INC. Acca by 24 -` - pate d '7J (; IEC00008151 Residential Estimator i ', '., i ,' • Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: LC / i 1 I Z'b13 . I hereby name and appoint: c) kt Ac-o an agent ofA 0 h1kWtq woue Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): The specific permit and application for work located at: 23 Cc, T CC l7R Ct'2c j SAID F -D; -'T-2 Street Address) Expiration Date for This Limited Power of Attorney: License Holder Name: State License Number: Signature of License Holder: STATE OF FLORIDA, COUNTY OF P-Mln&lam The foregoing i trument was acknowledged before me this I ( day of , 200(? ; by 9 who is leers pally known to me or who has pr duced as identification and who did (did not) to e an oath. GAYLE L. FLEMING Notary Public . State of florida rc My Comm. Expires Nov 26, 201! Commission # EE 118217 Rev. 08.12) 1, Print or tvDd name o 1"rec/q Notary Public - State of 00yob- CommissionNo. lib I1 -Ij My C mission Expires: II 210 201 U i3.12z9 COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 13100003 BUILDING APPLICATION #: 13-10000377 BUILDING PERMIT NUMBER: 13-10000377 DATE: June 27, 2013 42 JZ UNIT ADDRESS: COUNTRY CLUB CIR. 123 35-19-30-520-OF00-0040 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: HABITAT FOR HUMANITY ADDRESS: 1100 AMERICANA BLVD SANFORD FL 32771 LAND USE: DEMO/REBUILD SFR TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 123 COUNTRY CLUB CIR. DEMO/REBUILD HABITAT SFR / NO IMPACT FEES FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS N/A 00 ROADS -COLLECTORS N/A 00 FIRE RESCUE N/A 00 LIBRARY N/A 00 SCHOOLS N/A 00 PARKS N/A 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE .00 STATEMENT RECEIVED BY:, ai SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION f{ Application No: Documented Constrnctioae Value: Job Address*,zkaC` 1 auh CC I Q Historic District: Yes No Parcel.0D: Description of Work: r/ Plan. Review Contact Person:'j=4_20(L i hone: a1' ' 3 b Fax: Zoning: Title :2 \5 or E-naa !`i 1 txc7a t lumeir, 'C. Property Owner Information Name Phone: Street• 1\ Resident of property?: City, State Zip: s Pl-- :, 3' Ql 9'i Contractor Information Nance Phonel:`--- Street: - L ; ' Fax:Lk o - 2M rT City, State Zip: Gt State License No.: CFC057578 ArchitectlEngineer Information Nance: Street: City, St, Zip: Bonding Company: Address: Building Permit E3 Square Footage: _ Phone: Fax: E- mail: Mortgage Lender: Address: PERMIT INFORMATION Construction Type:.No. of Stories: No. of Dwelling Units: Hood Zone: Electrical I0 Plumbing New Service - No. o&'A,WS: I- echonical E3 (,`duct Iayout reqfted for new systems) New Construction - No. of Fixtures: I f Fire Sprinkler/Alarm 0 No. of heads: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. W1NER'S AFFF`IIDAVIT: I certify that all of the foregoing information ins accu to aa d that all wor', will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMTVIENCEMENIT MAY RESULT IN YOUR PAYING 'TWICE FOR UvWROVEM ENTS TO YOUR PROPERTY. A NOTICE OF COINI4ENCEyi ENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMIENCE-MENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713, The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan. review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. Signature of Owner/Agent Date Print owner/Agent's Name Sipmture of Notary -State of Florida Date Owner/Agent is personally 'nown ,o IN4e or Produced LTD Type of ID APPROVALS: ZONING: EN01INTEERING: COMMENTS: Rev 11.08 of Co ttactor/Agent Date Print C tractor/Agent's Name Signature ofNotary f F orida Da` s < wa: 'F C ALQnE uQ A IRE.ATED EXP4HES: Plovem5er25 20t9 Bonded IhlJ N-JIM Public Underwriters r iContactor/ Agent is if personally Known. to MC or Produced LID Type of L) UTILITIES: FIRE: WASTE WATER: BUILDING:. and associates, inc Habitat of Seminole County 251 Maitland Ave Suite 312 Altamonte Springs, FL 32701 Project Location Issue: To whom it may concern: 123 Country Club Circle Seminole County, FL Lot 4 Blk F Country Club Manor Roof Vents The builder has installed 4 off -ridge vents instead of the ridge vents as shown on the plans. Those 4 vents along with a fully vented soffit system will meet criteria as designed. if you have any question concerning this, please do not hesitate to call me at the number listed below Respectfully, Mike Keesee aibd, cpbd, cgp, caps t, s 9 NCBDC r Certified Residential Designers4Y w 945 S. Orange Blossom Trail, Apopka, FL 32703 407-880-2333 office 1 407-880-2304 fax gokeesee.com C, Keesee and associates, inc. Habitat of Seminole County 2S1 Maitland Ave Suite 312 Altamonte Springs, FL 32701 Project Location Issue: To whom it may concern: 123 Country Club Circle Seminole County, FL Lot 4 Blk F Country Club Manor Roof Vents The builder has installed 4 off -ridge vents instead of the ridge vents as shown on the plans. Those 4 vents along with a fully vented soffit system will meet criteria as designed. If you have any question concerning this, please do not hesitate to call me at the number listed below. Respectfully, Mike Keesee aibd, cpbd, cgp, caps NCBDC OCertifiedResidentialDesignersau<IjA` 945 S. Orange Blossom Trail, Apopka, FL 32703 407-880-2333 office 1 407-880-2304 fax gokeesee.com Revision C9' - City of Sanford Response to Comments Building & Fire Prevention Division OCT 91 Q 2AQ Ph: 407.688.5150 Fax: 407.688.5152 Permit # 1-3 Project Address: _ q---- 2 2 I Submittal Date rL J J? C 'e— Contact: t`/ Ph: t?% , 2&& ` % 7 Fax: Email: FW 3 L) 4Row & 6?MR, L , (e)— Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water 0- _Planning-__- -- Engineering Fire Prevention uilding General description of revision: ROUTING INFORMATION Approvals CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ Lt2 0-CC Job Address: J le Historic District: Yes No Parcel ID: Zoning: Description of Work: f Plan Review Contact Person: Phone: Fax: E-mail: Title: Property Owner Information 1 `,,( / Name IVLQUV Phone: -V ' — `t `t-6 t Street:Px Resident of property? City, State Zip. I Contractor Information ) Name ! 2 \ - c \ C` vC Phone:7 0' T Street:Ct7 Fax: 0`7— 3— '5 City, State Zip: 50 f\S Ife- State License No.: Name: Street: City, St, Zip: Bonding Company: Address: Building Permit Square Footage: No. of Dwelling Units: Electrical New Service - No. of AMPS: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: PERMIT INFORMATION Construction Type: Flood Zone: No. of Stories: Plumbing New Construction - No. of Fixtures: Mechanical 0 (Duct layout required for new systems) Fire Sprinkler/Alarm 0 No. of heads: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records- of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not sub m' , we reserve the right to calculate the plan review fee based on past permit activity levels. Should culat d arges exceed the documented construction value when the executed contract is submitted, creditwill ap ied to your permit fees when the permit is released. Signature of Owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: of Contractor/Agent Date R,ERT G. DELLO RUSSO Print Contractor/Agent' ame Signature of Notary -State of Florida Date _ MiRINDAC.TURNER MY COMMISSION # EE 080798 EXPIRES; June14,2015BondedThruNotaryPublicUnd®rwrl" Contractor/Agent isy Personally Known to Me or Produced ID Type of ID WASTE WATER: BUILDING: Rev 11.08 407-394-4499' 10/14/2013 PRICES QOOD FOR MONTHS Equipment to be CARRIER Heat. Pump (FX4DNFM1 with 25HBC330) PricingIncludes bath duct with 2 standard bath fans, 1 dryer wall cap onl , and 1ry _ p y O:programmable thermostat (TH6320U1000DAG)., For any interior kitchen hood that has a fan greater than 400cfm — Please add $ 475.00 for a'Broan MD8TU. For any interior kitchen hood that has a fan greater than 1000cfm_— Please add $ 875.00 for a Broan-MD8TU'and, MD6S.'' For any interior kitchen hood that has a fan greater than 1500cfm — Special proyisions,must be made. _ DEL -AIR must be notified of any interior hood that greater than 400cfm BEFORE rough -in. Ducting to be fiberglass flex system. Supply air outlets to be Stamped Grilles.. Del -Air to provide 12 supplies and 5 returns. -- — - - Electrical line voltage to equipment by builder. Low voltage wire to equipment and thermostat by DEL -AIR. Concrete pad to support outside unit by others. Underground 4" chase for air conditioning lines by plumber. Platform by Builder. Warranty: Includes one year labor service by DEL -AIR. Parts & components warranty per manufacturer's limited warranty. Payment Schedule: 50% due on rough -in, balance due on equipment set and trim out. Net 7 days. All invoices beyond 7 days will be charged 2% interest per month'. I hereby accept the terms and contract as set forth on the reverse side of this sheet and I do hereby order the installation of the above describedequipment. DEL - AIR HEATING, AIR CONDITIONING, REFRIGERATION, INC. BY Joe L aPollo. Habitat for Pffmanity in Seminole County and Greater Apopka- DATE ... . .. SIGNATURE _ _. N RE: J715782 - 1368 Model Site Information: Customer Info: Habitat For Humanity Lot/Block: n/a Address: 123 Country Club City`. Sanford Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Project Name: n/a Model: 1368 Subdivision: n/a State: FI MiTek USA, Inc. 6904 Parke East Blvd, Tampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria'& Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 Wind Speed: 140 mph Floor Load: N/A psf Roof Load: 37.0 psf This package includes 29 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 11 IT4739099 rA1 12/28/013118 IT4739116 CJ1A 2/28/013 12 I T4739100 I A2 12/28/013 119 I T4739117 I CJ3 12/28/013 I3 I T4739101 I A3 12/28/013 120 I T4739118 I CJ3A 12/28/013 I4 I T4739102 I A4 12/28/013 121 I T4739119 I CJ5 12/28/013 15 I T4739103 I A5 2/28/013 122 I T4739120 I CJ5A 12/28/013 16 I T4739104 I A6 2/28/013 123 I T4739121 I EJ5 12/28/013 17 I T4739105 I A7 12/28/013 I24 I T4739122 I EJ6 12/28/013 18 I T4739106 I A8 2/28/013 125 I T4739123 I EJ7 12/28/013 19 I T4739107 I A9 2/28/013 126 I T4739124 I EJ7G 12/28/013 110 I T4739108 I A10 2/28/013 127 I T4739125 I HJ5 12/28/013 11 I T4739109 I B1 2/28/013 128 I T4739126 I HJ7 2/28/013 I12 IT4739110 IB2 12/28/013129 IT4739127 IHJ7A 2/28/0131 113 I T4739111 I B3 12/28/013 1 1 114 I T4739112 1134 12/28/013 115 I T4739113 I B5 12/28/013 116 I T4739114 I B6 12/28/013 117 I T4739115 ICJ 1 12/28/013 The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by West Orange Lumber Co.. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2015. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1 Sec. 2. F FL Cert. 6634 February 28,2013 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply T4739099 1368!Aodel J715782 At Hip Truss 1 1 lob Reference (optional) West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:16:47 2013 Page ID:ocaG496rg92pvRXosnFQB2zgc31-P9Z517UTThFQzEZZvbs?DfAjHFWL8QJVU56um Fzgbb 1-0-0 310.14 7-40 10-6-14 140.0 17-5-2 21-0-0 28-0-0 1-0.0 3-10-14 3-1-2 3-6-14 3-52 3-52 3-6-14 7-0.0 Scale: 1/4"=1' 4x8 3x4 = 2x4 3x4 = 4x8 = 4.00 t2 3 20 4 21 22 5 6 7 tE rN N 2 B N 1 Ia, a o 13 23 12 24 25 11 10 9 3x8 — 2x4 3x4 — 5x8 — 4x4 — 2x4 US — i 3-10-14 1-0.0 10-6-14 14-0-0 17-5-2 21-0-o 28-0-0 3-10-14 3-1-2 3-6-14 3-52 3-52 3-6-14 Plate Offsets X Y : 3:0-5-4 0-2-4 7:0-5-4 0-2-0 11:0-4-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.35 11 >973 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.72 11-12 >468 240 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.14 8 n/a n/a BCDL 10.0 Code FBC2010fTPI2007 Matrix-M) Weight: 124 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-4-5 oc purlins. 1-3: 2x4 SYP DSS BOT CHORD Rigid ceiling directly applied or 5-6-7 oc bracing. BOT CHORD 2x4 SYP DSS MiTek recommends that Stabilizers and required cross bracing be WEBS 2x4 SP No.3 installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=1138/0-8-0 (min. 0-1-8), 2=1474/0-8-0 (min. 0-1-12) Max Horz2=58(LC 12) Max Uplift8=-460(LC 5), 2=-630(LC 4) Max Grav8=1316(LC 2), 2=1706(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4151/1434, 3-20=-4597/1643, 4-20=4597/1643, 4-21=-4504/1592, 21-22=-4504/1592, 5-22=-4504/1592,5-6=-4504/1592,6-7=-3913/1399,7-8=3142/1081 BOT CHORD 2-13=-1320/3875, 13-23=-1320/3901, 12-23=-1320/3901, 12-24=-1571/4597, 24-25=-1571/4597, 11-25=-1571/4597, 10-11=-1296/3913, 9-10=-950/2925, 8-9=-973/2920 WEBS 3-13=-5/525, 3-12=-359/927, 4-12=-343/249, 4-1 1=-165/322, 5-1 1=-252/178, 6-11=-320/759, 6-10=-631/278, 7-10=-474/1283 NOTES % 1111111111/11 a 1' 1) Unbalanced roof live loads have been considered for this design. P• • • V,,,, 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; E N S •, Q •, \C 0MFRS (envelope) automatic zone; Lumber DOL=1.60 plate grip DOL=1.60 , Z. ; W 3) Provide adequate drainage to prevent water ponding.o 4) The solid section of the plate is required to be placed over the splice line at joint(s) 11. N( 68182 5) Plate(s) at joint(s) 11 checked for a plus or minus 3 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 2-0-0 wide will fit " between the bottom chord and any other members. T F8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 460 lb uplift at joint 8 and 630 lb uplift at joint O 2. 0 p.•_ i0 , \ 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. •'• 7-0-0, j lSS1 • •' N 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 181 lb up at E87lbdownand104lbupat9-0-12, and 87 lb down and 104 lb up at 11-0-12, and 87 lb down and 104 lb up at 13-0-12 on top chord, I AL and 350 lb down and 89 lb up at 7-0-0, 64 lb down at 9-0-12, and 64 lb down at 11-0-12, and 64 lb down at 13-0-12 on bottom chord. 11111111111` The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I FL Cert. 6634 LOAD CASE(S) Standard February 28,2a Continued on page 2 WARNING - Verify design parameters and READ MOTES ON INIS AND INCLUDED s97E1r REFERENCE PAGE 291-7473 BEFORE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. • Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the WOW fabrication, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 III5autherri" P irrelSR 1wriber is spec lfred, the design values are tth i2se effettilre 06101/2013 byALSC 13 Job Truss Truss Type Qty Ply 1368 Model T4739100 J715782 A2 Hip Truss 1 1 West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:16:51 2013 Page I D: ocaG496rg92pvRXosnFQB2zgc31-Hwoc8VX_WvlrSrtL8RwxOVLUJsmM41?5Pi46vOzgbb r1-0-0-1 4-10-14 9-0.0 14-0-0 19-0-0 23-1-2 28-0-0 1-0-0 a-10-14 a-1-2 5-0-0 5-0-0 4-1-2 4-10-14 Scale = 1:48.9 4x4 = 3x4 = 4x4 = 4.00 12 4 5 6 2x4 2x4 3 7 c5ci 8 v1 2 u I6 a a 11 10 9 4x4 = 3x8 = US = 3x8 — 4x4 = 9-0-0 19-0-0 28-0-0 9-0-0 10-0-0 - 9-0-0 Plate Offsets MY): : 2:0-3-2 Ede 8:0-3-2 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.22 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.66 9-11 >506 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-M) Weight: 124 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=895/0-8-0 (min. 0-1-8), 2=941/0-8-0 (min. 0-1-8) Max Horz2=71(LC 8) Max Uplift8=-348(LC 5), 2=-400(LC 4) Max Grav8=1035(LC 2), 2=1091(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2446/885, 3-4=-2151/712, 4-5=-2035/705, 5-6=-2037/708, 6-7=-2154/715, 7-8=-2454/891 BOT CHORD 2-11=-832/2280, 10-11=-739/2271, 9-10=-739/2271, 8-9=-796/2288 WEBS 3-11=-293/242, 4-11=-70/432, 5-11=-391/233, 5-9=-389/232, 6-9=-70/434, 7-9=-299/246 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; 13 N V I,40`` MWFRS (envelope) automatic zone; Lumber DOL=1.60 plate grip DOL=1.60 Q • • F L j 3) Provide adequate drainage to prevent water ponding. Q is be line 10. , G E N S.• 4) The solid section of the plate required to placed over the splice at joint(s) ; ,• 5) Plate(s) at joint(s) 10 checked for a plus or minus 5 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. N 68182 •• 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 348 lb uplift at joint 8 and 400 lb uplift at joint = . 2. T F 44/ 9) Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 0 LOAD CASE(S) Standard j, SCl ' • • `O , f.., FL Cert. 6634 February 28,2 13 WARMNG - Verify design parameters and READ B07ES ON IRIS AND INCLUDED JUTEKREPERENCE PAGE J Ull-7473 BEFORE USE. R Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown owl is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTekerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satefy Intormatlon va'able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. III U errT.P-tr1e SP [=boa is specified, the designvalvesiTethuseeffectiveQfi 01/2013byAM Tampa, FL 33610-4115 Job Truss City Ply 1368 Model T. T4739101 J715782 A3 1 1 West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:16:53 2013 Page ID:ocaG496rg92pvRXosnFQB2zgc31-DJwMZBZE2X?Zh9OjGrzPTwQm6fWJYDgOsOZD_vzgbb 1-0-0 5-10-14 11-0-0 17-0-0 22-1-2 28-0-0 1-0-0 5-10-14 5-1-2 6-0-0 5-1-2 5-10-14 Scale = 1:48.9 5x5 = 5x6 = 4.00 12 4 18 5 2x4 \\ 2x4 3 6 2 1 7 u M I 11 10 9 8 3x4 = 3x4 = 3x4 = 3x4 = 4x4 = 4x4 = 7-4-14 14-0-0 20-7-2 28-0-0 7-4-14 6-7-2 6-7-2 7-4-14 , LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.16 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.40 9-11 >844 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Weight: 122 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-2 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=895/0-8-0 (min. 0-1-8), 2=941/0-8-0 (min. 0-1-8) Max Horz2=84(LC 8) Max Uplift7=-337(LC 5), 2=-389(LC 4) Max Grav7=1035(LC 2), 2=1091(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2435/805, 3-4=-2255/742, 4-18=-1843/592, 5-18=-1843/592, 5-6=-2260/747, 6-7=-2441 /810 BOT CHORD 2-11=-760/2266, 10-11=-531/1783, 9-10=-531/1783, 8-9=480/1784, 7-8=-713/2272 WEBS 3-11=-272/222, 4-11=-141/461, 5-8=-144/466, 6-8=-275/223 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) automatic zone; Lumber DOL=1.60 plate grip DOL=1.60 1 , V I N V I' i, 3) Provide adequate drainage to prevent water ponding. Q F tj 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 Q G E N,9 between the bottom chord and any other members. oo 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 337 lb uplift at joint 7 and 389 lb uplift at joint N 68182 2. 7) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. T F. 00 LOAD CASE(S) Standard FL Cert. 6634 February 28,21113 WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED 6IIT EIC REFERENCE PAGE 17/I-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. HSouthe+rnPine lerclbefisspec:illthedesign'vatuesimethuseeffective06/01/2013byALSG Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 1368 Model T4739102 J715782 A4 Hip Truss 1 1 West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:16:55 2013 Page ID:ocaG496rg92pvRXosnFQB2zgc31-Ai26_saUa8FHxSA6NG?tYLVBFTD200?hKK2K2ozgbb r1-0-0 6-10-14 13-0-0 15-0-0 21-1-2 28-0-0 1-0-0 6-10-14 6-1-2 2-0-0 6-1-2 6-10-14 Scale = 1:48.9 44 = 4x4 = 4 19 5 4.00 12 3x4 3x4 zzz 3 6 n 4 n 2 7 rn 1 1A 0 0 12 11 10 9 8 2x4 11 3x4 = 3x4 = 2x4 44 = 44 = 3x4 = 6-10-14 13-0-0 150-0 21-1-2 28-0-0 6-10-14 6-1-2 2-0-0 6-1-2 6-10-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.18 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.40 10-12 >832 240 BCLL 0.0 " Rep Stress Incr YES WB 0.64 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Weight: 124 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-1 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=895/0-8-0 (min. 0-1-8), 2=941/0-8-0 (min. 0-1-8) Max Horz2=97(LC 8) Max Uplift7=-324(LC 5), 2=-376(LC 4) Max Grav7=1035(LC 2), 2=1091(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2396/722, 3-4=-1724/516, 4-19=-1592/513, 5-19=-1592/513, 5-6=-1725/515, 6-7=-2401 /728 BOT CHORD . 2-12=-683/2223, 11-12=-683/2223, 10-11=-683/2223, 9-10=-379/1592, 8-9=-627/2229, 7-8=-627/2229 WEBS 3-10=-746/338, 4-10=-58/331, 5-9=-58/331, 6-9=-752/342 NOTES 1) Unbalanced roof live loads have been considered for this design. 111111 / 2 Wind: ASCE 7-10; Vut=140m h (3-secondgust) Vasd=108m h; TCDL=4.2 sf; BCDL=5.0 sf; h=15ft; Cat. 11; ExP B; Encl., GC I-0.18; j MWFRS (envelope) automatic zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 , PQ• F j3) Provide adequate drainage to prevent water ponding. ` ' •. Ci E N 5' ••, section to be the line 11. 4) The solid of the plate is required placed over splice at joint(s) : , 5) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. 0 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 68182 •• 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 lb uplift at joint 7 and 376 lb uplift at joint = .10 2. O : T F : 411 9) Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 4* lSs ' • FL Cert. 6634 February 28,2 WARNfNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED M =REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. _ Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the i1AiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANS17TPII Quality CrBeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Stree} Suite 312 Alexandria, VA 2314. Tampa, FL 33610.4115 ft Seuthern Pilie(SP) tumbef is spec rfred, the design valves are these effe tive 06/01/20T 3 6Y A 4SG 13 Job Truss Truss Type Qty Ply 1368 Model T4739103 J715782 A5 Special Truss 6 1 West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:16:56 2013 Page I D: ocaG496rg92 pv RXosnF Q B2zgc31-eucV BC b6 LS NBYcl Ix_ W54Z2H OtV51ZH gZ_otbEzg bb 1-0-01 7-4-14 14-0-0 20-7-2 28-0-0 1-0-0 7-4-14 6-7-2 6-7-2 7-4-14 Scale: 1/4"=1' 4x4 = 4 4.00 12 2x4 \\ 2.4 3 5 2 6 h 1 d 9 8 7 3x4 = 3x4 = 3x4 = 4x4 = 4x4 = 9-7-4 18-4-12 28-0-0 9-7-4 8-9-8 9-7-4 Plate Offsets X Y : 2:0-3-10 Ede 6:0-3-10 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.17 7-9 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.48 7-9 >705 240 BCLL 0.0 " Rep Stress Incr YES WB 0.25 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 Matrix-M) Weight: 115 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-15 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=895/0-8-0 (min. 0-1-8), 2=941/0-8-0 (min. 0-1-8) Max Horz2=103(LC 8) Max Uplift6=-316(LC 5), 2=-368(LC 4) Max Grav6= 1 035(LC 2), 2=1091(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2331/724, 3-4=-2056/613, 4-5=-2059/616, 5-6=-2335/727 BOT CHORD 2-9=-686/2161, 8-9=-350/1461, 7-8=-350/1461, 6-7=-623/2165 WEBS 4-7=-190/656, 5-7=-410/310, 4-9=-188/652, 3-9=-408/309 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) automatic zone; Lumber DOL=1.60 plate grip DOL=1.60 I N 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 Qv tall by 2-0-0 wide will fit • ``' Q• • •G E N S• between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 lb uplift at joint 6 and 368 lb uplift at joint o 2. N( 68182 •• 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 44/ LOAD CASE(S) Standard Z T F : o ss• •N A- E G FL Cert. 6634 February 28,2 WARMM - Verify design parr neters and READ NOTES ON THIS AND INCLUDED 6ffTE CRBFERENCE PAGE 11917473 BEFORE USE, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. - __ Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N Lee Street Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 lf5autherruPirceISP' lumber is specified{. the design values atrethose effei e0fi 01/2013byAM 13 Job Truss Truss Type Qty Ply 1368 Model T4739104 J715782 A6 Special Truss 3 1 West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:16:58 2013 Page ID:ocaG496rg92pvRXosnFQB2zgc31-aHjFcudNt3esowvh2PYaA_7dWgBdDTo701H f6zgbb 1-1-0-0 7-4-14 14-0-0 20-7-2 28-0-0 1-0.0 7-4-14 6-7-2 6-7-2 7-4-14 Scale = 1:48.6 4x4 = 4 4.00 12 2x4 O 2x4 i 3 5 2 6 7 O 10 9 8 3x4 — 3x4 = 3x4 = 4x4 = 44 = 9-7-4 18-4-12 28-0-0 9-7-4 8-9-8 9-7-4 Plate Offsets X Y : 2:0-3-10 Ed a 6:0-3-10 Ed e LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.17 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.48 8-10 >703 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Weight: 117 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-7 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=940/0-8-0 (min. 0-1-8), 6=940/0-8-0 (min. 0-1-8) Max Horz2=-97(LC 13) Max Uplift2=-368(LC 4), 6=-368(LC 5) Max Grav2=1090(LC 2), 6=1090(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2329/724, 3-4=-2054/613, 4-5=-2054/614, 5-6=-2329/725 BOT CHORD 2-10=-678/2159, 9-10=-342/1459, 8-9=-342/1459, 6-8=-601/2159 WEBS 4-8=-189/652, 5-8=-408/310, 4-10=-188/652, 3-10=-408/309 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18, 111111111, MWFRS (envelope) automatic zone; Lumber DOL=1.60 plate grip DOL=1.60 lllll U N V3) 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 PQ E N S •, Q •, \ G ibetweenthebottomchordandanyothermembers. F'.• 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 lb uplift at joint 2 and 368 lb uplift at joint 6. Nc 68182 6) Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard T F 44/ o 0••c te 1`• 1, 11A, FL Cert. 6634 February 28,2 WARMNG - Verify design parameters and READ N07ES ON 7NIS AND INCLUDED 39TEKREPERENUE PAGE WI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ^ Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 H Soothe m Pine SPI liumb eir is specified the design vakpes aTe those effective 06/01/2013 by'AtSC 13 Job Truss Truss Type Qty Ply 1368 Model T4739105.. J715782 A7 Hip Truss 1 1 West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:00 2013 ID:ocaG496rg92pvRXosnFQB2zgc31-Wfr?1aedPguZ1D33Agb2FPDvcUtehEoQTcm4k?zgbb 1-0-0 7-0-0 10.6-0 14-0-0 17-6-0 21-0-0 28-0-0 29-0-0 1-0.0 7-0.0 3-6-0 3-6-0 3-6-0 3-60 7-0.0 1-0.0 Scale = 1:49.4 4.00 12 5x6 3x6 = 2x4 3x6 = 5x6 = 3 4 5 19 20 6 21 7 7V N 2 8 9 1 Icy c'iO O 12 11 22 23 24 10 4x8 = 3" 6 5x12 MT20H = Us 4x8 = 7-0-0 14-0-0 21-0-0 28-0-0 7- _6 7-0-0 7-0-0 7-0-0 Plate Offsets MY): : 11:0-6-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.46 10-11 >738 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -1.01 10-11 >332 240 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 Horz(TL) 0.22 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Weight: 120 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SYP DSS TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins. BOT CHORD 2x4 SYP DSS BOT CHORD Rigid ceiling directly applied or 4-5-15 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1598/0-8-0 (min. 0-1-14), 8=1887/0-8-0 (min. 0-2-3) Max Horz2=52(LC 8) Max Uplift2=-697(LC 4), 8=-816(LC 5) Max Grav2=1854(LC 2), 8=2188(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4589/1628, 3-4=-4364/1597, 4-5==7356/2650, 5-19=-7356/2650, 19-20=-7356/2650, 6-20=-7356/2650, 6-21=-5372/1927, 7-21=-5372/1927, 7-8=-5644/1976 BOT CHORD 2-12=-1496/4289, 11-12=-2118/5965, 11-22=-2356/6618, 22-23=-2356/6618, 23-24=-2356/6618, 10-24=-2356/6618, 8-10=-1781/5287 WEBS 3-12=-380/1255, 4-12=-2047/788, 4-11=-629/1727, 6-11=-271/939, 6-10=1611/717, 7-10=-372/1421 111/11111//j NOTES , 1) Unbalanced roof live loads have been considered for this design. ,% P,Q 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft, Cat. 11; Exp B; Encl., GCpi=0.18; Q E N ` ,0 G `SF• MWFRS (envelope) automatic zone; Lumber DOL=1.60 plate grip DOL=1.60 •••, : 3) Provide adequate drainage to prevent water ponding. 0 4) All plates are MT20 plates unless otherwise indicated. N 6818 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. P •'• 7) mechanical connection (by others) of truss to bearing plate capable of withstanding 697 lb uplift at joint 2 and 816 lb uplift at joint T F • BProvide 0 • 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. • it` P , i9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 lb down and 104 lb up at 15-1-4, \ •• \ 87 lb down and 104 lb up at 1-4, and 87 lb down 104 lb up 61 own and lb up ss •Ndownand966bdownand382Ibupt14-0-12, 64 lb down at 15 1I4, 64a1b down at 16-111-4,1and 64 lb downlatt 18-1t1 41 and 350 lb down and q E 89 Ib up at 20-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 1 1111111`, 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 to the face of the truss are noted as front (F) or back (B). FL Cert. 6634 LOAD CASE(S) Standard February 28,2 Continued on page 2 WeRDBNG - Verify design parameters and READ N07ES ON 77IIS AND INCLUDED JUTEK REPERENCB PAGE JUI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. _ _ _ Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information c va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 2314. Tampa, FL 33610-4115 if 5vutherrl, Pine LSP' lwn her is specified,the design values are these effective 0610112013 by ALL 13 Job Truss Truss Type Oty Ply 1368 Model T4739106i J715782 A8 Hip Truss 1 1 West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:02 2013 Page I I D: ocaG496rg92pvRXosnFOB2zgc31-T2zmSGgtxl8HGXCSH EdWKgINYIXz9GkjxwFBouzgbb 1-2r1-0-0 4-10-14 9-0-0 14-0-0 19-0-0 11_ 28-0-0 ,29-0-o 1-0-0 4-10-14 4-1-2 5-0-0 5-0-0 4-1-2 4-10-14 1-40 Scale = 1:49.4 4x4 = _ 3x4 = 4x4 4.00 12 4 5 6 2x4 2x4 % 3 7 ofrn n 2 8 9 u a a 12 11 10 4x4 = 3x8 = 3x6 = 3x8 = 4x4 = 9-0-0 19-0-0 28-0-0 9-0-0 10-0-0 9-0-0 Plate Offsets X Y : 2:0-3-2 Ede 8:0-3-2 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.22 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.66 10-12 >506 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Weight: 126 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=940/0-8-0 (min. 0-1-8), 8=940/0-8-0 (min. 0-1-8) Max Horz2=65(LC 8) Max Uplift2=-400(LC 4), 8=-400(LC 5) Max Grav2=1090(LC 2), 8=1090(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2444/885, 3-4=-2149/711, 4-5=-2033/705, 5-6=-2033/706, 6-7=-2149/712, 7-8=-2444/887 BOT CHORD 2-12=-823/2278, 11-12=-731/2268, 10-11=-731/2268, 8-10=-771/2278 WEBS 3-12=-293/242, 4-12=-70/432, 5-12=-389/232, 5-10=-389/232, 6-10=-69/432, 7-10=-293/244 NOTES 11111111// 1) Unbalanced roof live loads have been considered for this design. 0%% U I N V "J" 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; Q F * P•........ c MWFRS (envelope) automatic zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 0 • \ G E N S • • ` 3) Provide adequate drainage to prevent water ponding. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 11. i 5) Plate(s) at joint(s) 11 checked for a plus or minus 5 degree rotation about its center. N( 68182 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 2-0-0 wide will fit between the bottom chord and any other members. 41J8) mechanical connection (by others) of truss to bearing plate capable of withstanding 400 lb uplift at joint 2 and 400 Ib uplift at joint T F : BProvide o • 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. i0 , P , i, 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. S .• \ •.• Nj , E?%` LOAD CASE(S) Standard A1- 111111111 FL Cert. 6634 February 28,2 WARNING - Verify design pararruters and READ N07ES ON 771IS AND INCLUDED b7I7EK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. - _ Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/11`I7 Quality Crflerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610-4115 South. Pi. [SP) Iwnber is sp euifie L tat. design values are these effesvve 06 0112013Ill 13 Job Truss Truss Type Qty Ply 1368 Model T4739107 J715782 A9 Hip Truss 1 1 West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:04 2013 Page I D: ocaG496rg92pvRXosnFQB2zgc31-PR4VWch8TvO?WrMgPff_PFNfK5GudBQ?OEkitmzgbb rl_0-00-0 5-10-14 11-0-0 17-0-0 22-1-2 210-0 29-0-0 1- 1 5-10-14 5-1-2 6-0-0 5-1-2 5-10-14 1 Scale = 149.4 5x6 = 5x6 4.00 12 4 19 5 2x4 \\ 2x4 3 6 0 2 7 M 12 11 10 9 3x4 = 3x4 = 3x4 = 3x4 = 4x4 = 44 = 7-414 14-0-0 20.7-2 28-0-0 7-4-14 6-7-2 6-7-2 7-4-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.16 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.40 10-12 >846 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Weight: 124 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-8 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=940/0-8-0 (min. 0-1-8), 7=940/0-8-0 (min. 0-1-8) Max Horz2=78(LC 8) Max Uplift2=-389(LC 4), 7=-389(LC 5) Max Grav2=1090(LC 2), 7=1090(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2433/805, 3-4=-2253/742, 4-19=-1840/591, 5-19=-1840/591, 5-6=-2253/743, 6-7=-2433/806 BOT CHORD 2-12=-751/2264, 11-12=-522/1781, 10-11=-522/1781, 9-10=-467/1781, 7-9=-688/2264 WEBS 3-12=-272/222, 4-12=-141/461, 5-9=-142/460, 6-9=-272/222 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (envelope) automatic zone; Lumber DOL=1.60 plate grip DOL=1.60 11111111 N V3) Provide adequate drainage to prevent water ponding. Q F 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q• • G E N S• 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 V ; between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 389 Ito uplift at joint 2 and 389 lb uplift at joint N 68182 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. T F 41J LOADCASE(S) Standard 0•: S • IN E AL 11111111110 FL Cert. 6634 February 28,2q 13 AWARMNG - Verify design parmnetem and RE&D N07ES ON 7711S AND INCLUDED K7EK RSFERWBPAGE W1-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If S nvihern Pine SP'turnber is spiec.rfied6 the design values are these effecd Ve Ofi/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply 1368 Model T4739108 J715782 A10 Hip Truss 1 1 Job Reference (optional) West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:16:49 2013 Page ' ID:ocaG496rg92pvRXosnFQB2zgc3l-LYgrjp WI?IV7DXjy10uT14F6n2AfcIboy0b?r8zgbbJ 1-0-0 6-10-14 13-0-0 15-0-0 21-1-2 28-0-0 29-0-0 1-0-0 6-10-14 6-1-2 2-0-0 6-112 6-10-14 1-0-0 Scale = 149.4 4x4 = 4x4 = 4 20 5 4.00 12 3x4 3x4 3 6 v n 2 7 81 Irn 60 13 12 11 10 9 2x4 II 3x4 3x4 = '2x4 4x4 = 4x4 = 3x4 = 6-10-14 18 0-0 15-0-0 21-1-2 28-0-0 s-10-1a 1N-2 2-" 6-1-2 6-10-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.18 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.40 11-13 >833 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Weight: 126 lb FT =.0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1-11 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=940/0-8-0 (min. 0-1-8), 7=940/0-8-0 (min. 0-1-8) Max Horz 2=-91(LC 13) Max Uplift2=-375(LC 4), 7=-375(LC 5) Max Grav2=1090(LC 2), 7=1090(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2394/722, 3-4=-1723/515, 4-20=-1591/512, 5-20=-1591/512, 5-6=-1723/515, 6-7=-2394/724 BOT CHORD 2-13=-675/2221, 12-13=-675/2221, 11-12=-675/2221, 10-11=-371/1591, 9-10=-603/2221, 7-9=-603/2221 WEBS 3-11=-746/338, 4-11=-58/331, 5-10=-58/331, 6-10=-746/340 NOTES 1) Unbalanced roof live loads have been considered for this design. 111111111/ 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; Cat. 11, Exp B, Encl., GCpi=0.18; ,r, Q U INN V I MWFRS (envelope) automatic zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. •' ( ` jG•E 4) The solid section of the plate is required to be placed over the splice line at joint(s) 12. , ; • , S'', 5) Plate(s) at joint(s) 12 checked fora plus or minus 5 degree rotation about its center. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. N( 68182 •• 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 lb uplift at joint 2 and 375 lb uplift at joint = , 7. T F9) Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. - 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,0 j, LOAD CASE(S) Standard SS • • ` O `,, In111111`, FFL Cert. 6634 February 28,2Q WARMNG - Verify design parameters and READ N07ES ON 7711S AND INCLUDED MITTX REFERENCE PAGE W17473 BEFORE USE. Design valid for use only with Walk connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ME' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the Welk' fabrication, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 III Southern Pim [SP) [umber is spec nFiQd the design values are those effective OS 101/2013 by ALSYC 13 Job Truss Truss Type Qty Ply 1368 Model T4739109 J715782 B1 Hip Truss 1 1 West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14,17,05 2013 Page ID: ocaG496rg92pvRXosnFQB2zgc31-tdeu4H im DD Ws7?x 1 zN BDySwm QvyvMdf9duTrPCzgbb 1-0-0 7-0-0 13-0-0 20-0-0 , 21-0-0 1-0-0 7-0-0 6-0-0 7-0-0 Scale = 1:36.2 4x8 = 5x6 = 4.00 12 3 16 17 18 4 rN 5 2 06nhfCA 0 9 8 19 20 7 3x8 MT20H = 3x4 = 3x6 — 2US x4 = 7- 0-0 13-0-0 20-0-0 7- 0-0 6-0-0 7-0-0 Plate Offsets X Y : 2:0-1-2 Ed a 3:0-5-4 0-2-4 LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) 0.18 7-9 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.42 7-9 >567 240 MT20H 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-M) Weight: 79 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 'Except" TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins. 3- 4: 2x4 SYP DSS BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing. BOT CHORD 2x4 SP No.2 'Except* MiTek recommends that Stabilizers and required cross bracing be 5- 8: 2x4 SYP DSS installed during truss erection, in accordance with Stabilizer WEBS 2x4 SP No.3 Installation guide. REACTIONS ( lb/size) 2=1238/0-8-0 (min. 0-1-11), 5=1238/0-8-0 (min. 0-1-8) Max Horz2=52(LC 12) Max Uplift2=-537(LC 4), 5=-549(LC 5) Max Grav2=1433(LC 2), 5=1433(LC 2) FORCES ( Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3424/1184, 3-16=-3228/1188, 16-17=-3228/1188, 17-18=-3228/1188, 4-18=-3228/1188, 4- 5=-3428/1217 BOT CHORD 2-9=-1079/3193, 8-9=-1079/3224, 8-19=-1079/3224, 19-20=-1079/3224, 7-20=-1079/3224, 5- 7=-1066/3196 WEBS 3-9=0/629, 4-7=0/632 111 TES1) Unbalanced roof live loads have been considered for this design. ```CIOI N'1 P • 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. ll; Exp B; Encl., GCpi=0.18; • E N S' MWFRS (envelope) automatic zone; Lumber DOL=1.60 plate grip DOL=1.60 ` ,O'er\C 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. N( 68182 has been designed for 10.0 bottom live load with any other live loads. * ; • •: 5) This truss a psf chord nonconcurrent 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. truss to bearing of withstanding 537 lb uplift at joint 2 and 549 lb uplift at joint :: 441 7) Provide mechanical connection (by others) of plate capable 5. 13 T F : 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. - 0 • • 4U Q.•• 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 181 lb up at 7-0-01 0 ` Q , 87 lb down and 104 lb up at 9-0-12, and 87 lb down and 104 lb up at 10-11-4, and 161 lb down and 200 lb up at 13-0-0 on top chord, and j S1 . , , • , ,. • `[? 7- 0-0, 64 Ib down 9-0-12, 64 Ib down 10-11-4, 350 Ib dowry and 89 Ib up at 12-11-4 on bottom / S\ 350Ibdownand89Ibupatatandatandchord. 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 to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard FL Cert. 6634 February 28,2C Continued on pace 2 WARNING - Verify design paranwters and READ N07ES ON 7T11S AND INCLUDED MffEK RBFERENCB PAGE MR-7473 BFFORB USE Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. - ' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown _ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlfefla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va'able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 11Sou4hern. PirfeJSPV1..leerisspesifit d,tfiedesignvalane . hoseeffecbveG6 01120131byA15C 13 Job Truss Truss Type Qty Ply 1368 Model T4739110 J715782 B2 Hip Truss 1 1 Job Reference (opticinal) West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:07 2013 Page ID:ocaG496rg92pvRXosnFQB2zgc31-p?mfVzjOlgmaN15P4oDh1 t?EdJISgYIS4CyyU5zgbb 1-0-0 4-10-14 9-0-0 11-0-0 15-1-2 20-0-0 21-0-0 1-a0 4-10-14 4-1-2 2-0-0 4-1-2 4-10-14 1-0-0 Scale = 1:36.2 4x4 = 4x4 = 4 18 5 4.00 12 2x4 2x4 % 3 6 ci 72 8 r 0><0 11 10 9 44 = 3x4 = 3x4 — 3x4 = 44 = 9-0-0 11-0-0 20-0-0 9-0-0 z-o-o 9-0-0 Plate Offsets X Y : 2:0-3-6 Ede 7:0-3-6 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.11 11-14 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.31 11-14 >775 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Weight: 86 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=684/0-8-0 (min. 0-1-8), 7=684/0-8-0 (min. 0-1-8) Max Horz2=-65(LC 9) Max Uplift2=-286(LC 4), 7=-286(LC 5) Max Grav2=794(LC 2), 7=794(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1583/564, 3-4=-1237/374, 4-18=-1146/373, 5-18=-1146/373, 5-6=-1237/373, 6-7=-1583/566 BOT CHORD 2-11=-523/1471, 10-11=-272/1146, 9-10=-272/1146, 7-9=-469/1471 WEBS 3-11=-388/275, 6-9=-388/276 NOTES 1) Unbalanced roof live loads have been considered for this design. 1111111 I'', 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; ` I NQUMWFRS (envelope) automatic zone; Lumber DOL=1.60 plate grip DOL=1.60 F I 3) Provide adequate drainage to waterprevent ponding. G•E N • 5', 4) The solid section of the plate is required to be placed over the splice line at joint(s) 10..•, 5) Plate(s) at joint(s) 10 checked for a plus or minus 5 degree rotation about its center. 000 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N( 68182 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at joint 2 and 286 lb uplift at joint = : 7. T F '4/ 9) Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOADCASE(S) Standard ,j sS •Nq1-,` 11111111/ FL Cert. 6634 February 28,2C WARNING - Verify design parameters and READ NOTES ON 7TII5 ARID INCLUDED A97EK REFERENCE PAGE $17I-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. -- Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobncation, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information varUble from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 IfSoutherruPine SPrlumbetisspec.illthedesiginvali cesaretheseetfectiweO6 Ol/2O13byALSC 13 Job Truss Truss Type Qty Ply 1368 Model T4739111 J715782 B3 Common Truss 1 1 West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:09 2013 Page ID: ocaG496rg92pvRXosnFO62zgc31-IOuPwfIGHR01ccFoCDF9614aE6yYIR51YWR3Y_zgbb 5-4-14 10-0-0 14-7-2 20-0-0 5-4-14 4-7-2 4-7-2 5-4-14 Scale = 1:32.8 4x4 = 3 4.00 12 2x4 2x4 % 2 4 1 5 o 6 5x8 = 4x4 — 4x4 - 10-0-0 20-0-0 10-0-0 1 G-0-0 Plate Offsets MY): : 1:0-3-10 Ed a 5:0-3-10 Ede 6:0-4-0 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.13 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.35 6-9 >689 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code FBC20101TPI2007 Matrix-M) Weight: 80 to FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-2 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS' (lb/size) 1=640/0-8-0 (min.0-1-8), 5=640/0-8-0 (min.0-1-8) Max Horz1=65(LC 8) Max Upliftl=-226(LC 4), 5=-226(LC 5) Max Grav1=740(LC 2), 5=740(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1561/539, 2-3=-1173/328, 34=-1173/328, 4-5=-1561/540 BOT CHORD 1-6=-508/1448, 5-6=-462/1448 WEBS 3-6=-63/477, 4-6=-425/302, 2-6=-425/301 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) automatic zone; Lumber DOL=1.60 plate grip DOL=1.60 F j3) 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 Q• • • E NC' `SF•. between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 226 lb uplift at joint 1 and 226 lb uplift at joint 5. Nc 68182 0 6) Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard T F i •• 1: N FL Cert. 6634 February 28,2a WARAM - Verify design pare neters and READ NOTES ON THIS AAM INCLUDED MrTM REFERENCE PAGE MU-7473 BEFORE USE. @@@@ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Wil— e Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 il5authe n:PiatejSp daim eisspec died.the design values arebiuseeffective Ofi 01/2013byAiSC 13 Job Truss Truss Type Qty Ply 1368 Model T4739112 J715782 84 Hip Truss 1 1 Job Reference (optional) West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:10 2013 Page I D: ocaG496rg92pvRXosnFQB2zgc31-EaSn7?mu2189Emq_lwm OfWdiB WMdt w?unABc4Qzgbb 1-0-0 5-0-0 9-0-0 14-0-0 15-0-0 r 1-0-0 5-0-0 4-0-0 5-0-0 1- Scale = 1:26.4 4x8 = 4x4 = 4.00 F12 3 15 4 N 5 2 s too 8 16 7 2x4 11 3x4 = 3x4 = 3x4 = 5-0-0 9-0-0 14-0-0 5-0-0 4-0-0 5-0-0 Plate Offsets KY): : 3:0-5-4 0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.06 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.15 7-8 >999 240 BCLL 0.0 ` Rep Stress Incr NO WB 0.11 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Weight: 56 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-2 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=710/0-8-0 (min. 0-1-8), 5=710/0-8-0 (min. 0-1-8) Max Horz2=-39(LC 9) Max Uplift2=-308(LC 4), 5=-308(LC 5) Max Grav2=822(LC 2), 5=822(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1718/552, 3-15=-1606/541, 4-15=-1606/541, 4-5=-1718/552 BOT CHORD 2-8=-494/1591, 8-16=-488/1605, 7-16=-488/1605, 5-7=-466/1592 WEBS 3-8=01278, 4-7=0/278 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B, Encl., GCpi=0.18; MWFRS (envelope) automatic zone; Lumber DOL=1.60 plate grip DOL=1.60QUI N F3) Provide adequate drainage to prevent water ponding. live loads. OP• • E4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other NG bottom in 3-6-0 tall by 2-0-0 wide will fit ',••, `S`•• , 5) This truss has been designed for a live load of 20.Opsf on the chord all areas where a rectangle between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 308 lb uplift at joint 2 and 308 lb uplift at joint = * N( 68182 5. 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) 175 lb down and 170 to up at 5-0-0, and 46 lb down and 73 lb up at 7-0-0, and 175 lb down and 170 lb up at 9-0-0 on top chord, and 105 lb down at 5-0-0, and 35 lb down •• T F • 0 lb 7-0-0, 105 lb down 8-11-4 bottom The design/selection of such connection device(s) is the responsibilityandupatandatonchord. 0 • of others. P'• \ i 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. \ , j is • 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). % N AILOADCASE(S) Standard till 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf=- Vert: 1-3=-44, 3-4=-44, 4-6=-44, 9-12=-20 FL Cert. 6634 February 28,2 Continued on page 2 WARMNG - Verify design parameters and READ MIM ON THIS Arm INCLUDED MffsR REFEREsNCB PAGE 11917473 BEFORE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. _— - Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormation va'able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. Tampa, FL 33610-4115 ffSouth.. Pine (SP) Iva bee is specffi d the design wall are tthase effectisia 06/021201311 13 Job Truss Truss Type Qty Ply 1368 Model T4739113 J715782 B5 Common Truss 3 1 Job Reference foot onal) West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:11 2013 Page I D. ocaG496rg92pvRXosnFOB2zgc31-inOALLnXp3GOrwPBJdHdBjAtowj Im NH 1?gwAdszgbb 1-0-0 7-0-0 14-0-0 15-0-0 1-0.0 7-0-0 7-0-0. Scale = 1:25.9 4x4 = 3 4.00 12 2 14 4 5 oo' 6 2x4 II 3x4 = 3x4 - it 7-0-0 14-0-0 i 7-0-0 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.04 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.10 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Weight: 49 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=492/0-8-0 (min. 0-1-8), 4=492/0-8-0 (min. 0-1-8) Max Horz2=-52(LC 13) Max Uplift2=-215(LC 4), 4=-215(LC 5) Max Grav2=572(LC 2), 4=572(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1007/394, 3-4=-1007/386 BOT CHORD 2-6=-478/1105, 4-6=-442/1105 WEBS 3-6=0/271 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) automatic zone, Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 I N V ICI4) . 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. t Q F 7j r•' E N •'• ,jGSF•• 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 215 lb uplift at joint 2 and 215 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. N( 68182 0 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard T F •4IJ FL Cert. 6634 February 28,2 All WdRMAIG - Verify design parameters and READ N07ES ON7TIIS AND INCLUDED A fM REFERENCE PAGE 161-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va' able from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 222314. Tampa, FL 33610-4115 11 5 iiuthefi Pirte SP 4wriber is spec ifiied6 the design values are those effecti,ne 06/Oi%2013 by F6t SG 13 Job Truss Truss Type Oily Ply 1368 Model T4739114 J715782 B6 Common Truss 3 1 Inh Reference (optional) West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:12 2013 Page ID: oraG496rg92pvRXosnFQB2zgc3l-AzZYYgn9aM PsT3zNtLpskxi2PK3U VgXBETgj9lzgbb 1-0-0 7-0-0 14-0-0 1-ao 7-0-0 7-0-.0 Scale = 124.7 4x4 = 3 4.00 12 4 2 A o 5 d 3x4 = 2x4 II 3x4 = 7-0-0 14-0-0 7-0-0 7-0-0 Plate Offsets X Y : 2:0-1-6 Ede 4:0-1-6 Ed e LOADING (psf) SPACING 2-0-0 CSI DEFL in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.04 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.11 5-8 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.10 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-M) Weight: 48 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=447/Mechanical, 2=493/0-8-0 (min. 0-1-8) Max Horz2=58(LC 12) Max Uplift4=-163(LC 5), 2=-215(LC 4) Max Grav4=517(LC 2), 2=573(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1005/395, 3-4=-1039/415 BOT CHORD 2-5=-482/1103, 4-5=-482/1151 WEBS 3-5=0/272 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; 1 11111' MWFRS (envelope) automatic zone; Lumber DOL=1.60 plate grip DOL=1.60 tt,1 o% U N V3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 4) *This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit , Q• • G E•(V SF•• 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 163 lb uplift at joint 4 and 215 lb uplift at joint = Nc 68182 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. = 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. = . T FLOADCASE(S) Standard O ill FL Cert. 6634 February 28,2 A WARJUNG - Verify design parameters and READ NOTES ON 771IS AND INCLUDED bff=RBFERENCE PAGE i9II1-7473 BEFORE USE. Design valid for use any with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. - Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTekerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quallly Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. N fS ltfl elh F rcegSP' lumber Truss pecifi Institute, specified, he design vva trees are1thoseAeAlexandria, VGA 01 2013 hyAkSC Tampa, FL 33610-4115 13 Job Truss Type Qty Ply 1368 Model JTruss T4739115 J715782 CJ1 Jack -Open Truss 12 1 Job Reft West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:13 2013 Page I D: ocaG496rg92pvRXosnFQB2zgc31-e97wlOonLgXj5DYZR2K5H8FJojV2E INKT7PHhlzgbb 1-0-0 0-11-10 1 0 1-0-0 0-11-10 - 06 Refer to MiTek "TOE -NAIL" Detail for connection to Scale=1:6.2 supporting carrier truss (typ all applicable jacks on this job) 3 4 4. 00 1z 2 r o1 r pO_ O 2x4 — 1- 0-0 1- 0-0 LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 . Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 Matrix-M) Weight: 5 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS ( lb/size) 2=94/0-8-0 (min. 0-1-8), 3=15/Mechanical Max Horz2=36(LC 4) Max Uplift2=-80(LC 4), 3=-10(LC 8) Max Grav2=113(LC 2), 3=23(LC 3) FORCES ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS ( envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 2 and 10 lb uplift at joint 3. 411111111111j1, 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. OP.• G E N S • C` i LOAD CASE(S) Standard i N 68182 T F : 441 Z elf FL Cert. 6634 February 28,2 13 WARNfNG - Verify design paranwters and REdD NOTES ON THIS AND INCLUDED J f7EK RBFERENCE PAGE b9I-7473 BEFORE USB Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ME is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information Iva' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. aSoutheltPine {SP,Ivmber is specified, the design values are these effectiti a 06 01/2013 by A SG Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 1368 Model T4739116 J715782 CAA Jack -Open Truss 2 1 West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:13 2013 Page I D: ocaG496rg92pvRXosnFQB2zgc31-e97wlOonLgXj5DYZR2K5H8FJojV2E I NKT7PHhlzgbb 1-0-0 0-11-19 1 0 1-0-0 0-11-10 0- 6 Scale = 1:6.2 3 4 4.00 12 2 M 0 1 0 0 0 2x4 = 1-0-0 0-10-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.05 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.01 Vert(TL) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Weight: 5 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=15/Mechanical, 2=94/0-3-8 (min. 0-1-8) Max Horz2=41(LC 4) Max Uplift3=-17(LC 8), 2=-86(LC 4) Max Grav3=23(LC 3), 2=113(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp B; Part. Encl., GCpi=0.55; MWFRS (envelope) gable end zone; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 3 and 86 Ib uplift at joint 2. 1/1111111 11' N V6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. PpU' EN*"-. 00 •, \ G LOADCASE(S) Standard N 68182 0 T F411 1111111` FL Cert. 6634 February 28,2 13 A WARNDVG - Verify design parameters and READ NOTES ON THIS AND INCLUDED NTW REFERENCE PAGE 01-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTekerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality CrBerla, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information vo able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. ffSauth rnPine SP ilirnberissgteci6ied,thedesignvahaesareitloseeffecdve0!6/01/2013bvALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 1368 Model T4739117 J715782 CJ3 Jack -Open Truss 12 1 West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:14 2013 Page I D: ocaG496rg92pvRXosnFQB2zgc31-6MhlzMpP6_fajN71_mrKpMoTN7rXzldUhn9gDBzgbb 1-0-0 3-0-0 1-0-0 3-0-0 Scale = 1:9.6 3 4.o0 12 2 II d 1 4 2x4 = 3-0-0 3-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20101TPI2007 Matrix-M) Weight: 11 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=48/Mechanical, 2=155/0-8-0 (min. 0-1-8), 4=29/Mechanical Max Horz2=64(LC 4) Max Uplift3=-40(LC 8), 2=-93(LC 4) Max Grav3=58(LC 2), 2=182(LC 2), 4=44(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 3 and 93 lb uplift at joint 2. 111111//j t N 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 0 G ....... EN S • 0 •,•\ LOAD CASE(S) Standard Nc 68182 T F ' Odo I FL Cert. 6634 February 28,2 13 WARMNG - Verify design parameters and READ NO7ES ON 7WIS AND INCLUDED J fTEKREPERERCE PAGB jai-7473 BEFORB usa Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. afety Information va' able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. HSouthernPinetSPIlumberisspec'Ilied, the design vakms are those etTec[ive 0610112013 bp'A1SC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 1368 Model T4739118 J715782 CJ3A Jack -Open Truss 2 1 Job Reference (optional) West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:15 2013 Page I D: ocaG496rg92pvRXosnFQB2zgc31-aYFgAigl tHnRKXiyYTMZMZKe7XBm iCtdwRuNmdzgbb 1-0-0 3-0-0 1-0-0 3-0-0 Scale = 1:9.6 3 4.o0 12 2 1 4 2x4 = 3-0-0 2-10-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010ITP12007 Matrix-M) Weight: 11 Ib FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=48/Mechanical, 4=29/Mechanical, 2=155/0-3-8 (min. 0-1-8) Max Horz 2=77(LC 4) Max Uplift3=-55(LC 8), 4=-2(LC 8), 2=-113(LC 4) Max Grav3=58(LC 2), 4=44(LC 3), 2=182(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=5.Opsf; h=15ft, Cat. 11; Exp B, Part. Encl., GCpi=0.55; MWFRS (envelope) gable end zone; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint 3, 2 lb uplift at joint 4 and U' N V113lbupliftatjoint2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. PQ,,,.. F[, 0 E N ` 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. G S. ; LOAD CASE(S) Standard i N 68182 T F : 41J FL Cert. 6634 February 28,2913 WARNING - Verify design parameters and REdD NOTES ON 771IS AND INCLUDED MTMREFERENCB PAGE bill-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 11Sauthern Pine {SP turnber is spec:rfied. the design vakms are those effective 0.6101/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 1368 Model T4739119 J715782 CJ5 Jack -Open Truss 8 1 West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:16 2013 Page I D: ocaG496rg92pvRXosnFQB2zgc31-2kp2O2gfebvlyhH86BtountnXxVD Rf7n95exl4zgbb i -1-0.0 5-0-0 1-0-0 5-0-0 Scale = 1:12.9 3 4.00 12 N c 2 0 r I 1 4 2x4 = i 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.22 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-M) Weight: 17 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=82/Mechanical, 2=233/0-8-0 (min. 0-1-8), 4=45/Mechanical Max Horz 2=94(LC 4) Max Uplift3=-72(LC 8), 2=-120(LC 4) Max Grav3=100(LC 2), 2=273(LC 2), 4=75(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-449/164 BOT CHORD 2-4=-232/503 NOTES 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • 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. I N 4) Refer to girder(s) for truss to truss connections. 5) Provide truss to bearing 72 lb 3 120 lb at 2. PQQmechanicalconnection (by others) of plate capable of withstanding uplift at joint and uplift joint 6) "Semi fixed heels" Member fixity was used in the analysis and design of this truss. G E N S*`•• rigid pitchbreaks with end model 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Nic 68182 LOAD CASE(S) Standard 0: o T F II ss A E C N FL Cert. 6634 February 28,2 13 A WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED 6QTEFf REFERENCE PAGE 291-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shovm, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information vo' able from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 2314. 1iSouthernPm SP1 lumber is specified,thedesignvalues are thvseeffestive06 0112013byALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 1368 Model T4739120 J715782 CJSA Jack -Open Truss 2 1 West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:16 2013 Page I D: ocaG496rg92pvRXosnFQB2zgc31-2kp2O2gfebvlyhH86BtountnXxVD Rf7n95exl4zgbb 1-0-0 5-0-0 1-0.0 5-0-0 Scale = 1:12.9 3 4.00 12 2 l0 4 2x4 = 5-0-0 4-10-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Weight: 17 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=82/Mechanical, 4=45/Mechanical, 2=233/0-3-8 (min. 0-1-8) Max Horz2=116(LC 4) Max Uplift3=-98(LC 8), 2=-155(LC 4) Max Grav3=100(LC 2), 4=75(LC 3), 2=273(LC 2) FORCES (lb) - Max. Comp./Max. Ten.. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-449/261 BOT CHORD 2-4=-355/503 NOTES 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp B; Part. Encl., GCpi=0.55; MWFRS (envelope) gable end zone; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. I N 4) Refer to girder(s) for truss to truss connections. Q 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 3 and 155 lb uplift at joint 2. Semi Q•' G•E N S` 6) -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. N 68182 • LOAD CASE(S) Standard T F : I/ FL Cert. 6634 February 28,2 13 WARiUM - Verify design parameters and REdD NOTES ON 7iII6 AND INCLUDED A f7EKREFERENCE PAGE JUI-7473 BEFORE USE. w Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown F® is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Information vo'oble from Truss Plate Institute, 781 N. Lee Street. Suite 312 Alexandria. VA 2314. 175auth ern Pine SP luiGi tier is spiecillit" the design value are these effective 06 01/2013 bV A15C Tampa, FL 33610-4115 Job Truss Truss Type city Ply 1368 Model T4739121 J715782 EJ5 Jack -Open Truss 3 1 r West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:17 2013 Page ID:ocaG496rg92pvRXosnFQB2zgc31-WxNRbOrHPvl9arsKguO1 R_QyGLgSA5NwOINUgWzgbbO 1-0-0 5-0-0 1-0-0 5-0-0 Scale = 1:12.9 3 4.00 12 2 N_ r 1 4 2x4 — 5-0-0 5-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.22 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-M) Weight: 17 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=82/Mechanical, 2=233/0-8-0 (min. 0-1-8), 4=45/Mechanical Max Horz2=94(LC 4) Max Uplift3=-72(LC 8), 2=-120(LC 4) Max Grav3=100(LC 2), 2=273(LC 2), 4=75(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-449/164 BOT CHORD 2-4=-232/503 NOTES 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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 I between the bottom chord and any other members. 111 C.0 I N V4) Refer to girder(s) for truss to truss connections. lb 2. p,.., .... 0 •. N5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 3 and 120 uplift at joint Semi design this truss. G E S' ` F•'., 6) -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and of 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. N 68182 LOAD CASE(S) Standard SS • N A1- E` Hilt FL Cert. 6634Cert. 6634 February 28,2 13 WARNING - Verify design parameters and READ N07ES ON THIS AND INCLUDED M7E1CRBFERHNC6 PAGE b9I-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTekerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. 11,SouthernPine SP'lwnbesisspecifieAthe designvak.*sarethe seeffectiveOS 10112013by'MX Tampa, FL 33610- 4115 Job Truss Type Qty Ply 1368 Model T4739122 J715782 EJ6 FMonopitchTruss 4 1 Job Reference (Qptonal) West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:18 2013 Page ID: ocaG496rg92pvRXosnFQB2zgc31-?7xppkswAC90B_RXDcvG_Cy4Bk8WvYd3cP71Myzgbb 1- 0-0 6-8-.0 1- 0.0 6-8-0 Scale = 1:16.9 3 2x4 4. 00 12 2 1 3x4 = 4 2x4 6- 8-0 6- 6-12 LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.12 4-7 >645 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Weight: 25 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be nstalled during truss erection, in accordance with Stabilizer Installation uide. REACTIONS ( lb/size) 4=16510-8-0 (min. 0-1-8), 2=296/0-3-8 (min. 0-1-8) Max Horz2=146(LC 4) Max Uplift4=-120(LC 8), 2=-191(LC 4) Max Grav4=191(LC 2), 2=346(LC 2) FORCES ( lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-843/497 BOT CHORD 2-4=-657/963 NOTES 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11, Exp B; Part. Encl., GCpi= 0.55; MWFRS (envelope) automatic zone; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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 1111111111 QU I N V. Fbetweenthebottomchordandanyothermembers. QP,•' 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 4 and 191 lb uplift at joint G E N S'.•. Ii 2. 5) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. N 68182 0 6) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard T F O: e, ss • •N AL 11111111oOFL Cert. 6634 February 28,2 13 WARDING - Verify design parametea and READ B07ES ON 7TIIS AND INCLUDED sI7EKRBFERENCB PAGE 1191-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only'upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -,not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 2314. 1f5nutthernPineSPkimhefisspeciffied6thedesignrrakx5aretheseeffective0601/2013bgALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 1368 Model T4739123 J715782 EJ7 Jack -Open Truss 12 1 West Orange Truss, Groveland, Florida 34736 7,350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:18 2013 Page ID:ocaG496rg92pvRXosnFQB2zgc3l-?7xppkswAC90B_RXDcvG_Cy3Hk7pvYd3cP71Myzgbb 1_aD 7-0-0 1-0-0 7-0-0 Scale = 1:16.5 3 B 4.00 12 N c5N 2 C{ 4 3x4 = 7-0-0 7-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.15 4-7 >539 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC20101TPI2007 Matrix-M) Weight: 23 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 3=115/Mechanical, 2=313/0-8-0 (min. 0-1-8), 4=60/Mechanical Max Horz2=124(LC 4) Max Uplift3=-103(LC 4), 2=-149(LC 4) Max Grav3=141(LC 2), 2=365(LC 2), 4=104(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-965/365 BOT CHORD 24=491/1106 NOTES 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load non concurrent with any other live loads. 3) ' 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. Qv N V,I 4) Refer to girder(s) for truss to truss connections. 5 Provide mechanical connection b others of truss to bearing late capable of withstanding 103 lb uplift at joint 3 and 149 lb uplift atY ) g P P 9 p 1 P joint P••••• E N S • O • \ G F•••, i2. 6) "Semi -rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0 7) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. N 68182 LOAD CASE(S) Standard T F 'W O:. N ss A1- ` 1111111` FL Cert. 6634 February 28,2 13 A WARNING, - Vvt[ N design pa rametem and READ NOTES ON 7NIS AND INCLUDED bII7EK REFERENCE PAGE ffiI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shovm, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPH Quality Criteria, DSB. 89 and SCSI Building Component 6904 Parke East Blvd. ItSoulth Pinej lbwnfberisuspecifiled.tthe7deftntvaluesaretheseeffettirve06/01f2013byALSC Tampa, FL33610-4115 Job Truss Truss Type Qty Ply 1368 Model T4739124 J715782 EJ7G MONO TRUSS 1 1 Job Reference (optional) West Orange Truss, Groveland, Florida 34736 7,350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:19 2013 Page ID:ocaG496rg92pvRXosnFQB2zgc3l-TJU B04tYwWHtp80jnJ RV WP VG58O7evTDr3sbvPzgbb 4-1-14 7-0-0 4-1-14 2-10-2 Scale = 1:16.5 3 2x4 10 4.00 12 rR 4x4 % 2 3x8L1 1), 8 5 9 4 2.8 II 4x4 = 4-1-14 7-0-0 4-1-14 2-10-2 Plate Offsets X Y : 1:0-7-6 0-2-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.04 5-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.08 5-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Weight: 36 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins, except BOT CHORD 2x6 SYP No.2 end verticals. WEBS 2x4 SIP No.3 BOT CHORD Rigid ceiling directly applied or 9-11-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS (lb/size) 1=871/0-8-0 (min. 0-1-8), 4=849/Mechanical Max Horz1=102(LC 4) Max Upliftl=-337(LC 8), 4=-362(LC 4) Max Gravl=1012(LC 2), 4=986(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1696/542 BOT CHORD 1-8=-578/1575, 5-8=-578/1575, 5-9=-578/1575, 4-9=-578/1575 WEBS 2-5=-326/1075, 2-4=-1757/645 NOTES 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; 11111111 MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 11111 v' N VF, , Q2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a 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 P• , , , [ # 0 E N ` , between the bottom chord and any other members. Ci • S 4) Refer to girder(s) for truss to truss connections. N( 6 81825) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 337 lb uplift at joint 1 and 362 to uplift at joint Z 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 497 lb down and 183 Ito up at 1-4-12, 9 = and 497 lb down and 183 lb up at 3-4-12, and 497 lb down and 183 lb up at 5-4-12 on bottom chord. The design/selection of such F .44/ connection device(s) is the responsibility of others. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 0 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). N NLOADCASE(S) Standard ss AL ? C,?, 1) Regular: Lumber lncrease=1.25, Plate lncrease=1.25 111111111, Uniform Loads (ptf) Vert: 14=-20, 1-3=-44 Concentrated Loads (lb) FL Cert. 6634 Vert: 7=-427(B) 8=-427(8) 9=-427(B) February 28,2a A WARNING - Verify design pa nauneters and READ NOTES ON 7EI5 AND INCLUDED b7T7EKREFBRENCB PAGE J917473 BEFORE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component — • Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information vo' able from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 2314. Tampa, FL 33610-4115 KSoutllern R'rre 3P tvm ber is specdied, tare design values are tttwse etfective 06 01/2013 by AISC 13 Job Truss Truss Type City Ply T4739125 1368Model J715782 HJ5 Jack -Partial Truss 2 1 West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:20 2013 Page ID: ocaG496rg92pvRXosnFQB2zgc3l-x W2ZEQuAhgPkRlbvLOyk3d2OXYo5NS6M4ic8Qrzgba 1-5-0 3-11-0 7-0-2 1-SO 3-11-0 3-1-2 Scale: 3/4"=1' 3 2.83 12 8 2 N n 1 9 3x4 = 4 3-11-0 7-0-2 3-11-0 3-1-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.06 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.18 4-7 >470 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Weight: 23 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=118/Mechanical, 2=289/0-10-15 (min. 0-1-8), 4=69/Mechanical Max Horz2=93(LC 4) Max Uplift3=-95(LC 8), 2=-128(LC 4) Max Grav3=143(LC 2), 2=329(LC 2), 4=110(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-849/203 BOT CHORD 2-9=-263/892 NOTES 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B. Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " 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. ` 1 I N VOF4) Refer to girder(s) for truss to truss connections. j 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 3 and 128 Ito uplift at joint 2. 0. •. G E N 3 • 4` 41N Semi in design this truss. 6) -rigid pitchbreaks with fixed heels" Member end fixity model was used the analysis and of ,• , `••, 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 27 lb down and 38 lb up at 1-4-15, 27 lb down and 38 lb up at 1-4-15, and 9 lb down and 47 lb up at 4-2-15, and 9 lb down and 47 lb up at 4-2-15 on top chord, and 11 lb down= N( 68182 and 8 lb up at 4-2-15, and 11 lb down and 8 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the * .: responsibility of others. = 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). T F :44/ LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 \ Q!,•'\ N Uniform Load 3p1 44, 4-5=-20 Concentrated Loads (lb) 1 1 1 f 10% Vert: 6=57(F=29, B=29) 8=-8(F=-4, B=-4) 9=-18(F=-9, B=-9) FL Cert. 6634 February 28,2 13 WARMIVG - Verify design parameters and READ NOTES ON THIS AND INCLUDED bffTEKRBFERBNCB PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTekerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information gva' able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria VA 2314. tfSavtherriPineISR' tumberisspecilied. the design Valuesafethese effectiveG6/01/2013by'A'LSCTampa, FL 33610-4115 Job Truss Truss Type Qty Ply 1368 Model T4739126 J715782 HJ7 Jack -Partial Truss 4 1 job Reference (optional) West Orange Truss, Groveland, Florida 34736 7,350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:21 2013 Page ID: ocaG496rg92pvRXosnFQB2zgc31-P icxRluoS7Xb2S96vkTzbgaaEy706pO WINLiyHzgba 1-5-0 5-3-15 9-9-11 9-1 -1 1-SO 5-3-15 4-5-11 0- 6 Scale = 121.1 4 13 2.83 12 12 3x4 % 3 11 rN c6N 2 1 14 7 15 6 2x4 3x4 = 3x4 — 5 5-3-15 -9-11 9-1 -1 5-3-15 4-5-11 046 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0,51 Vert(TL) -0.10 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 Matrix-M) Weight: 40 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=105/Mechanical, 2=387/0-10-15 (min. 0-1-8), 5=290/Mechanical Max Horz2=119(LC 4) Max Uplift4=-76(LC 4), 2=-163(LC 4), 5=-77(LC 8) Max Grav4=128(LC 2), 2=443(LC 2), 5=328(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-996/277, 3-11=-947/280 BOT CHORD 2-14=-338/947, 7-14=-338/947, 7-15=-338/947, 6-15=-338/947 WEBS 3-7=0/282, 3-6=-990/353 NOTES 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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 U I NNbetweenthebottomchordandanyothermembers. , 4) Refer to girder(s) for truss to truss connections. , Q• G•E N - 5) Provide mechanical connection (by others) of truss to bearing capable of withstanding 76 lb uplift at joint 4, 163 lb uplift at joint 2 and , S• plate ,••, 77 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. N( 68182 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 27 lb down and 38 lb up at 1-4-15, 27 lb down and 38 lb up at 1-4-15, 9 lb down and 47 lb up at 4-2-15, 9 lb down and 47 lb up at 4-2-15, and 46 lb down and 79 lb up at 7-0-14, and 46 lb down and 79 lb up at 7-0-14 on top chord, and 11 lb down and 8 lb up at 4-2-15, 11 lb down and 8 lb up at 4-2-15, and = . 35 lb down and 0 lb up at 7-0-14, and 35 lb down and 0 lb up at 7-0-14 on bottom chord. The design/selection of such connection T Fdevice(s) is the responsibility of others, •• 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 0 \ 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). `,.• NLOADCASE(S) Standard ss 1)Regular: Lumber lncrease=1.25,Plate lncrease=1.25 Uniform Loads (plf) Vert: 1-4=-44, 5-8=-20 Concentrated Loads (lb) FL Cert. 6634 Vert: 9=57(F=29, B=29) 11=-8(F=-4, B=-4) 12=-76(F=-38, B=-38) 14=-18(F=-9, B=-9) 15=-50(F=-25, B=-25) February 28,2 13 WARNING - Verify design par a neters and READ N07ES ON 7EIS AND INCLUDED A ff=REFERENCE PAGE 1161-7473 BEFOR13 USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. O* Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 2314. If Southern, Pine SP lumber is spec the design values are these efi ctlire 061101/2013 by'AtiSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply 1368 Model T4739127 J715782 HJ7A Jack -Partial Truss 1 1 Refelence (optional) West Orange Truss, Groveland, Florida 34736 7.350 s Sep 26 2012 MiTek Industries, Inc. Thu Feb 28 14:17:22 2013 Page I D: ocaG496rg92pvRXosnFQB2zgc31-tuAKe5vQ D RfSgcklSR_C827mPM Ujrl_fX 15FUjzgba 1-5-0 5-0-12 9-3-10 5-0-12 4-2-14 Scale = 1:1 R9 2x4 14 4 5 2.83 12 13 3x4 3 12 2 1 dd 15 8 16 R: 2.4 3x4 = 3x4 = 7 6 0 1 5-1-19-3-4 9- 10 0- 1-6 4-11-6 4-2-8 0-OLIS LOADING ( psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.04 8-11 >999 360 MT20 244/190 TCDL 7.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.06 7-8 >999 240 BCLL 0.0 " Rep Stress Incr NO WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2010/TP12007 Matrix-M) Weight: 40 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-4-15 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS ( lb/size) 7=389/0-10-9 (min. 0-1-8), 2=355/0-4-15 (min. 0-1-8) Max Horz2=143(LC 4) Max Uplift7=-250(LC 8), 2=-223(LC 4) Max Grav7=447(LC 2), 2=405(LC 2) FORCES ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-853/411, 3-12=-807/413 BOT CHORD 2-15=-486/810, 8-15=-486/810, 8-16=-486/810, 7-16=-486/810 WEBS 3-7=-848/509 NOTES 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft, Cat. 11; Exp B; Part. Encl., GCpi= 0.55; MWFRS (envelope) gable end zone; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " 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. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint 7 and 223 lb uplift at joint ,,,Q•\ G E N2. S • 5) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 33 lb down and 38 lb up at 1-4-15, 33 = N( 68182 lb down and 38 lb up at 1-4-15, 9 lb down and 76 lb up at 4-2-15, 9 lb down and 76 lb up at 4-2-15, and 46 lb down and 119 lb up at * .: 7- 0-14, and 46 lb down and 119 lb up at 7-0-14 on top chord, and 11 lb down and 22 lb up at 4-2-15, 11 lb down and 22 lb up at 4-2-15, and 35 lb down and 0 lb up at 7-0-14, and 35 lb down and 0 lb up at 7-0-14 on bottom chord. The design/selection of such connection = .9 device( s) is the responsibility of others. •• T F 44/ 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. • 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). , Q, , ss OADSESStandardNA``` 1 Regular: umberinc ease=1.25, Plate Increase=1.25 Uniform Loads ( plf) Vert: 14= 44, 4-5=-14, 6-9=-20 Concentrated Loads ( lb) Vert: 10= 57(F=29, B=29) 12=-8(F=-4, B=-4) 13=-76(F=-38, B=-38) 15=-18(F=-9, B=-9) 16=-50(F=-25, 6=-25) FL Cert. 6634 February 28, 2 13 WARPQNG - Verify design pars mdem and READ Jill ON 77IIS AND INCLUDED 207EK PRFERENCE PAGE JUI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information va'able from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria. VA 2314. lf'Southern: Pine I3P lumber is sfaeclfiedl, the design valves are those effective 06 01/2013 by AtlSC Tampa, FL 33610-4115 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/1s' For 4 x 2 orientation, locate plates 0-1ng' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate Width measured perpendicular4x4toslots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS C 1-2 C2-3 o WEBS c 9 4 o l 0 u a' 3 O U o-b _ o- U O a- C7-8 C6-7 C8-6 1 , O BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 2012 MiTekOO All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 02/26/2013 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. West Orange Truss Inc. To: Reaction601JusticePlace Groveland, Florida Habitat For Humanity Job Number: J715782 352) 429-3639 Fax: (352) 429-5323 c Page: I Date: 03/01/13 05:46:10Project: 1368 Model Block No: Model: Lot No: 103914 Contact: Site: Office: Deliver TO: Nw Account No: 000000241 Designer: CH / WMName: Phone: Salesperson: Donnie Faison Fax: Quote Number: B715782 P.O. Number: Qty: Truss Id: Span: Truss Type: Slope Z Reactions: PERMIT 28-00-00 Joint 2 Joint 8 I Al Hip Truss 4.00 1706.52 1315.58 630.20-459.71 28-00-00 Joint 2 Joint 7 1 A10 Hip Truss 4.00 1090.00 1090.00 375.51-375.51 28-00-00 Joint 2 Joint 8 I A2 Hip Truss 4.00 1090.69 1035.31 399.69-347.87 28-00-00 Joint 2 Joint 7 I A3 Hip Truss 4.00 1090.66 1035.35 388.76-336.93 28-00-00 Joint 2 Joint 7 I A4 Hip Truss 4.00 1090.65 1035.35 375.67-323.81 28-00-00 Joint 2 Joint 6 6 A5 Special Truss 4.00 1090.61 1035.39 368.14-316.42 28-00-00 Joint 2 Joint 6 3 A6 Special Truss 4.00 1090.00 1090.00 368.04-368.04 28-00-00 Joint 2 Joint 8 1 A7 Hip Truss 4.00 1853.93 2188.43 696.92-816.51 28-00-00 Joint 2 Joint 8 I A8 Hip Truss 4.00 1090.00 1090.00 399.56-399.56 28-00-00 Joint 2 Joint 7 1 A9 Hip Truss 4.00 1090.00 1090.00 388.62-388.62 20-00-00 Joint 2 Joint 5 1 Bl Hip Truss 4.00 1432.97 1432.89 536.67-548.70 20-00-00 Joint 2 Joint 7 1 B2 Hip Truss 4.00 794.00 794.00 285.94-285.94 20-00-00 Joint 1 Joint 5 1 B3 Common Truss 4.00 740.00 740.00 226.11-226.11 14-00-00 Joint 2 Joint 5 1 B4 Hip Truss 4.00 822.41 822.31 307.58-307.72 14-00-00 Joint 2 Joint 4 3 B5 Common Truss 4.00 572.00 572.00 214.57-214.57 14-00-00 Joint 2 Joint 4 3 B6 Common Truss 4.00 573.00 517.00 214.79-162.57 01-00-00 Joint 2 Joint 3 12 CJ1 Jack -Open Truss 4.00 112.63 23.43 80.31 -9.63 01-00-00 Joint 2 Joint 3 2 CJ1A lack -Open Truss 4.00 112.63 23.43 85.93 -16.89 03-00-00 Joint 2 Joint 3 Joint 4 12 03 Jack -Open Truss 4.00 182.49 58.19 44.35 92.83 -39.95 03-00-00 Joint 2 Joint 3 Joint 4 2 CJ3A Jack -Open Truss 4.00 182.49 58.19 44.35 112.85 -55.40 -1.57 C) West Orange Truss Inc. 8601 Justice Place lGroveland, Florida To: Habitat For Humanity Reaction Job Number: J715782 352) 429-3639 Fax: (352) 429-5323 Page: 2 Date: 03/01/13 05:46:24Project: 1368 Model Block No: Model: Lot No: 103914 Contact: Site: Office: Deliver To: Account No: 000000241 Designer: CH / WMName: Phone: Salesperson: Donnie Faison Fax: Quote Number: B715782 P.O. Number: Qty: Truss Id: Span: Truss Type: Slope Reactions: 05-00-00 Joint 2 Joint 3 Joint 4 8 CJS Jack -Open Truss 4.00 272.60 99.89 74.53 119.80 -71.64 05-00-00 Joint 2 Joint 3 Joint 4 2 05A Jack -Open Truss 4.00 272.60 99.89 74.53 155.46 -98.09 05-00-00 Joint 2 Joint 3 Joint 4 3 EJ5 Jack -Open Truss 4.00 272.60 99.89 74.52 119.80 -71.63 06-08-00 Joint 2 Joint 4 4 EJ6 Monopitch Truss 4.00 345.55 190.99 190.60-119.97 07-00-00 Joint 2 Joint 3 Joint 4 j 12 EJ7 Jack -Open Truss 4.00 364.79 140.55 104.39 148.59-102.55 07-00-00 Joint 1 Joint 4 1 EJ7G MONO TRUSS 4.00 1011.95 986.26 337.28-362.01 07-00-02 Joint 2 Joint 3 Joint 4 2 HJ5 Jack -Partial Truss 2.83 328.98 142.82 110.26 i 128.50 -95.21 09-10-01 Joint 2 Joint 4 Joint 5 4 HJ7 Jack -Partial Truss 2.83 443.27 128.16 327.60 163.02 -75.63 -76.54 09-03-10 Joint 2 Joint 7 i 1 HJ7A Jack -Partial Truss 2.83 405.30 447.18 222.60-249.94 L1_ CV NAN YA PLASTICS CORP. PLASTPRO INC. 9 PEACH TREE HILL ROAD LIVINGSTON, NEW JERSEY 07039 DISTINCTION SERIES OPAQUE FIBERGLASS DOOR INSWING / OUTSWING IMPACT" GENERAL NOTE$ J. This product has been evaluated and is in compliance with the 2007 Florida Building Code (FBC{ siructural requirements excluding the'7High Velocity Hurricane Zone" HVHZ). 2. Product anchors shall be as Bsied and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind bome debris protection this product complies with Section 1609.1.2 of the FBC and does not require an impact resistant covering. This product meets missile level "W and includes Wind Zone 4 as defined in ASTM E1996. 4. For 2x stud homing construction, anchoring of these units shall be the some as that shown for 2x buck masonry consiuction. 5. Site conditions that deviate from the details of this drawing require further engineering analysis by a ricensed engineer or registered architect. TABLE OF C0141ENTS SHEET It DESCRtPRON 1 Typical devotion. design pressures. & general notes 2 Door panel details, 3 Horizontal cross secfions a Veriicdcross sections 5 Buck and frame anchoring - 2X buck masonry construction 6 Frome onchoring - I tuck mosorwy construction 7 Bill of materials & components 37. 5FRMAX, OVERALL l FRAME WIDTH z Z z z x W 0 0 b m O J1ld > a'iLGNdx4E$SURE F"Sfj 37. 50" INSWING X 65.0 70.0 82. 00" 37. 5V OUTSWING X 65.0 66.0 80. 50" e H 3u+^ 1' a H n E E o xa''ai r O CC' H1i f ru en RR BY. LFS ONG W, FL- 47G0.1 L or 7 19 11 9 20 EXTERIOR 26 26 3S.75'&AAX. DOOR PANEL W$DTH as 0 09OOR PANEL INTERIOR 2'-) HORIZONTAL CROSS SECTION 1-2 1.66- — T FSTILE LVlwood Ainlorcement 1- 11NI—VIV-00—D lKiTrDinD rYTERIOR VERTICAL CROSS SECTION T.S. BY.- rf. FL-4760.11 2L OF -7 1-1/4" MIN. EMB. (TYP.( e 15" C-SINK TYP.( NTERIOR EXTERIOR 27 1 HORIZONTAL CROSS SECTION 3 ou ,ng shown - insuring also approved INTERIOR EXTERIOR 1-1/4' MIN. FMB. (TTYP.) O_ 0 Z } Z EXTERIOR `' 2 21 2 HORIZONTAL CROSS SECTION 3 Oukswing shown - inswing also opproved 1.1/4.MIN. EMB. ("P.) a zz p O o 0 O&T2 08 i e N.T.S. ° en RR m' er_ LFS 3 ANG NO.: R FL-4760.1 m° o ri 1" MIN. FROM I" MIN- FROM E. Oti o r+— MASONRY EDGE MASONRY EDGE g u ' 2-1 IT MIN. FROM 2-1/7'MIN. FROM MASONRY EDGE MASONRY EDGE z TYP.) I (TYP.) a c u a=o < d zoep4 N n i'a m o Ji \ Z J Z q 6 W a 8 12 16 23 23 6 yzo iO 6 EXTERIOR INTERIOR v m EXTERIOR INTERIOR 0 a w U QVERTICAL CROSS SECTION 2 VERTICAL CROSS SECTION a) o Ovtswing shown -inswing also approved 4 Shown wllXsub-buck substitulin ga it concrete screws for wood screws per Section 1714.5.42 of the FBC a a r mEXTERIOR INTERIOR EXTERIOR INTERIOR 8En 8 16 6 10 0 28 15 5 1 z a tl m e • e° e e ^ ° 0 - m e . Z AM z SM% LF-' N.T.S. ° cm• m RR o VERTICAL CROSS SECTION VERTICAL CROSS SECTION ttas. sn LF5 3 4Ovtswinconfiguration94InswingconfigurationDPMyGW, d FL- 4760.1 0 a s+ rcr 4 of 7 5 TYP. HEAD JAMBS SEE NOTE 1 -- MASONRY J OPENING I V 2X BUCK — BUCK ANCHORING n I G TYP. HEAD JAMBS MASONRY OPENING 1 1 FRAME a u Io f 2XBUCK- t STRXE JAMB FRAME ANCHORING Masonry 2X buck construction NOTES: t . 1/4' Elco concrete screws anchoring 2x buck require a minimum I' clearance to masonry edges, a 1-1/4" minimum embedment and a minimum 4" clearance to adjacent concrete screws. Substitution of equal concrete screws from o different supplier may hove different edge distance and center distance requirements. Concrete screw locations at the comers may be adjusted to maintain the minimum edge distance to mortorioints. If concrete screw locations noted as "MAX. ON CENTER" must be adusted to maintain the minimum edge distance to morforjoinh, additional concrete screws may be required to ensure the maximum on center dimension is not exceeded. LATCH & DEADBOLT DETAIL HINGE JAMB HINGE DETAIL Etr RR er. LFS 7., 4760.1 z 5 as 7 c MASONR` OPENING FRAh ix BU STRIKE JAMB FRAME ANCHORING Masonry I X bvck construction Z HINGE JAMB SEE NOTE 1 HINGE DETAIL LATCH t DEADsW DETAIL 2 2 NOTES: 1. 1/4" ITW concrete screws anchoring frame and/or At require a minimum 2-1/2" clearance to masonry edges, a 1-1/4" minimum embedment and a minimum 3" clearance to adjacent concrete screws. Substitution of equal concrete screws from a different supplier may have different edge distance and center distance requirements. Concrete screw locations at the comers may be adjusted to maintain the minimum edge distance to mortarjoints, If concrete screw locations noted as 'MAX. ON CENTER" must be adjusted to maintain the minimum edge distance to mortarjoints. additional concrete screws may be required to ensure the maximum on center dimensions not exceeded. 2. 3/16" TTW concrete screws anchoring frome and/or sill require a minimum 2-5/8" clearance to masonry edges, a 1-1/4" minimum embedment and a minimum 2-1/4" clearance to adjacent concrete screws unless otherwise noted by concrete screw manufacturer. e N.T.S. BY.. RR ar. LF'S M NO.: FL-4760.1 t -L or ] BILL OF MATERIALS ITEM DESCRIPTION MATERIAL 114"X 3-1/4" PFH ITW CONCRETE SCREW STEEL 1/4"X 33)4"PFH ITW CONCRETE SCREW STEEL 3/16"X 3114" PFH IIW CONCRETE SCREW STEELrKMASONRY - 3.192 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 9 X 3/4" PFH WOOD SCREW STEEL 2X BUCK SG >= 0.55 WOOD 4 1 /4" MAX. SHIM SPACE 5 1/4" X 2-314" PFH ELCO CONCRETE SCREW STEEL 6 8 X 2-1/2" PFH WOOD SCREW STEEL 7 1 X BUCK SG >= 0.55 WOOD 8 DOOR PANEL 9 DOOR SKIN MIN. 0.075" THICK) BY NAN YA FIBERGLASS 10 INSWING VINYL DOOR BOTTOM SWEEP BY ENDURA VINYL l0A VINYL DOOR BOTTOM SWEEP #3628 BY HOLM IND. VINYL 11 REINFORCEMENT WOOD FOR LOCKS WOOD 12 FINGER JOINTED PINE FRAME. HEAD & HINGE JAMBS WOOD 13 9 X I" PFH WOOD SCREW STEEL 14 BOTTOM RAIL CELLULAR PVC 15 INSWING ADJUSTABLE THRESHOLD BY ENDURA ALUM. / WOOD 15A INSWING ADJUSTABLE THRESHOLD BY DLP ALUM. / WOOD 16 FORCE 5 WEATHER STRIPPING BY ENDURA FOAM 16A COMPRESSION WEATHER STRIP QLON 650 BY SCHLEGEL FOAM 17 KWIKSET KEYED ENTRY GRADE 2 STEEL 18 KWIKSET DEADBOLT GRADE 2 STEEL 19 CONTINUOUS LATCH AND HINGE STILE REINFORCEMENT WOOD 20 POLYURETHANE FOAM BY NAN YA POLYURETHANE 23 4" X 4" BUTT HINGE STEEL 22 8 X 2' PFH WOOD SCREW STEEL 23 POLY FIBER JAMB COMP./ VINYL 24 10 X 2' PFH WOOD SCREW STEEL 25 TOP RAIL CELLULAR PVC 26 HINGE & LATCH STILE CELLULAR PVC 27 STRIKE PLATE STEEL 28 OUTSWING BUMP THRESHOLD ALUM./ 29 DEADBOLT PLATE STEEL 1 `^ 2.44" 23 FT RJAM 4.56" 4 r1j anJtJ57ABLE INSWING MRESHOLO f 1-- 2.4.1•• y 12 4-916"JAMB Finger tant pine 4S6' N LUlSWTNG BUMP THRESHOLD I Iom an RR I FL-4760.1 T 7 ff- 7 Florida Building Code Online Page 1 of 2 I jI,,,,.{J r•„,--,{_,n, BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search Business Professional 4UER: ue c User Approval r,,tulai(:!1Cl0i1 Product Approval Menu > Product or Aootication Search > Application List > Application Detail FL # FL10124-R9 Application Type Revision Code Version 2010 Application Status Approved Comments Archived Product Manufacturer GAF Address/Phone/Email 1361 Alps Road Wayne, NJ 07470 973) 872-4421` _ lindareith@trinityerd.com Authorized Signature Beth McSorley lindareith@trinityerd.com Technical Representative Beth McSorley Address/Phone/Email 1361 Alps Road - Bldg 11-1 Wayne, NJ 07470 973) 872-4421 BMcSorley@gaf.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who Robert Nieminen developed the Evaluation Report Florida License PE-59166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 08/08/2013 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence FL10124 R9 COI Trinity ERD CI - Nieminen - 2013.pdf Referenced Standard and Year (of Standard) Standard Year ASTM D3161 (Class F) 2006 ASTM D3462 2007 ASTM D7158 (Class H) 2007 TAS 107 1995 Equivalence of Product Standards http://floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEV XQwtDquracB eVCbdMQNZD... 4/9/2013 Florida Building Code Online Page 2 of 2 Certified By Sections from the Code Product Approval Method Method 1 Option D Date Submitted 02/20/2013 Date Validated 02/26/2013 Date Pending FBC Approval 02/27/2013 Date Approved 04/09/2013 mmary of Products FL # IlModii Number or Name Description 10124.1 GAF Asphalt Roof Shingles Fiberglass reinforced 3-tab, laminated, 5-tab and hip/ridge asphalt shingles Limits of Use Approved for use in HVHZ: No Installation Instructions FL10124 R9 II er022613FINAL GAF Asohalt Shingles FL10124-R9.DdFApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: Refer to ER, Section 5. Evaluation Reports FL10124 R9 AE er022613FINAL GAF Asphalt Shingles FL10124-R9.DdF Created by Independent Third Party: Yes Back Next_ Contact Us :: 1940 North Monroe Street Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2010 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395114__1 Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: e__reyl: 0 http: //floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDquracB eV CbdMQNZD... 4/9/2013 EVALUATION REPORT GAF 1361 Alps Road, Building 7-3 Wayne, NJ 07470 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 01506.01.08-R11 FL10124-R9 Date of Issuance: 01/03/2008 Revision 11: 02/26/2013 SCOPE: This Evaluation Report is issued under Rule 9N-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been designed to comply with the 2010 Florida Building Code sections noted herein. DESCRIPTION: GAF Asphalt Roof Shingles LABELING: Each unit shall bear labeling in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 5. Prepared by: o.R Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E. on 02/26/2013 This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION or INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. TrinitylERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. TRINITY ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: GAF Asphalt Roof Shingles, as produced by GAF, have demonstrated compliance with the following sections of the Florida Building Code and Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2007 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2006 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O07 1507.2.7.1, R905.2.6.1 Wind Resistance TAS 107 1995 3. REFERENCES: Entity Examination Reference Date GAF (PDM 1915) Letter of Equivalency Seal -A -Ridge Impact Resistant IR O1/13/2012 PRI(TST 5878) ASTM D3462 GAF-059-02-01 09/02/2004 PRI(TST 5878) ASTM D3462 GAF-080-02-01 05/25/2005 PRI (TST 5878) Wind Driven Rain GAF-407-02-01 01/21/2013 UL(TST 1740) ASTM D3462 93NK6295 11/29/1993 UL(TST 1740) ASTM D3462 99NK43835 01/12/2000 UL(TST 1740) TAS 107 94NK9632 03/29/2000 UL(TST 1740) ASTM D3462 01NK06632 02/02/2001 UL(TST 1740) ASTM D3161, TAS 107 01NK9226 05/21/2001 UL(TST 1740) ASTM D3161 01NK37122 12/18/2001 UL(TST 1740) ASTM D3462 OINK37122 12/19/2001 UL(TST 1740) ASTM D3161, TAS 107 02NK12980 04/10/2002 UL(TST 1740) ASTM D3161, TAS 107 02NK30871 09/09/2002 UL(TST 1740) ASTM D3161 03CA5367 03/11/2003 UL(TST 1740) ASTM D3462 03NK26444 10/17/2003 UL(TST 1740) ASTM D3462 04NK13850 06/07/2004 UL(TST 1740) ASTM D3161 04NK13850 06/23/2004 UL(TST 1740) ASTM D3161 04NK30546 03/10/2005 UL(TST 1740) ASTM D3462 04NK22009 05/06/2005 UL(TST 1740) ASTM D3161 04NK22009 05/09/2005 UL(TST 1740) ASTM D3462 05NK27924 02/10/2006 UL(TST 1740) ASTM D3161 05NK27924 02/11/2006 UL(TST 1740) ASTM D3161, D3462 06CA18077 06/05/2006 UL(TST 1740) ASTM D3161, D3462 06CA18074 06/16/2006 UL(TST 1740) ASTM D3161, D3462 06CA35251 10/18/2006 UL(TST 1740) ASTM D3462 06CA31603 12/01/2006 UL(TST 1740) ASTM D3161, D3462 06CA41095 12/27/2006 UL(TST 1740) ASTM D3161 07NK05228 03/13/2007 UL(TST 1740) ASTM D3161 06CA31611 04/04/2007 UL(TST 1740) ASTM D3161 06CA61148 04/09/2007 UL(TST 1740) ASTM D3161, D3462 07CA31742 11/08/2007 UL(TST 1740) ASTM D3161, D7158, D3462 08CA06100 03/13/2008 UL(TST 1740) ASTM D3161, D3462 07CA55908 04/01/2008 UL(TST 1740) ASTM D3161, D3462 09CA10592 03/26/2009 UL(TST 1740) ASTM D3161, D3462 09CA06856 05/15/2009 UL (TST 1740) ASTM D3161, D7158, D3462 09NK06647 08/01/2009 UL(TST 1740) ASTM D3161, D7158, D3462 09CA27281 08/27/2009 UL (TST 1740) ASTM D3161, D7158, D3462 1OCA35554 03/05/2010 UL(TST 1740) ASTM D3161, D7158, D3462 1OCA13686 05/15/2010 UL(TST 1740) ASTM D3462 IOCA07264 05/27/2010 UL(TST 1740) ASTM D3462 1OCA11953 10/29/2010 UL(TST 1740) ASTM D3161, D7158, D3462 1ONK11951 10/30/2010 UL(TST 1740) ASTM D3161, D7158, D3462 1ONK12070 11/04/2010 UL (TST 1740) ASTM D3161, D7158, D3462 08CA06100 01/30/2010 Exterior Research and Design, LLC. Evaluation Report 01506.01.08-Ril Certificate of Authorization #9503 FL10124-R9 Revision 11: 02/26/2013 Page 2of5 Entity UL (TST 1740) UL (TST 1740) UL (TST 1740) UL (TST 1740) UL (TST 1740) UL, LLC. (TST 9628) UL, LLC. (TST 9628) UL, LLC. (QUA 9625) UL, LLC. (QUA 9625) 4. PRODUCT DESCRIPTION: Examination ASTM D3161, D7158, D3462 ASTM D3161, D7158, D3462 ASTM D3161, D7158, D3462 ASTM D3161, D7158, D3462 ASTM D3161, D7158, D3462 ASTM D3462 ASTM D3161, D7158, D3462 Quality Control Quality Control TRINITY ERD Reference Date 10CA53934 03/31/2011 11CA48924 10/22/2011 11CA47919 12/03/2011 11CA48408 12/08/2011 11CA48725 12/09/2011 12CA34891 10/12/2012 12CA58151 02/15/2013 Inspection Report, File No. R21 08/08/2012 R3915 Current 4.1 Marquis WeatherMax, Royal Sovereign and Sentinel are a fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Camelot, Camelot II / Camelot 30, Capstone, Country Mansion, Country Mansion II, Grand Canyon, Grand Sequoia, Grand Sequoia IR, Grand Slate, Grand Slate II, Monaco, Sienna, Timberline American Harvest, Timberline Armorshield II, Timberline Natural Shadow, Timberline Natural Shadow Arctic White, Timberline HD / Timberline Prestique 30, Timberline Prestique 40 Timberline Cool Series, Timberline Ultra HD / Timberline Prestique Lifetime, Timberline Majestic / Timberline Majestic 30 and Woodland are fiberglass reinforced, laminated asphalt roof shingles. 4.3 Slateline is a fiberglass reinforced, 5-tab asphalt roof shingle. 4.4 Seal -A -Ridge, Seal -A -Ridge Armorshield, Seal -A -Ridge IR, Ridglass 8, Ridglass 10, Ridglass 12 and Timbertex Hip and Ridge are fiberglass reinforced, hip and ridge asphalt roof shingles. 4.5 ProStart Starter Strip Shingles and WeatherBlocker Starter Strip Shingles are a starter strips for asphalt roof shingles. 5. LIMITATIONS: 5.1 This Evaluation Report is not for use in the HVHZ. 5.2 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.3 Wind Classification: 5.3.1 All GAF shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones up to Vasd = 150 mph (V ,t = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.3.2 All GAF hip & ridge shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F, indicating the shingles are acceptable for us in all wind zones up to Vasd = 150 mph (Vuit = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.3.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4 All products in the roof assembly shall have quality assurance audit in accordance with the Florida Building Code and F.A.C. Rule 9N-3. Exterior Research and Design, LLC. Evaluation Report 01506.01.08-R11 Certificate of Authorization #9503 FL10124-R9 Revision 11: 02/26/2013 Page 3 of 5 TRINITY ERD 6. INSTALLATION: 6.1 Underlayment: 6.1.1 Underlayment shall be acceptable to GAF and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 9N-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Starter Shingles: 6.2.1 Installation of ProStart Starter Strip Shingles and WeatherBlocker Starter Strip Shingles shall comply with the manufacturer's current published instructions. 6.3 Asphalt Shingles: 6.3.1 Installation of asphalt shingles shall comply with the manufacturer's current published instructions, using minimum four (4) nails per shingle in accordance with FBC Sections 1507.2 or R905.2, with the following exceptions: Camelot, Camelot II / Camelot 30, Grand Slate II, Country Mansion II, Monaco and Woodland require minimum five (5) fasteners per shingle 6.3.2 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 6.3.3 Where the roof slope exceeds 21 units vertical in 12 units horizontal, special methods of fastening are required. Contact the shingle manufacturer for details. 6.4 Hip & Ridge Shingles: 6.4.1 Installation of Ridglass 8, Ridglass 10 and Ridglass 12 asphalt shingles shall comply with the manufacturer's current published instructions with a minimum two (2) nails per side [total of four (4) nails per shingle] and asphalt roofing cement. 6.4.2 Installation of Seal -A -Ridge, Seal -A -Ridge Armorshield and Seal -A -Ridge IR asphalt shingles shall comply with the manufacturer's current published instructions with a minimum two (2) nails per shingle. 6.4.3 Installation of Timbertex Hip and Ridge asphalt shingles shall comply with the manufacturer's current published instructions with a minimum two (2) nails per shingle and beads of Sonneborn NP1 Gun Grade Polyurethane Sealant or Henkel PL Roofing and Flashing Sealant. 6.4.4 Fasteners shall be in accordance with the manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. Exterior Research and Design, LLC. Evaluation Report 01506.01.08-Ril Certificate of Authorization #9503 FL10124-119 Revision 11: 02/26/2013 Page 4 of 5 a 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 9N-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC — QUA9625; (847) 664-3281 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 01506.01.08-Ril Certificate of Authorization #9503 FL10124-119 Revision 11: 02/26/2013 Page 5 of 5 REScheck Software Version 4.4.4 Compliance Certificate Project Title: 123 Country Club Circle Energy Code: 2010 Florida Building Code, Energy Conservation Location: Sanford, Florida Construction Type: Single Family Project Type: New construction Conditioned Floor Area: 1368 ft2 Glazing Area Percentage: 7% Heating Degree Days: 831 Climate Zone: 2 Construction Site: Owner/Agent: Designer/Contractor: 123 Country Club Circle Habitat for Humanity Uziel Benazet Sanford, FL 32771 1100 Americana Boulevard Keesee and Associates Sanford, FL 32771 945 South Orange Blossom Trail 407-696-5855 Apopka, FL 32703 construction@habitatseminoleapopka.org 407-880-2333 uziel.benazet@gokeesee.com Compliance: 5.6% Better Than Code Maximum UA: 521 Your UA: 492 Maximum SHGC: 0.30 Your SHGC: 0.29 The % Better or Worse Than Code index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum -code home. Ceiling 1: Flat Ceiling or Scissor Truss 1692 30.0 0.0 59 Wall 1: Insulated Concrete Forms 1371 22.0 59 Window 1: Vinyl Frame:Double Pane with Low-E 10 0.350 4 SHGC: 0.29 Window 2: Vinyl Frame:Double Pane with Low-E 10 0.350 4 SHGC: 0.29 Window 3: Vinyl Frame:Double Pane with Low-E 6 0.350 2 SHGC: 0.29 Window 4: Vinyl Frame:Double Pane with Low-E 15 0.350 5 SHGC: 0.29 Window 5: Vinyl Frame:Double Pane with Low-E 15 0.350 5 SHGC: 0.29 Window 6: Vinyl Frame:Double Pane with Low-E 10 0.350 4 SHGC: 0.29 Window 7: Vinyl Frame:Double Pane with Low-E 10 0.350 4 SHGC: 0.29 Window 8: Vinyl Frame:Double Pane with Low-E 10 0.350 4 SHGC: 0.29 Window 9: Vinyl Frame:Double Pane with Low-E 10 0.350 4 SHGC: 0.29 Door 1: Solid 20 0.460 9 Door 2: Solid 20 0.460 9 Wall 2: Solid Concrete or Masonry:No Insulation 352 117 Floor 1: Slab -On -Grade: Unheated 195 0.0 203 Insulation depth: 1.0' Air Conditioner 1: Electric Central Air 14 SEER Heat Pump 1: Air Source 7.7 HSPF, 14 SEER Project Title: 123 Country Club Circle Data filename: Untitled.rck Report date: 03/29/13 Page 1 of 6 Compliance Statement: The proposed building design described here is con: calculations submitted with the permit application. The proposed building has Conservation requirements in REScheck Version 4.4.4 and to comply with thf C klist. ame - Title Signature with the building plans, specifications, and other designed to meet the 2010 Ylorida Building Code, Energy iatory requirements 1!.styd 0 the REScheck. Inspection Date Project Title: 123 Country Club Circle Data filename: Untitled.rck Report date: 03/29/13 Page 2 of 6 n3 C C C, C-JU L-.A,- 0 CL 0 U ADDRESS 123 Country Club Circle Sanford, FL 32771 LEGEND Q = Found Iron Pipe & Cap (IP) Q = Found Iron Rod & Cap (IR) OR Book = Official Record Book Pg — Page FFE = Finished Floor Elevation CONC. = Concrete FND = Found ID = Identification LB = Licensed Business LS = Licensed Surveyor TYP. = Typical 0 = Water Meter JOB* VLSR134694 CLIENT#: 137419 FIELD DATE: 12-11-13 DRAFTER: BT APPROVED: JEW SCALE: 1" = 30' X X BWr r'a ACkrdwtedgri Borrowers Acknowledgment and ACCeptan and Aceeptanoe 10 Map El c ti 0 is a ELEVATION NOTE: ELEVATIONS SHOWN HEREON ARE BASED ON COUNTY BENCHMARK No. 4091701, ELEVATION 37.03 (NAVD88) NOTE: PURSUANT TO CITY OF SANFORD SECTION 18-4A, THE FINISHED FLOOR MEETS AND/OR EXCEEDS A MINIMUM OF 16" ABOVE THE CROWN OF ROAD. The . `` Le9r2/ Jeser Pf; oil Cper D 8 r('ga , PQye ryy 2) Closing EC 2 r3 p 0 { Lof I, 8/x Cour ry C/u6 Ma/aor Clni f geCordin9 to ehe Inge or p/C& h eof as AGENTA L teCorded in F/qZ oo q'3e 35r Zf7e Pub/ie eCotdS of segina e Cocrnfy, f%ridq. CERTIFIED TO: (AS FURNISHED) Tashs Robinson Habilat for Humanity of Seminole County and Greater Apopka. Fonda, Inc The Closing Agent, Inc Westcor Land Title Insurance Company FLOOD ZONE SUBJECT PROPERTY SHOWN HEREON APPEARS TO BE LOCATED IN FLOOD ZONE -X-, AREAS DETERMINED TO BE OUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN, PER F.I.R.M. PANEL NUMBER 121170DO70 F, LAST REVISION DATE 09-28-07, PER MAPWISE WEBSITE. THIS SURVEYOR MAKES NO GUARANTEES AS TO THE ACCURACY OF THE ABOVE INFORMATION. THE LOCAL F.E.MA. AGENT SHOULD BE CONTACTED FOR VERIFICATION. LIST OF POSSIBLE ENCROACHMENTS: FENCES CROSS PROPERTY LINES OWNERSHIP OF FENCES NOT DETERMINED BASIS OF BEARING BEARINGS ARE BASED ON THE SOUTHEAST RIGHT-OF-WAY OF COUNTRY CLUB CIRCLE WHICH HAS A BEARING OF S 31'5630* W PER PLAT, NOTES 1. Underground utility Installations, underground Improvements, foundations and/or other underground structures were not located by this survey. 2. The purpose of this survey is for use in obtaining title insurance and financing and should not be used for construction purposes. 3. Additions or deletions to this survey by other than the signing parry or parties is prohibited without the written consent of the signing party or panes. 4. The property shown hereon Is subject to all easements, restrictions and reservations which may be shown or noted on the record plat and within the public records of the county the subject property is located. I has survey orty depicts survey related information such as easements and setbacks that are shown on a record plat or have been furnished to the Surveyor 5. Building ties and dimensions for improvements should not be used to remrisbuct boundary lines. THIS SURVEY IS PREPARED FOR THE EXCLUSIVE USE AND BENEFIT OF THE PARTIES LISTED HEREON. LIABILITY TO THIRD PARTIES MAY NOT BE TRANSFERRED OR ASSIGNED. 6swn LaAD Se&V6.661 LL(f 941 S. Pennsylvania Avenue Winter Park, FL 32789 Phone (888) 390-8474 LB -:;A-4&F, SURVEYOR'S CERTIFICATE I HEREBY CERTIFY THAT THIS SURVEY IS A TRUE AND ACCURATE REPRESENTATION OF A SURVEY (p1 pp fjf] UNDER NY DIRECTION. r NO.6573 91 ATE Ot` FLORIOA Joseph E. Williamson, L i.. • DATED: 12-11-13 r PROFESSIONAL LANDS URVFFidPlrnnln FLORIDA REGISTRATION #8673 NOT VALID WITHOUT THE ELECTRONIC SIGNATURE AND/OR ORIGINAL RAISED SEAL OF THE LISTED FLORIDA LICENSED SURVEYOR AND MAPPER DATE REVISION DATE REVISION a" s •s*.+ P7 r _ hl` 0 a 00 K j mEL c itsEL A/ LJ E s I ` 30' SC/LE 1"-30' ADDRESS / 123 Country Club Circle Sanford, FL 32771 LEGEND O = Found Iron Pipe & Cap (IP) O = Found Iron Rod & Cap (IR) OR Book = Official Record Boric Fig — Page FFE = Finished Floor Elevation CONC. = Concrete FND = Found ID = Identification LB = Licensed Business LS = Licensed Surveyor TYP. = Typical Water Meter JOB #: VLSR134694 CLIENT #: 137419 FIELD DATE: 12-11-13 DRAFTER: ErrAPPROVED: JEW SCALE: 1" = 3(y 2 orrBowers Asknowledgmem Bomowers Adowwledgrnent and Aooepronoa end Aooeptvroe The . ClosingAGENT 1 b r.a; C.NSN U.%Nit ELEVATION NOTE: ELEVATIONS SHOWN HEREON ARE BASED ON COUNTY BENCHMARK No. 4091701, ELEVATION 37.03 (NAVD88) NOTE: PURSUANT TO CITY OF SANFORD SECTION 18-4A, THE FINISHED FLOOR MEETS AND/OR EXCEEDS A MINIMUM OF 16" ABOVE THE CROWN OF ROAD. L.e9al eSCrr ior (Per O'' B"o - -,-z93-, Page ryy?) ry C/u6 Mason d"We 1, crcc.ord ., to the Mqn or p/at ehe/-ee> as recorded in P/ae Boo I, Page 35, of el)e Pub/ice eCordS oP Seth%no% C ounzy, f%r%da. CERTIFlFED TO: (AS FURNISHED) Teshe Robinson Habitat for Humanity of Seminole County and Gloater Apopka, Florida, Inc The Closing Agent. Inc Westcor Land Title Insurance Company FLOOD ZONE SUBJECT PROPERTY SHOWN HEREON APPEARS TO BE LOCATED IN FLOOD ZONE'X', AREAS DETERMINED TO BE OUTSIDE THE 0.2%ANNUAL CHANCE FLOODPLAIN, PER F.I.R.M. PANEL NUMBER 12117CM70 F, LAST REVISION DATE 09-28-07, PER MAPWISE WEBSITE. THIS SURVEYOR MANS NO GUARANTEES AS TO THE ACCURACY OF THE ABOVE INFORMATION. THE LOCAL F.E.MA. AGENT SHOULD BE CONTACTED FOR VERIFICATION. LIST OF POSSIBLE ENCROACHMENTS: FENCES CROSS PROPERTY LINES OWNERSHIP OF FENCES NOT DETERMINED BASIS OF BEARING BEARINGS ARE BASED ON THE SOUTHEAST RIGHT-OF-WAY OF COUNTRY CLUB CIRCLE WHICH HAS A BEARING OF S 31'5630' W PER PLAT. NOTES 1. Underground utglty Installations, underground ImprovemerKs, foundations and/or other underground structures were not located by this survey. 2. The purpose of this survey is for use in obtaining title insurance and financing and should not be used for construction purposes. 3. Additions or deletions to this survey by other than the signing parry of parties is prohlblted without the written consent of the signing parry or parties 4. The property shown hereon Is subject to all easements, restricbns and reservations which may be shown or noted on the record plat and within the public records of the county the subject property is located. T his sway only depicts survey related information such as easements and setbacks that are ison a record plat or have been furnished to the Surveyor. 5. Building ties and dimensions for improvements should not be used to reconstruct boundary lines. THIS SURVEY IS PREPARED FOR THE EXCLUSIVE USE AND BENEFIT OF THE PARTIES LISTED HEREON. LIABILITY TO THIRD PARTIES MAY NOT BE TRANSFERRED OR ASSIGNED. 6-5iat Latv) Se"vV, L(f 941 S. Pennsylvania Avenue Winter Park, FL 32789 Phone (888) 399-8474 LB ;z -:gS SURVEYOR'S CERTIFICATE I HEREBY CERTffY THAT THIS SURVEY IS A TRUE AND ACCURATE REPRESENTATION OF A SURVEY PMMED UNDER MY DIRECTION. lo I•b. E573 4T cr SLATE OF FLORIDA Joseph E. Wllliatnson, LSD',/ Y6,.DATED: 12-11-13 PROFESSIONAL LAND SU4VE1 f p+It p1+AA FLORIDA REGISTRATION W73 NOT VALID WITHOUT THE ELECTRONIC SIGNATURE AND/OR ORIGINAL RAISED SEAL OF THE LISTED FLORIDA LICENSED SURVEYOR AND MAPPER DATE REVISION DATE REVISION u-s=•-u iWd fi 'shd Haar