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109 Wheatfield Cir - BR04-001335 (CELERY LAKES) (SFR) DOCUMENTSPERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR \``S• MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION k 'N' 0%,- LL \--C PERMIT # r"' 3 ?Os DATE Q '04 PERMIT DESCRIPTION 4 Q, PERMIT VALUATION as 4 ai SQUARE FOOTAGE g&o(; a` 0 d 1-3 M Inc I IL4EBPHOAT WiEYIAY L___. s. F,74iqiR Certificate of Occupancy This is to certify that the building located at 109 Wheatfield Circle for which permit number 04-1335 was issued has been completed according to the plans and specifications filed in the permit, to wit as a Single Family Residence complies with all the building, plumbing, electrical, mechanical, as well as City of Sanford codes and ordinances and with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: F. Ortiz 09/19/04 Engineering: D. Richards 08/19/04 Public Works: J. Crumpton Utilities: R. Blake Fire Department: Zoning: ida Homes Property Owner 08/20/04 09/08/04 QamaY . -Qom , ` 09/08/04 Building Official Date CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: 08/18/04 04-1335 109 Wheatfield Cir Maronda Homes. Jason 321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ngineerin R o Public Works ElUtilities Fire Zoning _ Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) tv 10 CERTIFCATE OF OCCUPANCY /'/ // 30 REQUEST FOR FINAL INSPECTIONS I CQt('FOn SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: 08/18/04 04-1335 109 Wheatfield Cir Maronda Domes Jason 321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering Fire lic Works a°( Zoning Utilities Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) a 3 q ro n n n i i n n j JL' CERTI CATS OOCCUPANCY*- a 11 p III q p q REQUEST FOR FINAL INSPECT14 SINGLE FAMILY RESIDENCE**** DATE: 08/18/04 °' ' ' PERMIT #: 04-1335 CL. o i ADDRESS: 109 Wheatfield Cir c ' tA . V 6W Cr V c' c CONTRACTOR: Maronda Domes PHONE #: Jason 321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering Fire Zoning Licensing CONDITIONS:, ( TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) LMBC1001 CITY OF SANFORD 8/19/04 Address Misc. Information Inquiry 16:43:17 Location ID . . . . . 254775 Parcel Number 32.19.31.515-0000-0560 Alternate location ID Location address . . . 109 WHEATFIELD CIR Primary related party Type options, press Enter. 5 View detail Opt Description Free -form information PLANNING & ZONING COMMENT CELERY LAKES, PHASE I CUSTOMER SERVICE NOTES LOT 224 ************ CUSTOMER SERVICE NOTES SW DEV FEE $1700.00 WA DEV FEE $650.00 CUSTOMER SERVICE NOTES BP04-1335 PD 3-17-04 SEE REC#6558 CUSTOMER SERVICE NOTES 3/4"WA METER SET FEE $190.00 PD 3-17-04 CUSTOMER SERVICE NOTES REC#6558 F2 Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel r LMBC1001 CITY OF SANFORD t Address Misc. Information Inquiry 8/i9/04 16:43:28 Location ID . . . . . . . Parcel Number . . . . . . Alternate location ID . . Location address . . . . . Primary related party . . Type options, press Enter. 5 View detail Opt Description CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 262505 109 WHEATFIELD CIR Freeform information 3/4"RC METER SET FEE $190.00 PD 3-17-04 REC#6558 Address_ F3=Exit F5=Special Notes k2=Cancel KITNER S U R V E Y I N G 5 August 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:109 Wheatfield Circle To Whom It May Concern: This is to certify that the finished floor elevation of the new building. constructed at the above site meets or exceeds the requirements of Section 6- 7 of the City of Sanford Building Code. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823-SANFORD, FLORIDA 32772-0823 0(407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE krporWt Rwd the instnxtions on pages .1- 7. SEcTioN A- PROPERTYOWNERINFORMATION BUILDING OWNER'S NAME MARONDA HOMES BUILDING STREET ADDRESS (Indudng Apt, Un, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. 109 WHEATFIELD CIRCLE O.M.B. No. 3067-0077 i Expires December 31, 200E Fbr Insism Cor pery Use:.,__ .. . Poky Number Company NAIL Number CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Nurnber, Legal Desapton, etc) LOT 56, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76 BUILDING USE (e.g., Reddertial, NorHesiderifial, Addition, Accessory, etc. Use a Commends area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIOW4 HORIZONTAL DATUM: SOURCE: GPS (Type): W - ##M or ##. NAD 1927 NAD 1983 USGS Quad Map Otw. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bi. NFP COO# lJNTTY NAtuE & COMMJNITY NUMBER B2 COUNTY NAME B3. STATE CTIYOFSANFORD 120294 SEMINOLE FLORIDA B4. MAP AND PANG. 67. FIRM PANEL B9. BASE FLOOD ELEVATIONS) NUMBER B5. SUFFIX 136. FIRM INDEX DATE ERTCTWFEWSED DATE B8. FLOOD ZONE(S) 9a6AO, usedq* dilooft 1211700065 E APR1995 APR1995 X. NA B10. Indicate the source of the Base Flood Elevation (BEE) data or base flood depth entered in B9. RS Probe ® FIRM Community Determined p Other(Desaiber 1311. Indicala the elevation datum used for the BFE in W. ® NGVD 1929 p NAVD 1988 Other (Desane} B12 Is the building baled in a Coastal Barrier Resouroes System (CBRS) areaor Ofherwse Protected Area (OPA)? . Yes ® No Designation Date SECWN C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Constriction Drawings• Buidng Under Cor&L d W ® Fnished Construction Anew Elevation Ceftate YA be requied when oonstrudion of the building s cornplefe. C2 Building Diagram Number 1(Seled the Wilding diagram most wdar to the building for whch the ayffaile is being corpleled - see pages 6 and 7. 9 no diagram aocurAtely reMsents the building, provide a sketch orpho"r.*.) C3. Elevations —ZonwAl-AW, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, ARIA, ARIAS, ARAA1-A30, ARIAH, ARIAO Complete Items C3.-a-i below awdi g io the buid'ng diagram speiJfied in Item C2 State the datum used. If the datum is dllerentfrom the drum used for the BFE in Section B, oonved the datum to Mused for the BFE Showfield measurements and datum conversion calculation. Use the spaoe provided or the Comments area of Section D or Section G, as appmpriaie, to document the datum conversion. Datum NGVD 29 CowersionCommeft_ Elevation rderenoe mark used Does the elevation reterenoe mark used appearon the FIRM? Yes ®No a) Top ofbottom floor(ndudngbasementorendosure) 22 45ft(m) O b) Top of nerd hgherfloor NA..' it(m) c) Botlom of lowest horuontal structural member (V aones ordy) _ NA. _tt(m) a co Attadmed Wage (lop of stab) 71 00 R(m) e) Lnwestelevation of mad**xy an liorequpment w 0 serving the building (Describe in a Comments area). 21. 214m) . 1) Lowest adooent (fnshed) grade (LAG) 21. 8.f L (m) Z' . g) Highest adlent (finished) grade (HAG) 22. 0 W) O h) Noof permanent openings (flood vents) within 1 ft above adaoent grade Total area dal permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIRER'S NAME R BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING ' INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVENUE SANFORD FL 32772 SIGNATURE / DATE TELEPHONE 05AUG2004 407,22- 2000 IA WANT: in these spaces, copy the cwespondkV information firom Section A Far nsuww Uxrp" use: BU9DING MFM ADDRESS (6Aft Apt. Unk Ski, wdnon Bldg, No.) OR P.O. ROUTE AND BOX NO. Paloy timber 109 WHEATRa.D aRCLE CITY STATE ZIP CODE Compaq WAIC Fbnttt>erSANFORDFL32TT1 SECTION D - SURVEYOR, ENGINEER, OR ARQUECT CERTIFICATION (CONTINUED) Copy both sides of fhs Elevation CeffUde for(l) cornmurnly dW, (2) insurmoe agenU nlpary, and (3) building avner COMMENTS Check here IAxkrerds SECTION E. BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) ForZone AO and Zone A (%1W BFEJ ample [bras E1 through E4. ff the Elevation CerBicalie is Mended for use as supporting idwnabon for a LOMA or LOMR-F, Section C must be completed. El. Bulling Diagram Nurnber_(Sded the building diagram most similar b the building for which this certificate is being oonplefed — see pages 6 and 7. if rc diagram accurately represents the building, provide a sketch or phobgraph.) E2 The top of the bottom floor (ndudng basement or enclosure) of the building is _ 1(m) _h.(an) above or below (check one) the highest acrycent grade. (Use mural grade, iavaiable B. For Building Diagrams 6-8 with openings (see page 7), the red higher floor ordevaled floor(elevabon b) of the building s _ ft(m) _ir (an) above the hghest adjacent grade. Corr pie nkems C3.h and C3.i on frontofform. E4. The bop of the plalbrm of mact xxy andbr equipment senricig the building is _ t(m) _indcm) above or below (dm* one) the highest adjacent grade. (Use ndural grade, famh bled Eb. For Zone AO or y: ff no flood depth number is a vallabl% is the top of the botbm floordevaled in accordance with fine ocnununiys floodplain managerent ordinance? Yes No unknovvm. The local kdfiaal must kx * this information in Section G SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owneror owner's aufhkxziad to fxeserdafine who completes Sections A, B, C kMems C3.h and C3.i only), and E for Zane A (within a FEMAAssued orcommunk issued BFE) or Zone AO must sign here. The d&Wnenfs in Se*m A, Q C, and E are oared tote best ofmyk mbdge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here Iclbchmerds SECTION G - COMNUNtTYINFORMATION (OPTIONAL) The local official who is ai io iced by lax or ordnance to admnderffre oornmundys tloodplain management ordinance can oomplele Sekiions A B, C (a E), and G of the Elevation Certificate. CanpW2 the ,*4icalble "s) and to below. G1. The Warnation in Section C was taken from otherdocumenfation that has been signed and embossed by a fcerrsed surveyor, &xjneer, or arichiliect who Is authortmd by st& or local law b cerfdy elevation idorrnation. (Indicate the source and dale of the elevation data in the Commerts area below.) G2 A community offnclal completed Section E for a building kxcaled in Zone A (wkbcut a FEMA-issued or communty-issued BFE) or Zone AO. G3. The fallowing W mration (Items G4-G9) is provided for communily floodplan management Purposes G4. PERMIT NUMBER G6. UATE PB IIRT ISSUED G6. L1ATE CERTIFICATE OFCOMPLIANCEOCCUPANCY ISSUED G7. Ths permithas been issued Ax: New C01WAxiion Snthstantial Irt rgrement G3. Elevation of as-bult lowest floor (ndudng basement) of fine building is _ _ft(m) G9. BFE or (n Zone AO) depth of flooding at the building site is: — _ t(m) Datum: Datum: LOCAL OFFIC Ai-'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS UJN JP' 1 7z Faun wn U).3913 Date: dune 21, 20M To: Building Department From.- Maronda Systems, Inc. Tomas Ponce PM Florida PE #50060 Subject: -MWe>d FA3 > n Lot# all ORO-CIL Winchester M Rev For the above referenced house, the FA331 were missed over the front eatraace. Repair using 3/4" by 7" wedge anchors, spaced 6" on center and one at each end. If you have any questions please foci free to contact we anytime at 407-321.0064. sincerely, Tomas Ponce, P.E. Date: 2t .. l o Y COUNTY OF SEM LE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD 3TATEMENT NUMBER 104-75911 BUILDING PERMIT C COUNTY NUMBER: UNIT ADDRESS --- OWNER NAME: ADDRESS: ' M\ MJ D) SUBDIVISION:: fk! ACT av ru'-~--p'~ -''^''v,---'-^~~--,--r- '~'----------- APPLICANT NA E: ---------- /_---------_------------1.---_-----------`_-_--_- ADDRESS: . ... .... ... ... LAND USE CATEGORY: 001 - Single Family Detached House TYPE US[: Residential WORK DESCRIPTION: Single Family Mcuse: Detached - Construction FEE BEKEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS I -------------------------- ---------------------------------- ROADS ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROADS COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.0O | LIBRARY CO WIDE O dwl unit 54.00 1 $ 54.00 SCHOOLS, CO WIDE O dwl unit 1,384.00 1 $ 1,304.0O OUNT DUE $ 2,2S5.00 STATEMENT ^' RECEIVED BY: SIGNATURE ... ... ... ... ... .... ....... PL ASE PRIHT NAME) ATE o_ NOTE TO RECEIVING SIGNATORY/APPvICANT: FAILURE TO NOTIFY OWNER AND ENSUR[ TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** | DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY PERSONS ARE ADVISED THAT THIS ARE DUE AND PAYABLE PRIOR TO iISASTATEMENTOFFEESWHIC>. ISSUANCE AF A BUILDING PERMIT PERSONS AR[ ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEw REOUEST WITHIN 45 CALENDAR DA S OF TKE RECEIVIHG SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCC\jPANCY. THE REQUEST F0R REVIEW MUGT MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 [AST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAY1E1T SW]ULD BE MADE TOu CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUIBER AT THE TOP LEFT UF THE NOTICE. T||IS STATEMENT IS VALID ONLY I C ISSUANCE OF A*** sy BUILDING PERMIT******************** i I.. i i, 1-S s vU. W J L L V Q J IWOrqA -1 00 L WNMEY LL QUO Zz Y0 0 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK. 05199 PS 1639 CLERK'S # 2004023772 RECORDED Q/ 1712004 12:59:13 R4 RECURDINS FIDES 6.00 RECORDED BY S O'Kelley MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 05187 PG 062 CLERK' S it 2004017302 RECORDED 02/04/2004 01:45:35 PN RECORDIN8 FEES 6.00 RECORDED BY L Woodley NOTICE OF C®MMENCEI ENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain andrealproperty, and in accordance with Chapter 713, Florida Statutes, the followinginformationisprovidedinthisNoticeofCommencement. DESCRIPTION OF P OIE RTY (Legal Description and Street Address) Lot 56 109 WHEATFIELISubdivision: CE LERY LAKES General Description of Improvement _ Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes 1101 North Keller Road Suite F Orlando FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes 1101 North Keller Road Suite F. Orlando FL 32810 Name and address) SURETY ( Bonding Company) CERTIFIED COPY MARYANNE MOMS NameandAddressNIACLERKOFCIRCUITCoujrgAmount of Bond BEYROLf CO Raim LENDER Name and address 750 S. Orlan Park. FL 2789' 7 2004 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407)644 238-8 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), (a), 7., Florida Statutes. Kampf Title. 200 W. 1st St., Sanford FL 32771 Fax: 407 330 5062 Phone: (407) 322 9484 In addition to himself, Owner designates (Name and address) or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement The expiration date is 1 year from the date of recording unless a different date is specified.) f RUSSELL ) EIT ' SUMMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of JANUARY, 2004. lti. L. Notary Public n.nnn............................... . .. L LAURIE PELLEG^":,-) o amm. 4 Comm# DD0232C04 Expires 7/ 16/2007 e Bonded ihru (800 32-4254 ofoa:" Florida Notary Assn. Inc i......::....................................i6W XLLR Of SLNIEPI#7 r . T, T L.. _.. _. CITY OF SANFORD PERMIT APPLICATION Permit # : 1 y Date:. January 29, 2004 Job Address: 109 WHEATFIELD-LOOX LOT 56 CELERY LAKES a Description. of Work: Single Family Residence Historic District: Zoning: Value of Work: $128,488.00 Permit Type: Building _X_ Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential - Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 3,422 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-0560 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407-475-9112 Contractor Name & Address: Russell Keith Summers 1101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Lau in Phone: _ (407) 659-3715 Bonding Company: I J I V R Te) r) 1 Address: Mortgage Lender: Address Architect/Engineer: Address: 4005 Mar Application is hereby made to obtain a permit to do the work and im of a permit and that all work will be performed to meet standards of secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, Phone: (407)321-0064 Fax: (407)321-3913 rallatton hasommenced prior to the issuance I under§tail that a separate permit must be kNKS and; AIR CONDITIONERS, etc. A OWNER'S AFFIDAVIT: I certify that all of the foregoing informaion is accurate and that all work will be done in compliance wtth all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. FEB i lations as;indid F$trrtl:! lwsreQttlatinl cb 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. 1 /29/04 Signature of wne ent Date Russell Keith Summers Print Owner/Agent's Name 1/29/04 Comm# DD0232804 Expires 7/t82007 Bonded Mm (800)432-C Owner/Agent is _X_ Personally Known to Me or Produced ID 1 /29/04 Signature of ontractor/Agent Date Russell Keith Summers Print Contractor/Agent's Name yvw,dA 1/29/04_ Signature of Notary -State Florida Date u.................... LAURIE PELLEGRINO 0 ComD02 m# D3281M Expirm 7/16/2007 Bonded Vw (800)432-4254• nunuqu..•. eo.. Florida Notary Assn., Inc S..........................8. Contractor/ Agent is _X_ Personally Known to Me or Produced 1D APPLICATION APPROVED BY: BldX7-"" Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION IPermit # : 0 Date: 11 I.W 03 Job Address: J)t fmp 5 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building Electrical X Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPSc'W Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type- Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: Owners Name & Address: Contractor Name & Addr Attach Proof of Ownership & Legal Description) License Number: FGGk!.NLG3 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 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. 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 ofthis 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 l will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signatu L of er/Agent Date Sign r of Contractor/Agent Date Russell Keith Summers h/ e 1 . Print Owner/Agent's Name Print Contractor/Agent's Na iIId-bW Signature of Notary-StateloPFlorida Date S."N........................................ g LAURIE PELLEGRINO r,"grn Comm#DD02328M Expires 7/16/2007 Bonded outr (8W)4324254'. n.,. Florida Notary Assn.. Inc " N...N..... NN N.....N. N....NNNN.N Owner/Agent is _X_ Personally Known to Me or Produced ID Signature of Notary-Stat Florida Date O.m.". N m n • u.......................... a LAURIE PELLEGRINO comet# OD0232804 o ,? Expires 7/16rdw e = " Bonded thru (WOA324254= Florida Notary Assn.. Ino • Contractor/Agent is _X Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bl _ —( o-oP Zoning: Utilities: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Permit #: Job Address: CITY OF SANFORD PERMIT APPLICATION t 1 Date: I1` I I 3 Description of Work: SINGLE FAMILY RESIDENCE Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical X Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X TEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 1101 N. Keller Road Suite F Orlando FL 32810 Phone: 407-475-9112 Contractor Name & Address: GARY CARMACK 4005 MARONDA WAY SANFORD. FL _ State License Number: CAC043900 Phone & Fax:-(407)_ 321-0064 Contact Person: Laurie Pellegrino Phone- (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 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 issuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permit must besecuredforELECTRICALWORK, 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 win 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 PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. 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 restriction 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 sulc 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 q `ir entsof Florida Lien Law, FS 713. Ait_ 2 1 13& Signature of Owner ent Date Signatur of Contractor/Agent Date Russell Keith Summers GARY CARMACK Print Owner/Agent's Name Print Contractor/Agent's Name S,ture of Notary -State lorida Date or...•....•..... e........... g LAURIE PELLEGRINO Comm# DD0232304 Expires 7/16/2007 Bonded fllrn (ti00)4W-4254: Florlds Notary inc Contractor/Agent is_X_ Personally Known to Me or Signature of Notary -State o orida Date yenneenn•u•neee•eeene•••.e•e•e••e.•... LAURIE PELLEGRINO o""j'p"ui Comm#DD02328114 E E ires 7/16/2007 Bonded thru (t300)432-d254: 3,'y?pF;a Florida Notary Assn.. Inc : Owner/Agent is _X_ Personally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: Bldg: 3 {6__0 f Zoning: Utilities: Initial & Date) (Initial & Date) Initial & Date) (Initial & Date) Special Conditions i CITY OF SANFORD PERMIT APPLICATION Permit #: Date: December 31, 2003 Job Address: 1 ',O(/ (0 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical _ Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets . Plumbing Repair— Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: WILLIAM T. SELF 4005 MARONDA WAY SANFORD, FL State License Number: CFC057039 Phone & Fax: (407) 948-3630 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 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 informaion is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: 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 requirementsof Florida Lien Law, FS 713. r ILpa Signature of Owner ent Date RUSSELL KEITH SUMMERS Print Owner/Agent's Name Signature of Notary -State o lorida Date awaa w w noun m ws LAURIE PELLEGRINO i Comm# DD0232MM ram I- Expires 7/1=W? w15?e. Bonded Mtu (800)432 4254: Florida Notary Assn., Inc Owner/Agent is _X_ Personally Known to Me or Produced ID Ame 116 411 1- L, Signature of Contractor/Ag t Date WILLIAM T. SELF Print Contractor/Agent's Name Signature of Notary -State of Vorida Date ta Mu..... no............................6 LAURIE PELLEGRINO 111 III/ oltprv a Comm# DD0232804 Expires 7/18/2007 Bonded tnru (800)432-4254: Florida Notary Assn., Inc Contractor/Agentis _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldi3f7-10- it Zoning: Utilities: Initial & Date) (Initial & Date) (Initial & Date) Initial & Date) Special Conditions: I 1V aarOn a Homes)ja AN EASILY OBSERVABLE BETTER vALUE! 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLoPjDA 32810 407-475-9112 • FAx: 407-475-911 S LETTER OF AUTHORIZATION CITY OF DELTONA p VOLUSIA COUNTY E CITY OF'SANFORD° SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida workto be completed at Lot 56, 109 WHEATFIELD LOOP at CELERY LAKES. RUSSELL' KEITH SU ERS, CRC058496 . MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 29TH day of JANUARY, 2004 by RUSSELL . KEITH SUMMERS who is' personally known to me. Aa JAAAJ NOTARY PUBLIC nnn.. a.............. n.......n......... LAURIE PELLEGRINO' C a° tP((y* Co nm# OD0232804 j Exp m 7/1 &21Mi Bonded thm (apoy,32-42547 a.......................„................... s FloridaNotaryAsssn., Inc PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 56, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 7-6,'af thePublic Recordsof Seminole County, Florida. a O fNN 1 CONC. DRIVE r I m 0 W C z 0 Q W U Ln TO O O N 56 m Ln O O 5' DRAINAGE ESM'T 5.00' O. 3mN89'38'17" E 130.00' I i 55 i 25.00- SCALE: 1 "=30' ' .;; SURVEY NOTES: i 1) The street address of the above -described property is 109 WHEATFIELD CIRCLE. 2) The above -described property lies in Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. M s SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey 'meets the Rinimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section'427.027 of the Florida Statutes. REVISIONS: (/! CERTIFIED - CORRECT T0: 57 N 89'38'17 E 5' DRAINAGE E 1 .( PROD. rF- 22,31 PROPOSED WINCHESTER-B : o D4BEDROOMo ' 0 AN I i- KITI ER "SURVEYING, INC. R. BLAM'jXITNER __ P.L.S: NO. 3382 Post Office F36x 8z3; .,ariTord,- Fl. 32772-OU3 4 W ), ,322=2000, ms S PROJECT NO: 04- (0 5 SURVEY DATE , CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 56 Subdivision: CELERY LAKES Property Address: 109 WHEATFIELD LOOP 0 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). Fx_1 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: Ex-1 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. FX-1 d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. 0 f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. 0 h. Square footage table showing footages: Garages/Carports 402 S.F. Porch(s)/Entry(s) 16 S.F. Patio(s) S.F. Conditioned structure 3,0111004 S.F. Total (Gross Area) 3,422S.F. 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). TO FOLLOW N/A 5. N/A N/A N/A 0 6. 1. 2. 3. 4. Soil analysis and/or soil compaction report.. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION Footer Underground, electrical, mechanical and plumbing Foundation elevation survey Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Thursday, January 29, 2004 SIGNATURE: By Ow er or thorized Agent) E EVANS GEOTECHNICAL & CONSTRUCTION MATERIALS TESTING GEOTECHNICAL SERVICES INC. FIELDREPO RT ON IN=PLACE DENSITY TESTS _........ j% s PROJECT: 4, C, CLIENT: J'j4 r 4et N4 DATE: AREA TESTED: h" , /i/,, /A. N TYPE OF TEST: AST_M D-2937 DRIVE CYLINDER METHOD SOIL COMPACTION REQUIREMENT 95° / MEETS REQUIRED DENSITY: 4-TECHNICIAN:-AWE TEST LOCATION PROCTOR PERCENT DRY FIELD, . BASE TEST VALUE—'', COMPACTION DENSITY: MOISTURE THICKNESS DEPTH p! Abit REMARKS: 0 PO BOX 740805 ORANGE CITY, FLORIDA 32774-0805 o PHONE (386) 804-6958 ® FAX (386) 7, PLAT OF BOUNDARY SURVEY MARONDA HOMES Legal Description LOT. 56, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book ' 62 Pages 75 and 76; °of the Public'Records of Seminofe County, Fforida, n T i i 57 ram, l N a 89'38'17" E 1'30.0 ' 25.00' 00' 5' DRAINAGE ESM'T n 1 CONC. 10.00' O n O O DRIVE PROD.' FF 22, 31 P I PROPOSED wINCHESTER-. o 4 BEDROOM o D. 0 56 4 CAB o O o MmCA m I CT, o i O '5' DRAINAGE ESM'T 5.00' &0 I fm N 89*38'17" Ell30.00' i 55 SCALE: 1 "=30' 25.00 I SURVEY NOTES: 1) The street address of the above -described prope0y is 109 WHEA FIELD CIRCLE. 2) The above -described property lies in a Flood ZoHe;X per FIRM 12117C 0065E dated APRIL 1996. 0 SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify -that this Survey meets "the Rinimuni Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. a REVISIONS: CERTIFIED CQfCT TOs KIT ER SURVEYING, INC. R. BLAIR KITNER P L.S.:NO. 3382 Post Office 86x 823, Sanford, F1. 3277243823 32272OW PROJECT NO: 04-10 5 SURVEY DATE: I N FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FORSUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: WINCHESTER Builder: Address: jbq VJh&+Jejd U0Permitting Office: City, State:3MhA Permit Number. Owner: Jurisdiction Number: Climate Zone: Central 1. New construction or existing New 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft) 3004 ft' 7. Glass area & type Single Pane Double Pane _ a. Clear glass, default U-factor 276.0 ftZ 0.0 ftZ _ b. Default tint 0.0 ftZ 0.0 ft, c. Labeled U or SHGC 0.0 ftZ 0.0 ftZ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) ft _ b. Raised Wood, Adjacent ft, _ c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 869.0 ftZ _ b. Frame, Wood, Exterior R=11.0, It 94.0 ftZ _ c. Frame, Wood, Adjacent R=11.0, 278.0 fie d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1663.0 ftZ _ b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft _ b. Sup: Unc: Ret: Con. AH(Sealed)`.Interior Sup. R=6.0, 140.0 ft 12. Cooling systems a. Central Unit Cap: 34.0 kBtuJhr _ SEER: 12.00 _ b. Central Unit Cap: 28.8 kBtu/hr _ SEER: 12.00 _ c. N/A 13. Heating systems a. Electric Heat Pump Cap: 35.4 kBtu/hr _ HSPF: 7.40 _ b. Electric Heat Pump Cap: 28.8 kBtu/hr _ HSPF: 7.50 _ c. N/A 14. Hot water systems a. Electric Resistance Cap: 50.0 gallons EF: 0.92 _ b. N/A _ c. Conservation credits d HR- Heat recovery, Solar.. 3 DHP- Dedicated heat pump) 15. HVAC credits PT, _ CF- Ceiling fan, CV -Cross ventilation, HF- Whole house fan, PT - Programmable Thermostat, MZ- C-Multizone cooling, MZ- H-Multizone heating) is 3 s Glass/ Floor Area: 0.09 Total as -built points: 32833 PASS Totalbasepoints: 39935 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: lall A i-L DATE: i I y Im 1 hereby certify that this building, as. designed, is in compliance with the Florida En rg)e Code. OWNER/ AGENT: _ i DATE: i aglo Review of the plans and JaE ST,gl, specificationscoveredbythisOcalculation, hdicates compliance with the Florida Energy Code. Before construction is completed o l,`';- a this building will be inspected for i compliances with Section 553.908 .t, 5 Florida Staitutes. CObwE BUILDING OFFICIAL _ DATE: EnergyGauge® ( Version: FLRCPB v3.30) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details i ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF Points 18 3004.0 25.78 13939.8 Single, Clear W 1.0 13.0 10.0 57.68 1.00 574.3 Single, Clear W 1.0 16.0 40.0 57.68 1.00 2299.7 Single, Clear W 1.0 15.0 ` 20.0 57.68 1.00 1149.4 Single, Clear E 1.0 15.0 20.0 63.97 1.00 1274.5 Single, Clear E 2.0 14.0 10.0 63.97 0.98 629.1 Single, Clear W 1.0 6.0 16.0 57.68 0.97. 893.8 Single, Clear W 1.0 6.0 20.0 57.68 0.97 1119.2 Single, Clear W 1.0 6.0 16.0 57.68 0.97 893.8 Single, Clear S 1.0 6.0 16.0 48.22 0.94 728.4• Single, Clear E 1.0 6.0 20.0 63.97 0.97 1241.6 Single, Clear E 2.0 7.0 36.0 63.97 0.89 2044.4 Single, Clear N 1.0 6.0 16.0 30.19 0.97 470.7 Single, Clear E 1.0 6.0 20.0 63.97 0.97 1241.6 Single, Clear S 1.0 16.0 16.0 48.22 0.99 766.8 As -Built Total: 276.0 15327.3 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points Adjacent 278.0 0.70 194.6 Concrete, Int Insul, Exterior 4.1 869.0 ' 1.18 1025.4 Exterior 2063.0 1.90 3919.7 Frame, Wood, Exterior 11.0 1194.0 1.90 2268.6 Frame, Wood, Adjacent 11.0 278.0 0.70 194.6 Base Total: 2341.0 4114.3 As -Built Total: 2341.0 3488.6 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1663.0 2.13 3542.2 Under Attic 19.0 1663.0 2.82 X 1.00 4689.7 Base Total: 1663.0 3542.2 As -Built Total: 1663.0 4689.7 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points Slab 167.0(p) 31.8 5310.6 Slab -On -Grade Edge Inr:;ulation 0.0 167.0(p 31.90 5327.3 Raised 378.0 3.43 1296.5 Raised Wood, Adjacent 11.0 378.0 1.80 680.4 Base Total: 6607.1 As -Built Total: 545.0 4646.9 EnergyGauge® DCA Form 60OA-2001 E.nergyGauge®/FlaRES'2001 N_R-_PB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS I Residential Whole Building Performance. Method A - Details i ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM Points Area X SPM Points 3004.0 14.31 42987.2 3004.0 14.31 42987.2 Summer Base Points: 58101.2 Summer As -Built Points: 61985.2 Total Summer X System = Cooling Total X Cap X Duct X System X Credit Cooling. Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 61985.2 0.541 1.079x 1.150 x 0.85) 0.284 0.950 9611.5 61985.2 0.459 1.079 x 1.150 x 0.85) 0.284 0.950 8141.5 58101.2 0.4266 24786.0 61'985.2 1.00 1.061 0.284 0.950 17752.9 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeq)/RaRES'2001 f= LRCPB v3.30 i FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A Details ADDRESS: , , , n a PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 3004.0 5.86 3168.6 Single, Clear W 1.0 13.0 10.0 13.25 1.00 132.4 Single, Clear W 1.0 16.0 40.0 13.25 1.00 529.7 Single, Clear W 1.0 15.0 20.0 13.25 1.00 264.8 Single, Clear E 1.0 15.0 20.0 12.37 1.00 248.1 Single, Clear E 2.0 14.0 10.0 12.37 1.01 124.5 Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.5 Single, Clear W 1.0 6.0 20.0 13.25 1.00 265.6 Single, Clear W 1.0 6.0 16.0 13.25 1.00 212.5 Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.7 Single, Clear E 1.0 6.0 20.0 12.37 1.01 249.5 Single, Clear E 2.0 7.0 36.0 12.37 1.02 455.9 Single, Clear N 1.0 6.0 16.0 15.07 1.00 240.5 Single, Clear E 1.0 6.0 20.0 12.37 1.01 249.5 Single, Clear S 1.0 16.0 16.0 9.90 1.00 157.9 As -Built Total: 276.0 3503.2 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 278.0 1.80 500.4 Concrete, Int Insul, Exterior 4.1 869.0 3.31 2872.0 Exterior 2063.0 2.00 4126.0 Frame, Wood, Exterior 11.0 1194.0 2.00 2388.0 Frame, Wood, Adjacent 11.0 278.0 1.80 500.4 Base Total: 2341.0 4626.4 As -Built Total: 2341.0 5760.4 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1663.0 0.64 1064.3 Under Attic 19.0 1663.0 0.87 X 1.00 1446.8 Base Total: 1663.0 1064.3 As -Built Total; 1663.0 1446.8 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points. Slab 167.0(p) 1.9 317.3 Slab -On -Grade Edge Insulation 0.0 167.0(p 2.50 417.5 Raised 378.0 0.20 75.6 Raised Woos( Adjacent 11.0 378.0 1.80 680.4 Base Total: 392.9 1 As -Built Totaal: 545.0 1097.9 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®i`:='laRES'2001 FLRC;PB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM Points Area X WPM Points 3004.0 -0.28 841.1 3004.0 0.28 841.1 Winter Base Points: 7799.3 Winter As -Built Points: 11175.4 Total Winter X System = Heating Total X Cap X Duct X System X Credit Heating' Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 11175.4 0.551 1.068 x 1.160 x 0.87) 0.461 0.950 2923.5 7799.3 0.6274 4893.3 11175.4 11175.4 0.449 1.00 1.068 x 1. 160 x 0.87) 0.455 1.083 0.458 0.950 0.950 2346.7' 5270.0 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.30 j FORM 60OA-2001 WATER HEATING & CODE 'COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.92 4 1.00 2452.52 1.00 9810.1 As -Built Total: 9810.1 CODE COMPLIANCE'`STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 24786 4893 10256 39935 17753 5270 9810 32833 w` a4c14t: sr4r o w>v EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3..30 FORM 60OA-2001 Code Complsance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCF cHFCKI ICT COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between. windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility Penetrations; between wall panels & top/bottom plates; between walls and floor.' EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter. penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply wit NFPA, have combustion air. 6A-22 OT14FP PRFccQicTwC RACACI IJE2C1+ 1-. COMPONENTS SECTION III= V1 eAaeeueu FJY all resiuences. REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff (gam must be provided. External or built-in heat trapre uired. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Ga.s spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessiblle manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Com ion walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors'R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FIaRES'2t.;u01 FLRCPB v3.30 c I ENERGY PERFORMANCE (EPL) DISPLAYa .R, r, CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.6 The higher the score, the more efficient the home. ELECTRIC.... L New construction or existing New 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I 4. Number of Bedrooms 4 5. Is this a worst case? yes 6. Conditioned floor area (ftZ) 3004 ft' 7. Glass area & type Single Pane Double Pane _ a. Clear - single pane 276.0 ftZ 0.0 ftZ _ b. Clear - double pane 0.0 ftZ 0.0 ftZ c. Tint/other SHGC - single pane 0.0 ft, 0.0 ftZ _ d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) ft _ b. Raised Wood, Adjacent' R=l 1.0, 378.Off c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=l.l, 869.0 ftZ b. Frame, Wood, Exterior R=11.0, 1194.0 ftZ c. Frame, Wood, Adjacent R=11.0, 278.0 ftZ d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1663.0 ftZ b. N/A c. N/A It. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 ft b. Sup: Unc: Ret: Con. ' AH(Sealed):Interior Sup. R=6.0, 140.0 ft 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Wliole house fan, PT -Programmable Thermostat, MZ-C;-Muhizone cooling, MZ-.II-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Coide For Building Construction through the above energy saving; features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card wall be completed based on installed Code conipliyt features. Builder Signature: 'J' Date: a.. Address of New Home: City/FL Zip: _ Cap: 34.0 kBtu/hr _ SEER:12.00 _ Cap: 28.8 kBtu/hr _ SEER: 12.00 Cap: 35.4 kBtu/hr _ HSPF:7.40 _ Cap: 28.8 kBtu/hr _ HSPF: 7.50 yO-THE Srgl O b wE, NOTE: The home's estimated energy perforn,rance score is only available 4iI7°;,l.lgh the FLAIRES computer program. This is not a -Building Energy Rating. Ifyour score is 80 or -greater (or 86for a USEPA/DOEEnergyStarmdesignation), your home may qualify for energy efficiency mortgage (EE,M) incentives ifyc.', ua obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/636'-1492 or see the Energy Gauge! web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Ev, °rgy Efficiency Code For Building Construction, contact the Department of Community AffaiTW; fY9,a Version: FLRC 11B v3.30) 4 Central Florida B.O.A.l= Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Nora ndex/RevnoIds . Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One ( 1) signed and sealed test report. One ( 1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. ' Governmental Product Approval: Agency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialantic, City of Indian . Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05102 Leesburg,. City of SS 3/26/02 Maitland, City of Malabar, City of Melbourne Beach, City of Scan Date 4-4-02 A enc Initials /Date Melbourne, City of Mt. Dora, City of Orange, County of ACP 3/15/02 Port Orange, City of Rockledge, City of Satellite Beach,, City of Seminole, County of Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of LP 3/26102 Created on 02/04/02 Page 1 of 2 I 'NORANDEX PAGE 29 A A A _ 4 .'A CAULK TOP OF MULL 10 X 3/4" TEK SCREW - JAM lx3 MULLION (XFLA-26-1) IX4 MULLION (XFLA-39) WIND(iW JAMB 10 x 3/4" TEx seREw CAULK BOTTOM OF MULL PRECASTED SILL SEE CHART FOR FASTENERS FLA-- 45 MULLION ANCHOR CLIP 16 GA GALV. SHEET METAL 800 LB. MAX CAPACITY W MULLION XFLA-26-1) 1x4 MULLION (XFLA-39) 3/4"MAX SEE CHART FOR FASTENERS- VERTICAL MULLION S SINGLE UNIT TYPE OF' MULLION TYPE OF CWINDOWWINDOWDESIGNPRESSURE WIDTH HEIGHT PSFINCHINCH35 FLA-45 38_1 4. 19-1/8" 50-VT': OK OK-- 1.0 x 3 0--- 63" : 76-3 4.'.. f 1.0 x_3_.0--- oK-- x K-- 26" 38_1T4n i_0 1.0 x 3.0 OK__ 26-1/2"50-5%8"3_.0`-- x 3.0--- 63" 1.0 x 3.0--- OK--- OK--- 76-3 4' 1.0 x 3.0--- OK--- 26" 3_8-17 1_0 S:0 x 3.0-__ OK 37 x 3_.0___ OK-_--_ 63' 76-3 1.0 x 3.0------- pK--- aK--- 26" 38-1/4 1.0 x 3.0-_-- oK 53-1/8"5a_5Z8' 1.0 x 3.0 OK--- OK--- 63' OK OK CHEDULE LIP NUMBER AND TYPE OF FASTENERS 4 3 160 x 1-1 2 TAPCO_NS 4 3 l6i`' x 1- J2' TAPCONS 4 u------ 316' x 1= J2 TAPCONS 4 3J16iP x 1-J2 T_A_PCON_S 4 3 16`' x 1-1 2" TAPCONS 4 3 160 x i- f2 TAPCONS 4 3 1 6 5 x 1- J2 T_A_PC_ONS J2"_ TA_PCONS 4 38 x_1-J2" TAPCONS 4} 3 16' x 1-1 2 TAPCONS 4 3 160 x 1-1 2 TAPCONS 4 3 de x 1-LT TAPCONS 3116' x - J2 T_A_PC_ON_S 4 1_- 316 1" -1 2F CONS 4 1 4'' x 1-1 2' TAPCONS 4- 3 160 4)- 3 2_ 114'r TAPCONS 16d 2" TAPCONS x_ 1_ 1/2 21 TAPCONS at 1-" TAPCONS 2 1 4a x 1-1 _1/ 20 TAPCONS 1dti4N`JF ACTURER: NAMB: NOTES: 1) ALL ALUMINUM EXTRUSIONS'' ARE ALLOY B063 T6, OR 8063T5. CHARLES A. ' Ph ESN, P. & 2) WHEN ANGLE LEG, IS ONE THE PCON TAPCONSHALL 1HE+) FL REG. ENG.. # 40121 PLACED ON MULLION CLIP CENTERLINE. DATE: 3/21/02 3) CONCRETE COMPRESSLVE STRENGTH - 3,000 PSI AT 28DAYS. I - NORANDEX PAGE 30 NOTES: k 1) ALL AL OR 60C 2) WHEN ' ON EA( PLACEL 1), CONCRE AT28, CHARLES FL. REG. DATE IFANICIU. 1YLH.LY UFA MASTER I k I DW SILL SH HEAD d DW SILL c 0 C oz 3H HEAD y 0 y C 4 4 v 4 NORANDEX PAGE .24 AlAl ACTURE NAM.- d 2) #10 x 1-3/4" PH-SMS INTO 2 x BUC OR 3/16"0 x 2-3/4" TAPCON THRU 1 BY BUCK (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. 2) #10 x 1-3/4" FH-SMS INTO .2 x BUCK SEE ELEVATION FOR ANCHOR SPACING, L A II B. d. n e. a it - HEADER AND SILL TYP. 1 BY BUC 2) '10 x 1 3/4" PH-SMS INTO E BY BUCK WITH 1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK O2 TIIO'NAL WOOD BUCK 7L+L127 SUDING ULM DODR y COMPARATIVE 1 ! TEMPERED CLASS rr ll.. EQANALYSISCHARTNo. OF No. OF GOMPARA7IVE SLIDING G[.AS$ DOOR Q h171pW DIMENSIONS DESIGN LOADCAPACITY-PSF ANCHORS ANCHOIL9 WINDOW ANALYSIS CHART DESIGN LOAD No. OF ANCHORS No: OF WIDTH HEIGR7 nICBE4J INCHES PO D tIEGA liSAb A FRAME SfI.L DI WIDTH IONS CAPACITY-P3F fWGHT POSITIVE HST k ANCHORS F m Q q i 201' 48 48 IAMB INCHES INCHES MEGA JMB 147.975' 00' 4) 18 q6 90 24 8 B E01" 147.976' 66.7 89.4 80' 30 g a l99.6' 4a to BB.7 BB.4 2q B Q V 152.T50' 5T.5 67.5 24 5 61 162.760' 88.7 89.4 18 8 t!] LIL976' 80' 76.5' (3) 5Zfi 57.5 18 B 111.375• 68.7 T7.4 90' Be.? B38 24 IB 6 128'gp• 67.6 57.6 56.7 fi8.7 18 20 3) 68.7 83.8 15 g 8 O f 89.825 (2.5) 66.8 88.8 1p 8 12B' 80' BB_7. - 78.3 EO A8 - 201' 45 4fi 90 8 10 83.825 20C 2.6) 86.7 7&3 10 B N cz 10l47.975' 98'. 4) 45 45 E4 10 4)) 60 80 30 TT,.,, 1089.5' 162.758' B 45 18 t0 147.876' 99.6' 80 80 80 80 R4 I8 to L1.976' B8' 48.9 48.9 fi35 53.5 24 10 152.760- 86.9 efi.J 24 l10 5. ( 9) 53.4 56,4 t5 18 to 10 111:976' 76.b' 98' 88.7 71.3 a) 18 10 to a128' 98' 64_6 64.6 20 10 128 65.7 73.8 IB 1013.825 (2.6) 54.6 6d.6 30 10 8JB2fi 88' B6.9 86.9 20 2.6) 68.7 862 IO 0 4 y ,, f Na/ IN PAiLEN1'HESIS INDICATES PANEL SIZE IN SIZE WIDTH F'EB'!' 2) VIVO x 2-3/4" Ip y 3 k m TAPCON OR MIAMI STEEL REM. DADE APPROVED CONC. o A a ALL 10' PANELS 60.0 D.P.. FASTENERS. SEE ELEVATION FOR e ANCHOR SPACING_ci p v tjkA ALL ioEEL " PANELSw (w 460.0 D.P... SHIM AS RE UIRED TYP. JAMB. SECTIONx sxlM - `a t' WOOD SHDd gS I WN) yORMUDDTRACKASREQUIREDa 2) 3/16'0 x 2-1/4' TAPCON OR 1 • BY 2 BY BUCK w yMIAMIDADEAPPROVEDCONC_ FASTENER cSEEELEVATIONFORANCHORSPACING. 7r to lu' ul ; v NOTES: 1 SHIM AS REQUIRED,, MAX. SHIM STACK 1/4'. 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T6• OR T°" WITH TYPICAL .WALL THICKNESS OF' 0.62" 3 USE HIGH gUALITY -CAULK BEHIND WINDOW FLANGE p 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS y P x PANEL b CHARTS. AND MAY VARY DEPENDING ON SIZE 5) THE RESPONsrBIIdT.Y FOR SELECTION OF NORANDEXPRODUCTSTOMEETANYAPPLICABLE'IACAL.LAWS, BUILDING CODES, ORDMANCES OR OTHER SAFETY SECTION REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. M 0xx or PANEL PANEL 011 rna u z 0 sm y47 0 u 4 wx w Z K 7} CONCRETE COMPRESSIVE STRENGTH mm 3.000 PSI m-( F- -4 km "'`+4 -{ p f AT 26 DAYS. 2BY2 7YPx:a zmAnoN 4BY2) mlca etavAnox NORANDEX PAGE 23 2). 110 x 1-3/4" PH-SMS INTO 2 BY BUCK OR3/16' a 2-3/4' TAPCON THRU I BY BUCK (SHOWN) WITH A 1-1/4" MITI EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. 2) #10 x 1-3/4" FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING, Op7lowa 2 BY WOOD BUCK 2) 010 z 1 3/4' PH-S6d5 INTO 2 BY BUCK WITH 1-1/2" iD?J.. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY-PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX XXX xxxX ALL 301/16" x 591/2,. 53.3 55.8 10 16 18 6 361 13e' X 60/2 " 49. B 49.8 12. 18 22 6 30 %6" x 791/2 " 49.7 49.7 10. 16 20 8 36 %6" % 791/2 " 45 45 12; 18 22 8 SERIES 500 ALUMINUM SLIDING GLASS DOOR ALL OPERABLE PANELSFASTENERCHART CENTRAL. RADA $, O.F.. 2) 3/16"0 Y 2-3/4" TAPCON OR MIAM[ h iARNAM z WOOD HUCK DADE APPROVED CONC. FASTENERS. ZE WIDTH /fr•/u/lcii = S.n SEE ELEVATION FOR ANCHOR SPACING. . HIM AS REQUIREDl '1'YP. HORIZONTAL SECTIONRODSHIMMUDDTRACKASrREQUIRED1DY2BYBUCK 2) 3/16"0 x 2-1/4" TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 SHIM AS REQUIRED: MAIL SHIM STACK 1/4'. 23 ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T5 OR T6 WITH- TYPICAL WALL THICKNESS OF .0.62" 3) USE HIGH QUALITY CAULK BEHIND WINDOW :FLANGE: 4) GLASS THICKNESS BASED ON"TABLE E1306 GLASS CHARTS; AND MAY VARY DEPENDING ON:SIZF_ 6) THE RESPONSIBILITY FOR SELECTION OF NQRANDEXPRODUCTSTOMEETANYAPPLICABLEWCALLAWS, BUILDING -CODES,. ORDINANCES OR OTHER `SAFETYONREQUIREMENTSREST :SOLELY WITH THE.ARCHITECT, BUILDING OWNER OR CONTRACTOR 6) CONCRETE COMPRESSIVE STRENGTH - 3,000 PSIAT28DAYS. XX X X PANEL PANEL PANEL PANEL wa n 00 i Nam. -„'` `til---i - 213Y2)rmicu: asvxnas (4BY2) _7YPJCAI, ElEVd710N I ORANDEX PAGE 22 n — 6' nn a-r" 1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. g iu A i-ZI/4- P.H. S.-M. S: SEE ELEVATION FOR N. EMBEDMENT_ SEE NOTES: 1) :SHIM AS REQUIRED, MAX SHIM STACK 1/4". ANCHOR SPACING. 2) ALL ALIWNUM;;EXTRUSIONS ARE 6063—T5ALLOY OR T8: WITH -'TYPICAL: WALI4 THICI4IS OF 0.62" 3 HT . USE :GH.:.Qi , TY -CAiU !BEHIND WINDOW FLANGE. 4' GLASS THICKNESS BASED ON TABLE E130D GLASS Douses CHARTS, AND:.: MAY VARY DEPENDING ON SI`LE. 5) THE: RESPONSIT3II,ITY :VOR SELECTION OF NORANDEXPRODUCTST- AtEET.:ANY APPLICABLE LOCAL LAWS, BUILDING.SC07]F:$; OVDINAN ES .OR OTHER SAFETYREQUIREMENTSREST. SOLELY WITH THE ARCHITECT, poq az HUIMING :OWNER 'OA' -CONTRACTOR. 6) NOTE + '' IIIIICATES ,THAT Ek UAL. FASTENERS ATHEAD'' AND :SIL)AFtE REQU C 41- 1p o ED. q ALT. FIN ATTACHMENT UNDER SHEATHING' 10 . X 1-3/4" P.IL S.M.S. CENTRAL FL®I8MA B.O. -F. W/1-1/2" MIN. EMBEDMENT SEE.. ELEVATION. kOR AL NA _. oRq, X ANCHOR SPACING. MASTER VILE # 3 TOp - AND BOTTOM) DOUBLE HEADER AND SILL SECTION W/101/21 MIN `EMBEDMENT CEIARLEs" A: SEE - ELEVATION FOR FL. REG.. ENG:.''# 49121 WOODFRAMEANCHORSPACING: DATE:, 3/Q7/0$• WINDOW DIMENSIONS WINDOW FASTENER. SCHEDULE WIDTH HEIGHT N0. ANCHORS HEAD/ SILL NO. ANCHORS JAMB INCHES INCHES) 35 E 45 TE66 PSF PSF PSF 35 PSF 45 60 PSF PSF 18— IL8" 2 2w 2 2 2 5- 2" 25" 2 2 2 2++ 2 38 3. 3 3• f p 2 52- 1 $" 3 3 4• 2 2 2 2` 2 3 3 L2. 37-1/4" 2 2 2• 2 3 3 36" 2 3 31 F 3 3 T. 3 3 2 2 2• 3 3 9 49- 5/8' 2 2 2* 3 3 3 38" _ 2 3 3* 3 3 3 52- 1 B. 3 3 4+ 3 3 g 8_ lB" 2 2• 3 4 4 22 2• 4 4 36" 2 2•. 3 4 5 6= 3/4" 2 2 2 2 2• 3 4 6 36" _ 3 52- 18" 3 3 4# 4 5 w z4• o.¢ 6' ETAIL- A XF 7G 2 DETAU - C a DETAIL— r sux NORANDEX PAGE 10 MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 1 An TYP. ul t 40 416 10 X 1-3/4" P-H. S.M.S. 17/I-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING UFTUR. ACNAWi : r• L ALT. FIN ATTACHMENT .. # 10 X 1-3/4" P.ft s.M s. WA- 1/2" MIN. EMBEOMENT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. I` CALL, SIZE WIDTH 1/ 4" SHIM ( BOTHJAMBS) TYP. JAMB SECTION O.- WOOD FRAME WINDOW DIMENSIONS FASTENER SCHEDULE NO. AN HORS NO. ANCHORS WIDTH HEIGHT HEAD/SILL JAMB INCHES) INCHES) 6 ENOTE4535PSF PSF PSF 35 PSF PSF PSF 18- 18 2 2 2" 2 2 2 5- 1 2" 36 25 2 2 2 2• 2 2 3 3 + 2 2 52- 1 8" 3r 2 2• 2 3 3 37- 1/4 2 2 2 2 E 3 3 36 2 2 3 9• 2 3 3 3 3•- 3 3 2 2 s 3 3 3 5- 12" 49-5/13' 2 2 2• 3 3 3 36" 2- 2 3 3• 3 3 3- 8" 3 3 3• 3 3 3 18= 1L8" 2 2 2_+ 3 3 4 62" 2 2 2• 3 3 4 36" 3 52- 1 8" 3 3 f 3- 3 4 18- 18" 2 2• 4 4 5 25- 12" 76-3/4" 2 2 2 2 4 5 36" _ 2 3 3 4 5 52- 1 8" 2 3 3 1 41 5 rn NOTES- 1) SHIM AS REQUIRED,. MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 750TYPOR T6. WITH TYPICAL WALL THICKNESS OF 0.62" X 1-3/4" P:IL S.M.S. 3) USE HIGH -QUALITY CAULK:BEHIND WINDOW FLANGE. 1/ 2" MIN. EMBEDMENT 4) GLsASSTHICKNESS.°BASED ON TABLE E1300 GLASS ELEVATION FOR CHARTS, AND MAY VARY DEPENDING ON SPLE. 5) THE RESPONSIBILITY FOR SELECTION OFNORANDEXOR SPACING. PRODUCTS 'TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING .CODES ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, HEADER ANDSILLSECTIONBUILDINGOWNERoRCONTRACTOR. CHARLES A. PA 1P.E - 6) NOTE + INDICATES --THAT 'EQUAL FASTENERS AT WOOD _FRAMEFLREG. ENG. HEAD AND SILL ARE REQUIRED. DATE. 3/ 27/02 " V" oHrr vmm TYP. IT V y M y 4 f tl' itez AIL -A DETAIL-C SASH M l NORANDEX I PAGE 21 TAPCON WITH A. Af1N_ 1-1/4" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1) SHIM AS REQUIRED. MAX SHIM STACK 1/4". ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—T5 OR T8 WITH TYPICALUSE3HIGHQUALITYAULKBEHINDWIINDOqFLANGE. L 4; GLASS THICKNESS BASED ON TABLE E1300 GLASS4 ' • o . CHARTS; AND MAY VARY DEPENDING SIZE. ON 5) THE 'RESPONSIBR,i7. FOR. SELECTION `OF ITORANDEXPRODUCTSTOMEETANYAPPLICABLE 'LOCAL LAWS. BUILDING CODES;.':ORDINAI•ICES OR.OTHER SAFETY REQUIREMENTS' REST SOLELY WITH THE ARCHITECT;, BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK:OR'UARBLESILLSHALLBE.ADDED'UNDER THE PRODUCT TOFULLYSUPPORT .UNIT THIS;SUPPORT SHALL HE FIRMLY ATTACHED INTO MASONARY AND. SUPPORT t THE PRODUCT OVER ITS FALL LENGTH (SUPPLIEDBYOTHERS). 7) CONCRETE COMPRESSIVE STRENGTH .= 3,000 PSIAT28DAYS. ALT. HEADER SECTION 8) NOOTTEE + INDICATESgTHAAET' EQUAL FASTENERS ATHiiAALTYP. 2 BY BUCK 1 LE®tEY1U1 Q.O.A. .- 3/16" TAPCON Mtf,NUY ACTMM N : W/1-1/4" MIN. EMBEDMENT 11 n1i14Ni0/ 1 SEE ELEVATION FOR ANCHOR SPACING) " STM F { #---^— CALL SIZE WIDTH SHE TH m. 1 BY BUCK O 2 BY BUCK TYP. JAMB SECTION S) . 1 BY / 2 BY BUCK D p SEE NOTE 6 HEADER AND SILL SECTION TYR 1. BY BUCK CHARLES -A M., P.E FL REG. LNG. # , 49131 DATE: 12/1t/Ol 10 F.H. S.M_S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS SILL JAMB WIDTH HEIGHT INCHES) (INCHES) SEE NOTE 8 35 45-60 35 45-60 PSF PSF) PSF) (PSF 19—8" 2 2s 2 2 26—2` 26" 2 2 2 2 37" 2 3•_ 2 2 53-1 6" 3 34 2 2 19-16" 2 2' 2 3 26 2` 3B-1/4". 2 2• 2 3 37" _ 2 3• 2 3 b3-1-B" 3 4* 2 3 19-1 2 2 3 3 26-1/2` 50-5/8" 2 2• 3 3 37" _ 9 53-1 8" 3 4- 3 3 26-1/2 63" 2 2" 3. 4 4 4- 3 4 19-1/B" 2 2* 4 26—1 2" 76-3/4" 2 2" 3 4. 3* 3' 4 53-1 8" 3 4* 3 4 8 24' 0.6 6[IZ Y ETAILr A K DETAIL-C a DETAIL-B NORANDEX PAGE 9 3/16* O TAPCON WITH A MIN. 1-1/4" MIN. EMBEDMENT A SEE ELEVATION FOR ANCHOR SPACING. e e d 4 1 750 TYp NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-T5ORITHTYPICALWALL 3) USETHIGH QUALITY CAULK BEHIND WINDOW OF FLANGE. 4) GLASS THICKNESS BASED ON. TABLE E1300 GLASSCHARTS. AND MAY VARY DEPEND114G ON SIZE5) THE RESPONSIBILITY OR SELECTION OF N RANDEXPRODUCTSTOMEETANYAPPLICABLELOCALLAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETYREQUIREMENTSRESTSOLELYWITHTHEARCHITECT, BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK OR MARBLESILLSHALLBEADDEDUNDERTHEPRODUCTTOFULLY .SUPPORT UNIT. THIS SUPPORT SHALL BEFIRMLYATTACHEDINTOMASONARYANDSUPPORTTHEPRODUCTOVERITSFULLLENGTH (SUPPLIEDBYOTHERS). 7) CONCRETE COMPRESSIVE STRENGTH - 3,000 PSI ALT. HEADER SECTION AT ze DAYs. Y P• 2 BY BUCK 00 f{ 1D F.H. S.M_S. WITH A MIN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING R rn az T FLORMA B.O.A,F. MANUFACTU.Ii.ER NAME; 3/16' TAPCON ' i /' S/E ELE4VAON EMBEDMENT MASTEII 1I / FOR ANCHOR SPACING. 4 CALL i BY BUCK 1/4" SHIM MAX (BOTH JAMBS) JD D SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK CHARLES A PAG P.E. FL REG. ENG.• `# ` 49121 DATE: 3/21/02 10 F.H. a m s. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. MAX mm vmrm aa' ac ,s M I'FF DETAIL--C SASH? fl DETAIL-B M I A M I -DADS PRODUCT CONTROL NOTICE OF ACCEPTANCI. Prenldor Entry Systems 911 E. Jefersotl, P.O. Box 76 Pittsburgh ,KS 66762 INIfANII-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE MI;1RU-D11DEF1'AGl.Elt 13U1I.t)ING 140 WEST I'I.AGI.L•'It S'1,10:1i r, S111'11: 1 i)w MIAMI, FLOIZIDA 33130-1563 305) 375-29U 1 FAX (3()5) 375-290S CONTRACTOR I.1C:I•atiltiC: tifiC'1'IU\ 305) 375.2327 375-25SS Co. rILkc"roil SiNFC) it -r :\I1.;\ I' 30) 375.2966 FAX (305) 375-_9US PRODUCT C:U:` I'RUI. I)I1'I5IC3N Your application for Notice of Acceptance (NOA) of(3O5) 375 3)U_ FAX (JUS) J72.4_l39. Enter• gy 6-8 S-NV/E Irmving Opaque Double w/sidelites Residelltinl Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Mfiterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Nliarni-Dade County Building Code Compliance Oft7ce.(BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such'product or material immediately. BCCO reserves the right to revoke this approval; if it is determined by BCCO that- this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.1-0314.24 )° EXPIRES: 04/02/2006 Raul fcoonguca Chief Product Control Division THIS IS THE COVERSH-EET, SEE ADDITIONAL PAGES FOR SPECIFIC AND :GENERAL CONDi' I'IONS BUILDING CODE &TRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 06/05/2001 Francisco J. Quint:ln.i. R.A. Director Mizlmi- Dadc County Building Cods; Cofill) li:irlct; Officc i\tC) 450001%pc200011templateslnotice acceptance cover page.dot Internet nlnil address: I)Ostlllaster"u;buildinhcodeonlinc.conl ' Iionlepa"e: lit t1):1hN1 1.buildiRhcodconline com f Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES 'April02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of'Aceeptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as dctcrniincd by SFBC Cbapter'?,, do not exceed the Design Pressure Rating values indicated in the approved drawings. PRODUCT. DESCRIPTION 2.1 The Series Enter-N, 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors ith Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EW-I., Sheets I through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by nianufacturcr,•dated 7/20/97 with revision C dated 01/II 00, bearing the 'Miami -Dade County Product. Control approval stamp with [lie Notice of Acceptance num.ber'and-approval date by the Miami -Dade County Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIO.NS 3.1 This approval applies to single unit applications of pair of doors and.single door only, as shown in approved drawings. Singlc door units shall indlu.de all components described in the active Icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the an ulc between [lie edge of canopy or overhang to sill is less than 46 degrees. Unless. unit is installed in non-liabitablc areas where the unit and the area are designed to accept water infiltration., 4. INSTALLATION 4.1 The residential insulated st'ecl door and its components shall be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systctii. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection systeni. S. LABELING 5.1 Each unit shall bear a permanent label with the mantifacturcr's namc or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 ofthis Notice of Acceptance, clearly marked to show the components selected for the proposed instillation_ 6.1.3 Any other documents required by the Building 0 icial or. the South Florid' 3uilding Code SFBC) in order to properly evaluate the installation o I s sicnz. Manuel erez, P.E. Product Con r6t' xamincr Product ntrol Division 2 Prcmdor Entry SN-stems ACCEPTANCE No.: 01-0314.24 APPROVED : U i D 20101 EXPIRES April 02.2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I . Renewal of this Acccptancc (approval) shall be considered after a renewal application has been filed and the original submitted documcntation, including test supporting data; engineering documents, arc no older than eight (S) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally appnoved. c. If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product. d. The. engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in t5c materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fcc) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this :acceptance as an endorsement of any product,, for sales, advcrtising or any other purposes. G. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising litciature. Irany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other.documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not-rescal the copies. S. 9. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. This Noticc of Acccptancc consists of pages 1, 2 and this last page 3. END OF TIIIS ACCEPTAT Manucl crez, P.E., Product Contro - . amincr Produc Control Division 3 PREMDOR A( ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD, FRAMES WITH A BUMPER THRESHOLD (INSWING) ACiT7 lA iMeLRcAi=PP 1 I/t' MWNXkI CNIENIENI 140 1/2' 37 1/4• MAX . NAX 74' 77 1/4• r MAX MAX A 1/t• A t• Lm TtAAiXT . XAC MAY MAI ITt rot[ 7 NAA MAY s• MAX MAX IS• 0.G Is• 0.0 15'•D.C. IS' ac IS' D.G— 1S' DC. 1s' aC. is, D.C. NAX MAX MAX MAX MAX MAX NAX MAX NAX I C AIO I • raV$.. Jal IN ERX IN K JAXI 17 1/2• MAX sa• ac O.C. SPACING tiXrn N AAWpolic1/;P, M to, aC, i0 € LOCK Ew ITN JAXIO7 I 22• X 64, 5 I/r MAX 00 BO 1 /16' MAX 17 1/ MAX vYuc xuAar a: SPACING IF7• ac a ..`••ia wiMa 17 1/ MAX D.C. SPACING j8' 0.C. v,[Act Alan N]OCl 0.IAO.Lm, p XMIN[ lOC[ACI IIA • i I?' XININLM CN1C I IIIlPCTI1LLl51yY1 At fEXXAIL b' fN IAP[(M1j ,. 1 K I[Ae I 1/Z' WNWIM [XM:Ivd1f is, o.c u• D.G 13• a Is• Dc Imo/ s• a Is, Dc_ Is• Dc D. Is• D. x MAX MAX MAX MAX MAX MAX MAX MAX 4• NAX 3' MAX MAX Xws MAX r.AX nAlr. tit• • t• LO% TrAq•[T IC[ Im ATTACH ASTRAGAL THROW BOLT 18 x I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 X t 3/4' HOLES FLATHEAD SCREWS' NOTES, 1J WOOD BUCKS BY OTHERS. MUST BE ANCHORED 18 x i 3/4' LONG PROPERLY,.aO:.TRANSFER.LOADS.TO THE STRUCTURE. FLATHEAD SCREWS 2.i THE PRECEDING DRAWINGS ARE INTENDED TO OUALIFY THE FOLLOWING INSTALLATIONS. LA INSVING Rx INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY rPPno;eDAscc,,u.a,;,ll,; _ STRUCTURAL' WOOD BUCK. Soun,FIL C. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL ONE BY WOOD BUCK. 3. ALL ANCHORING SCREWS TO BE 910 WITH mr G CODE U LI(I BY PROD!! CIYTRDLOrJISION BUILDc.,,COD' C^_ puA:jcEoF,._. MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE xCCEPrArICE NO. Dr v31Y•tti OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS SHALL BE INSTALLED ONLY AT LDCArIONS PROTECTED' BY A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BEIVEEN THE EDGE OF CANOPY OR OVERHANG4. UNIT MUST BE INSTALLED WITH 'MIAMI-DAVE COUNTY TO SILL IS LESS THAN 45 DEGREES. UNLESS UNIT is INSTALLED IN . APPROVED' SHUTTERS NON -HABITABLE AREAS WHERE THE UNIT AND IHE AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR c tAu ctzmrr MDmnunou nvm 1 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE LOUISOLESSOIL RX • IEC Atli IAMBS AND SIDELITES. climDIi tKESS Milk s16 TINT. la'L 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDEQTE BASE FF : t n oe r, CORNERS ARE COPED AND BUTT JOINED. ru wls..m. I vl osI •4a1 R1 B. DOORS SHALL BE PRE -PAINTED VITH A VATER-BASED EPDXY RUST ` M N 1 I MS 31-1029-W-I rs- INHIBITIVE PRIMER PAINT. WITH A DRY FILM THICKNESS OF D.B TO 1.2 MIL. 1LtT11; 9. FRAMESSMALLBEPRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ 911 L F aTaT SHEE i 1 Ef N VATER- REDUCIBLEVHITEPRIMERVITHADRYFILMTHICKNESSOFD.B TO 1.2 MIL. klvlS3 .42 N I` HLSSuRE RATINGS. VATER WILTRAUDlij OUtREFENI IS NEEDED I VHERE VATER INFILTRATION REOUIREMEW IS NOT NEEDED Positivp INflT APPRIIVFpx a INIII MAX I • 9/16' I1 112' GLASS BITE Ir GLAZING DETAIL SHERVfN VIUTAMS USDA EXTERJUR GRAVE LATEX CAULK EXIER(OR INTERIOR TEMPERED GLASS INTERIOR 7/4' OTHER CONFIGURATIONS MAX III L. hA[ 111 1/4• MAX 71• MAX Xxo 1 0"m MAX R' Ij MAX MAXAX 77 1,2• sue• - }!: 9mEm% MAX mi 0 On a APPROVED AS Ci LYING WTH THE M31-1029-EV-1 PBRYO-OU m 1bUt[ aIS, l[ [ tYT DAIIE7 FTIP Wi tSOUTH FLUIQ81401N0 CODE 9bpgqImAo DA-,PSION9t.. PUTLDING cooEWE U FcEOFF10E ACCEP AIf.ID 01- 031 rrmcafae C F 1/4' SHIM MAX r— 3/4' eo 11/16' MAX INTERIOR 79 5/16' MAX t SECTION B-h 2 BY WOOD BUCK EXTERIOR 1 l/4' MAILRIALS LIST ITEM Na BESCRIPTION VOOD PART NUMBER COHMENTS 0 HEA. JAMB CV-14 1 1/4' X 4 9/16' MIL. TO BE PINE OR EDUIVALCNT 3O COMPRESSION WEATHERSTRIP ALUMINUM V- REEN RAND X a 6 0 (R ASTRAGAL W_ • PRENOOR BRAND OR EQUIVALENT- 5/0' ALUMINUM ASTRAG4ALUMINUM -BUMPER THRESHOLD EW-15 PREMOOR BRAND OR EQUIVALENT - 1 1/4'•x 4 9/16' 5 TOP CHANNEL EW700 . PREMDOR BRAND - 1 11/16' - 20 GA STEEL O-MLYI)RFTHANF T KIN 26 Ba C017 In •AXO a rill p T xj" psi I BAt aO FnAM CORF BASF FDA H -DENSITY 2.0 TO 2.5 tbs./Ft' 9) BOTTOM CHANNEL Ew-07 PREMBOR BRAND - 1 11/16' - 20 GA STEEL 10 - WOOD LOCK BLOCK EW-09 4' X 9 1/2' MIL. TO BE PINE OR EQUIVALENT 11 STRIKE STILE EW-06 15/16'.X.1 11/16' NFL. TO BE PINE OR EQUIVALENT 12. HINGE STILE LOCK PREP FILLER PLATE EW-05 I5/16' X 1 11/16' HTL. TO BE PINE OR EQUIVALENT I3 4'x4' HINGE EV-10 PREMBOR BRAND - .050' THICK- MTL. TO BE POLYETHYLE 14 WOOD EW-16 HAGER BRAND HINGE OR EQUIVALENT - .097 THICK (STET 15 HINGE JAMB 110 X S. W- 1 1/4' X 4 9/16' MTL. TO BE PINE OR EQUIVALENT 16 2' F LV.S. ru—t I10 X 2' FHV.$ 4) SCREWS PER HINGE INTO DOOR 4 ID' UL-11HEREAFTCR JAN N10 L f JAH , v R ID) SCREVS TROUGH STRIKE JAH9 INTO SIDELITE JAHI. 4' DOVH FRO" LIAX D' O.C. THEREAFTER 6) SEREVS THRO" EAIN SIDELITE JANI INTO SID[LITE. 4• WVII FROHUP, HAX 15' B.C. THEREAFTER. 17 111 x v>AI KW 1 IR xi . 311V PTH IA°@S VAHNIRJR I Iff EHKDK-91 REFER TO ELEVATION VI[V, FOR 4 OF SCREVS USED AND LOCATIONS10110X3/4' FJi.V.S. I9 AB x 2' F1iW.S. 2) SCREWS PER HINGE INTO 'JAMD LDCKSET 2) SCREWS AT EACH STRIKE PLATE i I)0 X 1 3/4' FJiW.S. KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK 2) SCREVS PER HINGE INTO JAMB WOOD SIDELITE JAMB 22' X EV-19 1 1/4' X 4 9/16' MTL. TO BE PINE OR EQUIVALENT 64"SINGLE PANEL GLASS EW-2D T HP EO'GLASS N POLYPRUPYLEN FRA - DC -I 43 - (ODL SIDELITE TRIM (WOOD) A T P a A EV-21 5/16 x I/2' MTL. TO BE PINE OR EOUIVALEN WOOD CASING 1/R' z F HTL. 10 BE PINE OR EDUIVALEN) - ITEMS RI -DINGS UEV-22 TOR 'SIDE BY. SIDE JAMBS' AS MULLIONS WOOD SIDELITE HEAD JAMB WOOD EV-23 1 1/4' X 4 9/16' MTL- TO BE PINE OR EQUIVALENT Vj SIDELITE BASE POLYPROPYLENE EV-24 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT LITE FRAME DC-1643, DDL-2_HP Polypropylene by ODL D6 X 1 t/2' PAN HEAD SCREWS 18 PER FRAME c v •) SIOELiTE STILES EV-26 ' TD xC[EDSPA Ir AFI R. 15/16' X 1 11/16' HTL. TO DE PINE OR EQUIVALENT 1 PIN NAIL 3/4' LCHG Nan, 4' 111 FROH ENO. HAT 9' Rr OERArT[R, USCB M KIIIBM MID I DOW SILICONE #995 LIHITS: DIMS NDIED, FRAL ElORUslIM DRESS N11ED, SIB I N APPROVED AS COSIPLYU4G 1YITN THE DATE UTH TL(T WIT E DR DY DA BY JTJ] POD ENT PROoutpffTRQL DIVISION a 911 L .19FERSDNBUILDINGCODECOMPLIANCEOFFICEPITTSBUR(I KS 66762 ACCEPTANCE ND. 1— 0 21 Y. 25/ 31-1029—EW—I A SHEET 3 OF 6" RIVISIDH LEIICR 0 . r 2 BY WOOD BUCK 1/4" SHIM MAX I . i 79 3/16' INTERIOR MAX i 80 11/16' MAX 29 9 n 2 BY WOOD BUCK SCCTIC C-C 1 1/4' EXTERIOR PLEASE SEE "GLAZING DETAIL' DRAWING #-31-1029-EW-I SHEET 2 OF 6 1 1/4' DOW SILICONE #99S LIHI(S: gfrl Ez(RuiRWi: APPROVED aS COX'M Y1(IG Vft THE D5.^.Un' F)VgA g8UXDlNG Cooj PREMBY PROD' T lTrOL D SION - 911 E Xf ( IPJRO"NG CODE COMPLIANCE OF PI((SBIIRG. 1-1029-EW-I SHEET.4 OF 6 SVISIM EEITER p OTHER DOOR .'CONFIGURATIONS w Im 1W[r Yw ). Wyly' Ir il`• C .w .u[ I ..ic liw° ice° n V. r w a. Iw • Y °.a ... "". 1 ] a ec r Ir ec , :L °...° ..ic u• oc 1y-r• . .0 r W 1 1 1 w W nc 1 1,• °c u• oc Ir a 6L o< vKpo — _ ® n vY w o a u.u• dMn1- _ o 1 ] 1 1 ] 1 1 1 1 0 c rr ° . w C.I_Ir 1 1 • 1' 1 1 _ 1 I 1 i _ r.w-- w 1'µ1t 11 w•-nwc..ti c Irk 1 1 t Y w. Y ° tJ r w • °C ra r+l • ° JJJIIILLL n•0 alX. YY VV IY^"' V _'• w urn w ru s-_L: Y i1 I.• W I I w) M Lr Cw w ]1 uY 1. ..) » v y y). mom.• a r V r Wa w w r 1 W ww w IYVw irwL W S° ITS 1 r W 11 1•Y OV• eL YKK Y IVLL• X •6 L YKWG O A lV.(IW e r.clw Y w w°C tr ° Y'K w •.-i t Mr wLw) w • :.w )u1L V..r °C nw .0 X. CI>SIM ul ss NplCd• RX GCC ply, ; 1xilmICAIS lu ss, Id]l(l. Sid AFFFOtcD AS COkPLYIIIG WITH THE SOUfN FMIABUILDING CODE a .. TE B Y • J fl1 PROD U T . NTROL DKJSIDH BUILDRIG CODE COAIF'LW E OFF ACCEFrj4CEN0._Ol—D,^ ?ty•zU l Pp, FII X 31-1029-EW-I SHEET 5 OF 6 gADRW LLIILA OTHER DOOR PANEL STYLES 36 MAX i ®® ono B 79 /5 16a Fun a 0 can MA on on° x 00 00 01 n nnti onn ®© D4 Boo 00BLANKTpP6-PANEL 4-PANEL 9-PANEL lD-PANEL 18-PANEL FLUSH 8-PANEL CRpSSBUCK )2-PANEL 4-PANEL a LI4-PANEL 5-PANEL 5-PANEL 5-PANEL 5-PANEL0THERSIDELITESTYLES EYEBROW 11,SERpLL V/SEYEBROW FYEBRpW V/SCR°LL MAX 79 f316° SL-10 SL-20 SL-30 SL-60 SL-50 ' SL 508 SL-b9A SL-69B SL-69C SL-25 SL-55 SL-30p SL-40 SL-90A SL-90B SL-90C SL-300 SL-30C SL-70 SL-DO. in ago,®a oo Qa aQ QII o0 0o Q® C 0 Q 0 PD-4 PO-5 PD-6 PD-7 PD-8 PD-9 PD-10 PD-ll PD-12 PD-13 PO-14 PD-15 PD-16 PD-IT u . W r N z h i hU UA IHI o l vPD-IB Pp-19PO-2B " '- h PO-21 PO-22 PD-23 PD-24 PO-25 PD-26 PO-27 Pp-28 PO-29 PD-30 > k qPD-JI PO-32 PI) PD-34 < n :c a m K I a110b .'L1Sami l0IqSra tBCL taCS ' N& I Iooa PRMD ENTRY SYS EMSt Pp-35 PD-36 PD-37 PD-38 PD-39 PO-40 PO-41 PD-42 Pp-43 PD-43A 91r15@lR6r 762 3I- 1029-EW-I PD- 43e SHEET 6 OF 6 YLYISIOD UFill 8 c• M I A M 1-DADE PRODUCT CONTROL NOTICE Or ACCEPTANCE Prerncior Entry Systems 911 E. Jefersotl, P.O. Box 76 Pittsburgh ,KS 66762 f NHA1NII-DADE"COUNTY., FLORIDA NIETRO-DADE FLAGLER BUILDING BUILDING CODE CONIPLIANCE OFFICE Mii'I7t0-DAI)r; FLAGLETI I3UII.I)INCi 140 W].S"rFI-ACII.I'R STREET, SUIT -I,' 1603 MIAMI, V I.ORIDA 3 31:+U-I 563 305) 377-29a 1 FAX (305) 375-290S C O.WIL C."I'M I,ICl•;XtiNc; S1;L—r10\ 10) 375.2 S27 C:U-''I'IU\CTOR ENFORCI NIK.N'T b[t'IslOv 305)375-29GO Fr\.%'ptj5)375-29UX 111K)m:ur C:U.N.ru o 1. 1)1vn;I wS Your application for Notice of Acceptance (NOA) of: (aus)37s-2'JU2 r'rlN (I05)372-6a.1-) Entcr'gy 6-8 S-W/E Outswinb Opaque Single w/sidelites Rcsiderttirtl Insttirttcd Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -DadeCountyBuildingCodeComplianceOffice (BCCO) under the; conditions specified herein. This NOA shall not be valid after the e:piration-dote stated below. BCCO reserves the right to secure this. product or material at any time from a jobsite or manufacturer's plant ibr quality control testing. If this product or material fails to 'perform in the approved manner, BCCO- may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the: right to revoke this approval, if it is determined by BCCO that this product or material• fails to meet the requirements of the South Florida Building Code. The expense ofsuch testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 d EXPIRES: 04/02/2.006 Raul IcoaripeZ Chicf Product Control Division TI•IIS'IS THE COVERSIIEET SEE ADDITIONAL PAGES FOR SPECIFICAND GENERAL COINI)ITIO,NS BUILDING CODE & PRODUCT REVIEW CO\INUTTEE This application for Product .Approval has been reviewed by the BCCO and approved by the BuildingCodeand.Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 06)05/2001 Francisco J. QUlllt,11M, R.A. Dirc;ctor 1%lial11I-Dadt; COLlrltV 13tiddillg Code Compliance Office 11s04500011pc2000t1templa=\no0ce accepcince cover page.dot 4 Irltcrnct mail uOdress; Ilostmastcr" ir;buildin;;cucJcnnlinc.com I[Oftlenntu: hitc•nnlirl.e-rrnto z Premdor Entry Svstenzs ACCEPTANCE No.: 01-0314.21 APPROVED JUN 0 5 Luvl EXPIRES ` April 0", 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIO.hS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which. was issued on April 28, 2000. I1 approves a residential insulated door, as described in Section 2 of lhi's' Notice of Atccptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-DadcCounty, for the locations where the pressure requirements, as determined by $FBC Chapter 23, do not exceed the Design Pressure Rating values indicated in. the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outstiving Opaque Single Residential Insulated StceI Door with. Sidelites- Impact Resistant Door Slab Only and its componcnts shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets .I through 6 of 6., titled "Premdor (Entergy Brand) Wood .Edge Single Door with Sidclites in a Wood- Frames withBumper .Threshold (Outswing)," prepared by manufacturer, datcd' 7/29/97 Nvith revision C dated01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance. number. and approval date by the Miami-Dadc County Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to. single unit applications of single door only, as shown in approved drawings. 4. INSTALLATION 4.I The .residential -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit Nyitl not require a hurricane protection system. 4.2.2 Sidclitc: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state andfollowingstatement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERNIIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies ofthc approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marled. to show the componcnts selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Code SFBC) in order to properly evaluate the installeu Mthis stem. Manuel Pcrcz, P.E. Product Con rol •xamincr o Product ontrol Division Preri dor Entry SN°stems ACCEPTANCE No.: OI-03 I4:21 APPROVED JOIN 0 F'r; EXPIRES _ :4priIO2 Ot?6 NOTICE OF ACCEPTANCE: STANDARD CO,N'DITIONS I . Renewal of this .Acceptance (approval) shall be considered after a renewal application has been filedandtheoriginalsu.bmitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. Any and all approved products shall be permanently Iabeled with the manufacturer's nanic, city, state, and the follo,ving statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if! a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. c. If the Acceptance holder has not'complied with all I the requirements of this acceptance, including the correct installation of the product. no d. The engineer who originally prepared, signed and sealed the required documentation initiallysubmitted, is, no longer practicing the engineering profession. 4. Any revision or change in the materials, use, an.dlor manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior writtcn approval has beenf: requested (through the filing of revision application with ap propriateppropriate fcc) and granted by thisoffice. 5. Any of th'c following shall also be grounds for rcmoval oft his Acccptarcc: a. Unsatisfactory perfotmancc of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or anyotherpurposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date maybe displayed in advertising literature. If any portion of tlhcNoticeofAcceptanceisdisplayed, then it shall be done f i its erttirety. 7. ` A copy of this Acceptance as well as approved drawings and other documents, where it applies, shalt be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The cnginecr needs riot reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for terriiination and removal ofAcccptancc. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF'I HIS ACCEPTANCE,,, Manucl crez, P.E., Product Co tro Examiner 3' Produc ntrol Division 4' MAX 15• 15' MAX OTC. 15' MAX 15' MAX O.C. 15' MAX f•'KLM1JUK . (LN 1 LH(jY EKAND) WL OD EDGE 1 SINGLE DOOR WITH- SIDELITES IN WOOD FRAME WITH . BUMPER .THRESHOLD OUT.SWING) 4 PER EADML114LL, EGIDPER.VUIT LTERNATE. 3/16' PFH TAPEONS 00' MAX k/I 1/2' MINIMUM EHBCDHCNT 4' MAX MAX 3' MAX 4' MAX —4' MAX 3' MAX 3' MAX— 14' ?' MAX MAX 'C MAX 4' MAX 2' STAPLESB, tEE NOTE 5) B IN fA Isl W Mnz--` MAY" 14' MAX 15' MAX MAX r 43 1 /16' i% TOP OF DOOR A . E TO tE OF LlICI< KVa' KVIKSEY DEADBOLt MODEL ". SERICS OR HARLOE DEA.11 MODCL BED' i22' 64' f' MAX DLO A ©D l /16' MAX KVIKSCt LOCKSEt/ M00EL DL200 SERIES DR HARLaC L00KSEt onEl 100 DI IItiGCf 51 14- t AX•.• 6` FAX M5 MAx I'4- MAX— IS' MAX . iJ P 4' MAX MAX 3' MAX' MAX J3' 3' MA b ZRAX, 4' MAXWOODBLICKSHYOTHERSfR1STOEANCHOREd MAX 4' .MAX MAX.' ROPERLY TO TRANSFER LOADS TO THE STRUCTURE. B x 1 3 /4' F,H.V.S9THEPRECEDINGDRAVINGSAREINTENDEDTO TE FOLLOWING INSTALLATIONS. 3) PER SIDE FROM WOOD FRAME CONSTRUCTION VHERE DOOR JAMB INTO THRESHOLD YSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD PENING. MASONRY OR CONCRETE CONSTRUCTION WHERE R)i OUTSVING L)t OUTSVING 3OR SYSTEM IS ANCHORED TO A MINIMUM TVO BY IRUCTURAL WOOD BUCK, MASONRY OR CONCRETE CONSTRUCRON WHERE OR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VKRE VAICR IHEILIRATIRI WHERE VAS IE RSIMIL1RhIiRIIMASONRYVTHDRWITHOUTANON -STRUCTURAL DUIRERENI IS NEEDED i REQUIREMENT IS NOT NEEDEDIE ,BY V000 UCK. ALL ANCHORING SCREWS TO BE DID WITH 0 4 NIHUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE x -pqf PFH iAPCONS'VITH 1 1/2' MINIMUM EMBEDMENT MATOMASONRY. x Will SHALL BE INSIALLED ONLY AT LOCATIONS PROfECTED BY A CANOPY OR UNIT MUST BE INSTALLED VITH 'MIAM1-DADE COUNTY OVERHM6 SIA]I THAI III AAE BCWECN IME EDGE Dr. CN4FY OR OVERIwjG PROVED' SHUTTERS TO SILL IS LESS NMN 45 MCREES WkIlS LIMIT IS INSTALLED IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES r4N1•NABITABLE AREAS VHERE THE UNIT AND N{ AREA ARE QESIUCD'to D DOOR. THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VATER INTILIRAHOK LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE MBS AND SIDELITES. DOOR/StDELITE HEADER. IX10R/SIDELITE JANBS, AND SIDELTTC BASE I IMIc aATt1I zL RNERS ARE COPED AND BUTT JOINED. IIAID6. OUB qiO TR IDrL all DOORS SHALL BE PRE-PAINIED. VITH A VATER-BASED EPDXY RUST IBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 09 TO 12 MIL. FRAES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ MD IP,Y SY TER -RE OUCIBLE VHITE PRIMER WITH A DRY FILM. THICKNESS OF 19 TO 12 NIL U L lRGSI nR ¢ sNr APPADVED AS COAT°LYING H7I'r I Inc SOUTH FI,(P,t V% BUILDING CODE J Uii PRODU T CjXfn, OLCr.9Sial U 5UILDIN CODE COGIPLIA.Y_E CP7i' ACCEPTAtICE tt0, p- 1-1020-EW SHEE T i 0E. 5 s asap UNZIP GLAZING DETAIL SHERVIN VILLIAHS USDA i EXTERIOR GRADE LATEX CAULK D F i EXTERIOR INTERIOR LASS BITE 9 1/8' TEMPERED GLASS 4• r' ['HAIC -- SECTION A -A O U T S W I N G OTHER CONFIGURATIONS 68 3/4• 6B 7/4• MAX 37 1/2. 1fAX HAX i 4 nT X APPKO'1c D A* CaOUPLMG VA - THE CNl'HJIJ I'{ d j 2, OODE Ulf 1f1i[L N4H10at16UlE41UISIIO1RRIImtLRI BY PROOU T UROLOrnsI OH BVlLOING COOS COL!PIl:NCE OF m L AID . . RY Y ACCEPTANCENO. O 1-031v. Lf nl a:IW I-1020-EW-p SHEET. 2 TA 6 gtrgqtl[IR1 3/ 4' sa 11/16, Max EXTERIOR 79 5/16' MAX 1 i r-4 SECTION B-B VARI NUMDLR. CDMMENiSIlOO _ WOOD HEAD JAMB IV-12 1 1/4' X 4 9/16- PITL. 10 DE PiKE OR EOUIVALCNt2OCOMPRE351ONWEATHERSTRIPfit- 4 K$ R N RAND XS A9650.(090147C11/4 WOOD STRIKE JAMB W- 1 1/4' X 4 9/16' MTL TO DE PINE OR EQUIVA4QALUMINUM -BUMPER THLENT RESHOLDEW-13 PREMDOR BRAND OR COUIVALENT - 1 1/4' x 4 9/16• QTOPCHANNELEW-05 PREMDOR BRAND - 1 11/16' - 20 GA STEEL OSTEELKN26 (817 IA, -mu) • i A YIJ- RFJHAN AM R BASF FOAM - DENSITY 2.0 TO 2.5 tbf n) I a B t ky 8 DOTTpM CHANNEL EW-04 PREMp[TR BRAND - 1 11/16' - 20 13 STEEL 9OW000LOCKBLOCKEW-OB 4' X 9.1/2' MTL TO BE PINE DR EQUIVALENT IDSTRIKESTILEEW-D7 15/16' X 1 11/16' MTL TO` BE PINE IIR {OUIVALtNi IIHINGESTILE- EV-06 15/16' X 1 11/16' MTL TO BE PINE OR EUUiVALCNT LOCKPREPFILLER -PLATE EW-09 PREMOOR BRAND - .050' THICK- MTL TO BE POLYETHYLENE 14 WOOD HINGE JAMB 13 4'x4' HINGE EW-15 HALER BRAND HINGE OR EUUiVALENi - .097 THICK (STEEL) EV-11 1 1/4' X 4 9/16' MTL TO BE PINE. OR EQUIVALENi 15110x3/4' F.H-W.S. (4) SCREVS PER HINGE INTU ,000R 16810X2' F.HWS, 6) S1 TI9TpUp1 [ACH SIDELITC JAMB WTO SiBELIIC. 4• BaVH FRDN INTERIORoI1TyLvNIIHULAf , I K A, MAXHAX is Q1 T1 1 AF IER iD erx WOOD vmBBxUI1 EK9 xl REFER TO ELEVAiIpN VIEV, FOR 8 OF 18 $iOEL[1E WDOD.STiLE15/1GSCKVS USED AND LIXAIIUNS EV-D7 (2)..S X i lAT E MTL TO DE PINE OR:.EQUIVALENT 19 GBx2' FJiW $. C2)..SCREVS AT EACH STRIKE PLATE LOCKET KWIKSETBRAND 200 L CK OR 14ARLOC BRAND.100 LOCK 810 X13/4' FTIW$• IS) SCREWS iTHERE HINR JAHB INIO SIDELITE JAH8, 8' DOYN rRm itp NAX I ' QG THEREAFTER IB) SCREWS ItGO 6H STRIKE JAMB ,NTD S18ELiTE • HAX 8• QC. t)tEREAFTER JANB, 480VN rRDI IuF 4) SCREVS IHRMM EACH HINGE ilia BDDI JMP WDpO SIDELITE JAMB' EW-iB i 1/4••X-4 9/16, MTL Td BE PINE DR EQUIVALCNT C1 1-1/4' SINGLE PANEL GLASS EV-19 I E EA GLAS N PULYPRDPYL FR - -1647 - (DDL- SIDELITE TRiM (WOOD) LW-20 W5/16 x 1/2' MTL TO BE PINE OR EOUfvALENTWOOD CASING FL aI'niL 0 PNE Ea R uI VALCN - ! SARC HDL NGS E EW-21 DI -SIDE BY SIDE MW AS, Hmt 1j& WOOD SIDELITE HEAD JAMB EW-22 1 1/4' x 4 9/16' MTL, III BE PINE OR EQUIVALENT W000 SIDELITE BASE EV-2311/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT POLYPROPYLENE LITE FRAME C-1643, ODL-2 HP Polypropy EXCEED ODL 06 X 1 1/ 2' PAN HEAD SCREWS 10 PER FRAME CRT a PIN NAIL ID DC t R AFT R H 1' LIAiG IWL, 1• IN llxal ENO, mx 8' aC. REW1ER. USED W ti ua Nib-iRRI DOW SILICONE #995 IIIRUS On.I AUiI TRAC G ANG B DADE COUNTY EXiRllSIiRTS IRRfSS MiIED, Sit EDRL.i0L'S MDDtFICAT111NS.: I/tVm J 17 A DDED T .PAGE5 (DOOR OPTIONS) 10-1-90S APPRtr';UASCourtYmv,1IT)ITim - LIR R[ VIS[[NS I BAIL I IT pOHTHFI(Id{I41) xLc E T ffi U::R: M NAtQ: b1- YSY EMS iL ar 911 C JCFFCRSDN 31-1020 — E W — 0 vaoo ,4rloLomsloN DuitoRxscooecD PIilS10.RG, XS6676ZSHEET OF 6 ACCERANCE HQ 0 1-D3)Y-21 11YISM LEiTER B 1/4- SHIM MAX y 3/4' 79 3116" yTERIOR I MAX 80 I1/16" IMAX 2 BY WOOD BUCK — 4 SECTION C-c- EXTERIOR PLEASE SEE "GLAZING DETAIL" DRAWING #31-1020—EW-0 S')HEET 2 OF 6 V r 1 1/4" DOW SILICONE 4995 APFTiOVFL T CCO IARYING %%iTH THE SOUTH FliI:j fS (Jp E • BR. 8T. MI. PREM raoO-, >ixOEOIwsIGN 911 L jErr W.LDING CO2R C041kU7.NCE OFFICE PIITSBU G ACCEPTAl2CE H•J- 01-0 317, 7- 1 . ac SM"S fRN[ L Mt4tIK llSi 2 11-l7 ,,$, LAIM.I BT I-I020-EW-0. SHEET 4 OF 6. zvlsim 1clu U r- I C.- MAX, ox lug t' MAX t' MAX t' MAX Y MAX MAX MAX it 1 1s• MAX ls' f 17 MAXIO.0 1S' MAXOG 1s' MAXac Is• MAX O.0 17' MAXac 113• • 1s' 11 ILXJ 6' MAX 41 MAX 7' MAX 3• MAX A' R" t' MAX uLiLiI IUUr\-H I IUJ,J 60 3/t' MAX MAX _ F-t tHAX AU 5'•0'•%zjl .GY6TH THE MAX &GUTHFL R' 1 q1 31. MAX LAIC .(1 a l 'E RRIT MAX' PRODL' T OL DIVISION I I\I 1 [, 6t%LOL4G CODE COMPLIANCE OFF, E FiITS, Ai CEPTAUCE M0. 0 1 - 0 77 V2' #.X t' MAX Ix MAX 3' MAXHA% 1,' MAX 14' MAXIs' tIAX 1r= A• MAX--1 -L is• MAX 1i' 0 Is' MA% bt- 0 Bo 1 16- O MAX 1] MAXOL 13' MAX M.C. i r< ,X 6' MAX 7• MAX Max- HAX MAX X4' 1 31-1020-EW- SHEET 5 OF 6 REYIStill t[TIER u I NLK DUHK HANEL STYLES= p 36" I JMAX on Dug all' 9 " o0 MOoDoD a° 0i 4-PANEL ANK PLOP6-PANEL 4-PANEL 9-PANEL 10-PANEL 18-PANEL FLUSH OTHER SIDELITE STYLES 30" I r—MAX QO U El 0 ED o 0 O- PANEL CROSSBUCK 12-PANE1 4-PANEL EYEBROW 79M / 16" 0. N... Q SL- LO SL-20 SL-30 SL-60 I a SL- 50 SL-508 SL-59A SL-699 SL-69C SL-25 SL-55 SL-39D SL-40 SL_ L9DA P- 1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 Pp-8 pQ_9. PD-10 Pp -II P0-12 PD-13 D PD- JD PO-19 PD-2p' PD-21 PO-22 PO-23 PD-24 PD-25 PD-26 PD-27 PD-28 PO-29 P0-30 QI10SQ5ENLNCBSSIIMIrff PR PO 75 PD-36 PD-37 . PO-38 PO-39 PD-90 PD-41 PD-42 91R ME N PD-3 RMI PD-43A PD- 43B PI [ISM M 666762 oa oQ qQ aQ 5-PANEL 5- PANEL 5-PANEL V/SCROLL EYEBROW5-PANEL V /SCROLL EYEBROW SL-90B SL- 90L SL-308 SL-3DC SL-70 SL-QO I]Q qp qq PB-14 PD- 15 PD-16 PO-17 o a y PD-31 PD- 32 T f PD-33 yartm 31- 1020-Ew- 0 SHEET 6 OF 6 Ya a ttrrtQ cc CN r rl Cr c a WAunc WINDL OAD SPECIFICA TION 0/08 alton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF '•,, NOTES: 13 GA HORIZ ANGLE I . 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR I INADEQUACY OF THE GLASS IN HORIZ TRACK-, THE TEST SPECIMEN MAY BE 054" DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB TRACK BOLT & (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT j 3. VINYL OR WOOD DOOR STOP f NAILED ON 6" CENTERS) MUST I w s s OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET 0I y NEGATIVE PRESSURES. DRILL .281 OR 9/320 4. U—BAR TO HAVE A MINIMUM HOLE IN TRACK FOR YIELD OF 80 KSI JB—US BRACKET ATTACHMENT s" ` 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 1) JB—US BRACKET LOCATED , AT EACH ROLLER LOCATION 6. OPTIONAL — .080" (MIN) EXCEPT TOP BRACKET ROLLER P/N 125139). ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF a = THE BOTTOM SECTION. i 7. LOCK OR OPERATOR IS REQUIRED. 5/1.6x1-5/8" 8. THE DESIGN OF THE LAG SCREW AT EACH SUPPORTING STRUCTURAL JB—US ELEMENTS SHALL BE THE BRACKET e" 1 r RESPONSIBILITY OF THE PROFESSIONAL OF RECORD ..FOR THE BUILDING OR ST-RilJ.CfT:URE AND 054" VERT TRACK IN ACCORDANCE.;,NIiGNi,l f RENT m:L BUILDING COPE! •-FO'PVD.IT %;GOADS i LISTED ON :T`H`f6.—RjAn[iARkk"';;sri 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JB—US Approved: _ ;= , , BRACKET a Wn Wilson, P.E..r ,,...,r^ ::•:;=.. i. 3395 AOOISON OR, PENS 0.1 fL i2514 FL0RIOX'IC£RT1F1Fi1T1dN1N0'. 0046483 i ": ' GEORGU',F0T]Fl(APPON NO_,018514 i 1` NORTH'.WWNA,CER.TIFIU)0N NG O13936 Date: .3', 701. oPFION CooE-' 0108 REV.' P WM 9' x 14' MAX 44 PSF 1 OF 4 TRA CK END (HINGE TOP BRA CKET RE QUIRE IVE-N TS 1 /4-2ax9/16" TRA BOLT & 1 /4-20 H NUT THROUGH Al TWO ALIGNING HOL TOP BRACKET P/N 108077) 5) 1/'+—wxJ/o TEK SCREWS P/N 141668) 14 GA WIDE BODY HINGE 4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) 2) 1 /4-20x5/8" TEK SCREWS poL END HINGES r Q° ..3" 20 GA op. J—BAR WIDE BODY HINGE P/N SEE BILL OF MAT'L) LHNO/HIM RH END HINGE LJ _ N YLOP.-ROLLER P/N 270791) ® \ BOTT aRACj<ET \ P/ H-2.70;54 LH-2N,' 55) 34-2 x7/8.. TEK CREWS C( P N 100507 . Approved: - W. S. Wilson, P.F y 3395 ADDISON OR.. PENSACOL . FL 32514 FLORIDA CERTIFICATION NO. 0046489 CEORCIA CERTIFICATION NO. 01M19 NORTH CAROLINA CERTIFICATION NO. 023836 Date: 16 GA END STILES 1 m I I I • m I I INTER STILES) OPTION CODE.' 0108 1 REV-_ P I WM 9' x 14' MAX 44 PSF 12 OF 4 U-BAR L OCARONS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (7) 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI .U—BARS `i.. LOCATED AS SHOWN 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7•-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN s r 2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE J. 1 1 Approved: W.S. Wi6on Ern , n :i `'. 3395 AISO64. DES.'• PE14$dCO FLORIDA' CERTIFICATION NO. 004848§ %;• ;y CEOIr.Ga CERTIF)aTION;]40D¢T8514 ORTK.C,MLINA CERTIFlCATION NO Date: oPr1ON c00E':.`C y REV.' P WM 9' x 14' MA 44 3 OF 4 CENTER STILE IN, TERMEDIA iE HINCE L OCA TIONS 8,-9, Approved: WS. Wilson, P.E 3395 ADDISON DR.. PENSACOIA, FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 3 o OPTION CODE.' 0108 REV.- P WM 9 " x 14 ' MAX 44 PSF 4 OF 4 r i .. k Wind Load Test Report Report 9 0108P February 1, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or l l%o. 3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20'gauge u-bars 80 KS{placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY S[MILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Ari wers:GA18(Q127). APPROVED.0'1? I4Stl.L r!i Based on of tes (qb gil al.eijr Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: J s _ i, GE COUNT 6.y.DING vcl 1ON C.J• `,.... 3395.Ad-disucr, r ^ PArlspac94a FC' V !3` — l l. i C L Y'"Z o, Ii L.. 4 tl S.IFloridaCer4VaOD3 ;4 GeorgiaCert'N6,9t854.9•` `~,:'. North Carolina Cyrr•Nd: 63,V ayne aiton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL DAD SPECIFICATION 01I0 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF N T S: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6 CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF' 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSIA653 G-40 6. 26. GA DOOR FACER STEEL TO HAVE A-:MIN:IMUM YIELD OF 57 KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 13 GA HORIZ ANGLE 067" HORIZ TRACK 2) 1/4"-20x9/16" TRACK BOLT'& (2) 1/ 4"-20 HEX NUT 5/ 16"xt —5/8" LAG SCREW AT EACH JB— US BRACKET DRILL . 281 OR 9/32% HOLE IN TRACK FOR JB— US BRACKET ATTACHMENT 1 / 4"-20x9/16" TRACK BOLT & . 1/ 4"-20 HEX NUT AT EACH JB— US 6RACKET 1) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE 067" VERY TRACK PROFESSIONAL OF RECORD FOR THE rn BUILDING OR STRUCTURE AND IN c ACCORDANCE WITH CURRENT BUILDING CODES FOR' THE LOADS z LISTED ON THIS.,DRAWNG, 1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION Approved: PP - EXCEPT TOP BRACKET ROLLER P/ N 125139). 3385 @I ON+prZ{i pp5x bQi99251rtF,A4 cmRcwZfffnFid,n0N ' tl0' 018519 NCRT}! OUN F)2>17Ff11T10N No' 0232i, Date: : R: 9- 2 8-0! t-*- oPnoN COU `: Fc f , ,, RED P1 WM 15' x 14' MAX, +27 —29 PSF 1 O.F. 4 TRA END HINGE; TOP SRA CKET REOUIREMENTS 1 /4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES I , TOP BRACKET / P/N 108077) 5) 1 /4"-20x5/8" TEK SCREWS P/N 141668) + r ARRO BODY HINGE 4) 1/4"-2Ox5/8" SELF —THREADING SCREWS 1 /4"-20x5/8" T TEK SCREWS ALL / END HINGES g Q NYLON ROLLER'( P/N) 108135 f 11 b to1• WIDE BODY I 0 o 7/16" PUSH NUT AT EACH. HINGE (P/N SEE op I ROLLER (P/N 243341) BILL OF MAT'L)— LOCATED .25 MAX BETWEEN Ii ,, PUSHNUTS AND BRACKETS 3" 20 GA I I •m• OR HINGES U—BAR' : HINGE RH END HINGE .0 3) 1/4"— 20x7/8" 'm TEK SCREWS P/N 100507) A roved: •. / PP W.S.Wilson, P.E./ ,. 1/2. 20 GA CENTER 3395 ADDISON OR.. PENSACOL4 FL 32514 I STILES FLOR1a cERnrlaTwN.No. 0048489 g BOTTOM BRACKET 16 GA END STILESGEORCNCOMFrAiIONNO. 018519 \ NORM CAROUNA CE iIFlCATION NO. 023836 / (P/N RH-270354 Date: q -2 g- o & LH-270355) OPTION CODE 0110 REV.' P1 WM 16 x 14' MAX -1-27 -29 PSF 2 OF `4 12'-6" THRU 14' HIGH DOORS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9^ THRU 12'-3^ HIGH DOORS, W/ (14) J^ 20 CA`OO KSI U-BARS \, LOCATED A3 5HO9N f E5, 9'-0^ THRU 10'-6^ HIGH DOORS`\ W/ (12) J^ 20 GA 80 KEI U-BARS LOCATED AS SHOWN 7'-6^ THRU 8'-9^ HIGH DOORS W/(1O) 3~ 20 GA DO KSI U-BARS \ LOCATED AS SHOWN ' 8' THRU 7' HIGH DOORS W/(6)J~?O GA OU KSI U-BARS LOCATED AS SHOWN TEK SCREWS ATTACH AT EACH STILE D URIDA CENTERR_ 5 71'L E IN, 7E-RI WLL _01A - 7F HINGE L 0 CA 77 ONS 16, Im f 14' 12' 10, Approved: ORANGE COUNTY BUILMNV" DID. W.S. Wilson, P._' 3395 ADDISON DR., PENSACOLA, FL 32514 FLORIDA COMMATION NO. 0048489 CEORM CERTIFICATION NO- 018519 NORTH CAROUNA CERnFrAlION NO. 023836 Date: ?_Z9_0( 0PT101V CODE. 0110 I REV- P1 I Wlvl 15' x 14' MAX, 4-27 -29 PSF 14 OF 4 Wind Load Test Report Report # 0110P 1 February12, 2001 TEST REQUIREMENT: 7,The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact, and safely operable after enduring test.pressures of both positive and. negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola;L. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a.manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum,. deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. 3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp 71° F. PRODUCT DESCRIPTION: i I. WayneMark Model 8000, 16Y7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom.astragal and retainer. 4. 2" nylon roller'with 4 1/2" stems. p+ 5. 14 gauge end hinges and 18 gauge center hinges. I 6. Eight 3 20 gauge u-bars 80 KSI placed as shown on drawing. 7, Two 16ga end stiles and five 20 ga center stiles per section. I 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SRvflLAPITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are apprgyedto 3.times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question,ind, Ans dfsl,/,GAIS(Q127). APPROVEI?_'ORT;IO Fl SO. '.. Based ono er tcs b u GiYI' ` ' Aluminum Louvers and Styrene Window Frame' Assembly per test number 020501. R`MID" 4CUt. Cr;aa• W.S. Wilson,"P; `-2oB-fPlQ, 3395 Addison.Br„•PerincoDFLX5f4 Florida Cert I'i64 ?4§ Georeia Cert No. 01: i?• . • k i q ... a -rr G . rd ES t;, b Tr v EG. i4/ s 12.00or u cD 04 Ln rr1 CD CV a z aa Wayne Bali®a MODEL STYLE DESIGN PRESSURE WINDL OA0 SPECIFICA TION 0108 APPROVED SIZES: 9'-0" MAX WDTH x 14'- MAX HEIGHT MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF SCC WAYNEMARK 8000 & 8100 RAISED PANEL NOTES: I. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 .ASTM E330). 2. GLAZING OPTIONS TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD, OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A.MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS' WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE .BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING.CODES FOR THE LOADS LISTED ON THIS DRAWING. 13 GA •- ie 16 ' 2) NUT 1 0 R T T TED nON LER _ y 1 ACK 054" HORIZ T 2) 1/4-20x9 TRACK BOLT & 1/4-20 HEX DRILL .281 OR 9/32" HOLE IN TRACK FO JB—US BRACKE ATTACHMEN 1) JB—US BRACKET LOCA AT EACH ROLLER LOCH EXCEPT TOP BRACKET ROL P/N 1251 5/16x1-5/8" LAG SCREW AT EACH JB—US BRACKET 054" VERT TR 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH J8—US Approved: BRACKET W.S. Wilson, P.E 3395 ADDISON DR., PENSACOIA, FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CARGUNA CERTIFICATION N0. 023836 Date: OPTION CODE' 0108 REV.• P1 WM 9' x 14' MAX 44 PSF 1 OF 4 TRA CK END HINGE, TOP BRA CKET REQUIREMEN TS 1/4-20x9/16" TRACK BOLT.& 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) 5) 1/4-20x5/8"_/ TEK. SCREWS P/N 141668) SCC #,0;z -00 I I MA N 14 GA WIDE BODY HINGE 4) 1/4-204/8" SELF —THREADING SCREWS (P/N 100320) 2) 1 /4-20x5/8" TEK SCREWS ALL END HINGES 9. 00 3w.20 GA o'0• _ U-$AR WIDE BODY HINGE 4' P/N SEE BILL aO OF MAT'L) NYLON ROLLER- P/N 270791) BOTTOM BRACKET ` P/N RH-270354 — • LH-270355) • 3) 1 /4-20x7/3" TEK SCREWS 1- 1 P/N 100507 . Approved: W.S. Wilson, P E. i3395ADDISONOR., PENSACOLA . FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGA CEFiWCAWN N0. 018519 1 /2. NORM CAROLINA CERTIFICATION NO. 023W6 (20 GA CENTER Date: 4 16 GA END STILES STILES) OPTION CODE 0108 REV.' P 1 WM 9' x 14' MAX 44. PSF 2 OF 4 U-BAR L OCA TIONS ni NOTE: MAXIMUM SECTION WIDTH IS 21 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-BARS LOCATED AS SHOWN S4. -Dw{p 9'-0"^1 FiPU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9 HIGH DOORS W/ (4) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 2 2) 1 /4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. Wilson. P E 3395 ADOISON OR., PeLV OLA. FL 32514 FLORIOA CERTIFICA110N NO. OG48489 GEORGIA CERMCA11ON NO. 018519 NORTH CAROUNA CE nFICAMON NO. 023836 Date: 54- 2 8 - of OP 77ON CODE: 0108 t REV P 1 I WM 9' x 14' MAX 44 PSF 13 OF :4 CENTER STILE INTERMEDIA TE HINGE L OCA TIONS scC # Cr to MASTER P I Approved: _ W.S. Wilson, P.E 3395 ADDISON DR.. PENSACOLA, FL 32514 FLORIOA CERTIMATION NO. 004MS GEORGIA CERTF0- ION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 023US Date: OP 770N CODE. 0108 REV P7 WM 9' X 14' MAX 44 PSF 4 OF 4 Wind, Load Test Report Report # 0108P 1 February 1, 2001 TEST REQUIREMENT: ie door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered.under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. , 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at.2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to A or l 1 %. 3) Upon inspection after test procedure, the intermediate section had creased at the hinge location., The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. t0DUCT DESCRIPTION: 1. WayneMark.Model 8000, 9x7, 4 section. S U 2. Exterior skin •has minimum of .0175. The minimum yield stress is 33 KSI. PLAN3. Standard bottom astragal and retainer. ASTFR 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and, center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga.end stiles and three ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity..Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on, it and causes less load to,be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on other tests b ' e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Ame: W.S. Wilson, P.E. 3395 Addison Dr —Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 7 WINDL OAD CA TION 0110 Balton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISEDPANEL 16'-0" MAX WIOTH x 14'-0 MAX HEIGHT DESIGN PRESSURE: POS. 27 PSF SCe # 01-00feMAXIMUM SECTION WOTH 21" DESIGN PRESSURE: NEG. 29 PSF i 1 &$ TzE, Nj NOTES 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND j REGARDING THE ADEQUACY OR INADEQUACY OF. THE GLASS IN THE, 067" HORIZ TRACK TEST SPECIMEN' MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2) 1/4"-20x9/16" TRACK BOLT & (2) I 2. GLAZING OPTIONS - TOP OR 1/4"-20 HEX NUT INTERMEDIATE SECTION, .090 SS13 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST 5/16"xi-5/8" LAG OVERLAP TOP AND BOTH ENDS OF SCREW AT EACH J8- US BRACKET o PANELS MINIMUM 7/16" TO' MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .28t OR 9/32"m I HOLE IN TRACK FOR 5.. TRACK . TO HAVE A MINIMUM JB—US BRACKET ATTACHMENT YIELD OF 3.3 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO 1 /4"-20x9/16" HAVE A MINIMUM YIELD OFi'S7 KSI TRACK BOLT & 1 / 4"-20 HEX a 7. OPTIONAL - .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB-US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 1) JB-US BRACKET I i LOCATED AT THE MIDDLE OF 8. LOCK OR OPERATOR IS EACH. SECTION EXCEPT TOP SECTION. REQUIRED. 9. THE DESIGN. OF THE SUPPORTING c STRUCTURAL ELEMENTS SHALL BE c THE RESPONSIBILITY OF THE 067" vERT TRACK.---,__----` PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT i) BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. 5 1) BRACKET LOCATED Approved; AT EACH ROLLER LOCATION ACTOP BRACKET ROLLER W. S. Wilson, P.E.EXCEPT P/ N 125139). 3395AOOISONOR., PENSACOLA. FL 32514 FLORIOA CERTIFICATION NO. 4048489 GEORGIA CERTIFICATION NO. 0185I9 NORTH CAROUNA CERTIFICATION NO. 023836 Date: OPTION, CODE.• 0110 REV- P1 WM 16' x 74' MAX, 27 -29 PSF 1 OF 4 TRACK END HNG'E TOP BRACKET REQUIREMENTS 1 /4"-20x9/16" TRACK - SOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET — P/N 108077) 5) 1 /4"-20x5/8" TEK SCREWS P/N 141668) S CC # MASTER PLAN NARROW BODY HINGE 4) 1/4"-2Ox5/8" SELF -THREADING SCREWS 2) 1 /4"-20x5/8" TEK SCREWS ALL END HINGES 7/16" PUSH NUT AT EACH ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH END HINGE 2" NYLON ROLLER W/ 4 1/2" STEM P/N) 108135 p. WIDE BODY HINGE (P/N SEE BILL OF MAT'L) 3" 20 GA U-BAR RH ENO HINGE 3) 1/4"-20x7/8" rry m m r • I Approved: - '` 1 /2" T20 GA CENTER W.S. wJsoo, PE ' STILES 3345 ADOISON OR.. PENSICOLA. FL 32514 FLORIDA CEHTiFlG1T10N N0. 0048489 ® BOTTOM BRACKET 16 GA ENO STILESGEORGIACERTIRCATIONNO. 0165I9 \ NORTH CAROUNA CVMFlCXnCN.NO. 02M6 (P/N RH-270354 Date: 4 —2 9 - o - & LH-270355) OPT/ON CODE 0110 P,EV.' P1 wy 16 x 14' MAX, -7-27 -29 PSF 2 OF 4 7 H U-BAR L OCA TIONS NOTE: ' MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN SAC #:::..-oo MAOTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 1 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN m I 2) 1 /4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS. Wilson, P.E 3395 ADDISON OR, PDGS COLA, FL 32514 FLORIDA CERi1F1CAMON. NO. 0048489 GEORGIA CERnRCAnON NO. 018519 NOM CAROLINA CERMCAMON NO. 023836 Date: 9 --2.8- of OP 77ON CODE- 0110 REV PI WM 76, x 14" MAX, +27 -29 PSFI 3 OF 4 STILE & A TIOM 16, c._ c # ER PLAN Approved: 15 W.S. Wilson, P.E. 3395 ADOISON OR.. PENSACOLA, FL 32514 FLORLDA CERTIFICATION N0. 0048489 GEORGIA CERii r-GON N0. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: g- Z 8 -o ( INTERMEE 12' M TE HIND V V OPTION CODE- 0110 1 REV- P 1 I WY 16 " x 14 ' MAX +27 -29 PSF [ 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static. design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 513" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The ma."dmum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .l l or 3%. 3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp 71° F. SCC # oz -, RODUCT DESCRIPTION: 1. WayneMark..Model 8000, 16x7, 4 section. MASTER P2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. . 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven TB -US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on;o er test b ' uival . Aluminum Louvers and Styrene Window Frame Assembly per test number 020 50 1. iJame: W.S. Wilson, P.E.-Z B -or 3393 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0043489 Georgia Cert No. 018519 1 Maronda z ystems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL WINCHESTER B 4 6CLO5601 56 109 WHEATFIELD LOOP ORO-CEL WIN134 LEFT This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss Ioadinn is in acrnrdanr_e with ASCF 7AR_ These trusses are designed for an enclosed buildina. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 33 Truss Layout 27-03, Roof Loads - VT 4-11-01 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 A 4-1-03 Al 4-1-03 A2 4-1-03 Total 33.0 psf A3 4-1-03 DurFac- Lbr: 1.25 DurFac- Plt 1.25 O.C. Spacing: 24.0" A4 4-1-03 A5 4-1=03 A6 4-1-03 Floor Loads- A7 4-1-03 A8 4-1-03 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf A9 4-1-03 B 4-1-03 131 4-3-03 B2 4-1-03 Total 55.0 psf H 4-1-03 DurFac- Lbr: 1.00 DurFac- Plt: 1.00 O.C. Spacing: 24.0" H1 4-1-03 J 10-9-03 11 10-9-03 y J 1 A 10-9-03 J2 10-9-03 J2A 10-9-03 J3 10-9-03 J3A 10-9-03 J36 10-9-03 J4 10-9-03 INV # DESC QNTY DATE: J A N 3 0 2004 J4A 10-9-03 18331 THD26 J413 10-9-03 18330 THD28 P 4-1-03 18360 SKH26R VT10 4-1-03 18361 SKH26L VT11 4-1-03 18363 JUS26 18370 THJ26 4 SEAT PLATES 4 - J J 11A i ! J I J N N z m z m L I-- --_ 7 ttoo D cDn w D I D D rn 00 W N W ODD SPACE 1 7-0 ODD SPACE ODD. SPACE__ PA q CE LING r7- 2 I I z m V 10 z m N w D D DVT11 CONVENTIONAL FRAMED_ io 0o 00 07 _ W/ 2X4 Not SYP P - 17-8 8-4 - - 14-0 - 1 1 JOB NUMBER: WINB4 DRAWN BYE: t -03 A - • i o ` CUSTOMER: REVERSED PITCH: 6/12 12" JOB NAME: WINCHESTER B 4 — BEARING: 3.5" 33# psf JAN 3 0 2004 J I., 6 N 0 aiirfhiit`; F ,4 ert sytr bof Tis tiused `<o ac "you f: t 41 E I r rVFti I dl y1. 7rsf t4 i P r 1 Ily 1 t ai n yvLil 'rN 1 L IY fLi N If t'Y "'+ rou seeju h s sUY I bog 1g,EG},DM ALERTI ,HEEt+?pil'Sr € Jr a+ r , I a Iry •'"L i.F l I 't'uly 5£ 4 k h ,F' -0Ar u t7'i m 11 -t y l i SV Pff' M ; F F jrCAIBT(Oft!'I p} rC,t000.Nufiidentiise safe,fyoperatmg k ' 7 j, racfiices'oriotndaca$es, unsafe contlitions tha couid , re saalt in persoinal ir u'r or clarnage fiols ructures iw HIBI-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° It isthe resoonsibilitvoftheinstallar(builder buildinocontractor licensed contractor, erector or erection contractor) top=edyreceive unload store handle install and brace metal plate connected wood truss es -to protect life and property The installer must exercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor, These recommendations are based upon the collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE: 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility ford amages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others, Copyright by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. TOI""' ACE resses should dot be rough ferrain.er un swhach` eoul4 cause rae truss:' CAUTIQN Trusses stored horrzontaliyshou{¢ be CUTi0f1f Trusees stored ve'rtica{!r sno aid be supportedanblockingtopreventexcessiveltal ! : braced to prevent toppling or tippong: bend,in and fessei moisture gain g - " UVARN ` G Do not _hreQk banding until rnstal{afiion DANGER ,Do not stor rbund estuprlght unless'; begins Care should'be5exerclsed in banding re properljrfraced Donotbrea bandsertulbu¢dtes moVal to avoid s:hI in,t df,tndtvrduai trussEs ..: ;. are;p{aced an astabie.honzo:r tat:;posiuon , `: . - DANGER Walking on tr,.usseswh ch are lying flat F i : 391 '`byndfeci trusses by ..the f . F fi; WARNINvdoLnot31i#t t L is extrerrae[yr dangerous and .should be sfrlctly . s :• Y 'r i bl r Vd p.. . bands Do not use damaged trusses ,, ' , r1' tr 1 J sir rohtb"ttec!"l` '"f r` ` `, , Frame 1 7 60° \ ',160"Y or less \ /orless\ Tag Approximately Approxim t ly Tag Line y/: truss length '/z truss length \ Line Truss spans less than 30'. Spreader Barr Toe In —\ ioe in Approximately lYz to b truss length Less than or equal to 60' spreader Bar Toe in Approximately 1,12, to;/.,truss length Less than or equal to 60' r"1F`n y i -f5 t lhr V(;'t f /4 1 rs Iher 14{/ r.,, ii 7rFlti-Fj7 r:f i I ll(nb i. vr,l i. -r r 1FhlJ tt ti tdi! p .l ly ki i 4 L< 1 nesar,s,n„ 11N,RdtlliGyt[atnoillafis nglerirtu aewdth pac sa emh 4 r ry °t[hl tt Y+ r hgr atet drr t . m sM............ dtb,%rv.tr 1. rliln M El+fihil'i'ICML{Lii: Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc, of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's training plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Strongback/ ; SpreaderBar / \ , AporoximalelV r v, to 3/ truss length Greater than 60' Ta g. Line Tag Line S'trongbaclt; SpreaderBar To -in At or above mid -height a• _;-: —1' Tag Tag Line Line I '.1 0' I 10' P_ror.imatel to'/,truss iength Greater than 60' t4 66tG Ck O 6'u CtQ GBb lop Chord, Typicalverllcal attachment Pnnl I round bra V "i l% f I ` round i e I I/ v^_rtical(GB ) I T .' GB i - le (CiBV) I I : j! — v Ground 'brace diagonals (BD)i i ttrUss of br clId c roupo trusses \ a. -'' ` y , Ground brace veriicaf(GBVI f .. _ It. }..:/_.Trl,1 :.4;//;14__. 'v 0 a•f trut ' tal tie member with HT) iruss of bra- oup of trusse EB) FrnMA 2 9 j. 12 4 or greater 17S O o .. c Top chords. that are laterally braced can buckle tnget he rand cause collapse if there in no di ago nalbraring. Diagonal bracing should be nailed to the unaerside of the top chord when purlins are attached to the topside of the top chord. S'oAN DIF t NC= SPACING(' P J) # trusse I SP/DF $?. Ur 142'- 5 7' i 76' g 6 Over 6p' 10 5' I. 5 Over fiU' See a reai-tered pl-otessicnai engineer ELF - Douglas Fir -Larch SR - Southern Fine HF - Hem -Fir SPF - Spruce -Pine -Fir ContinJoug Top Chord. Lateral Brace Required 10" or Greater I i flachment i/ x Required l , All lateral braces lapped at least 2 trusses. 20 t Uo to 32' 4/12 8' Over 32' - 0.8' 4/12 6' 10 7 Over.48' - 60' 4/12 5' 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch m SP . SPF Southerspruce-Pine-Fir Pine HF - He -Fir Continuous Top Chord All lateral braces Lateral Brace lap.ped at {east 2 Required trusses. 10" or Greater ; Attachment L Required ! i• 12 5 G' 0 PO/5a Top chordsthatarelaterallybracedcanbuckle g¢' togttherand cause collapseiffhereisnodia o- 5 Q nal bracing. Diagonal bracing should be nailedi'y 10 the underside of the top chord when purlins ry are attached to the topside of the top chord. SCISSORS TRUSS ; ' 12 4 Or greater soacin I - C C, E, Permanent c ontinuous2. lateral bracing as specified by the Z, truss engineering. 4 5'\\ BOTTOMICHbAul;.! IIORD DIA'G'O AL RACE SPAC 20 15 10 --- j-4 7 6 mslonai engineer SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. OP Crcs`; bracing ated at each and of ihe buildir-rg and. at 20" inl F Frame 4 I x6 PAR 4LLcL. Continuous TOP CHORD ITDP. QHORD I DIAGONAL BRACE tli ' I i i I I0 I lil iii NIINIPIiUN i iI LATtRALBRACE S4PACING (D85) CHORQ TRUSS, , !r I ! ,,:, , ., Top Chord Lateral Brace I yl lil' , a SPAPdi I ill IY DEPTH :SRit#trusses { s' Topchordethaiarelaterallybracedcanbuckle Required a lilllI' 3a ::SRO :F., SPFIHF together and cause collapse if there is nodiago- 16°O(Ca(eater Up to 32' 30' 8' 16 70 nal bracing. Diagonal bracing should be nailed Over 32' - 48' 4„ 6' 6 4 to the underside of the top chord when purlins are attached to the topside of the top chord. I Over48' - 60' 48" 5' 4 2 Tf Over 60' 1 See a registered professional engineer Attachment I DF - Douglas Fir -Larch SP -'Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir diagonal brace for cantilevered trusses must be l placed on vertical i webs in line with - the support. End diagonals are es'seliti'ald stability and must be duplicate both ends of the truss system. i . uv YwY nVUYV,.e irvYYuc LLiJ tlC611l1UV lYIC'TC.YCE+l./Y9Y.111 IiUdlEVllb'I I severs6na UT C, j 4n2 PARAL E-7 -HORDTRUSS TOP CHCiRD Top chords that are laterally braced can buckle - itog etherand cau se collapse if there is no diago- nal bracing. Diagon a l bracing Should be nailed totihe underside of the top chord when purli no are attached to the Voncide of the fcp chord. rmn ll 1 I End diagonals are essetltlale,aCvYy R 3 y dug. M stability and must be dupiicM91611"S' 'y-.-" t_r both ends of the truss system. Frame 5 2s 4sp/ / NFL2o•C. Continuous Top Chord Lateral Brace Required or Groat r I i Attache -lent l riE CUlrev y I y JTrussesmust have lum- bar oriented in the hori- r=_jTF;" u`el:"'$`y;V:Ys': zontal direction to use WR r ar , this brace spacing, JQ Tr TOE pollD,i.. G1 gRACC RA t'E LB IN I N I M U W11; SPACI Irusses; PANSPF/ HF::.. Up lo 24' 3j12 a, 17 121 Over 24'- 42' 3/12 7 Over 42' - 54' 3/12 6 6 4 Over54' See a registered protessional erigineer DF - Douglas Fir -Larch SP - Southern Pine /I P . FIF - Hem - Fir SPF - Spruce -Pine -Fir 0 Diacconal brace also required on end verticals. 12 3 or greater All lateral braces lapped at ieast 21 trusses. f0" ifluous TD cnrl t 'C h o r C.11 Lateral Brace R qtjii 1 Topr. hot d s rfiaiarc laterally brao.ad raft buc ifthste iqna diagjc- 10' or G reater id bra,ing, Oiagor.l bi acingshowid to the undersid. of the top chord when purlins m ,^zjaclwd to the top.ide of the top chord, T' Attachment RLequirc- d j PLUMB 1runs Depth D( in) Lesser of D/50 or 2" D,Nnt 7. E)/ c 0 L tit) v 24 4, 1/ 4" S4" L( in) U 0 50" 114" 4.2' 1 ow 1/2., B. 3, 150" 3/4" 12. 5' Lesqer of Lj200 or 2" esser of L/200 or 2" 2 L'fl) 2001, 16.7' 250" 1-1/4" 120.3, 300" 1-1/2" Frame 6 aworida tems iI DAB/ M4"EyS 4005 h'aron& Way Sanford, ! L vTI771 Date: March 3, 2003 To: Bu ildinb Department From: Maronda Systems Tomas Ponce rofessional Engineer State oh Fhorida goo:5 0 uakz.ffect: Valley Trusses labefed VT -I thrud IN, are covered under r e we aer°B a 9e sheet ar adie¢ aR tile, truss packac e scorned and scaj d b t e eon ctjGfls I s the struaccura1 Rr 1® sheet or the plauus, All c:-ter a ou t@ e valley trusec ae e noted o e noited nera l sheet, Zf You h;we any questions please fee& fin ee to cal, at 407-321-0064. Pei t - Tom s -Ponce, P.E. L 4 k N v X Sr r P Date: 31 tE MARONDA SYSTEMS WO: VALLEY SET TI: VT QTY:1 DESIGN INFORMATION Tlils destgn is for an Individual building - component and has been based on information provided by the cilent-The designer dLsdalms any responsibiity for damages as a result of faulty or Incorrect Information, specm—U.— and/or designs fumished to the truss designer by the client and the can —Wens or a,r,,.aey of this Information as It may relate to a spe- dllc project and accepts no responsibWty or exercises no control with regard to fabrica- tion. handling, shipment and Installation or trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated' as part of the building design by a Building Designer (registered architect or professional engineer) When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the tocal building codes. local climatic records for wind or snow loads, projeel speefOcauons or special applied loads - Unless shown, truss has not teen designed for storage of occupancy loads. The design assumes compression chords (top or bottom) arc coutlnu- ously braced by sb-Udng unless otherwise specified Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a mastmum spacing of 10'-0" o_e Connector plate shall be manufacnued from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40, unless otherwise shown - FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricamr's plans and to realize a continuing responsibility for such verl- fication Any diserepancies are to be put in writing before cutting or fabrication. Platm shall not be Installed over knotholes, lmots or distorted gram. Members shall be cut for tight Ruing wood to wood bearing. Con- nector plates shall be located on both faces of the buss with ..It, fuUy imbedded and shall be sym. about the joint unless otherwise shown. A Sx4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cen"Id of.the webs unless otherwise shown. Connector plate sizes are mlnf[aum sties based on the forces -shown and may need to be Increased for certain hand-. ling and/or erection sUesses. This truss is not to be fabdrated with Bic retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSIMI 1-1995 PRECAUTIONARY NOTES All bracing and eredbn recommendaUmis are to be followed In accordance with -Handling Installing A B—clug", HI13-91. TYussm are to be handled with partlmrlar care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a stralght and plumb pos- Man and for reslsung lateral forces shall be designed and installed by others. Careful hand - Bug Is essential and erection bracing is always required. Normal prerauttanary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominomg. The sup—Islon of erection of trusses, shall be under the control of persona experienced In the Installation of trussm Professional advice shall be sought if needed Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads Other than the weight of the erectors shall be applied to trusses until after all fastening and bracing b completed ttnnin vA1 I GV VALLEY TRUST COMMON VALLEY V, s 11 11 II SUPPORTING TRUSSES SUPPORTING TRUSS VALLEY TRUSSES(TYP.). COMMON OR GIRDER COMMON TRUSSES (TYP.) VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. t) WHEN OIGAONAL WEB PRESENT USE 4X6 PLATE IS) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 20 # 20 OR 5z6 OR 4x6 3z6 VALLEY MEMBERS AT t 4z6 3z6 4x6 t 4x6 24 - O.C. (TYP) DIAGONAL WEBS OR OR REQUIRED WITH SPANS 2x4 2x4 2x4 GREATER THEN 28.0-0 3x6 2x4 3x6 VARIES 2x4 2x4 UP TO 7 12 0- 0.4 3x6 20 2x4 20 20 410 2x4 3x6 2x4 2x4 3x6 316 OR 3x6 OR 2x4 1 4x6 OR 1 MAX. 6.0.0 D.C. (TYP) s 2x4 MAX 6-0-0 O.C. (TYP) MAX TRUSS SPACING BELOW - 48' O.C.— I SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP #2 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: . 2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16DNAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 20 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SHOWN PLATES . ARE TL20 GA TTSTED PER ANSi/TPI 1-1995 Cont. Support WARNING: READ ALL NOTES ON THIS SHEET. iMaronda Systems A COPY OF THiS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005MARONDAWAYSANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part Of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 russ shownIsforlateralsupportoftmembersonly to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified lotions determined by the building designer. caAdd,donattheLICENSE #0050068 bRemg of a emll ah dnre may be r,nlred. (see H19-91 afTpll. rr) uss Plate Institute, TPI, is located at 583 D'Onafrio Drtve, Madison, Wisconsin 53719). 1890 GREENBROOK Cr.OVIED0,FL-32766 Studs a 6-0-0 D.C. Eng. Job: WO: VALLEY SET Dwg: Truss ID: VT Dsgur: TLY Chk: Date: 4-11-01 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psi O.C. Spacing: 24.0"' BC Dead 2.0 psf Design Criteria: TPI Code Desc: TOTAL 25. 0 psf I V:06.29.00- 8302- 37 Velle I: Ma(rr AIMNSIS TnJ? PATH- r-ITI:F'_!(li'l r/IRC!'.1 r'TF_!/1r'tlll" I 1 111I' BLOCICING >1'i.ARONDA SYSTEMS AVO: IIIPDETAI:.L TI: HIP QTYA DESIGN INFORMATION This design is fur an individual huihling mnp.nrnl and has been hose) ran infurmmiuo pnlvidcd by Arc client The designer Jiu:laims tiny rcspunsibilily lOrdanragcs as a reotih of. folly nr incmrccl infnmmli.n, spccilicalions uulfor designs fiunisbcd to 11. it.. designer by Are elicnl and Are curr¢Iness or accuracy of this infnrtmtimr ss it rimy relate in a a- ci. PnJ¢t mrJ uctrpls no respunsihilfly nr gtcrciscs no cmunl Willi teail-- ut 6hrica- firm, handling, shipmm l and bsstallatiun of Imssrs. i This Truss bas been designed as all huf dJual building uutlpdttem In cc'" dance Willi ANSUTPI 1-1995 will14DS-91 to lit ha:tum p.tmdasPin of the building drsign by a 9.11il n.. Designer (mglsmmil architect or prnf ninnul e mi—). When reviewd for appf.i•al by Iht building Designer. A. design loadings Shnwlt mull he checked 1. be sure Ihal ifc dau shown at. in agreerneru 1vifh the loaf building coats, hwal climanic records f wind .r snow loads, p.qc a sleeclficatirms .r stu'CIA applied slInaJs. inns shown, truss 1 ram been uctigned for mugc or tscntpmrq (nods. Tlm design assumes r—limmiun ehr. ds (Irrp rw bli—) arc cmuinu- arusly.hracrsl by sheathing on(css udrern•isc stxcirled. Where buurms cl.—I. ill rcusirm are not fully hra— d laterally by a Properly applied rig ill eciling, they sb_Id be braced al a ni.d..nt spat!... of lo'-0- o.t- Cnnnactor Plates shall bemwmfunured rrmn 20 gauge hW dippcd gaavanisd slew mterin, ASTM A 653. Grade 40. —1.. s nherwise sluiwn. FABRICATION NOTES Prior Id fabrication. lilt f bricmor shall review this Drawing In verily that Ibis drawing is in conrurniancc Willi lift fahrialdr'.s plops artd in rolirc a nmtlnuin.. responsibility for such voi- Waitnn. Any dimrcp. macs are its be put In Thin; hcfurc cutting m 6 hficntirm. Flutes shall ram be isullcd Doer knnnholes- tnots or distwd grain. Members shill be e.l ll.w dgM Olthrg sores m WQW hearing. 'Coll- n.eb. plaits dull Ire heated on boeh facts or It- truss M ilh ..it. fully Imtrcdd d and shall Ise sync, afrwt dm j.i.r unless WhcM•ix shown_ A 5c4 Plate is 5' aide a 4' I—g. A 6.6 plait is 6' wide c 8' Im.', Slots (hots) run Parallel to dye plate Imrgds sP-ifed, Double curs ran weh members shall men at (fie ...mild of We .ccbs unless Miles ise shown. Catrieelm plait vises are mirdmum fists based rm Aye fort.. show I may rrcd 1. - im:rearcd rut cenoin Im.w- ling a Ifrrr ercclina stresses, This truss Is no In be falrrleatd with fire reoNanl Icemen Irmdtcr unless utlruwrisc shown. for mlditirmal infurmaliun oa Qudily Control rofcr 1. .. ANSUIPI 1-1995 PRECAUTIONARY NOTES All hracing mat < rm0on roc, mr c a.Ibms arc In be fidlmecd in arxodalsr's swills 'handling Installing & Braeir Hln- 91. Trusses arc to be ImtWIctl With panicular Um during handing aml Intndling, dclivcry and ima.11uliun to avoid damage. Temp,—.-y and licrmmrem bracing for IwWing trosxo In a a ight and plrrmh Ix Itiun and for resisling hieul fo.ccs shall be dcsi•ned and hislallcl liy tdlters- Carcful hand- ling Is evsend.l a.d .—I,m bracing is always m'It'im' i. N.-ml prn_autiamq action fur imsscs "Mres such Itanpunry hncing during ibsl.11atirm between rms-1. ay.ia Inptiltng will druniuuing. -hx suptmisinit of c tclion of trusses shall Irc wider the ninon1 ! of PC, cperi -nl inrhohsutl.dl . trusses. Pn l.ssimmh a&ic. stun he ill, if nccdcJ. Gmccrulahm id cuns' ituctitm fnaJs grcmcr titan it,. design Inds strait rani he applied In trusses at any lime. No lads ndrcr Alin dle iglu of Ilre:. eremirs shall be applial In Irm,cs .,I' ll after all ffstcuing and hncing is cumplacd. I . . 2x OF No. 00550068 STATE OF 4 pO,o '• ORiO: `o HIP GIRDER BLOCKING ADDED TO. TOP CHORD STEP HIP TRUSSES TO SHORTEN 3 OSB NOT TO EXCEED 24"0_C. TO BE NAILED TO TRUSSES W/ o 12" ON CEN. STAGGERED PRE-ENG'D TOP WALL OF BUILDING aron a Systems WARNING: READ ALL NOTES ON THIS S11-EET- A COPY OFTIDS DRAWING TO III: G)VEN TO ERECTING CONTRACTOR. BRACING WARNING: Ling- lot): Dwg: Dsgnr:. Cli: WO- HIPDETAIL Truss ID: HIP Date: 10-20- 00 4005 MARONDA WAY rC Live 16A psf Durfac - LUr: 1.25 SANFORD, FL. 32771 Bracing shin... ran dos 0, a -ing is nut eimrion bracing, u•irid bracing, rin, ml iwa i.ig ill similar, bracing TIC Dealt 7.0 psf Durrvac - Plt: 1.25 407 321-0064 Fax 407 321-3913 niiid, is a pim .f the building design and which must he cumidemd by the building dcsigntr. Bracing sbuwn IS lilt late(:11 SU n ui uuss mendmrs pltr, m hulloingIen,yh. I'iuvisitim Ire IlC Live 0. 1 ISC O.C.Spacing: 24.On TOMAS PONCE P. E. only rcJuee must cad° to 1 drm lmn l bracing at a ar:rnd spcdlad hkaiiuns Jcicrmincd by the bniiding designer. Addiiinnal ht iiig BC Dead 10-0 PSI` Design Criteria: TPI LICENSE #0050068 ol. the u.... it sirutlure may he rcyuntd. (S- I IIB 91 ill 7P0- t cuss Plait Insum ,t. TPI, is hicaled at 583 D'Onuhtn Drive, MaJrstnl, W iscomin 53719). Code Dese: - 18?OOREENBROOKCT.OVIEDO. FL32766 TOTAL 33.0 psf V:. L.,(11, Q- 30L06- -1' flvi;n_ Alwrir dnolysir . JOB PATH: CiITEE-LOXUOBSIHlPOET-f NCS. 01.01.00 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: A QTY:2 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Itnfonnation, specifications and/or designs furnished to the Lruss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of - I-ss-. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans.and to realize a continuing responsibility for such ved- ficatlon. Any discrepancies are to be put In writing before cutting or rabrimLion. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6xB plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lurnber unless otherwise shown. For additional information on Quality Control refer to - ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, dellvery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal Precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after an fastening and bracing I. completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,9 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 965# Support 2 922# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.14" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.15 10-3-2 0-4-3 1 Continuous lateral bracing attached to ==============Joint Locations=============== either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 6) 31- 0- 8 11) 25- 0- 0 positioned to provide equal unbraced 2) 6-10-15 7) 37- 1- 1 12) 19- 0- 0 segments OR 2x4 T-brace nailed flat to edge 3) 12-11- 8 8) 44- 0- 0 13) 9-11- 4 of web with w/3"x 0.12011-nails spaced 8" o.c 4) 19- 0- 0 9) 44- 0- 0 14) 0- 0- 0 Brace must extend at least 90% of web length 5) 25- 0- 0 10) 34- 0-12 2x6 Brace required on any web over 141-011. ----MAX, REACTIONS PER BEARING LOCATION----- WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 0- 1-12 1497 44 -965 SOT PIN Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss 43-10- 4 1451 0 -922 BOT H-ROLL in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE CSI 1- 2 2768 0.48 2- 3 2573 0.55 3- 4 1912 0.50 4- 5 1654 0.42 5- 6 1908 0.51 6- 7 2573 0.56 7- 8 2768 0.55 BC ... FORCE ... CSI 14-13 2426 0.51 13-12 2045 0.41 12-11 1651 0.30 11-10 2046 0.41 10- 9 2426 0.51 19-0-0 6-0-0 19-0-0 1 2 3 6 7 8 0 5X8 MCI 600 woo 5AIIJ 8X1U 4X6 8X10 0-4-3 4X6 T 9-10-3 n 44-0-0 Ilk14131211109 1498# 3.50" 1452# 3.50" 1-0-0 RO-11-11) I ie 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1489 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Mmrix Analysis WARNIidG: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by time building designer. Additional bracing of the overall structure may be required..ISee HIB-91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: CITEE-LOKIJOBSI119NB4V Eng. Job: Dwg: Dsgftr: TLY Chk: WO: WINB4 Truss ID: A Date: 4-01-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design. Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 20499- HCS: 08.20.02 DESIGN INFORMATION This design is for individual building component and has been based on information provided by the client. The designer disclaims any resp-lbility for damages as a result of faulty or Incorrect tnformation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion; handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conLinu- ousiy braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid celling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade, 40. unless otherwise shown. - FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator'splans andto realize continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified.Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/ or erection stresses. This truss is not to be fabricated with fire retardant treated lumber rmless otherwise shown. For additional information on guahly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominomg. The supervision of erection of I-- be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any rime. No loads other than the weight of the erectors shall be applied to trusses Until after all fastening and bracing Is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 2x4 SP # 1 D 1 2x4 SP # 2 D 2 WEBS: 2x4 SP #2 2x4 SP # 3 1,3,12 MULTIPLE LOADS -- This design is the composite result of multiple loads. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1059# Support 2 1089# MAX LIVE LOAD DEFLECTION: L/9. 99 L=-0. 2611 D=-0.27" T=-0.54" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0. 28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0. 1411 RMB = 1. 15 9-3- 2 0-4- 3 J_ WO: WINB4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/311x 0.120" nails spaced 811 o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-011. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 B1dType= Encl L= 40.0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 - 5063 0.82 17-16 4588 0.96 2- 3 - 3059 0.71 16-15 4209 0.95 3- 4 - 2290 0.63 15-14 2688 0.68 4- 5 '- 1870 0.42 14-13 2051 0.45 5- 6 - 1784 0.42 13-12 1873 0.32 6- 7 - 2046 0.49 12-11 2128 0.38 7- 8 - 2628 0.54 11-10 2460 0.48 8- 9 - 2800 0.50 TI: Al QTY:1 Joint Locations=============== 1) 0- 0- 0 7) 32- 4- 8 13) 21- 2- 6 2) 4- 3- 8 8) 37- 9- 1 14) 17- 2- 6 3) 10- 7-12 9) 44 0- 0 15) 10- 7-12 4) 17- 0- 0 10) 44- 0- 0 16) 4- 3- 8 5) 21- 2- 6 11) 35- 0-12 17) 0- 0- 0 6) 27- 0- 0 12) 27- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 12 1498 68 -1059 BOT PIN 43-10- 4 1497 0 -1089 BOT H-ROLL 17-0- 0 t k 10-0-0 lz 17-0-0 Ilk 12 3 1 1 7 8 9 3.00 1 6.00 5X8 3X4 4X6 3.00 OA1V -#AD 0 0A1V 4AU 8-16 3 0-4- 3 0-3 w 4- 0- 0 12-10-14 4-0-0 22-9-10 7 16 15 14 13 12 11 1 1498# 3. 50" 1498# 3.50" 100 RO- 11- 11) r as-o- o (R -0 RO- 11- 11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 id 091( id S SteS WARNING! READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Ctilc: WO: WINB4 Truss ID: Al Date: 4- 01-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral truss to buckling length. Provisions BC Live 0.O Sf r O. C. Spacing: 24.0 407)321-0064 Fax (407)321-3913 support of members only reduce must be PP vg mad'to anchor lateral bracing at ends and specified locations determined by the building designer. en BCDead IOO P Design Criteria: TPI TOMAS PONCE P.E. ee Additioal bracingoftheoverallstructuremayberequired. (SHIB-91 ofTPll.. psf P Code Dese: FLA LICENSE tt0050068 1005VANNESSADR. OVIEDO.FL327rG Truss Plate Institute. TPI. Is located at 583 D onoblo Drive. Madison, Wisconstn 537191. TOTAL 33.0 psf V:09.05.02- 20500- 1 Design: Mmrir Analysis JOB PATH: CJTEE-LOKUOBSIIVINB4V HCS: 08.20.02 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TI: A2 61TY:1 . DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to==============Joint Locations=============== This design is for an individual building BOT CHORDS: 2x6 SP #2 ® either edge of web (s) shown. Bracing MUST be 1) 0- 0- 0 6) 27- 0- 0 11) 35- 0-12 component and has been based on information WEBS: 2x4 SP #2 positioned to provide equal unbraced 2) 6- 2-15 7) 32- 4- 8 12) 27- 0= 0 provided by the client. The designer disclaims 2x4 SP #3 1,10 segments OR 2x4 T-brace nailed flat to edge 3) 11- 7- 8 8) 37- 9- 1 13) 17- 0- 0 any responsibility for damages as a result of - MULTIPLE LOADS -- This design is the of web with w/3"x 0.12011 nails spaced 81, o.c 4) 17- 0- 0 9) 44- 0- 0 14) 8-11- 4 faultand/ rdeor sig rect designs tiothespecificationsIdesigner Composite result of •multi le loads. Brace must extend at least 90%- of web length 5) 22- 0- 0 10) 44- 0- 0 15) 0- 0- 0and/or designs furnished to the truss designer p g by the client and the correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 141-0". ----MAX. REACTIONS PER BEARING LOCATION-----. of this Information as it may relate to a spe- continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type cific project and accepts no responsibility or H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 0- 1-12 1498 44 -979 BOT PIN exercises no control with regard to fabric- PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld e= Enel L= 40.0 ft W= 44.0 ft Truss 43-10- 4 1452 0 -936 BOT H-ROLLLion, handling, shipment and Installation of Z+p trusses. This truss has been designed as an Support 1 979# - in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf individual building component in accordance with Support 2 936# I-6act .Resistant Covering and/or Glazing Req ANSI/TPI 1-1995 and NDS-97 to be incorporated MAX LIVE LOAD DEFLECTION: - - as part of the building design by a Building L/999. .. TC... FORCE... CSI ..BC... FORCE... CSI Desengineer (registered reviewed architect a professional b th L=-0.13" D=-0.14" T=-0.27" 1- 2 -2797 0.46 15-14 2457 0.48engineer). When reviewed for approval by the building designer, the design loadings shown MAX HORIZONTAL.TOTAL LOAD DEFLECTION: 2- 3 -2625 0.51 14-13 2130 0.40 must be checked to be sure that the data shown T= 0.10" 3- 4 -2053 0.47 13-12 1858 0.37 are In agreement with the local building codes. MAX HORIZONTAL LIVE LOAD DEFLECTION: 4 5 -1790 0.39 12-11 2130 0.40 local climatic records for wind or snow loads, T= 0. 05" 5- 6 -1790 0.39 11-10 2457 0.48 - - project specifications or special applied loads. - 6 7 -2053 0.48 Unless shown, truss has not been designed for RMB = 1. 15 storage or occupancy loads. The design assumes 7- 8 -2625 0.52 compression chords (top or bottom) are contlnu- 8- 9 -2797 0.52 ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. - - - 17-0-0 10-0-0 - 17-0-0 FABRICATION NOTES 1 2 3 5 7 8 9 Pnor to fabrication, the fabricator shall review - this drawing to verify that this drawing is In - 0 - conformance with the fabricator's plans and to realize continuing responsibility for such verl- 4X6 3X4 4X6 cation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. 7- knots or distorted grain. Members shall be cut 3X4 3X4 - for tight fitting wood to wood bearing. Con- . nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym: about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" 9-3-2 6X8 6X8widex8" long. Slots (holes) can parallel to - the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes 0-4-3 are minimum sizes based on the forces shown 0-4-3 and may need to be increased for certain hand- Itngand/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 4X6 8X10 8X10 8X10 8X10 4X6 information on Quality Control refer to ANSI/TPI 1-1995 . PRECAUTIONARY NOTES All bracing and erection recorurundations are to be followed in accordance with "Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing' for holding Uvsses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing 1s always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominotog. The supervtsion of erecton of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. n M 44-0-0 15 14 13 12 11 1 1498# 3.50" 1452# 3.50" 1-0-0 44-0-0 RO-11-11) e EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI. 1-1995 scale = 0.1489 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bmclrng, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Eng. Job: WO: WIN64 Dwg: Truss ID: A2 Dsgnr: TLY C ilc: Date: 4-01-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf . Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:09.05.02- 20501 - Design: Matrix Analysis - JOB PATH: C:ITEE-L0KU0BSt1VINB4V HCS. 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information Provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI, 1-1995 and NDS-97 to be incorporated as.part of the building design by a Butlding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with thelocal building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise '. specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ved- ficatton. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym: about the Jolut unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenCroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,3,14,15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1051# Support 2 1094# MAX LIVE LOAD DEFLECTION: L/999 L=-0.24" D=-0.2511 T=-0.491, MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.26" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.13" RMB = 1.15 8-3-2 0-4-3 WO: WINB4 I WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.1201, nails spaced 81, o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-011. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE CSI BC ... FORCE CSI 1- 2 5364 0.71 20-19 4902 0.78 2- 3 3264 0.65 19-18 4776 0.75 3- 4 2522 0.58 18-17 2875 0.42 4- 5 2325 0.43 17-16 2195 0.31 5- 6 2117 0.35 16-15 2406 0.37 6- 7 2120 0.35 15-14 2061 0.37 7- 8 1920 0.37 14-13 2211 0.39 8- 9 2189 0.46 13-12 2489 0.46 9-10 2679 0.50 10-11 2827 0.48 TI: A3 QTY 1 Joint Locations======_======_ 1) 0- 0- 0 8) 29-.0- 0 15) 21- 2- 6 2) 4- 3- 8 9) 33- 8- 8 16) 17- 2- 6 3) 9- 7-12 10) 38- 5- 1 17) 15- 0- 0 4) 15- 0- 0 11) 44- 0- 0 18) 9- 2- 4 5) 17- 2- 6 12) 44- 0- 0 19) 4- 3- 8 6) 21- 2- 6 13) 36- 0-12 20) 0- 0- 0 7) 25- 1- 3 14) 29- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 92 -1051 BOT PIN 43-10- 4 1498 0 -1094 BOT H-ROLL 15-0-0 14-0-0 11 15-0-0 1 2 3 5 6 7 9 10 11 3.00 I 0-3 3.00 Q v,>iv .-.0 1#2kU 4AID lt 7-10-3 0-4-3 4-0-0 1, 12-10-14 1,, 4-0-0 1, 22-9-10 0 19 18 17 16 15 14 13 12 1498# 3.50" 1-0-0 1498N 3.50" RO-11-11) I 44-0-0 e- 1--0-0- RO-I1-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 iMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 3211-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.0VIE1)0.FI_32766 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Eng. Job: WO: WINB4 Dwg: Truss ID: A3 Dsgnr: TLY Cllk: Date: 4-01-03 TC Live 16.0 psf DurFac - Lbr: 1. I TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Design: bfarrCT Analysis JOB PATH: C:ITEE-LOKIJOBSIN7NB4V HCS. 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs famished to the taus designer by the client and the correctness or accuracy of this information as it may relate to a spe- ctfic project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where boLtom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibil ty for such verl- cation. Any discrepancies are to beput in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4. plate is 5" wide x 4" long. 'A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the ceritroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown - and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not lobe fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI I-1995 PRECAUTIONARY NOTES All Bracing and erection recommendations are to be followed in accordance with "Handling , Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires -such temporary bracing during Installation between trusses- to avoid toppling and dominoing. The supervision of e-LIon of trusses shall be Lander the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to Lrusses until after all fastening and bracing Is completed. JB: WINCHESTER B 4 AC: 10# UPLIFTrtD.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,10,11 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 984# Support 2 940# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.14" D=-0.15" T=-0.29'1 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05', RMB = 1.15 8- 3-2 0- 4-3 WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION.Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph;, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40_0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE CSI 1= 2 2828 0.44 2- 3 2680 0.46 3- 4 2190 0.42 4- 5 2144 0.54 5- 6 2144 0.54 6- 7 2190 0.43 7- 8 2680 0.47 8- 9 2828 0.49 BC ... FORCE ... CSI 16- 15 2489 0.46 15- 14 2209 0.36 14- 13 1915 0.33 13- 12 1915 0.33 12- 11 2209 0.36 11- 10 2489 0.46 TI: A4 QTY:1 Locations=============== 1) D- 0- 0 7) 33- 8- 8 13) 22- 0- 0 2) 5- 6-15 8) 38- 5- 1 14) 15- 0- 0 3) 10- 3- 8 9) 44- 0- 0 15) 7-11- 4 4) IS- 0- 0 10) 44- 0- 0 16) 0- 0-.0 5) 22- 0- 0 11) 36- 0-12 6) 29- 0- 0 12) 29- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1497 44 -984 BOT PIN 43- 10- 4 1451 .0 -940 BOT H-ROLL 15- 0-0 14-0-0 15-0-0 1 2 3 5 7 8 9 6. 00 0 4X6 8X10 8X10 4X6 8X10 8X10 0- 4-3 4X6 n n 44- 0-0 16 15 14 13 12 11 1 1498# 3.50" 1- 0-0 1452# 3.50" RO- 11 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1489 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DB.OVIEDO.FL32766 Design: MalrLr Analysis WARNING: READ ALL NOTES'ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracong, wild bracing, portal bracing or similar bracing which Is a pan of the buildtng design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-L0KIJ0BSHI11AT4V Eng. Job: Dwg: Dsgnr: TLY Clik: WO: WINB4 Truss ID: A4 Date: 4-01-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL, 33.0 psf V:09.05.02- 205 3- 4 HCS: 08.20.02 J DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a. spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorpomted as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local cilmatle records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords dop or bottom) are cominu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-U' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in - writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for Light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6.x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and instillation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at anytime. No loads other than the weight of the erectors shall be applied to trusses until alter all fastening and bractrig Is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP .#2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,3,4,E 13 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.56" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.141, RMB = 1.15 T 7-3-2 0-41-3 WO: WINB4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 81, o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 978# Support 2 1039# TC... FORCE CSI BC... FORCE CSI 1- 2 5380 0.73 18-17 4907 0.71 2- 3 5324 0.85 17-16 2980 0.64 3- 4 2785 0.54 16-15 2435 0.51 4- 5 2753 0.42 15-14 2846 0.45 5- 6 2448 0.36 14-13 2339 0.45 6- 7 2452 0.38 13-12 2457 0.46 7- 8 2062 0.42 12-11 2460 0.47 8- 9 2368 0.60 9-10 2808 0.63 TI: A5 QTY:1 Joint Locations==============_ 1) 0- 0- 0 7) 26- 1- 3 13) 31- 0- 0 2) 4- 3- 8 8) 31- 0- 0 14) 21- 2- 6 3) 8- 7-12 9) 37- 0-12 15) 17- 2- 6 4) 13- 0- 0 10) 44- 0- 0 16) 13- 0- 0 5) 17- 2- 6 11) 44-.0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 37- 0-12 18) 0- 0 0 MAX. REACTIONS PER SEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1497 119 -978 BOT PIN 43-10- 4 1498 0 -1039 BOT H-ROLL 13-0-0 18-0-0 13-0-0 1 2 3 5 6 7 1 1 6.00 -60000 5X8 3X4 2X4 6X8 4X6 ra-iv OAlV OAlU 4AO 6-10-3 0-4-3 3.00 -3.00 0-3 n 4-0-0 12-10-14 1z 4-0-0 22-9-10 8 17 16 15 14 13 12 11 1498# 3.50" 1-0-0-0 f 1498# 3.50" RO-11-11) e 44-0-0 1-0--0- I RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR-OV1EDO.FL32766 dVARiVING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of Lruss members only to reduce buckling length. Provision must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). fl'-ss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. Job: Dwg: Dsgnr: TLY Clilc: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: A5 Date: 4-01-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Marrit Analysis JOB PATH C:ITEE-L0KU0BSIW1N84V HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility, for damages as a result or faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- Llon, handling, shipment and installation of trusses. This truss has been designed as an individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When. reviewed for approval by the building designer., the design loadings shown must.be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conLlnu ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a inaximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricalor shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are Lobe put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the cuss with nalls fully Imbedded and shall be sym. about LhejolnL unless otherwise shown A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber winless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, devery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shalt be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater Lhan the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. Jn: VV1Nt-HtbltK is 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP. #2 WEBS: 2x4 SP #2 2x4 SP #3 1,10 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1000# Support 2 943# MAX LIVE LOAD DEFLECTION: L/999 L=-0.15" D=-0.16" T=-0.32rr MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.15 1 7-3-2 0-4-3 A- T_ WO: WINB4 -WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 81r o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14-0n. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf InTact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2811 0.62 15-14 2462 0.47 2- 3 -2360 0.58 14-13 2459 0.41 3- 4 -2057 0.44 13-12 2399 0.43 4- 5 -2442 0.45 12-11 2399 0.43 5- 6 -2057 0.44 11-10 2459 0.41 6- 7 -2360 0.59 10- 9 2462 0.47 7- 8 -2811 0.63 TI: A6 QTY:1 Joint Locations========_====== 1) 0- 0- 0 6) 31- 0- 0 11) 31- 0- 0 2) 6-11- 4 7) 37- 0-12 12) 22- 0- 0 3) 13- 0- 0 8) 44- 0- 0 13) 13- 0- 0 4) 19- 0- 0 9) 44- 0- 0 14) 6-11- 4 5) 25- 0- 0 10) 37- 0-12 15) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc I Vert Horiz Uplift y-Loc Type 0- 1-12 1498 76 -1000 BOT PIN 43-10- 4 1452 0 -943 BOT H-ROLL 4X6 3X4 6XR JVK 6X10 115 14 13 12 1498# 3.50" 1-00 0_ R0-11-11) iq 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.PL32766 Design: Moira Analysis WAI(RIINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR: BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. BracingshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onorrio Drive. Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKIJOBSIVV/NB4V G0000 6-10-3 0-4-3 I- i 8X10 3X4 4X6 11 10 9 1452# 3. & scale = 0.1489 Eng. Job: Dwg: Dsgnr: TLY Clilc: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf Truss ID: A6 Date: 4-01-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: '24.0" Design Criteria: TPI Code Desc: FLA HCS. 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. - Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector - plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in - conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with malls fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate size s are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and a ecbon recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in. a straight and plumb pos- ition and for resisting lateralforces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bmcing during lnslallatlon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I. completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8,9 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1005# Support 2 1041# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.30" D=-0.31" T=-0.62" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB = 1.15 6- 3-2 0- 4-3 WO: WINB4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing.MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.12011 nails spaced 81, o.c Brace Must extend at least 90% of web length 2x6 Brace required on any web over 141-011. WndLod per ASCE 7-98, 1C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in. END zone, TCDL= 4.2 psf,-BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC!. FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -5443 0.78 16-15 4985 0.77 2- 3 -3056 0.90 15-14 4534 0.75 3- 4 -3379 0.68 14-13 2691 0.48 4- 5 -2901 0.41 13-12 3492 0.58 5- 6 -2906. 0.50 12-11 2714 0.60 6- 7 -2224 0.44 11-10 2456 0.57 7- 8 -2532 0.52 8- 9 -2791 0.55 TI: A7 1) 0- 0- 0 7) 33- 0- 0 13) 17- 2- 6 i 2) 4- 3- 8 8) 38- 0-12 14) 11- 0- 0 3) 11- 0- 0 9) 44- 0- 0 15) 4- 3- 8 4) 17- 2- 6 10) 44- 0 0 16) 0- 0- 0 5) 21- 2- 6 11) 33- 0- 0 6) 27- 1- 3 12) 21- 2 6 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 70 -1005 BOT PIN 43- 10- 4 1498 0 -1041 BOT H-ROLL 11- 0-0 22-0-0 11-0-0 1 2 4 5 6 8 9 0 t 3. 00 I SX8 3X4 6X8 3X4 4X6 3. 00 5- 10-3 0- 4-3 0 3 8 n 4- 0-0" 12-10-14 4-0-0 22-9-10 6 15 14 13 12 11 1 1498# 3.50" 1498N 3.50 1- 0 0 44- 0-0 - 10-0 RO- 11-11) r (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 Mar onda Systems__J WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job- Dwg: Dsgnr: TLY ICldc: WO: WINB4 Truss ID: A7 Date: 4-01-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - PIt: 1.25 SAN FORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing Is for lateral buckling length. BC Live 0.0 P Sf n O.C. Spacing: 24.0 407) 321-0064 Fax (407) 321-3913 shown support of truss members only to reduce Provisions must be PPvg !n made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPD. P SfCode Dese: FLA LICENSE #0050068 Truss Plate Institute, TPI. is located at 583 D'Onofrto Drive, Madison, Wisconsin 53719). 1005 VANNESSA DROVIED0.1`1_32766 TOTAL 33.0 psf V:09.05.02- 20506- Design: Matrix Analysis JOB PATH: C:ITEE-L0KU0BSIW1NB4V HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer] When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown, FABRICATION NOTES Prior to fabrication) the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing 'responsibility for such veri- fication. Any discrepancies are 4o be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be col for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web embers shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes re minimum sizes based on the forces shown and may need to be increased for certain hand - Rug and/or erection stresses. This truss is not to be fabricated with fire retardant treated Iurnber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing, HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for hold ing trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during. Installation between trusses to avoid toppling and dom inotrig. The supervision of erection or trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the wei!lit of the erectors shall be applied to trusses until after all fastening and bracing is completed. .. - JB: WINCHESTER B 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x6 SP WEBS: 2x4 SP AC: 10# UPLIFT D.L. 2 2 3 2x4 SP #2 3,4,6,7 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1003# Support 2 944# MAX LIVE LOAD DEFLECTION: L/999 L=-0.19" D=-0.1911 T=-0.38" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.15 T 6-3-2 0-4-3 WO: WINB4 WE: MULTIPLE LOADS This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise.. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Enc1 L= 40.0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Ifrpact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1= 2 -2782 0.53 14-13 2449 0.52 2- 3 -2520 0.50 13-12 2697 0.55 3= 4 -2212 0.41 12-11 2697 0.55 4- 5 -2924 0.47 11-10 2449 0.52 1 5- 6 -2924 0.47 6- 7 -2212 0.41 7- 8 -2520 0.52 8- 9 -2782 0.55 TI: A8 QTY:1 Joint Locations=========== == 1) 0- 0- 0 6) 27- 6- 0 11) 33- 0- 0 2) 5-11- 4 7) 33- 0- 0 12) 22- 0- 0 3) 11- 0 0 8). 38- 0-12 13) 11- 0- 0 4) 16- 6- 0 9) 44- 0- 0 14) 0- 0- 0 5) 22- 0- 0 10) 44- 0- 0 MAX . REACTIONS PER BEARING LOCATION------ X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 74 -1003 BOT PIN 43-10- 4 1451 0 -944 BOT H-ROLL 11-0-0 22-0-0 11-0-0 1 2 4 g 6 8 9 600 6.00 4X6 lyd d1yR I IVA AvG 2X4 2X4 4X6 8X10 8X10 8X10 4X6 f 44-0-0 14 13 12 11 1 1-0-0 1498# 3.50" 1452# 3.50" RO-11-11) I 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1489 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W INB Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: Dsgru: TLY chk: Truss ID.- A8 Date: 4-01-03 4005 MARON DA WAY TC Live 16.0 psf Durfac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFac - Pit: 1.25 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0. psf nO.C.. Spacing: 24.0 TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI C Dead 10. PSI` p Design Criteria: TPI LICENSE #0050068 Truss Plate Institute, TPI, Is located at 583'D'Onofrio Drive, Madison, Wisconsin 53719). Code Dese: FLA 1005 VANNESSA DR.OVIEDO.FL32766 TOTAL 33.0 psf vno n5 ng- 9n1r;,n7_ R- Design .Morris Analysis' JOB PATH: C:ITEE-LOKIJOBSIININB4V HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual budding component and has been based on Information provided by the client. The designer disclalms any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- ciflc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installaUon of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadtngs shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwtng to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x'4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional. information on quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "HandlingInstalling & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage., Temporary and permanent bmctng for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by othersCareful hand- ling inessential and erection bracing is always. required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of Wsses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to Wsses until after all fastening and bracing is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 9,11 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 999# Support 2 1043# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.37" D=-0.39" T=-0.76" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.30" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.15" RMB = 1.15 WO: WINB4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.1201, nails spaced 8" o.a Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FQRCE..:CSI 1- 2 -5382 0.66 2- 3 -3342 0.56 3- 4 -3041 0.46 4- 5 -4339 0.51 5- 6 -3538 0.52 6- 7 -3291 0.50 7- 8 73291 0.58 8- 9 -3291 0.58 9- 10 -2632 0.45 10- 11 -2840 0.47 BC ... FORCE ... CSI 19- 18 4919 0.75 18- 17 4480 0.71 17- 16 3764 0.62 16- 15 4489 0.69 15- 14 3544 0.58 14- 13 2307 0.40 13- 12 2507 0.46 TI: A9 6ZTY:1 Joint Locations============-= 1) 0- 0- 0 8) 28- 1- 3 15) 21- 2- 6 tl 2) 4- 3- 8 9) 35- 0- 0 16) 17- 2- 6 9 3) 9- 0- 0 10) 39- 0-12 17) 9- 0- 0 i 4) 13- 1- 3 11) 44- 0- 0. 18) 4- 3- 8 5) 17- 2- 6 12) 44- 0- 0 19) 0- 0- 0 6) 21- 2- 6 13) 35- 0- 0 7) 23- 2- 0 14) 28- 1- 3 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 85 -999 BOT PIN 43- 10- 4 1498 0 -1043 BOT H-ROLL 9- 0-0 26-0-0 9-0-0 1 2 4 5 6 7 8 10 11 6 T 0- 4-3 't"_ 6X8 3. 00 I 4X6 3X4 3X4 IYA'3XF IVA cvo X6 2X4 0 4X8 SXIA T. 0- 4-3 4-110-3 1- 0-0 8X10 8X10 4X6 4X6 3. 00 0- 3-8 A 4- 0-0 12-10-14 1Z 4-0-0 22-9-10 11 9 18 17 16 15 14 13 1 12 1498# 3.50" 1498# 3.50" 1-0-0 1- 0-0 fRO- 11-11) I ia 44-0-0 (I R0.11_ll) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale 0.1457 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DR.OVIEDO.FL327G6 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building. designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions musL be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191, Eng. Job: Dwg: Dsgnr: TLY CU: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Truss ID: A9 Date: 4-01-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mauls Analysis JOB PATH. C:17EE-LOKUOBSIWINB4V HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result or faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exerci-s no control wLth regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professlonal engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Urdess shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords to tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a madmum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Platesshall not be installed over knotholes, knots or distorted grain. Members shall be. cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing& Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- itron and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is alvn, ys required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any lime. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bmetng is completed. JB: WINCHESTER B 4 . AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support l 1005# Support 2 946# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.2511 D=-0.27n T=-0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.131I MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.061, RMB = 1.15 T 5- 3-2 0-4-3 1 T_ WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 1251rdph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE CSI 1- 2 2838 0.46 2- 3 2630 0.43 3- 4 3228 0155 4- 5 3558 0.58 5- 6 3558 0.58 6- 7 3228 0.55 7- 8 2630 0.45 8- 9 2838 0.47 BC ... FORCE ... CSI 16- 15 2506 0.46 15- 14 2305 0.40 14- 13 3258 0.51 13- 12 3258 0.51 12- 11 2305 0.40 11- 10 2506 0.46 TI: B QTY:1 Joint Locations=============== 1) 0- 0- 0 7) 35- 0- 0 13) 22- 0- 0 2) 4-11- 4 ' 8) 39- 0-12 14) 15- 6- 0 3) 9- 0- 0 9) 44- 0- 0 15) 9- 0- 0 4) 15- 6- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 35- 0- 0 6) 28- 6- 0 12) 28- 6- 0 : MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc- Type 0- 1-12 1498 74 -1005 BOT PIN 43- 10- 4 1452 0 -946 BOT H-ROLL 9- 0-0 11 26-0-0 9-0-0 1 2 4 5 6 8 9 5X8 3X4 6X9 Ayd 4YR 2X4 2X4 0- 4-3 4X6 4X6 8X10 . 4X6 8X10 4X6 4X6 Y T 4- 10-3 1 n _ 44- 0-0 16 15 14 13 12 11 1 1498# 3.50" 1452# 3.50" RO- 1- 0-011- 0 e 44-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1489 i" iaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Matrix Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind. bracing. portal bracing or similar bracing which is a part of the budding design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOK1JOBSII9INB4V- Eng. Job: Dwg: Dsgnr: TLY Chk: WU: WINI34 Truss ID: B Date: 4-01-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TIC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 20509- 1 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on tnfornaUon - provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995.and NDS-97 to be incorporated as part of the building design by a Building - Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project. specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing. unless otherwise specified. Where bottom chords in tension are - not fully braced laterally by properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0"o:c. Connector - plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6". wide x 8" long. Slots (holes) run parallel to - the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on 9uallty, Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominofng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses -Ul after all fastening and bracing Is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x8 SP #1 D 2x4 SP #1 D 1,6 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 10,12 2-PLY TRUSS! fasten w/311X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1364# Support 2 1364# MAX LIVE LOAD DEFLECTION: L/999 L=-0.49" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.33" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.16" RMB = 1.00 T 04-3-2-4-3 WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req TC... FORCE CSI BC ... FORCE CSI 1- 2 11813 0.60 18-17 10785 0.63 2- 3 8935 0.42 17-16 9919 0.59 3- 4 12580 0.27 16-15 8086 0.52 4- 5 12601 0.27 15-14 14188 0.81 5= 6 14332 0.30 14-13 11206 0.68 6- 7 9730 0.22 13-12 10784 0.63 7- 8 9732 0.22 12-11 , 5697 0.37 8- 9 6371 0.28 11-10 5648 0.32 TI: B 1 9TY:2 Joint Locations=============== 1) 0- 0- 0 7) 29- 1- 3 13) 21- 2- 6 2) 4- 3- 8 8) 37- 0- 0 14) 17- 2 6 3) 7- 0- 0 9) 44- 0- 0 15) 13- 1- 3 4) 13- 1- 3 10) 44- 0- 0 16) 7- 0- 0 5) 17- 2- 6 11)_37= 0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 29- 1- 3 18) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46 45- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 . 7- 0- 0 BC Vert L+D -429 37- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3095 0 -1364 BOT PIN 43-10- 4 3091 10 -1364 BOT H-ROLL 2-PLYS REQUIRED 7-0-0 30-0-0 7-0-0 1 2 4 5 6 7 9 0 - 0 3.00 1 10X10 1OX10 6X8 12X12 10X10 1OX10 3.00 0 4-3 T 3-10-3 0-3-8 4-0-0 12-10-14 4-0-0 22-9-10 8 17 16 15 14 13 12 11 1 3096# 3.50" 3091# 3.50" 1 0-0 1 44-0-0 0.1 ,1 00 RO-11-11) 430N 430# (RO-11-11) EXCEPT AS SHOWN.PLATES AIJ TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 WARNING: READ ALL NOTES ON THIS SHEET. Imaronda System A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING 4005 MARONDA WAY g s g g, wind bracing, portal bracing or similar 6mcmgterectionbracing, SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer: Bracing 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. - LICENSE #0050068 Truss Plate Institute, TPI. Is located at 583 D'Onofrm Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.FL32766 Eng. Job: WO: WINB4 Dwg: Truss ID: B1 Dsgnr: TLY Chk: Date: 4-03-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0,0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 20589- 57 Design: Matrix Analysis JOB PATH: C:1TEE-L0KU0BSIW1NB4V - HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incortect Info rmation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- ci(te project and accepts no responslbiUty or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporatedaspartofthebuildingdesignbyaBuilding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes comp resslon chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Gmde40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, -the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) rim parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional InfornaLton on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing forholding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always . required. Normal precautionary action for - trusses requires such temporary bracing during installation between trusses to avoid toppling and domfnoang. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be appUed to trusses at any time. No loads other than the welghl of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2,3 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7,9 2- PLY TRUSS! fasten w/3"X 0.12011 nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1364# Support 2 1372# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.3611 D=-0.38" T=-0.73" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.0711 RMB = 1.00 T 4- 3-2 0-4-3 j I 7- WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY Hip Master designed to carry 71 01, open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98 C&C, V= 125mph, H= 23.0 ft, I= 1_00, Exp.Cat. B,,Kzt= 1.0 Bld Type='Encl L= 54.0 ft W= 44.0 ft Truss in END zone, TCDL= 4.2 psf; BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC.. FORCE ... CSI 1- 2 -6375 0.29 16-15 5653 0.42 2- 3 -6290 0.27 15-14 5620 0.48: 3- 4 -9291 0.39 14-13 9438 0.75 4- 5 -10551 0.41 13-12 9438 0.75 5- 6 -10551 0.41 12-11 5620 0.48 6- 7 -9291 0.39 11-10 5653 0.42 7- 8 -6290 0.27 8- 9 -6375 0.29 2- PLYS REQUIRED TI: B2 QTY:2 Locations============-- 1) 0- 0- 0 7) 37- 0- 0 13) 22- 0- 0 2) 3-11- 4 8) 40- 0-12 14) 14- 6- 0 3) 7- 0- 0 9) 44- 0- 0 15) 7- 0- 0 4) 14- 6- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 37- 0- 0 6) 29- 6- 0 12) 29- 6- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46 44- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 37- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3093 0 -1364 BOT PIN 43- 10' 4 3047 6 -1372 BOT H-ROLL 7- 0-0 30-0-0, 7-0-0 1 2 4 5 6 8 9 6. 00 0 6X12 4X6 8X10 4X6 6X12 wAo 4AD aALU 42kb bAlu 4Xb 4X6 T 0- 4-3 3-10-3 n 44- 0-0 16 15 14 13. 12 11 1 3093# 3.50" 3047# 3.50" 100 44- 0-0 RO- 11-11)DI 430# 430# EXCEPT AS SHOWN PLATES ARE TL20 GATESTED PER ANSI/TPI 1-1995 scale = 0.1489 Maronda systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE- #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design.- Matrix Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bmctng, portal bracing or stm0ar brachng which is a part of the building design and which must be considered by the buildmg designer. Bracing showm is for lateral support of truss members only to reduce buckling length. Provisions roust be made to anchor lateral bracing at ends and specified locations determined by the banding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). ffruss Plate Institute, TPI, is located at 583 D'Onoldo Drive, Madison, Wisconsin 53719). JOB PATH: C:lTEE-LOKUOBSHVINB4V Eng. Job: Dwg: Dsgiu-: TLY Chi{: WO: WINB4 Truss ID: B2 Date: 4- 01-03 TC Live 16.0. psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33. 0 psf V:09.05.02- 2051 1- 1 HCS: 08. 20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibitty for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibWly or xercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engtn-rl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. localclimaticrecords for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a nimimmri spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanlzed steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verlfy'lhat this drawing Is in onfornance with the fabricator's plans and to realize a continuing responsibility for such verf- flcalion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) rim parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum. sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with tire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance. with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bmcmg for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB WINCHESTER B 4 TOP CHORDS: 2x4 SP HOT CHORDS: 2x4 SP WEBS: 2x4 SP AC: 10# UPLIFT D.L. 2 2 3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1_ 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.0211 D= 0.0011 T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 4- 3-5 0- 3-15 so WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords'are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125rrph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= '1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC::: FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 635 6.54 5- 4 -782 0.42 2= 3 -55 0.42 TI: H QTY:3 Joint Locations=============== 1) 0- 0- 0 .3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-IQ-13 ! TOTAL DESIGN LOADS ------------ Uniform - PLF- From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL 9- 10-13 1 2 3 4. 24 209# 4.95" 1- 5-0-5-00 9- 10-13 R1- 4-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. FMaFonda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing Is not erection bracing, wind bmcing, portal bracing or similar bractng SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). LICENSE # 0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.FL32766 Design: Matrix Analysis - JOB-PATH:-C:ITEE-LOKIlOBSIRINB4V 3- 9-15 423# 2.50" scale = 0.4912 Eng. Job: 7VIN94 Dwg: Truss ID: H Dsgnr: TLY Chk: Date: 4-01-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: ' 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 20512- 1 HCS: 08-20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific pr Ject and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This Luss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing. of IO'-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for Light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based. on the forces shown and may need to be increased for certain hand - ding and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 JB: WINCHESTER B 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x4 SP WEBS: 2x4 SP AC: 10# UPLIFT D.L. 2 2 3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 581# Support 2 341# PROVIDEHORIZONTALCONNECTION PER SCHEDULE Support 1 267# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.06" D= 0.00" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.00 4- 3-5 0- 3-15 1 WO: WINB4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads: All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp:Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 1164 0.71 6- 5 -1283 0.49 2- 3 1431 0.62 5- 4 0 0.16 2. 12 1 4. 24 TI: H 1 QTY:1 Joint Locations=============== 1) 0- 0- 0 3) 9-10-13 5) 6- 0-13 2) 6- 0-13 4) 9-10-13 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TIC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13. MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 267 -581 BOT PIN 9- 9- 0 423 0 -341 BOT H-ROLL 2- 9-15 1- 0-0 J_ 0- 4-15 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling- InsLaWng & Bmcing', HIB-91. Trusses are to I - be handled with particular care during banding 6 4 andbundling, delivery and installation to avoid damage. Temporary and permanent bracing 2O9iI 4.95" 423f1 2.50" for holding trusses In a straight and plumb pos- a 1- 5-0 9- 10-13 Ij1-4-12) Ilionandforresistinglateralforcesshallbedesigned RI and Installed by others. Careful hand- Ing Is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4912 required. Normalprecautionaryactionfortrussesrequiressuch temporary bracing during Installation between trusses to avoid toppling WARNING: v: READ ALLNOTES ON THIS SHEET. - Eng. Job: IB4 - N and dominoing. The supervision of erection of trusses shall be under the control of persons Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H 1 experienced in the installation of trusses. Professional advice shall be sought if needed. CONTRACTOR. Dsgnr: TLY Clilc• Date: 4-01-03 Concentration of construction loads greater than the design loads shall not be applied to BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 trusses at an time. No loads other than the Y 4005 MARONDAWAY Bacin shown on this drawvn is not erection bracin wind bracin portal bracing or similar bracin g g gwgpggTCDead 7.O pSf DurFae - PIt: 1.25 weight of the erectors shall be applied to trusses until after all fastening and bracing SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 - which is a part of the building design and which must be considered by the building designer.- Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 pSf O.C. Spacing: 24.0n Is completed. TOMAS PONCE P. E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing the BC Dead 10.0 PSI` Design Criteria: TPI LICENSE #0050068 of overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1g Code Desc: FLA1005 VANNESSA DR. OVIEDO.FL32766 I - - ' TOTAL 33.0 psf I V•09 05 02- 20513- 1 Design: AfatrCr Analysis JOB PATH. C:ITEE-LOKUOBSI R7NB4V - " HCS: 08.20.02 JB: WINCHESTERB 4 AC: 10# UPLIFT D.L. WO: WINB4 I WE: TI: J QTY:25 ` DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 D Analysis based on simplified Analog Model. Joint Locations=============== , This design Is for an individual building BOT CHORDS2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 6- 7 3) , 7- 0- 0 componentandhasbeenbasedonInformationtransfer168poundsofhorizontalreaction2) 7- - 0- 0 4) 0- 6- 7 providedbytheclient. The designer disclaims for damages as a result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V- 12 h, P - - MAX. REACTIONS PER BEARING LOCATION----- faultyresponslbWty faultyorIncorrectInformation, specifications Support 1 433# H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0_ X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer Support 2 355# Bld Type= Enel L= 44.0 ft W. 7.0 ft Truss 6-10-12 151 168 -355 TOP PIN by the client and the correctness or accuracy Support 3 51# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 274 198 -433 BOT PIN If this Infai n ition as It may relate to a spe- cific MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 6-10-12 81 0 -51 BOT H-ROLL project andacceptsnoresponsibilityorL/257 at Mid -panel # 1 exercises nocontrolwithregardtofabrica- truss andbeen L=-0. 33" D= 0.05" T=-0.28" TC... FORCE ... CSI ..BC ... FORCE..:CSI es. This r ss has designed trusses. Thistrusshasbeendesignedasan as aMAXHORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -69 0. 99 4- 3 -2 0.84 Individual building component in accordance with T= 0. 00" ANSI/TPI 1.1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a Building T= 0 . 00" Designer (registered architect or professional engineer). When reviewed for approval by the RMB - 1.15 building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords ( top or bottom) are tontines- 7.0-0 ously braced by sheathing unless^ otherwise specified. Where bottom chords in tension arc 1k 1 2 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a 0 maximum spacing of IU-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Attach ( Att achWith (4) Grade 40, unless otherwise shown. Toe -Nails FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In. conformance with the fabricators plans and to realize a continuing responsibility for such vert- Ncatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knothole, knots or distorted grain. Members shall be cut 3-10-3 for tight fitting wood to wood bearing. Con, 4-3-2 nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to 04-3 the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown to be for Attach With (2) and mayneedIncreasedcertainhand- ling and/ or erection stresses. This truss Is not 3X4 lOd Toe -Nails to be fabricated with line retardant treated lumber unless otherwise shown. For additional information on on QualityControl refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be Handled with particular care during banding and bundling, delivery and Installation to avoid . damage. Temporary and permanent bacing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shag be under the control of persons experienced In the Installation of trusses. Prof-slonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 7-0- 0 I. 4 3 275# 3. 50" 151# 2.50" 1-0- 0 7-0- 0 82# 3.501r RO-11- 11 CIL: 6-10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.4929 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WU: WIN134 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J y CONTRACTOR. BRACING WARNING Dsgnr: TLY Chk: Date: 10-09-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing. Portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral truss bucklinglength.Provisions BC Live 0.0 p sf 24 O.C.ust Spacing: . 0 n 407) 321- 0064 Fax (407) 321-3913 su rt of mm ebers onlytoreduce mbe made to anchor lateralbracing at ends and specified locations determined by the building designer. BC Dead - 10.0 Design Criteria: TPI g TOMAS PONCEP.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). psf Code Desc: FLA LICENSE #0050068 TrussPlateInstitute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719) 1005 VANNESSA DR. OVIEDO.FL32766 0- TOTAL 33.0 psf V:09.05.02- 30533--1 Design: .Matrix Analysis JOB PATH: CATEE-LOKWOMEDIR _ HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this information as It may relate to a spe- cific project and accepts no responsibility or exerclses no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building coda, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unlessotherwiseshown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify, that this drawing Is in conformance with the fabricator's plans and to realize a continuing responslbWty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not heinstalled Over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the mass with nags fully imbedded and shall be - sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide 8" long. Slots (holes) not, parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shovm. Connector plate sizes arc minimum. sizes based on the forces shown and may need to be increased for -certain :hand- ling and/or erection stresses. This truss .Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses arc Lo- be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Illon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always - required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses un W after all fastening and bracing is completed. TI: J 1 QTY:7 Joint Locations==========_____ 1) 0- 0- 0 3) 7- 0- 0 5) 4- 3- 8 2) 4- 3- 8 4) 7- 0- 0 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION---- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 276 240 -230 BOT PIN 6- 10-12 230 0 -273 BOT H-ROLL 7- 0-0 1 2 3 0 4- 3-2 0- 4-3 2- 10-3 1- 0-0 3. 00 1 0- 3 I 4- 0-0 2-8-8 6 4 277# 3.50" 231# 2.50 1- 0-0 7- 0-0 RO- 11-11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES OWTHIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. Dsg TLY BRACING WARNING: TC Live 4005 MARONDA WAY emcing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing BC Live 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead LICENSE # 0050068 Truss Plate Institute. TPI. Is located at, 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.FL32766 TOTAL Attach with (4) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.4929 Truss ID: J1 Chk: Date:10-09-03 16. 0 psf DurFac - Lbr: 1.25 7. 0 psf DurFac - Pit: 1.25 0. 0 10. 0 psf psf O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 33. 0 psf V:09.05.02- 30534- 1 DESIGN INFORMATION This design Is for an individual building component and has been based on Information Provided by the client. The designer disclaims any responsibWty for damages as a result of faulty or Incorrect Information,. specifications and/or designs furnished to the truss designer. by the client and the correctness or accuracy of this information as It may relate to a spe- clflc project and accepts no responsibility or exerclses no control with regard to fabrics- Uon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building designbya Building Designer ( registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, local climatic records for wind or snow loads, pmJect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of I(Y-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance. with the fabricator's plans and to realize a continuing responsibility for such veri- flmtlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x B" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are" sizes based on the forces shown and may need to be Increased for certain hand- lingand/ or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage..Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral tomes shall be designed and installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTERB 4 AC: 10# UPLIFT D.L. WO: WINB4 WE: TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, BOT CHORDS: 2x4 SP #2 H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 WEBS: 2x4 SP #3 Bld Type= Encl L= 44.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf PROVIDE UPLIFT CONNECTION PER SCHEDULE: Impact Resistant Covering and/or Glazing Req Support 1 231# Support 2 272# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE MAX LIVE LOAD DEFLECTION: Support 1 236# L/707 at JOINT # 2 L=-0. 11" D=-0.11" T=-0.22" TC... FORCE ... CSI ..BC ... FORCE ... CSI MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -221 0.40 6- 5 55 0.35 T= 0. 18" 2- 3 -122 0.55 5- 4 0 0.33 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0. 09" RMB = 1. 15 4-3- 2 0-4- 3 i TI: J 1 A QTY:1 Joint Locations=====__________ 1) 0 0-0 3) 7- 0- 0 5) 2- 5- 0 2) 2- 5- 0 4) 7- 0- 0 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz ,Uplift Y-Loc Type i 0- 1- 12 277 236 -231 BOT PIN 6-10- 12 231 0 -272 BOT H-ROLL L 7- 0-0 1 2 3 0 3. 00 I 3-3- 13 Attach with ( 4) 10d Toe - Nails 0-3- 8 Plate Height 2-1- 8 4-7-0 0-6-6 6 4 277# 3. 50" 231# 2.50" RO-11- 11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Matrix Analysis 1WARNINki: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR.. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bmcing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure maybe required. (See HIB-91 of TPp. ITruss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: CATEE-LOKIHOMEDIR Attach with ( 2) 10d Toe - Nails scale = 0. 4929 Eng. Job: Dwg: Dsgnr: TLY Chk: WU: WINt94 Truss ID: J 1 A Date: 10- 09-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33. 0 psf V:09.05.02- 30535- 1 i HCS: 08. 20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cgtc project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verlfy that this drawing Is in conformance with the fabricator's plans and to mall- a continuing responsibility for such verl- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand - King and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installationto avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- Iing Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of tmssesshall be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing tIs completed. JB: WINCHESTER B 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x4 SP AC: 10# UPLIFT D.L. 2 2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# MAX LIVE LOAD DEFLECTION: L/ 643 at Mid -panel # 1 L=- 0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RIM = 1.15 3- 3-14 0- 4-3 WO: WINB4 WE: Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 141 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125niph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -50 0.65 4- 3 -2 0.50 Y_ TI: J2 W _ 61TY 5 Joint Locations========_ ==- 1) 0- 6- 7 3) .5- 1- 8 2) 5- 1- 8 4) 0- 6- 7 MAX. REACTIONS PER BEARING LOCATION----- M X- Loc Vert Horiz Uplift Y-Loc' Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 213 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5- 1-8 - - • - 1 1 2 Attach with (4) 10d Toe -Nails 2- 10-15 Attach with (2) 10d Toe -Nails 5- 1-8 Ilk4 31 213# 3.50" 110# 2.50" 1- 0-0 5-1-8 61# 2 50" RO- 11-11) C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING.- READ ALL NOTES ON THIS SHEET. Eng. Job: Irtarolnda S SteitillS yA COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg` CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf 4005 MARON DA WAY Bracing shown on this drawing fs not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 psf 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPI) BC Dead 10.0 psf LICENSE # 0050068 Truss Plate Institute. TPI, Is located at 583 D'Onofrio'Drive. Madison, Wisconsin 53719). TOTAL 33.0 psf 1005VANNESSADR.OVIEDOTL32766 Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEDIR - - - scale = 0.6319 Truss ID: J2 Date: 10-09-03 uulruG - LUI. I.LU DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA xi - no nr. n,)- 3nr,37- I A HCS: 08.20.02 DESIGN INFORMATION Thls design is for an individual building component and has been based on Information, provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabnca- Hon, handling, shipment and installation of trusses. This truss has been designed as an individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional - engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storageor occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally, by a properly applied rigid ceiling, they should be braced at a maxlmurn spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on loth faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long.. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minlmum.sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followedinaccordance with "Handling Installing & Bracing", HID-9 1. Trusses are to be handled with particular mre during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and. Installed by others. Careful hand - Ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommolog. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the . weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 312# Support 2 287# Support 3 45# MAX LIVE LOAD DEFLECTION: L/640 at Mid -panel # 1 L=-0. 10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0. 00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0. 00" RMB = 1. 15 2-10- 15 0-4- 3 3X4 WO: WINB4 WE: Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 145, pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 23. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 - 50 0.67 4- 3 -2 0.52 TI: J2A QTY:1 Joint Locations=====__====____ 1) 0- 6- 7 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 7 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 145 -287 TOP PIN 0- 1- 12 167 189 -312 BOT PIN 5- 0- 4 60 0 -45 BOT H-ROLL 5-1- 8 Ilk 1 2 0 Attach with ( 4) 10d Toe - Nails 2-10- 15 Attach with ( 2) 10d Toe - Nails 5-1- 8 L Ilk 143 167# 3. 50" 110N 2.50" 5-1- 8 r 61a 2 50" C/L: 9-0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems WAI(NIINI t: READ ALL NOTES ON THIS'SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY I Chk: TIC Live 16.0 psf 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or slmilar bracing TC Dead 7.0 psf SANFORD, FL. 32771 which Is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to buckling length. Provisions BC Live 0.0 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. reduce must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI) BC Dead 100 psf psf p LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA Dft.OVIEOO,FL32766 I TOTAL 33.0 psf Design: -Matrix Analysis JOB PATH: CATEE-LOKIHOMED/R scale = 0. 7213 Truss ID: J2A Date: 10- 09-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA V:09. 05.02- 30538- 1 HCS. 08. 20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific pmjecl and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown most be checked to be sum that the data shown are In agreement with the local building codes: local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for - storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a - maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrfmtlon- Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naft fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. -Slots (holes) run parallel to the plate length specified. Double cuts onweb members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES AN bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand - flog is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between tresses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTERB 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x4 SP WEBS: 2x4 SP AC: 10# UPLIFT D.L. 2 2 3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 299# Support 2 408# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" J RMB = 1.15 3- 3-2 0- 4-3 I WO: WINB4 WE: WndLod per ASCE 7-98, C&C, V= 125mph„ H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L=.44.0 ft W= 5.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 333# TC... FORCE ... CSI 1- 2 -191 0.55 2- 3 -137 0.17 1 BC... FORCE ... CSI 6- 5 18 0.46 5- 4 0 0.09 0 TI: J2B QTY:2 Joint Locations______ 1) 0- 0-=0 3) 5- 0- 0 5) 4- 3- 8 2) 4- 3- 8 4) 5- 0- 0 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- p X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 211 333 -299 BOT PIN 4- 10-12 164 0 -408 BOT H-ROLL 3. 00 I 0- 3_ 8 4- 0-0 0-8-8 1 6 4 211# 3.50" 165# 2.50" L 1-0-0 5- 0 0 I RO- 11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda S Sit mS yA COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: lTC Live 16.0 psf 4005 MARON DA WAY Bracing shown on this darving is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss bucklinglength. BC Live 0.0 sf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. members onlyto reduce Provislons must be made to anchor lateral at ends and specifid locations determined by the building designer. Additional bracing of the overall structure maybe required, (See HIB-91 of TPI). p BC Dead 10.0 psf LICENSE # 0050068 Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR.OVIEDOXI-32766 TOTAL 33.0 psf Design: Matrix Analysts JOB PATH: C:ITEE-LOKIHOMEDIR scale = 0.6440 Truss ID: J26 Date: 10-09-03 DurFac Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific pmject and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer imgistemd architect or professional englneer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are mntinu- ously braced by sheathing unless otherwise specified. Where bottom chords in tendon are not fully braced laterally by a properly applied. rigid ceWng, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily thatthisdrawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discmpamles are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for Light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes bused on the forces shown and may need to be Increased for certain band - ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated umber unless otherwise shown. For additional tlon on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding andbundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erector shall be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTER B 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x4 SP AC: 10# UPLIFT D.L. 2 2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2- 3-14 0- 4-3 b WO: WINB4 WE: Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 86 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 29 0.25 4- 3 -2 0.19 TI: J3 9TY:5 Joint Locations==============_ 1) 0- 6- 7 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 7 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 148 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3- 1-8 1 2 0 Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails 9 3- 1-8 r / 4 3 148# 3.50" 67# 2.50" le 1-0-0 .16 3-1-8 37# 2j50" j ( RO-11-11) I C/ L: 3-04 EXCEPT AS SHOWN PLATES ARE TIL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.9039 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINB4 Mc' II'onda stemS yA COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J3 CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 10-09-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing Is TC Dead 7.0 psf DurFae - Pit: 1.25 407) 321-0064 Fax (407) 321-3913 which a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. -Provisions must he BC Live 0.0 psf Spacing: O.C. S 24.0" Pg• p TOMASPONCEP.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf IIDesign Criteria: TPI LICENSE # 0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrto Drive, Madison, Wisconsin 53719). Code DeSc: FLA 1005 VANNESSA DR.OVIEDO,FL32766 TOTAL 33.0 . psf V:09.05.02- 30540- 2 Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEDIR - HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the them and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responslbWty or exercises no control with regard to fabrka- Bon, handling, shipment and Installation of Hisses. This truss has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responslbdity for such veri- fication. Any discrepancles are to be put in writing before cutting or fabricaton. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HI3-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling la essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to brusses until after all fastening and bracing Is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 191# Support 2 176# Support 3 26# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB =.1.15 WO: WINB4 WE: Analysis based on Sinipli£ied Analog Model. Field Connection at Support 1 nnfst be able transfer 86 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125uph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 29 0.25 4- 3 -2 0.19 0 TI: J3A QTY:1 Joint Locations=============-- 1) 0- 6- 7 3) 3- 1- 8 2) 3- 1- 8 . 4) 0- 6- 7 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 102 111 -191 BOT PIN 3-.0- 4 36 0 -26 BOT H-ROLL 3X4 9 3-1-8. 4 3 102N 3.50" 67# 2.50" L 3-1-8 37N 2_" r C/L: 3-0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA. TESTED PER ANSI/TP1 1-1995 Over 3 Supports W1kKN1r4kx: READ ALL NOTES ON THIS SHEET. Eng. Job: Irlaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY BRACING WARNING: TC Live 4005 MARON DA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing Is the budding TC Dead 407) 321-0064 Fax (407) 321-3913 which a part of design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may required. (See HIB-91 of TPI). BC Dead LICENSE #0050068 Truss Plate Institute. TPI. is located at 583 D'Onof-lo Drive, Madison, Wisconsin 53719)- 1005 VANNESSA DR.014EDOYI.32766 TOTAL Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEDIR Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 1.0986 7 Chk: Truss ID: J3A Date:10-09-03 16.0 psi' DurFac - Lbr: 1.25 7.0 psf DurFac -Pit: 1.25 0.0 psf O.C. Spacing: 24.0" 10.0 psf Design Criteria: TPI Code Desc: FLA 33.0 psf V:09.05.02- 30541- 2 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibWty for damages as a result of faulty or Incorrect Infornatlon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy iof this information as it may relate to a spe- c.. protect and accepts no responsibility or exercises no control with regard to fabAca- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated. as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the bullding desWer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of la-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped gal-n@ed steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformanm with the fabricator's plans and to realize a continuing responsibility for such verl- Dcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with naps fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on guality Control refer to ANSI/TPI 1-1995 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE.UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 2-3-14 0-4-3 WO: WINB4 WE: Analysis based on SimplifiedAnalog Model. Field Connection at Support 1 must be able transfer 88 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE '... CSI 1- 2 -30 0.25 4- 3 -17 0.19 TI: J36 QTY:2 Joint Locations=====------==== 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 88 -176 TOP PIN 0- 1-12 148 119 -284 BOT PIN 3- 0- 4 36 0 -27 BOT H-ROLL IL_ 3-1-8 k 1 2 1- 2-7 0- 8-8 1 Attach with (3) 10d Toe -Nails 3. 00 I 0- 3-8 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed to accordance with "Handling 2-10-0 Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding 4 - 3 and bundling, delivery and installation to avoid 148# 3.50" 68# 2.50" sition damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- 1-0-0 - 6 3-1-8 37# 2.150" and for resisting lateral forces shall be RO-11-11 ) I designed and installed by others. Careful hand- C/L• 3-04 ling Is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports required. Normal precautionary action for trussesrequiresingtop during installation betweemtmsses to avoid toppling betsucweentrusses avoidWARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: and dommotng. The supervision of erection of trusses shall be under the control of persons FMaronda-Systems 11 ACOPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg: experienced in the Installation of trusses. Professional advice shall be sought if needed. CONTRACTOR. Dsg TLY elk: Concentration of construction loads greater than the design loads shall not be applied to 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf trusses at any time. No loads other than the weight of the erectors shall he applied to SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. BmcIng TC Dead 7.0 psf until after all fastening and bracing is 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf Is comple cma ted. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmdng of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf LICENSE #0050068 Truss Plate Imiltute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 11105 VANNESSA DR.OVIEDO,FL32766 TOTAL 33.0 psf Design: Marrir Analysis JOB PATH: CATEE-LOKIHOMEDIR - Attach with ( 2) 10d Toe - Nails scale = 0. 9039 Truss ID: J36 Date: 10- 09-03 VUIrU%- - LUI. I.Cu DurFac - Pit: 1.25 O.C. Spacing:. 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08. 20-02 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by. the r:8ent and the correctness or accuracy of this Information as It may relate to a spe- cl[ic project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum, spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, is or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centsold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with Ilre retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to. be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ttlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling. and dominoing. The supervision of erectionof trusses shall be under the control of persons experienced In the Installation of trusses. Prof — tonal advice shall be sought If needed: Cone matlon of construction loads greater than [ he design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER B 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x4 SP AC: 10# UPLIFT D.L. 2 2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/ 999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1- 3-14 T 0- 4-3 WO: WINB4 WE: Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 26 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4-. 3 -2 0.02 TI: J4 QTY:5 Joint Locations== ==____==== 1) 0- 6- 7 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 7 MAX. REACTIONS PER BEARING LOCATION---- I X- Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP' PIN 0- 1-12 82 32 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1- 1-8 1 2 6. 00 Attach with (2) 10d Toe -Nails 0- 10-15 Attach with, (2) 10d Toe -Nails 1- 1-8 lk 4 3 83# 3.50" 25# 2.50" 1- 01- 1-1-8 l rr r ( RO-11-11) C/L: 1- -4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DR.OVIEDOXI-32766 i Design: Matrix Analysis scale = 1.5869 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgur: TLY Chk: WV: WINM Truss ID: J4 Date: 10-09-03 TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing is not erection bracing, wind bating, portal baring or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral truss BC Li00 psf Live pO.C. Spacing: 24.0" support ofmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. bracing BC Dead 100 f ps DesignCriteria: TPI Additional of the overall structure may be required. (See HIB-91 of TPI). l Code Dese: FLA Russ PlateInstitute, TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33. 0 psf V:09.05.02- 30543- 24 JOB PATH: C:ITEE-LOKIHOMEDIR - HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific pmj-t and accepts no responsibility or _ exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design' loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, protect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review lilts drawing to verity that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- ficallon. Any discrepancies are to be put in writing before cutting or fabrication. Piat- shall not be Installed over. knotholes, mots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with Waits fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) r-un parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendationsare to be followed In accordance with "Handling Installing & Bracing', 11118-91. Trusses are to be handled with particular rare during banding and bundling,delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ttlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Norma] precautionary action for truss- requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall. not be applied to truss- at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER B 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x4 SP AC: 10# UPLIFT D.L. 2 2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 70# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/ 999 L= 0.0011 D= 0.00" T= 0.0011 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: WINB4 WE: Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 26 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125niph,_ H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 0- 10-15 T 0- 4-3 1 1 2 0 TI: J4A 9TY 1 ! Joint Locations=============== e 1) 0- 6- 7 • 3) 1- 1- 8 I 2) 1- 1- 8 4) 0 6- 7 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 36 32 -70 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 0- 10-15 3X4 1- 1-8 4 3 37# 3.50" 25# 2.50" 1- 1-8 13# 2.50' C/ L: 1-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports 10d Toee--Nails2) Attach with (2) 10d Toe -Nails scale = 2.3040 C14aronda System WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: D" g WU: WINtS4 Truss ID: J4A y Dsgnr: TLY Chk:. Date: 10-09-03 CONTRACTOR. BRACING WARNING: Bracing this drawing is bracing, wind bracing, bracing or sanllar bracing TC Live 16.0psi TC Dead 7.0 psf DurFac - Lbr: 1.25 DurFae - Pit: 1.25 4005 MARONDAWAYSANFORD, FL. 32771 shown on not erection portal which Is a part of the building design and which must be considered by the building designer. Bracing buckling length. Provisions be BC Live 0.0. sf P O.C. Spacing: 24.0" 407) 321- 0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce must to anchor lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPI P.E. made TOMAS PONCE G Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf Code Dese: FLA LICENSE #0050068 truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 537119). TOTAL 33. 0.. V:09.05.02- 30544- 2 1005 VANNESSAbil.01AEDOX1.32766 psf Design: Matrix Analysis - JOB PAIN: CATEE-LOKWOMEDIR _ HCS: 08.20.02 JB: WINCHESTER B 4 DESIGN INFORMATION TOP CHORDS: 2x4 SP This design is for an Individual building BOT CHORDS: 2x4 SP component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, speclRrations and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, mass has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom)are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and. to realize a continuing responslblllty re for such verl- Hcation. Any discrepancies ato be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be m sy. about the joint unless otherwise shown. A 5x4 plate is S" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shallmeet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/ or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recoromendatlons are to be followed In accordance with "Handling installing 8i Bracing', HIB-91. Trusses are Lo- be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installatlon between trusses to avoid toppling and dominoinn g. The supervisionoferectionoftrussesshall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the wdght of the erectors shall be applied to trusses until after all fastening and bracing Is completed. AC: 10# UPLIFT D.L. 2 2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 163# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL,LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: WINB4 WE: Analysis based on Simplified Analog Model. Field Connection at Support 1 must be able transfer 28 pounds of horizontal reaction WndLod per ASCE 7-98, "'C&C, V- 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .. BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -6 0.02 TI: J46 QTY: 2 Joint Locations=============== 1) 0- 9- . 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 2 Q Attach. with ( 2) 10d Toe -Nails 0-8-9 0-2-8 Attach with (2) 10d Toe -Nails 3.00 1 0-3-8 3 0-10-0 4' 3 89# 3.50" 25# 2.50" 1-1-9 1-1-8 13# 2. " r ( R1-1- 7) C/L: 1- 4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY BRACING WARNING: TC Live 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead SAN FORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing BC Live 407) 321-0064Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS .PONCE P. E. made to anchor lateral bracing at ends and specified locations determined. by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI(. B(,' Dead LICENSE #0050068 tTmss Plate institute, TPI. is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR. OVIEDO.FL32766 TOTAL. Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMED/R scale = 1.5123 Chk: Truss ID: J413 Date:10-09- 03 16.0 psf DurFac - Lbr: 1.25 7.0 psf DurFac - Pit: 1.25 0.0 psf O.C. Spacing:. 24.0" 10.0 psf Design Criteria: TPI Code Desc: FLA 33.0 psf V:09.05.02- 30545— 2 HCS: 08.20. 02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as aresult of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building y Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a aYimum pacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this d-wtng to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepandes are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or dlstorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of, the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate is 5" wide x 4" long. A 6x8 plate fs 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'.', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid topplblg and dombwmg. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unW after all fastening and bracing is completed. JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 2 3# TC... FORCE ... CSI ..BC -..FORCE ... CSI 2-10-2 0-4-3 WO: WINB4 I WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 811 o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 1251Tph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 46.0 ft W= 8.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TI: P QTY:1 Joint Locations=e:===e:==e:e:=e:e:=e: 1) 0- 0- 0 5) 8- 4- 0 9) 2- 2- 0 12) 2- 2- 0 6) 8- 4- 0 10) 0- 0- 0 t 3) 4- 2- 0 7) 6- 2- 0 4) 6- 2- 0 8) 4- 2- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 0 0 0 BOT PIN 8- 2-12 0 0 -3 BOT H-ROLL 4-2-0 4-2-0 1 2 4 5 0 - Q 4X6 8-4-0 2-5-3 0-4-3 110 9 8 7 6I ON 3.50" 1-0-0 0# 2.50" 8-4-0 1-0-0 RO-11-11) (R0-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs Q 2-0-0 o.c. scale = 0.6484 M_aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.0ViED0.FL3276G Design: Matrix Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this draAving is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Prordstons must be made -to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TPI). Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0KU0BS1W1NB4V Eng. Job: Dwg: Dsgur: TLY Clilc: WO: WINB4_ - Truss ID: P Date: 4-01-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psi V:09.05.02- 20526- 2 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building has in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When renewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are inagreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall renew this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- ficatlon. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5.14 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown, Connector plate st,— are minimum sizes based on the forces shown and may need to be increased fir certain hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In aceordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bating for holding trusses In a straight and plumb pos- then and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling - and domin0Ing. The supervision of erection of trusses shall be tinder the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I. completed. JB: WINCHESTER B 4 TOP CHORDS: 2x4 SP BOT CHORDS: 2x4 SP WEBS: 2x4 SP AC: 10# UPLIFT D.L. 2 2 3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 71# Support 2 210# Support 3 71# MAX LIVE LOAD DEFLECTION: L/999 L= 0.0011 D= 0.00" T= 0.001, MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.001, RMB = 1.15 1-0-0 WO: WINB4 WE: TI: VT10 QTY:1 WndLod per ASCE 7-98, C&C, V= 125inph, H= 23.0 ft, I= 1.00, Joint Locations=============== Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 3) 4- 0- 0 5) 2- 0- 0BldType= Encl L= 44.0 ft W= 4.0 ft Truss 2) 2- 0- 0 4) 4- 0- 0 6) 0- 0- 0inENDzone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX, REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type S TC . . . FORCE . . . CSI BC...FORCE..CSI 0- 0-12 41 2- 0- 0 131 0 0 71 BOT 210 BOT PIN H- ROLL 1- 2 35 0.02 6- 5 84 0.04 3-11- 4 41 0 71 BOT H-ROLL 2- 3 35 0.02 5- 4 84 0.04 E 0 3X4 2X4 3X4 42# 1.50" 131t/ 1.50" 4- 0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI C/ L: 2-0-01-1995Over3SupportsMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DR.OVIEDO,FL3Y166 Design: Mairir Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the budding design and which must be considered by the budding designer. Bracing shownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locatlons determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See HIB-91 of TP0, Truss Plate Institute, TPI, is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). JOB PATH: CATEE-LOKIHOM£D/R Eng. Job: Dwg: Dsgnr: TLY C": TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 2.0 psf TOTAL 25.0 nsf 42# 1.50" scale = 1.6750 Truss ID: yT10 Date: 4-01-03 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS.- 08.20.02 JB: WINCHESTER B 4 AC: 10# UPLIFT D.L. WO: WIN64 WE. TI: VT1 1 9TY:1 DESIGN' INFORMATION TOP CHORDS; 2x4 SP- #2 WndLod per ASCE 7-98, C&C, V= 125mph, ---------=-===Joint Locations------------- ThisdesignisFar— individual building BOT CHORDS: 2x4 SP #2 H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 3) 8- 0- 0 1 5) 4- 0- 0 component and has been based onInformation WEBS 2x4 SP #3 - B1d Type= Enel L=. 44.0 ft W= 8.0 ft Truss .2) 4.- 0- 0 4) 8- 0- 0 '6) 0- 0-0 _- providedbythechent.The designer disclaims in END zone, TCDL= 4_2 psf, BCDL= 1.2 psf ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibwtyfordamagesasaresultof PROVIDE UPLIFT CONNECTION PER SCHEDULE: Impact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type: faulty or Incorrect information, specifications - and/or designs furnished to the truss designer Support 1 71# 0- 0-12 42 3 -71 BOT " PIN by the client and the correctness or accuracy Support 2 - 159# , TC.. FORCE ... CSI ..BC... FORCE... CSI 2- 0- 0 - 78 - 0. -159 BOT H=ROLL. of this infomrauon as it may relate to a spe- Support 3 256# 1 2 66 0.10 6 5 12.6 0.15 4- 0- 0 159 - 0 -256 BOT H-ROLL cific project and accepts no. responsibility or Support 4 161# - 2- 3 66 0.10 5- 4 126 0.15 6- 0- 0 78 - 0 -161 BOT -H-ROLL exercises no control with regard to fabrica- Support 5, 74# 7-11- 4' 42 0 -74 BOT H-ROLLtion, handling, shipment and installation of ppo - trusses. This truss has been designed as. an MAX LIVE LOAD DEFLECTION: - - Individual building component in accordance with L/999 ANSI/TPI 1-1995 and NDS-97 to be incorporated L= 0.00" D= 0.00" T= - 0.00" _ as part of the bufldtng design by a Building- MAX HORIZONTAL TOTAL LOAD DEFLECTION: - - - - - Designer -(registered architect or professional T= 0 . 00" - - engineer). When reviewed for approval by the - budding designer, the design loadings shown MAX HORIZONTAL LIVE LOAD - DEFLECTION: must be checked to be sure that the data shown T= 0 . 00". - - - are in agreement with the local building codes, - - - local climatic records for wind or snow loads, RMB = 1.15 - - project specifications or special applied loads. - - Unless shown, truss has not been designed. for - - - storage or occupancy loads. The design assumes compression chords (toporbottom) are continu- ously braced by sheathing unless otherwise - - - - specified. Where bottom chords in tension are not fully braced laterally by a properly applied - - - rigid ceiling, they should be braced at a - maximum spacing of 10'-O" o.c. Connector - - 4-0-0 - 4-0-0 - plates shall be manufactured from 20 gauge hot - - - dipped galvanized steel meeting ASTM A 653, 3 Grade 40, unless otherwise shown. 0 -6 0000 FABRICATIONNOTES 4x6 Prior tofabrication, the fabricator shall review - - _ thls'dtawing to verify that this drawing Is in conformance with the fabricatoYs plans and to - realize a continuing responsibility for such ven- - - - Iication. Any discrepancies are to be put in - - writing before cutting or fabrication. Plates shall not be installedover knotholes, - knots or distorted gram. Members shall be cut - i for tight fitting wood to "wood bearing. Cori- - - - hector plates shall be located on both faces of - the truss with natls fully imbedded and shall be - - sym..about the joint unless otherwise shown. A 2-0-0 2-0-0 5x4 plate is 5" wide x 4" long. _ A 6x8 plate is 6" - wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs _ unless otherwise shown. Connector plate sizes are mtnLnum sizes based on the forces shown - and may need to be increased for certain hand- ling and/or erection' stresses.. This truss is. not - to be fabricated with fire .retardant treated _,L_ lumber unless otherwise shown For additional - 3X4. 2X4 - 3X4 huf rmation onQualityControlrefertoANSI/TPI 1- 1995 PRECAUTIONARY NOTES Alt bracing and erection recommendations are to be followed in accordance with "Handling. Installing & Bracing', HIB- 9 L Trussesare to be handled with particular care during banding and bundling. delivery and installation toavoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essentialand erection bracing is always required. Normal precautionary action for trusses requires such temporary braving during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design,loads shall not be applied to ti—es at any time. No loads other than the, weight of the erectors shallbe applied to trusses until after all fastening and bracing Ls completed. 16 5 41 42# 1.50' i 78# 1. 50" 159# 1.50" 78# 1.50" 42# 1.50" 8-0-0 C/L: 2- 0-0 C/ L: 4-0-0 C/L: 6-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPt 1-1995 Over 5 Supports scale = 0.8375 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: INB4 S St IiES A COPY OF THIS DRAWING, TO BE GIVEN TO ERECTING Dwg: Truss ID: VTl 1 s'ltd"onda y Dsgnr: TLY Clik: Date: 4-011'-03 CONTRACTOR. Liv17.0 psf TC DurFac - ' 1 5 4005 MARONDA WAY - BRACING WARNING: Bracing shown on this dmwmg is not erection bracing, wind bracing, portal b rae;r,g or svnna bracing TIC Dead - 7.0 psf Dead Pit: 2 DurFaC - Pit: 1.25SANFORD, FL. 32771whichisapart of the building design and which must be considered by the building designer. Bracing. BC Live 0.0 - psf P O.C. SppClllg:. 24.0" 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce budding length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC. Dead 2.0 psf De$lgn Cr tena:.TPI i TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91of TPI). Code Desc: FLA LICENSE #0050068 1005 VANNESSA DR.OVIEDOYL32766 Truss Plate Institute. TPI, Is located at 583 D'Onofrlo Drive, Madison: Wisconsin 53719). TOTAL 25.0 psf V:09.05. 02- 31206- 61 9 Design: Matrix Analysis . JOBPATH. CATEE-LOKWOMEDIR - - - - - HCS: 08.20.02. i