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HomeMy WebLinkAbout149 Wheatfield Cir 06-485 New SFHPERMIT ADDRESS \ L C` C_J O_ ^ . \ J _ SUBDIVISION CONTRACTOR PERMIT # DATE - U Maronda HomesADDRESS1101NKellerRd., Ste F PERMIT DESCRIPTION Orlando, FL 32810 407-475-9112 PERMIT VALUATION PHONE NUMBE: CRC 058496 SQUARE FOOTAGE PROPERTY OWNER ADDRESS Z/ PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE n O V,,ti`l City of.Sanford Certificate of Occupancy This is to certify that the building located at 149 Wheatfield Dr for which permit number 06-485 has heretofore been issued on November 16, 2005 and has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as New Single Family Residence subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Building: R Addison Engineering & Planning: Date 11/13/06 D Richards 11/16/06 Public Works: M Watson 11/13/06 Utilities: R Blake 11/16/06 Fire Department: Conditions (if blank, no conditions apply) Maronda Homes Q)3 YVA .,,.: _ 11/16/06 Property Owner Building Official e Date BP210U01 CITY OF SANFORD Application Miscellaneous Information Maintenance 11/16/06 13:52:36 Application number . . . . 06 00000485-v Parcel Number . . 32.19.31.518-0000-0220 Address . . . . . . . . . 149 WHEATFIELD Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information HISB 11/16/05 Y 1 STORY/2 BATH noc exp 2/20/07 HISB 11/10/06 Y CO SIGN OFF: HISB 11/10/06 Y P&Z: DR 11.16.06 HISB 11/10/06 Y PW: MW 11.13.06 HISB 11/10/06 Y Util:RB 11.16.06 HISB 11/14/06 Y fema/slab on file F3=Exit F6=Add F12=Cancel SMITH DRAFTING & SURVEYING4 INC. P.O. Box 4518 Deland, Florida 32721 Phone (386) 734-7047 Fax (386) 7344248 1rdW- .• 1 1 . To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot 22 ; Celery Lakes Phase 1 A; Plat Book 67, Pages 98 and 99; Public Records of Seminole County, Florida. aka: /49 WXa,' /, G%Y/ ; Sanford, Florida 32771 Dear Madam or Sir; This is to certify that the residence constructed at the above referenced property and address meets or exceeds the requirements of "Sec. 6-7. Finish Floor Elevations" of the City of Sanford Building Code. Respectfully; Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No.1660-°008 Expires February 28. 2009 Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 17-8. SECTION A - PROPERTY INFORMATION For Insurance Company'Use: Al. Building Owners Name A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company rwu rvumuvr I4qbVHLATL/EL/ i /.C?GGE Stale ZIP Code A3. Property Description (Lot and Block Numbers, Tax Parcel Number. Legal Description, etc.) LOT Z CEGE2y LA/ESA'IA E /A Ab vA/TY Fzo,QIo/1 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.)/NGc FA^ri'.P S'VrA9L A5. Latitude/Longitude: Lat. — Long. Horizontal Datum: NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood Insurance. AT Building Diagram Number I_ A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) A sq ft a) Square footage of attached garage Q sq it b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure( s) walls within 1.0 foot above adjacent grade '"A walls within 1.0 foot above adjacent grade Q c) Total net area of flood openings in A8.b sq in c) Total net area of flood openings in A9.b Q sq in SFCTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bi. NFIP Community Name & Community Number B2. County Name IB3. State CJTY O AJ FG0.2/OA B4. Map/Panel Number B5. Suffix B6. FIRM Index 13 FIRM Panel B I. Flood Zon es) B9. Base Flood Elevation(s) (Zone AO, use base flood depth) 2//7C0065 ram, Date Avg. / 7, / 995 Effective/Revised Date AP,QJL / 7 1-9-9-5`Xm r B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In Item 89. FIS Profile FIRM Community Determined Other (Describe) ^ 811. Indicate elevation datum used for BFE In Item B9: ® NGVD 1929 NAVD 1988 Other (Describe) B12. Is the building located ina Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)7 Yes ®No Designation Date - 4- CBRS OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: Construction Drawings' Building Under Construction' Co Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones At-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A; AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-9 below according to the building diagram specified in Item A7. Benchmark Utilized SCE Vertical Datum NGv01=1 Conversion/Comrrients -! 4_ Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ ® feet b) Top of the next higher floor 4J 4 feet c) Bottom of the lowest horizontal structural member (V Zones only) NIA' feet d) Attached garage (top of slab) Z.Z.ZQC9 feet e) Lowest elevation of machinery or equipment servicing the building m feet Describe type of equipment in Comments) (NC [oavQCS.saR, f) Lowest adjacent (finished) grade (LAG) ro feet g) Highest adjacent (finished) grade (HAG) L _ feet meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) 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 on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form Certifiers Name License Number PLACF edilln IMPORTANT: In these spaces, copy the corresponding Information from Section A. For Insurance Company Use, Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number City State v ZIP CodeIMI I Company NAIL Number I cSfaNF02D, Go2iOA 3Z77/ SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Signature vale C] Check here it attachments SECTION E-'13UILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For 7ones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B. and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E 1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (Including basement, crawl space, or enclosure) Is feel meters above or below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is feel meters above or below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor elevation C2.b in the diagrams) of the building Is feet meters above or below the HAG. E3. Attached garage (top of slab) is feet meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is feet meters above or below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated In accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A. B. and E for Zone A (without a FEMA-issued or community -Issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments Clieck here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer. the. community's floodplain management ordinance can complete Sections A. B. C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9. J G1. [J The Infonnalion In Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation Information. (Indicate the source and dale of the elevation data in the Comments area below.) G2. A community official completed Section E for a building!' it' d In Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. a .... G3. The following information (Items G4.-G9.) Is provyed for community floodplain management purposes. G4. Permit Number I G5. Date Permit Issued," " ; I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for. ElNew Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: - feet meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: feel meters (PR) Datum Local Official's Name Title Commun,ty Name Telephone Signature Date Comments FEMA Form 81-31, February 2006 Check here if attachments Replaces all previous editions NOV. 10.2006 12:19PM STATE General 0 g OWNER II 8 Name and 0 0 Interest In ti N NAME ANI U. G3tW gm.d _ te f g I CONTRAC 2 & SURETY (I 019 Nameand ) In Fa Amount of E a LENDER 91 Name and a In additlon to Provided in Expiration D The Q*ImUon MARONDA HOMES Iltllu(rQg1N0: 618 P alalpUlllfil ltllll NARYW ,jeft; IXERIt OF CIRCUIT ! MINEtLE't l) 8H od1A.6 04 Owl tlpg) CLERK'S at •-'00E(Q77eg fmiNDO) oE'Ic0/?ppf; Ul:OIo14 R!1RMANDIWtryI0. 00 ITT®'I'ICE OF C®MMINCEI ENT TAX FOLIO NO, 25-133-6949 PERMIT NO. LONIDA COUNTY OF SEMINOLE INDERSIGNED hereby gives notice that improvement will be made to certain andproperty, and In accordance with Chapter 713, Florida Statutes, the followingationisprovidedInthisNoticeofCommencement. l' N OF PROPERTY (Legal Description end Street Address) Lot 22FIELDCRCLE: Subdivision CE F RY LA ES PH 1A I ription of Improvement RMATION esid nce J: yresa ALaronda omeS 955 Kel er o d S 1 to 1500 Itamo Sonnas. FL 32714Party (Fee Simple, Partnership, etc.) . Owner A 30RESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) aror da Hornea, 9 b K e Road Suite 1500 moots Sorinas . FL 32714Nameandaddress) r ding Company) Ic resaAJIA I, 9 eSS and o eric N 260 Pank venue South SuitO 400 Win;er Park. F 32789-431611TTN, DAN FINN PAN Phone /407 64"304 IF r4071 644-2388 t within the State of Florida designated by owner upon whom notice or otherItsmaybeservedasprovidedbySection713.13(1), (a), 7., Florida Statutes. St.. Sanford FL 32771 Fax 407 330 6062 Phone (407) 322 484. Self, Owner designates (Name and address) - or to receive a copy of Lienors Notice asan713.13(2), (b), Florida Statutes. 4 Notice of Commencement s 1 Year from the data or recording unless a -;-%rent date Is specified.) THIS DOCUMENT It I IEING RERECORDED TO I FLECT Russ— THE CORRECT P 9i 1 # u RS Maronda Ho orida ice President - Construction Sworn to and sl III rcribed before me this 0 H _ day of FE U RY, 2008. Nota ublic CEki1fIE0 COPYAIARMigEOFCIRCUITCO F JEnNNINE FUUERTO 7b1 V FLORMV a 4zwss v1012 Q% 8oneaa J ti pooH r 2 • isr j rrY ClOW —.. Maron& MH Homes 955 Keller Road, Suite 1500 • Altamonte Springs, Florida 32714.407-475-9112 • Fax 407-475-9115 May 25, 2006 City of Sanford 300 N. Park Ave. Sanford, FL 32771 To Whom It May Concern: RECEIVED MAY 2 6 Z006 This letter is in reference to Permit # 06-485 issued to Maronda Homes for property address 149 Wheatfield Circle. The permit was issued on November 16, 2005 and we have not started construction on this single family residence due to the decrease in our sales. The construction on this SFR is scheduled to begin within the next few weeks. Attached is the $15.00 permit renewal fee for Permit # 06-485. Please renew the permit for 6 months and we will call for our first inspection as soon as possible. If you have any questions or concerns, please contact me at (407) 659-3719. Sincerely, Russell ' Summers Vice President of Construction Maronda Homes, Inc. of FL 0 COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 105-77173 BUILDING PERMIT NUMBER:C),G'lI (CIT ) UNIT ADDRESS: i I-0 IA)hPr TRAFFIC ZONE: JURISDICTION: 06 SEC: Up RNG: SUBDIVISIONT: .oIPT—i l A14--) PLAT BOOK: YLhT BOOK PAGE: OWNER NAME: ADDRESS: APPLICANT NF ADDRESS: !j DATE: COUNTY NUMBER: CITY OF SANFORD PARCEL: TRACT: BLOCK: LOT: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # 6 TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 $ 705.00 ROADS COLLECTORS NORTH 0 dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE 0 dwl unit $ 54.00 1 8 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,285.00 STATEMENT RECEIVED BY: V < < [ SIGNATURE. PLEIASE PRINT NAME) NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **w DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS TO APPEAL THE CALCULATIONS OF THE OF THE APPLICANT, OR OWNER, ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: 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 NUMBER AT THE TOP LEFT OF THE NOTICE. t THIS STATEMENT IS VALIONLY IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT******************** Is 3, _ l 1 CITY OF SANFORD PERMIT APPLICATION Permit # : G 1 Date: AUGUST 22, 2005 Job Address: 149 WHEATFIELD CIRCLE LOT 22 CELERY LAKES PHASE 3 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $83,188.00 .SCn Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool -VU Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary Pole Q Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. j equft Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines cjFO yjj,cc Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,288 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 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 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton 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 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. 8/22/05 Signature of Owrier/Agent Date Russell -Keith Summers Print Owner/Agent's Name 8/22/05_ kofate of Florida Date FULLERTOir C-1nn# OD0460464 8/10/2009 oonocd Inru (800)432-4254: cs r .•' Rondo Norary Assn. Inc Owner/Agent is _X_ Personally Known to Me or Produced ID A ,^ 8/22/05 Signature ofContractor/Agent Date Russell Keith Summers Print Contractor/Agent's Name 8/22/05_ Signat a of ary-State of FIRri q..... Date........ NNINE FULLERT014 Conn# JD0460464 t-, 8/10/2009 C ca wu (800)432 3254: F ,!o•ary Assn.. Inc e Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldr ) / Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: 1 -, atis-U( CITY OF SAN FORD PERMIT APPLICATION Permit # : Job Address: BIT Description ofof 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 AMPS /5_ 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 # Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Daniel Puglisi 4005 Maronda Way Sanford FL 32771 State License Number: EC0001663 Phone & Fax: (407) 475-91 12 / Fax (407) 667-0014 Contact Person: Jeannine Fullerton 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 pennit 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 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. n •n Fr a T A A o. . ,, a 2 1...1L,5 Signaturef Uwv_nAgent Date Russell Keith Summers Print Owner/Agem-s-Name Date Dc460464 cc 8/10/2009 S yj Te Ecnd:. thru (800)432-4254: ro 4Flonca Notary Assn., Inc Owner/ Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: 7-oni Initial & Date) Special Conditions: fi. u4% s Si • tur Contractor/Agent Date Daniel Puglisi Print Cont,4etor/Agent's Name rat f riflNotary Staieof.F.laridav Qa e J Commit 000460464 Cxp, mS 8/10/2009 7 ocnded thru (800)432 4254: 0.:••••• Florida Notary Assn.. Inc • Contractor/ Agent is _X_ Personally Known to Me or Produced ID Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION Permit # : Date: i..::] 2 L .,... Job Address: l W HEd4 7-,/ELd G1Q- LOT EQ-1 lid 4e$ f4! 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 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 TEMA form required for other than X) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: ArchitecUEngineer: 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. 1 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 infonnation 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 restrir county, and there may be additional permits required from other governmental entities Acceptance of permit is verification that I will notify the owner of the property of the Signature of;Owner/Agent Date Russell Keith Summers Print Owner/Agent's Name S nature No ry-State ofFlorida ..... Qate J N INE FULLERTOiv Comm# OD0460464 Espies 8110/2009 Bonded thru (800)432 4254: Corr° ............................................. Flonda Notary Assn.. Inc Owner/ Agent is _X_ Personally Known to Me or Produced ID applicable to this property that may be found in the public records of this as water management districts, state agencies, or federal agencies. of Florida Lien Law, FS 713. V V 2 CL b.s dJ of Contractor/Agent Date CARY CAP-MACK CAC043900 Print Contractor/Agent's Name d 1 ignature f t1t.ate of Florida Date PYE FULLERTOiv ....r Comm# DD0460464 Exp: res 8/10/200.9 i. " Co u,r rp c S4: Contractor/Agent is _X_ Personally IMCnown t Md i...'.a t•totary Assn., Inc = Produced ID ""........ APPLICATION APPROVED BY: Bldg: Zoning: Utilities: Initial & Date) (initial & Date) Special Conditions: FD: Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION p Permit # : Date: P"") Job Address- LOT a r!GE y Z-4 S P 3 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 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: Construction Type: VI # of Stories: _# of Dwelling Units: 1 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 955 Keller Rd. Ste. 1500 Altamonte Sprinas, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 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 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 pcnnit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Sign ture ofOwner/Agent Date Russell Keith Summers Print Ow)yer/Agent's Name P Sign re of Nota . State of FI;>.rida Date ti:NEr 'LLERTO'14 Comm# OD0460464 J1, flxpues 8l1o/2009 q•? Bonded thru (800)432-4254: Flonda Notary Assn., Inc Owner/ Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Initial & Date) Special Conditions: Signatu - c of Contractor/Agent Date JULIA REESE CFC1426702 Print Contractor/Agent's Name P. t .Y 51 L Signet reNot,`-State_gf.Florida, Date... po Comm# DD0460464 Expues 8/ 10/2009 H= dBonded thru (800)432-4254: Flonda Notary Assn., Inc Contractor/Agent is _X_ Personally Known to Me or Produced ID ng: Utilities: FD: Initial & Date) ( Initial & Date) (Initial & Date) L[Nitronda Homes__j AN EASILY OBSERVABLE BETTER VALUEI 955 KELLER ROAD SUITE_ 1500 • ALTAMONTE SPRINGS, FLORIDA 32714 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA CITY OF SANFORD VOLUSIA COUNTY 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 work to be completed at Lot 22, 149 WHEATFIELD DRIVE at CELERY LAKES PHASE 3. RUSSELL KEITH SUMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 22ND day of AUGUST, 2005 by RUSSELL KEITH SUMMERS who is personally known to me. NO AR UBLIC. JE NNINE FULLERTOiv p,, Comm# OD0460464 Ex;:res 8/10/2009 Bonded thru (800)432.4254: Florida Notary Assn., Inc MARYAW. KIR13 , 1 6K (tl+ CIRCUIT CURT a c oc O o •-4 W in N U."IM O W JW O Vf C7 W ~ W Q J O W N U. _ 0: W W LU z J O Z O YIn a W In Q 0 n 5u a SEMINIkE L BK _)i' 4.lint CLERK' S :0 20,'f)5159203 RENIND Il 0/1` IF-10 5 Q :57i36 P) R .01100[i EF ES 10- 0 RE41li11k.b BY t holden NOTICE (3)I]E COMMENCEMENT 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 and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 22 149 WHEATFIELD CIRCLE: Subdivision: CELERY LAKES PH.3 General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America, NA, 250 Park Avenue South Suite 400 Winter Park, FL 32789-4316 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 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. Is" St., Sanford, FL 32771, Fax: 407-330-5062, Phone: (407) 322-9484. Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement The expiration date is 1 year from the date of recording unless a different date is specified.) Sworn tQ and subscribed before me this ULL T0I4 Comm# DD0460464 Expires 811012009 Bonded thru (800)432-4254: Florida Notary Assn..... RUSSELL K IT H MERS Maronda Ho es, Inc. of Florida Vice President - Construction 22ND day of AUGUST, 2005. lVEiti Fjt C °. Gr at Ia111J . CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 22 Subdivision: CELERY LAKES PH.3 Property Address: 149 WHEATFIELD CIR x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: FX-1 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. El 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). O c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. x 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. x 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. x h. Square footage table showing footages: Garages/Carports 377 S.F. Porch (s)/Entry(s) 36 S.F. Patio(s) S. F. Conditioned structure 1,875 S.F. Total (Gross Area) 2,288S.F. x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). El 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. El 6. 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 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. 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: MONDAY, AUGUST 22, 2005 SIGNATURE: :. U By Owner or Authorized Agent) Legend of Symbols and Abbreviations: REROD: Steel Reinforcing Rod Boundary Line Brg. Bearing Field Field Measured P.C.P. Permanent Control Point P.T. Point of Tangency Centerline Calc. Calculated Fnd. Found P.I. Point of Intersection R Radius Right-of-way Line C.B. Concrete Block Gov't.: Government P.L.S. Professional Lard Surveyor R.L.S.: Registered Land Surveyor Overhead Utility Line Ch. Chord L.B. Licensed Business P.O.B. Point of Beginning R/W Right-d•way Easement Line Conc.: Concrete O.R. Official Records P.O.C. Point of Commencement Sec. Section I Central Angle Const.: Construction Pav't.: Pavement P.R.C. Point of Reverse Curve S/T Septic Tank ARC Arc Length cis Concrete Slab P.C. Point of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bench Mark Blk. Block Elev. Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ With Boundary Survey: o: y Yt a u !g 1>, N Vo2g 00 Nov¢ V 9 7 N C Z 8.2 WaS=a v ; E' Z ^•vv, O-5U :? c Q o .. . U aN. X A W U c cUQuQo o = N O 'S 'c LL ' r 0 5r fS4-j O. oo ' ~r^ .w.uo O Carvc, PATl P wlJ oo7ER • 410.00 PoeoPo5eo f*'!)G - r NG Toe ',K' 3 — _..__ 0 ab «E 2 2- %%_ Is S zv. IEiaS6M6t1% S Pr i r s' 741 Q I /oLaS L427_i irED UP24.9- O. va P _ I' w PA7- O --: ,'f0.!Op ./r/ti« _--( `` 'V.44 00' ' Fite.O Sssidwic ¢ rT.t/K TiYd L3-2tl4; ffKf G.Ae /'PL.f .t 0 7'bi Li- iIJ; i P.'.rr R3I D7sG ,{/ie EATF/ELF C/'LE 3Y_u P40"er '0?T• S ; jf. %!s„O.w/L r PA'T. / Z'4.c. 6..rr Lo - r ZZ j GEGE,2Y L-'/•«.5 /i°1.4SE /A ; fl ..e/vrsi f v/20/N6 T .v .v LAT , QODiI fiGE S /Au0 ; v G/G EcD,PQS Of SEM/I OL6 Ol.t Ty CERTIFIED TO: I hereby certify that this map depicts a survey performed under my supervi- sion, and is correct to the best of my knowledge and belief; and that this survey meets the minimum technical standards set forth by the Florida Board o1 Professional Land Surveyors in Chapter 61G17.6, Florida Administrative : Code, pursuant to Section 472.027, Florida Statutes it j SMITHDRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND, FL DELTONA, FL SI ey E. Smith 386) 734.7047 (386) 789.2855 egisterad Land Surveyor Certificate Number 3736 NOT VALID UNLESS SEAL IS EMBOSSED DRAWN BY:.S REVISIONS: CREW CHIEF: /f/ . SCALE: / ii_ Note: No instruments of record reflecting easements, limitations, owner - ships, reservations, restrictions and/or right-of-ways, if any, have been pro- DATE: S'r„ y e /> 2005 vided to this surveyor, except as shown. No underground installations or 1utilities have been located, except as shown. WOa051 C' CITY OF SANFORD PERMIT APPLICA"PION Permit # : ()(l —1 b L Z c`S— Date:J o I ( t Job Address"`I(lJi1 t1"If l 1 Y— Description of Work: ' '15 - SGGci " t Total Square Footage Historic District: Zoning: Value of Work: $ Permit Type: Building 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 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 Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) Owners (IName & Address: rylr, t-G Yl E 1 A— 1 l u; U V t •( ?S JI Phone: Co tractor N a++me & Addess: 1) r t n k `_ /, Y t l° Phone & Fax,v)-- - Contact Person: i Bonding Company: Address: Mortgage Lender: to License Number:).( C} JCJ 5 Z f Address: Architect/Engineer: Phone: Address: Fax: — one: 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 b ound in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, ate agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien La 713. 6`aq-a, Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: UTIL: FD: Special Conditions: Rev 03/2006 Signature of Date Print ontractor/Ag is NamPrint tS Sig f otary-State of Florida U NOPW PUBLIC -STATE OF FLORA Kenya K. Lindsay Commission # DDS41618 Expires: APR. 18, 2010 Contractor/Agent is _ Personally Known to#Qgt@d Thru Atlantic Bonding Co., Inc. Produced ID ENG: BLDG: Legend of Symbols and Abbreviations: REROD: Steel Reinforcing Rod Boundary Line Brg. Bearing Field Field Measured P.C.P. Permanent Control Point P.T. Point of Tangency Centerline Celc. : Calculated Fnd. Found P.I. Point of Intersection R Radius Right-ol-way Line C.B. Concrete Block Gov't.: Government P.L.S. Professional Land Surveyor R.L.S.: Registered Land Surveyor Overhead Utility Lino Ch. Chord L.B. Licensed Business P.O.B. Point of Beginning R/W Right-ol•way Easement Line Conc.: Concrete O.R. : Official Records P.O.C. Point of Commencement Sec. Section a Central Angle Consi.: Construction Pav'L Pavement P.R.C. : Point of Reverse Curve SIT : Septic Tank ARC Arc Length cis Concrete Slab P.C. Point of Curve P.R.M. Permanent Relerence Monument T.B.M.: Temporary Bench Mark Blk. Block Elev. Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ With CM&NAv K IOWA Boundary Survey: w/oGS G.9Pz494 o «zs'94 s I s• S •,.vtra 1 o: 1., C 7 L - \ HN a u g Q 8 23 g 30 a , v i` I Caryvc. PATEp N g • WlI-oO7ER LT E c o= Ilk 40. O p r,: M u Z o1?D u U. n n E F , x Qb G, FE 2O.77 ua G o T U a vQ o Q USNS >_ LL. C V. L s-- -_try: _ .k IN E SE.y6.uT s r Qr I s. Fw/0.78.ei.G1q 7dt6 Ly-24l4; ifKf G+AD /'PL,t ct>A 741ift ts- sNt: yo p r 03t »x14ZAL., E C .QC 773(. P40'.er P.T• Vo''Asrot4 crP.•'T. /Z'4.c.6arrirllri Lo7' 22 /ci`1ASE 40'? /%/DID /ti 9.uo /vd c/c ,Q.fco,Pl2s Of SEi Nv[ 6 Cov.Tf ; Fic-a E'iof. CERTIFIED TO: Mom^ Q - l --- ---^ I hereby certify that this map depicts a survey performed under my supervi• sion, and is correct to the best of my knowledge and belief: and that [his survey meets the minimum technical standards set forth by the Florida Board of Professional Land Surveyors in Chapter 61GI7-6, Florida Administrative Code, pursuant to Section 472.027, Florida Statutes SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND, FL DELTONA, FL 386) 734-7047 (386) 789-2855 St ley E. Smith egislered Land Surveyor Certificate Number 3736 NOT VALID UNLESS SEAL IS EMBOSSED DRAWN BY: SE 9 TH REVISIONS: CREW CHIEF: SCALE: /.-/ 2O Note: No instruments of record reflecting easements, limitations, owner - ships, reservations, restrictions and/or right-of-ways, if any, have been pro- vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. DATE: 5l,P71FgSEe /9, ZOOS WO N .9 - Maronda Systems Engineer of Record: Design Criteria: TPI Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Tomas Ponce, P.E. 367 Medallion PL. Chuluota, FI. 32766 Design: Matrix Analysis TEE-LOK software PLAN JOB #I LOT ADDRESS I DIVISUB I MODEL 6CLO2203 Y2-3 C HREATFIELD ORO-CEL ARLK3 RIGHT Fax (407) 321-3913 FL PE # 50068, ARLINGTON K 3 & 4 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 loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. 50 Dwgs: Layout 2-19-05 0 2-19-05 V Roof Loads - VT 4-11-01 01 2-19-05 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 10.0 psf BC Dead: 10.0 psf HIP 10-20-00 02 2-19-05 A 2-19-05 P 2-19-05 B 2-19-05 P1 2-19-05 C 2-19-05 Q 2-19-05 Total 43.0 psf C1 2-19-05 R 2-19-05 D 2-19-05 R1 2-19-05 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" D1 2-19-05 S1 2-19-05 E 2-19-05 U 2-19-05 E1 2-19-05 V 2-19-05 F 2-19-05 W 2-19-05 F1 2-19-05 X 2-19-05 G 2-19-05 X1 2-19-05 G1 2-19-05 Y 2-19-05 H 2-19-05 Z 2-19-05 1 2-19-05 Z1 2-19-05 J 2-19-05 VT30 2-19-05 K 2-19-05 VT40 2-19-05 L 2-19-05 VT41 2-19-05 L1 2-19-05 VT42 2-19-05 L2 5-9-05 VT43 2-19-05 M 2-19-05 VT50A 2-19-05 N 2-19-05 VT51 A 2-19-05 N1 2-19-05 VT52A 2-19-05 VT53A 2-19-05 INV # DESC QNTY DATE: AUG 19 2005 18331 THD26 2 18330 THD28 18357 SKHH26R 18357 SKHH26L 18363 JUS26 22 18370 THJ26 18336 THD28-2 1 SEAT PLATES 128 40-0 x xX1XII -x XT X!I. x41, xXL t x x x E-]- IV vv C:) uu u= I I 9 A I u ju LEL3 IJUS26 HANG[ERS 11 3-0 JL iB I A- 4PLYi ' C j VOLUME CEILING vl E VOLUME CEILING 12 IF 41 12 1T I. I 1H ODD SPACE 7 ODD SPACE A ODD SPACE AI ODD SPACE L Ql F!l 12 IVr50A 11 4 I Ed ..VT51A El 1 12 I PLANT SHELF 6i z VT52A THD26 HANGER THD28-2 HANGER fr53A Cl - 3PLY 021 j PLANT SHELF K! clj LOD -.1 02 19-0 b2' clof KQDDSEIALCE., 111'CEILING 02 Im i',,J-lPLY THD;G.HANGE. 12 - ------- 12 61 ODD SPACE ol: 12 Lol 61 m15—r= 01 Sl S, I VOLUME CEILING 211 NAILER ODD SPACE N tocil Al L j 1 IN - SCISSOR GABLE P - LE 19- 4 14-8 Tl 7 . JOB NUMBER: ARLK w," --% ---, -- - '-- — 1. F U N-EUi 61M!Eli-' DRAWN BY: IN C & 4112 RAT., 2:1L05 0 vIrI ! 12-2 H: 6/12 BEARING' 8" I LOADA3# JOBNAME: ARLINGTON K 3 8 4 BDRM A:_.-1i'N Fi3=AMAI_7'esRaies<acvnciit wIFlT f :. ID.W F1StrJ7C1(IOZIS'i'.1EEI 8M11 i 5D7DS 1 1 _ JDIIS ier mta4 = o - aTceSl9 TRUSS PLATE !INSTITUTE 583 D'Onofrio Dr., sutte 200 Madison, Wisconsin 53719 608) 833-5900 personnel inthe wood truss industry, butmust, duetothe nature of responsibilities involved, be presented as a guideforthe use of a qualified building designer or installer. Thus, theTruss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use,application orrelianceonthe recommendations and information contained herein by building. designers, installers, and others. Copyright D by Truss Plate Institute, Inc. All rights reserved. This document or any partthereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. iissai:*t'olts user3ai =4; irrs e_4 HIB-9-1 'SUM Mdxy Sheet COMMENTARY and -RECOMMENDATIONS for HANDLING, :INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES® t is the responsibility of'the installer (builder, building contractor licensed ontractor erector or erection contractor) to properly receive unload, store, candle install and brace metal plate -connected wood trusses to protect life and ror)erhLThe installer must exercise the same high degree of safety awareness as vith any other structural material. TPI does not intend these recommendations toeinterpretedassuperiortotheprojectArchitect's or Engineer's design spec ification or handling, installing and bracing wood trusses for a particular roof orfloor. These ecommendations are based-u;: a collective experience of leading technical V`TRIJSS:ST.ORAGEL', _ Trusses stored horizornauy snowu uc -uv- ported on :blocking to prevent excessive lateral bending and lessen moisture gain. Trusses stored .vertically should .be braced to preventtoppling or tipping. gyp iPV tar .. ". i^e,fi •'r o itu~`"'e^r.-t IT oI•If b '° J'__. 5 ® . • I • ° _i F7 e r M J o 47 u ._.L C ;.'4X+'a.,_ ."-i''`°- 1(j •."t-r+'.f 1 " .1 111 :i 7 .0 0 M1' • . f -b O • 0 M Its rarrie noufft:sin letrusse - fF :WAEtNING Do g swith:spans;.. 8't115"':.OGF;>S i "=- r..s:::sv:r..:r;ce.,:..;yu•...±w t-w%.v:;:...,: - y ;WARNING Dotinotattach caFiles ;-Cna ,:#fie: ea r erg.L41an".ai•. attw.o"'Si?.,, ....SS• k. r'ici'r,W,nt... fioksto'=the vueb4iremi bers-. •* ' ' `ti,: _ ' • rG'"`:IVI E C~HIA NI 1%ii "'niuN.: vn. ie6P1 m3ppitntim Nra:-H, 4 60° 60° INS TLYLLATION .. or less or less Appro ximatelY Approximately Tag ag /, truss length Line ine %truss length Truss spans less than 30'. Lining devices should be connected Strongback/ to the truss top chord with a closed- SpreaderBar 10• Spreader Bar loop attachment utilizing materials Toe In such as slings, chains, cables, nylon Toe In strapping, etc. of sufficient strength \ / to carry the weight of the truss. Approximately Approximately Y3 to -Y truss length. i/ to %truss -length F Greater than 60-' Spreader Bar Toe In Less than•orequal to 60'' Tag Line Approximately to ;5 truss'length Less than or equal to•60' Toe In Tag Line. 1— floor; ..:.,i - . Tag / Line Strongback/ SpreaderBar At or above mid:height Tag Line 10' 1 _ 10' V3 to 3/+ truss length Greater than 60' Typical vertical End Mull e attachment Plan Blocking trua of bran att( group al.uueeee r. 5uw 5T) TYPieal hoiizontnl iie-memberwith multiple. stakes (HT) AIMM Frame 2 w 12 4 or greater are hords that are laterally braced can buckle herand cause collapse if there is' o diago- nalracing. Diagonal bracing should be nailed underside of the top chord when purlins ttached to the topside of the top chord DF - Douglas Fr -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF - Douglas Fr -Larch SP - Southern Pine. HF -'Hem-Fir: SPF - Spruce -Pine -Fr Continuous Top Chord > 1 All lateral. braces Lateral Brace — lapped. at least 2.. Required trusses: 10• or Greater Attachment Required 0 .:a+..+1: n....: r! c_•ii:-.z'Hi•... .9....'-?/'.}?4]}Zii....:t togetheranacauseconaN=...............----- 5Q nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins wry are attached to the topside of the lop chord NU x.:.«y Frame 3- 12 4 or greater Iottc it ea Mffl--M-WM 9bTY6M`&OkD...i! DIAGONAL BHAL;t SPACING '(DBS)... Wtrusses :-.w. SP - Southern Pine SPIF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. r--'.-BO'T'TOM :CHORD PLANE.j Cross bracing repeated at each end of the building and at 20' Intervals. L.-W EB6'-)Vl EtEM B ER P'LLAP NN E..:::*Z" Itti. g o'no PO Aw" 14 .6iAG*6hik 'BRAC LAttRAL BRACErh"' IWN I M U S 40F> I.SPFIHF Up to 32' 30" 8' 16 1 10 Over 32'- 6' 6 44 Over 48'- 60' 51 4 2 Over 60' 5ee a registered professional engineer F - Douglas Fir -Larch SP - Southern Pine IF - Hem -Fir SPF - Spruce -Pine -Fir L The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. 2x4/2z6 PA `LELfCHORDTRUSSWi; Top chords that are laterally braced can buckle togetherand "use collapse it there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. End diagonals are essentiaM. stability and must be dupflcV6 both ends of the truss system. 4x2 PAR .-TRUSS:TOP CLLEUCHbRb: ..HORP End diagonals are essential stability and must be duplic"a . Ied:6n both ends of the truss system. Continuous Top Chord Lateral Brace Required TT 10' or Greater Attachment Required 20'(De S) 0, ruSses 30' or greater A' .1' 31/,u Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. Frame 5 T4ijyjzjliT. 1114 BRACE ERABRACE' L SPACING I ul: 3 qf ;jt SP/DF S Jp to 24' 3/12 8 17 12 ver 24' - 42' 3/12 7' 10 6 5,—j-r _42154' 3/12 6' 6 ver 54' See a registered professional engineer Douglas Fir -Larch SP - Southern Pine . P, Hem -Fir SPF - Spruce -Pine -Fir qro Diagonal brace also required on end verticals Top chords that arc laterally braced can buckle together and cause collapse it there is no diago- nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. MONO TRUSS--.:' I"INSTALLATION'TOLERANC 'ES"" PLUMB Truss I Depth D(in) Lesser of D/50 or Z' Maximum Plumb Misplacement Line OUT -OF -PLUMB INSTALLATION TOLERANCES. D(in)T 13/66`.:j, 12" 1/4- M24" 1 2' 36" 3/411 3' 48" 1.1 4- 601, 1-1/4" 5' 72" 1 1 -1 1Z` 6' 8 4- T_ 1-3/4" 7' 96"' 2" 8'- 108" 2" 9' I T 1/. 12 7 3or g,, eater All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required BOW Length L( in) L( in) L( irl)"::` U260" 50" 114" 4.2' 100" 1 2' 8.3' 150" 3/4 12.5' Lesser of L/ 200 or 2" t Lesser of L1200 or Z' L( i1n_)`--U/200- 'L(ft) 200" I 1 - 1 16.7' 1 20- 8 ' 300" 1-1 /2" 25.0' OUT - OF -PLANE INSTALLATION TOLERANCES. 5fi NGER";.-r-,,.Uncer,-ino-,circtu ncevs uia: construction loads i:ofalny,description be paced: n- U 1 mag. e 1V(aronda Systems MLROA'Dd SPSEMS 4W Maronda Tray Sanford, FL 33771 ate.• MArch 5, 2003 To: - Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses 407) -321-0064 Fc (4177) °.41-3913 All valleyArusses labeled VT-1 thru 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans.: All criteria of the valley trusses are noted on the general sheet it wo•., hacie any questzans please feel tree to call at 4"u7-322-0004. Scerely, To Ponce, P.E. Date: 31s1 3 No. 005-0053 p i>, a. 4 0R10- MARONDA SYSTEMS WO: VALLEY SET TI: VT QTY:1 DESIGN INFORMATION This design is for an individual budding component and has been based on LnlormaUon provided by the UcnL The designer dlsdalms arty r_ponsibWLy for damages as a r—tilt of faulty or incorrect hdarmauon, speeiflouons and/a, designs furnished to the Wss designer by the client and the correeLnesa or aecuncy of this information as it may relate in a spe- cNe p Jed and accepts no respooslb6lty or exetdses no control with regard to fabAra- Uon, bandllag. shipment and installation of trusses. Thts truss has been designed as an indlvidual building component m accordance with ANSIrM 1-1995 and NDS-97 to be Incorporated' as part of the building deslgn by a Building Deslgoer (registered architect or professwnal engmeer). When reviewed for approval by the budding designer, the design loadings shown most be checked to be one that the data shown are in agreement with the local building codes. kxal climatic records for wind or snow loads. p,q,1 spcCUIMUom or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) are continu- ously braced by sb—tht g unless oU er ts. spcelBed. Where bottom chords in tension are not fully braced laterally by a properly appUed rigid ceding they should be braced at a maVmum spacing of 1014r o.c Connector plate, shall be manufactured from 2() gauge hot dipped galva d-d steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabn®tar shall review this drawing to verify that Lids drawmg is in conformanee with the fabAOLafs plans and to cadre a continuing responslhdity for such ved- fiouon. Any dherepanean are to be put in writing before cutting or fabd-tion. Plates shad not be LmLaded over knotholes. Mots or distorted gn n. Member shall be cut for tight Btung wood to wood bearing. Con- nector plates shad be looted on both faces of the Wss with nails fully tmbcdded and shall be sym. about the Joint tudess otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate Is 6' wide x Er long. Slots Protest run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs U.. otherwise shown. Connector plate sties are minimum sizes lased on the forces shown and may need to be increased for certain hand- ling and/or e—tlon stress-. This truss is not to be fabricated with fire retardant treated lmnber unless otherwise shown For addlu ..I information an guaUty Control ,der to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with _Handfmg Installing lA Bracin('. HIB-9I- Trusses are to be handled with particular ore during banding and bundling. delivery and installation to avoid damage. Tempo—Y and permanent bracing for holding trusses in a stnlght and plumb pas - Won and for resisting lateral forces shall be dmigned and Installed by others. Careful band- Ung is essential and etection bracing b always required. Normal preoutionmy action for truss- requires such temporary bneiDg during installation between truss- to avoid toppling and dominoing. The supervision of erecdon of trusses shall be undo the control of Persons eYperlcnced in the installation of buss-. ConcentraUDB of eonstrucUon loads greater than the design loads shall not be appUed to Wss- at any time. No loads other than the weight of the ereelors shall be applied to truss- until after all fulenmg and bracing is completed. MONO VALLr VALLEY TRUST COMMON VALLEY VALLEY TRUSSES(TYPA II II 11 11 SUPPORTING TRUSSES II II II 11ITYP.) VALLEY AREA 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. It) WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE 1) WHEN NO DIAGONAL WEB PRESENT USE 2XII PLATE r 214 r 2x4 OR4x6 5,6 0R3.6 1 /16 316 416 t 416 DIAGONAL WEBS OR OR REQUIRED WITH SPANS 2x4 21ll GREATER THEN 28.0-0 3x6 2x4 214 0.0-4 3x6 2x4 2x4 2x4 2x4 4x10 214 3x6 3x6 OR t 4x6 3OR 11 OR t 4x6 2x4 VALLEY MEMBERS AT 14' O.C. (TYP) 214 3x6 I VARIES214UPTOl 12 MAX_ 6-0-0 O.C. (TYP) r 1 MAX. 6-0-0 O.C. ITYP) MAX. TRUSS SPACING 11 BELOW n 46' 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) 16D NAILS 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. 2x4 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 1. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.lt EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 1-199S Cont. Support FMaroinda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Isso GREENSROOR Cr.OV1EDO.FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sbovm an this drawing Is not erection bracing. wind bracing, porual bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. BracingshownisforlateralsupportofWssmembersonlytoreducebucklinglengthProvisionsmostbe made to anchor Lateral bracing at ends and speelded locations determined by the building designer. Additional bracing of the overall structure may be requhcd. (See HIB-91 of TPII. ffr ss Prate Imutute, TPI. is looted at 583 D-Onafrio DWc. Madison. Wtsmmbn 537191. JOB PATH: CATEE-LOKUOBSC.ITEE-LOKUOBS Studs Q 6-0-0 O.C. Eng. Job: DWg: Dsgar: TLY Chk: TC Live 16.0 psf fC Dead 7.0 pSf 13C Live 0.0 psf BC Dead 2.0 psf TOTAL 25.0 Truss ID: VT Date: 4-11-01 UUrrUc - LU1. .ZJ DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: V: 06.29.00- 8302- 3'. HCS: 06.2ZOl7 Design: Mafrir Analysis HIP KING MARONDA SYSTEMS WO: HIPDETAIL TI: HIP BTY:1 DESIGN INFORMATION This drsot Is for an individual buildbig con.pon,ot and hos been based on rnfo—Uan praAdcd by the clienL Tim designer disclabns any rope.. rbmty for da.v Cs . .ea ail or faulty or Incorrect bdonnaUon. spee111euUons and/or deigns lumtshed to the truss designer by the client and the m—chess or ar curacy of this bdomnauon. as R may relate ra a ape- eule project and accepts no teaponsibNty or acre:_ no control with regard to rabd - lion. handling. shipment and Instalbuon of traaao. This truss tars been designed as an brdlvidual building cutnpunent In accordance wlth ANSI/-fPi 1-1995 and NDS-97 to be Inmrpanted as par of the building design by a Buuding Designer Iregtstered architect mr puoleslonal engmeer1. %Vhen revlmved for approval by the buOdhng designer. the design bmdtogs ab— must be checked la be sure that Une data shown fire In agrtement willr the I—] buuding codes. local elimauc nmords for wind or an— Imds. pJed aP,,Ulotlons or special applied loads. Unless shomv, t= has not been designed for stomge or occupancy loads. The design assumes onnpressan chards Itop or bolloml are conunu- ausly braced by sh—Unbng anneal oUner..ssc specified. «'mere bottam eh-1. In tension are not fully braced Llcnny by a I r perk• appUed rgld a Ihng. they should be braced at a uuaclmum spacing of Ify-D' a. Connector pules shall in maouraelured Irom 20 gauge hot dipped gaNunlzed steel meeting ASTAI A 653. Grade 40. unless athcWll- A - FABRICATION FABRICATION NOTES prior 1. fabrlcauon. the fabricator slaau revery the dmrWng to verify that this dwing to In cord ma nec with Ure labricands plans and to ke a continuing responsibility far such re - ficallon. Any dLcrcpancles are to be pun In lung before adllng or fabrcutton. Rite shall nor be lnsta0ed o.er linalhotes. knot or d:loved grain. Memher- shoU be cut for light filtmg wood to a-aad hearing. Con- nector pill_ shall he located -rn : re nthfacesd the Inwith ".it, fully Imbedded and shall be sy,n. about the Joint unless of hernlse shown. A 5.4 plate is 5" a1de a 4" long. A &sS plate Is 6 Nde x B" long. Slob (hole- ram parallel to the plate length specdl d. Donhlc cuts on wch nnnb— a1mll meet at the cvdrald d the webs less nthenvlse sin.. Conn•.clar plate sues are minlniurn s1._ lased an the forces sho.m nd may need to be biveased for c tain hand- ling and/ or eneellon slugs_. This truss : not to be fabricated wllh lire relm Aanl treated lumber mdcss oUremise shown. For additional Inionnauon an Qmlily Control refer to AN51/TFI I-I995 PRECAUTIONARY NOTES All bracing and credlon recun,mcnd.Uons are to be ( ollo led hi acc-ardanee .vllh -Handling WL Ilt ng A Bracing'. HIE)-91. Truss_ are to be handled aitb parUc.L,r cane during banding and bundling. deli—ry and 1nslallauon to avoid damage. Temporary and permanent bracing for hold tog macs b. a etranglrt and plumb pos- Ittan and ( or r_i ting lateral Inre_ shall he designed and Installed by olhrm. Cantful hand- ling 1. _ scntlal and c—Uon bracing Is -lea)"s required. Normal preeautlonay ocUon ter miss_ rcqulr_ such temporary bracing during installation between wss_ to ...id loppUng and dmnlnoln R. Tlnc au,n, . n or ercdnan of Ir'"cs shall be under the cautml of Perna_: pert—ed In the lnsLdl.Uon of truss_. Professional .&Ica ahau be sougld d needed. Coneenlmuon al construction loads greater Ilnan the d_lgnn loads shall not ax applied to bus_ al any it No Imds olhrr 11— the weight d the errelars ..tall Iv: al.pb:•i I. Ir _ nntil alter all lasienlnp and hracing is eu... plelcd. HIP GIRDER 2x BLOCKING OF STEP ICI 1. r— _ r. ADDED -10 FOP CHORD P TRUSSES TO SHORTEN TSB NOT TO EXCEED 24 "O.C. BE NAILED TO TRUSSES w/ 12" ON CEN. STAGGERED PRE-ENG' D TRUS TOP WALL OF BUILDING T YPICA L BL 10CKING F(OR S HIEA THING ON S TEP HIPS WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eiig..IDb: D`yg: Dsgnr: TLY Cbk: I wu: HirutlNlL Truss ID: HIP Date: 10- 20-00 rMaronda SystemsCONTRACTOR. TC Live 16.o Psr DurFac - Lbr. 1.25 4005 MARONDA WAY BRACING WARNING: Bnctng showy on lhi5 drawing Is nnl crrcUon hmehng. wind bracing. ponW bracing or similar bracing I'C Dead 7.0 psi- DurFae - PIi: 1.25 SANFORD, FL. 32771 nhicb Is a pan of the building design and nvhI.h .mat be consldered by Ure buUding dealRner. Bracing BC Live 0.0 P Sr O-C. Spacing: 24.0" 407) 321- 0064 Fax (407) 321-3913 sham is for lateral support of truss members only to reduce buckling length. Provisions mat Ire made to anchor lateral bmcbng at aids and specllkii locations detennlned by the buUdbng designer. 13C Dead 10.0 IISI Design Critefia: TPI TOMAS PONCE P.E. AddtU... I bracing of line are tall-truefure may he requbed. IS- 111E)-91 u(TPII. Code Dese: LICENSE #0050068 Ifruss Plate lustllule. TPI- Is looted at 533 D'Onrddo Drive. Madison. Wisconsin 53712). TOTAL 33. 11 ysl 558- 2S logoGREENBROORCr.O% nEDO.FLa7766 Design: Afmrir Annl_19i1 JOB PATH: C:IIFE-LOKO()BSC:ITCE-LOkUOAS Nf c- roc 77 m JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: A QTYA 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- fic project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of lnrsses. 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 Budding Designer (registered architect or pmfesslonal engtrumd. 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 budding 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 tendon arc not fully braced laterally by a property 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 AS1M A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertfy that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such verl- Bcallon. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Biting 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) nun 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 str ses. 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. Tmsses 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 pm- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- hng is essential and erection bracing is allays required. Norval precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of emcllon of truss -hall be under the control of persons experienced In the Installation of truss - Professional advice shah be sought If needed. Concentration of construction loads greater than the design loads shah 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 IScompleted. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x8 SP #1 D 2x6 SP #1 D 1,5 WEBS: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/766 at JOINT #19 L=-0.61" D=-0.40" T=-1.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.46" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.28" RMB = 1.15 This 4-PLY truss designed to carry 111 011 span framed to BC one face 21 0" span split -framed to opposite face 4-PLY TRUSS! fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts,or WS6 1/4"x 6" wood screw at 24" o.c. shall be installed on TC&BC in addition to nailing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1828# Support 2 1824# TC... FORCE CSI BC ... FORCE ... CSI 1- 2 14544 0.30 24-23 12869 0.48 2- 3 15258 0.31 23-22 15431 0.54 3- 4 17636 0.15 22-21 24077 0.61 4- 5 18168 0.15 21-20 24094 0.61 5- 6 27486 0.20 20-19 27704 0.71 6- 7 28922 0.21 19-18 27702 0.71 7- 8 28922 0.21 18-17 24091 0.61 8- 9 27484 0.20 17-16 24074 0.61 9-10 18163 0.15 16-15 15427 0.54 10-11 17631 0.15 15-14 12866 0.48 11-12 15254 0.31 12-13 14540 0.30 4-PLYS REQUIRED Joint Locations=============== 1) 0- 0- 0 9) 27-10- 3 17) 27-10- 3 2) 3- 2- 8 10) 32- 8- 0 18) 24- 2-11 3) 5- 3- 4 11) 34- 8-12 19) 20- 0- 0 4) 7- 4- 0 12) 36- 9- 8 20) 15- 9- 5 5) 12- 1-13 13) 40- 0- 0 21) 12- 1-13 6) 15- 9- 5 14) 40- 0- 0 22) 7-10-11 7) 20- 0- 0 15) 35- 9- 2 23) 4- 2-14 8) 24- 2-11 16) 32- 1- 5 24) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 0- 0- 0 -46 40- 0- 0 BC Vert L+D -227 0- 0- 0 -227 40- 0- 0 Concentrated LBS Location BC Vert L+D -279 3- 0- 0 BC Vert L+D -279 37- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 5743 18 -1828 BOT PIN 39- 8- 0 5742 0 -1824 BOT H-ROLL 74-0 254-0 74-0 1 2 3 5 6 7 8 9 10 11 12 13 6.00 MnO 1\1T20-6X8 MT20 4x6 A1T20-6X8 111T20-6X8 MT20-10X10 NMO-6X8 MT20-6X8 MT20-6X8 T NM0-3X4 MT20-3x4 T 4- 3-12 0-6-6 0-6-6 4-2-6 1T20- 6X8 AT20-6X8 MT0-1OX10 MT-20-12X111 421_ 46 N17'20 - toxlo nTx1-9- 11 T04 MT2x6 1TT0- 5X6 111720- 5X6 Face 0-2-8 3.00 II 3 00 Face = 0-2-8 0-8 7-2- 11 1, 24-2-10 k 7-2-11 121 23 2 21 20 19 18 17 16 15 4 5743# 8.00" 5742# 8.0I0" 0-10 _I 40- 0-0 0 j6 Riles11-12) I 279# 279# I (110es11-12) EXCEPT AS SHOWN PATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 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 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 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'Onofrto Drive, Madison, Wisconsin 53719). Eng. Job: WO: ARM Dwg: Truss ID: A Dsgnr: TLY Chk: Date: 2-19-05 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 10.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 43.0 psf v-no f15 n9- AA771- I Design: Marrir Analysis JOB PATH: CATEE-LOKWOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: B 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #1 D WndLod per ASCE 7-98, C&C, V= 125tnph, Joint Locations=====___======= Thlsdeslgn is for an individual building 2x8 SP #1 D 2,3 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 8) 31- 4- 0 15) 22- 3- 3 component and has been based onlnforrnxtlon BOT CHORDS: 2x6 SP #1 D Bld Type= Enel L= 58.0 ft W= 40.0 ft Truss 2) 4-10-14 9) 35- 1- 2 16) 17- 8-13 provided by the client. The designer disclaims WEBS: 2x4 SP #3 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 8- 8- 0 10) 40- 0- 0 17) 13- 2- 6 any responsibility for damages as a result of Impact Resistant Covering and/or Glazing Req 4) 13- 2- 6 11) 40- 0- 0 18) 8-11-11 faulty or incorrect Information.specifeattons and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: 5) 17- 8-13 12) 35- 1- 2 19) 4-10-14 by the client and the correctness or accuracy Support 1 980# TC...FORCE... CSI BC... FORCE... CSI 6) 22- 3- 3 13) 31- 0- 5 20) 0- 0- 0 of this information as It may relate to aspe- Support 2 948# 1- 2 4897 0.36 20-19 4369 0.71 7) 26- 9-10 14) 26- 9-10 ciflc pmject and accepts no responsibility or MAX LIVE LOAD DEFLECTION: 2- 3 5268 0.34 19-18 4455 0.68 MAX. REACTIONS PER BEARING LOCATION----- exercisesnocontmlwithregardtofabric- L/775 at JOINT # 5 3- 4 6311 0.29 18-17 4925 0.56 X-Loc Vert Horiz Uplift Y-Loc Type truss handling, shipment and Installation of trusses. This truss has been designed as an L=-0.60" D=-0.39" T=-0.99" 4- 5 7137 0.32 17-16 6404 0.75 0- 4- 0 1760 79 980 BOT PIN individual budding component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 6 7191 0.32 16-15 7173 0.82 39- 8- 0 1759 0 948 BOT H-ROLL ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0.52" 6- 7 7191 0.32 15-14 6402 0.75 as pan of the building design by Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 7- 8 6310 0.29 14-13 4923 0.56 Designer (registered architect or professional Te: 0.32" 8- 9 5266 0.34 13-12 4453 0.68 engineer). When reviewed for approval by the 9-10 4895 0.35 12-11 4367 0.71buildingdesigner, the design loadings shown RMB = 1.15 must be checked to be sure that the data shown an In agreement with the local budding 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) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rlgld ceding. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanued steel meeting ASr111 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Pr1or 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 responsibUity for such veri- fleatlon. 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 1s 5- wide x 4' long. A & S 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 an minimum sizes lived on the forces shown and may need to be Increased for certain hand- 8ng and/or erection stresses. This truss is not to be fabricated with fist 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 staring & Bracing". HIS-9 1. 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 allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervtsion of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concenl-n art cro-,-ellon toads 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 L completed. 8-8-0 22-8-0 8-8-0 1 2 4 5 6 7 9 1 Q NMO-8xlo MT20-6X8 MT2o-6x8 MT20-10xto NMO-6x8 MT20-8xto TMT20-4X6 MT204X6 T 4-11-12 0-6-6 4-10-6 0 NMO 8X1 MT204X6 114T20-12X12 NM04X6 MT204X6 MT20-8X14 n1T20-3x4 2-0-15 n'1Tzo-3x4 n1r20-5x8 nrr2o-5x8 Face = 0-2-8 3.00 I1 3 00 Face = 0-2-8 08 8-3-11 22-0-10 8-3-11 I 2Z 19 18 17 16 15 14 13 12 I 11 1761# 8.00" 1760# 8.00" 0-]0S _Ile 40-0-0 RO-11-12) II (R0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK S 11 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B Maronda y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 2-19-05 TIC 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 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 buckling length. Provisions be BC LiLive 10.0 fPs O.C. Spacing: 24.0rr 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 fPS Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPd. 1Code Desc: FLA LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). TOTAL 43.0 V:09.05.02- 64772- 1005 VANNESSA DR.OVIEDO.FL32766 psf Design: Afmrir Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: C 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP 2 WndLod per ASCE 7-98, CSC, V= 125niph, Joint Locations=============== This design is for an tndMdual budding 2x6 SP 1 D 2,3 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 7) 30- 0- 0 13) 25- 0- 0 component and has been based on Information BOT CHORDS: 2x6 SP 2 Bld Type= Enel L= 58.0 ft We: 40.0 ft Truss 2) 5- 6-14 8) 34- 5- 2 14) 20- 0- 0 provided by the client. The designer disclatms 2x6 SP 1 D 1,4 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 10- 0- 0 9) 40- 0- 0 15) 15- 0- 0 any responsibility for damages as a result of WEBS: 2x4 SP 3 Impact Resistant Covering and/or Glazing Req 4) 15- 0- 0 10) 40- 0- 0 16) 10- 3-11 n. spectficatlonsfaintyorIncorrect / or deignsfutnishedtlothetrusdesignand/or designs furnished to the truss designer MAX LIVE LOAD DEFLECTION: 5) 20- 0- 0 11) 34- 5- 2 17) 5- 6-14 by the client and the correctness or accuracy L/797 at JOINT # 5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 25- 0- 0 12) 29- 8- 5 18) 0- 0- 0 of this information as it may relate to aspe- L=-0.58" D=-0.38" T=-0.96" Support 1 968# MAX. REACTIONS PER BEARING LOCATION----- cdic project and accepts no responsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 999# X-Loe Vert Horiz Uplift Y-Loe Type exercises no control with regard to fabrim- T= 0. 54" 0- 4- 0 1760 81 968 BOT PIN trusshandlingtrusshasbeendsignedonof trusses. This truss has been designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: TC...FORCE ... CSI ..BC... FORCE ... CSI 39- 8- 0 1759 0 999 BOT H-ROLL Individual building component in accordance with T= 0.33" 1- 2 -5041 0.51 18-17 4522 0.76 ANSI/TPI I-1995and NDS-97tobeIncorporated 2- 3 -5099 0.49 17-16 4594 0.69 as pan of the building design by a Building RMB = 1.15 3- 4 -5771 0.34 16-15 4683 0.70 Designer ( registered architect or professional 4- 5 -6251 0.35 15-14 5823 0.91 engineer(. When reviewed for approval by the 5- 6 -6251 0.35 14-13 5822 0.91 budding designer. the design loadings shown must be checked to be sure that the data shown 6- 7 -5770 0.34 13-12 4681 0.70 arc In agreement with the local building codes. 7- 8 - 5097 0.50 12-11 4593 0.69 ca lolclimatic records for wind or snow loads. 8- 9 -5039 0.52 11-10 4520 0.76 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) arc 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 fabricators plans and to realize a continuing responsibility for such veri- ncatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shad be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the inns 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 m areminimusizesbased on the forces shown and may need to be Increased for certain hand - Lung 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 meammendatlons 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 shad 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, Thc supervision of erection of trusses shad 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 shad be applied to trusses unto after all fastening and bracing ii completed. 10-0- 0 20-0-0 10-0-0 1 2 4 5 6 8 9 6.00 Q N7T20-6X8 MT204X6 MT20-8X10 MT204X6 MT20-6X8 TMT204X6 MT204X6 T 5-7- 12 5-6-6 0-6- 6 114T20-8X1 MT204X6 MT204X6 MT20-8X10 MT20-8X14 0-6- 6 MT20-3X4 111T20-3X4 24-15 MT20-5X8 MT20-5X8 Face = 0- 2-8 3.00 II 3 00 Face = 0- 2-8 08 9- 7- 11 194-10 k 9-7-11 1 A 17 16 15 14 13 1 11 I 0 1760N 8. 00" 1760N 8.00" 0-10- 8 _ 40-0-0 0-10- 8(RO-11- 12) R0-1O-1 1-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 IMaronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: C y CONTRACTOR. Dsgnr: TLY Chk: Date: 2-19-05 TIC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY Bracing shorn on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFac - Pit: 1.25 SAN FORD, FL. 32771 which is a part of the budding design and which must be considered by the building designer. Bracing be Live BC Li10.0 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 buckling length. Provisions must made to anchor lateral bracing at ends and specified locations determined by the budding designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Code Dese: FLA LICENSE #0050068 frmss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). I I TOTAL 43.0 e I V: 09.05.02- 64773- 1005 VANNFSSA13ROVIEDOXI-37766 psf Design: Matrix And)'sis JOB PATH: CATEE-LOKWOMEOIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: C1 9TY:3 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbdlty 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 pan of the building design by a Building Designer !registered architect or professional englneerl. 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. 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 arc 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 ASfM 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- Battion. 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 fi 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 slur 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 Informationforation 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 forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always requbed. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervislon 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. TOP CHORDS: 2x6 SP 2 2x8 SP 1 D 2,3 BOT CHORDS: 2x6 SP 2 2x8 SP 1 D 2,3 WEBS: 2x4 SP 3 2x4 SP 2 11 PROVIDE UPLIFT CONNECTION PER SCHIDULE: Support 1 1484# Support 2 1453# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.45" D=-0.30" T=-0.75" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.25" RMB = 1.15 T 5- 7-4 1 0- 6-6 1 3- PLY TRUSS! fasten w/3"x 0.1201, nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI 1- 2 -11013 0.39 2- 3 -11461 0.41 3- 4 -13394 0.19 4- 5 -15977 0.15 5- 6 -19029 0.21 6- 7 -17116 0.17 7- 8 -12214 0.20 8- 9 -10510 0.37 9- 10 -10113 0.35 3- PLYS REQUIRED BC ... FORCE CSI 20- 19 9760 0.70 19- 18 11668 0.78 18- 17 12424 0.41 17- 16 17768 0.56 16- 15 17765 0.59 15- 14 17399 0.58 14- 13 11337 0.40 13- 12 10697 0.72 12- 11 8963 0.64 Joint Locations_______________ 1)= 0- 0- 0 8) 33- 0- 1 15) 21- 1- 8 2) 4- 0-14 9) 35-11- 2 16) 16- 7-11 3) 6-11-15 10) 40- 0- 0 17) 13- 1- 8 4) 9-11- 0 11) 40- 0- 0 18) 10- 3-11 5) 16- 7-11 12) 34- 5-10 19) 5- 6- 6 6) 23- 4- 5 13) 29- 8- 5 20) 0- 0- 0 7) 30- 1- 0 14) 23- 4- 5 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -0-10- 8 -46 40-10- 8 BC Vert L+D -40 0- 0- 0 -40 40- 0- 0 Concentrated LBS Location BC Vert L+D -1212 13- 1- 8 BC Vert L+D -2520 21- 1- 8 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 3769 -33 -1484 BOT PIN 39- 8- 0 3482 0 -1453 BOT H-ROLL 9- 11-0 20-2-0 9-11-0 1 2 3 5 6 8 9 1 6. 00 -6 0000MT20- 8X10 MT20-6X8 MT20-10X10 MT20-8X10 MT20- 5X6 111T20 4X6 Face = 0-108 3.001 -10-8 n1T20- 8X I41 I ? oh% T 5- 5-14 0- 6-6 1 NMO- 5X6 Ice = 0-2-8 0- 8 9- 7-11 194-10 k 9-7-11 Ilk12 19 18 17 16 15 14 13 12 111 3769# 8.00" 3482# 8.00" 0- 10-8 L 1 40-0-0 Ell 00-10-8 CCjwA ES (24) MT20-2X4 1 1212N 2520# R' 0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 Maronda S stems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: C1 Y CONTRACTOR. Dsgnr: TLY Chk: Date: 2-19-05 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psr 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 BC Live 0.0 r O.C. Spacing: 24.0" 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. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Code Dese: FLA LICENSE # 0050068 frmss Plate Institute, TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 43.0 psf V:09.05.02- 64775- 1005VANNrSSADROVIEDO.FL32766 I I Design: Afarrir Analysis JOB PATH: C:ITEE-LOK1110IEDIR HCS: W.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: D 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 WndLod per ASCE 7-98, C&C, V= 125niph, Joint Locations=============== This design is for an Individual building BOT CHORDS: 2x6 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 7) 32- 0-12 13) 20- 0- 0 component and has been based on information WEBS: 2x4 SP #3 Bld Type= Enel L= 58.0 ft W= 40.0 ft Truss 2) 4- 6- 8 8) 35- 5- 8 14) 11- 7-11 provided by the client. The designer disclaims 2x4 SP #2 5,7 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 7-11- 4 9) 40- 0- 0 15) 6- 2-14 any responsibility for damages as a result of Impact Resistant Covering and/or Glazing Req 4) 11- 4- 0 10) 40- 0- 0 16) 0- 0- 0 Incorrect nished tion. the truss ationsfaultyor designs designand/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHIDULE: 5) 20- 0- 0 11) 33- 9- 2 by the client and the correctness or accuracy Support 1 982# TC... FORCE ... CSI BC...FORCE CSI 6) 28- 8- 0 12) 28- 4- 5 of this Information as it may relate to aspe- Support 2 937# 1- 2 4942 0.53 16-15 4414 0.90 MAX. REACTIONS PER BEARING LOCATION----- cNcprojectandacceptsnoresponsibBityor MAX LIVE LOAD DEFLECTION: 2- 3 5014 0.53 15-14 4804 0.88 X-Loc Vert Horiz Uplift Y-Loc Type exercises no control with regard to fabricu- L/840 at JOINT # 5 3- 4 4951 0.37 14-13 4529 0.80 0- 4- 0 1760 110 982 BOT PIN Lion. handling. shipment L=-0.55" D=-0.36" T=-0.91" 4- 5 5665 0.53 13-12 4529 0.80 39- 8- 0 1760 0 937 BOT H-ROLLsshasbeeninstallationoftrusses. This truss has been designed as an individualbuilding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 6 5665 0.53 12-11 4804 0.88 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0.54" 6- 7 4951 0.37 11-10 4414 0.90 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 7- 8 5014 0.53 Designer (registered architect or professional T= 0.33" 8- 9 4942 0.51 engineer). When reviewed for approval by the building designer, the design loadings shown RMB = 1.15 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 arc 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 galvani d steel meeting ASTM A 653. Gmde 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall mview this drawing to verify that this drawing Is in conformance with the fabricators plans and to ma8u 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 taus 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 centr ild of the webs unless otherwise shown. Connector plate sues 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 arc to be followed In accordance with -Handling Installing $ Bracing'. HIB-91. Trusses arc 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- 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. Concentmtlon 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. 114-0 174-0 114-0 1 2 3 5 7 8 9 6.00 6-3-12 0-61-6 JC- NIT20-5X8 Face = 0-2-8 3.00 MT20-6X8 MT20-8X10 MT20-6X8 6.00 6-2-6 0-6-6 1%1.1-20-5X8 3 00 Face = 0-2-8 0-8 9 080 10-11-11 16-8-10 10-11-11 11 15 14 13 112 11 10, 1760N 8.00" 1761N 8.00" 0-10-8 40-0-0 0-10-8 RO.1 l_12)'I RI0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.1605 Maronda S stems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: D y CONTRACTOR. Dsgnr: TLY Chk: Date: 2-19-05 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bmcing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SA N FORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing BC Live 10.0 f O.C. Spacing: 24.0" 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. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (SceHIB-91ofTPO. Code Deese: FLA LICENSE #0050068 f1'russ Plate Institute. 'Mi. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 43.0 V:09.05.02- 64778- 41005VANNESSADR.OVIEDOTI_32766 psf Design: Afmrir Andfysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: D1 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 WndLod per ASCE 7-98, CSC, V= 125mph, Joint Locations======_=======_ This design is for an Individual building BOT CHORDS: 2x6 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 7) 32- 0-12 13) 20- 0- 0 component and has been based oninforination WEBS: 2x4 SP #3 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss 2) 4- 6- 8 8) 35- 5- 8 14) 11- 7-11 provided by the client. The designer disclaims 2x4 SP #2 5,7 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 7-11- 4 9) 40- 0- 0 15) 6- 2-14 any responsibility for damages as a result of Impact Resistant Covering and/or Glazing Req 4) 11- 4- 0 10) 40- 0- 0 16) 0- 0- 0 faulty or Incorrect information, specifications and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: 5) 20- 0- 0 11) 33- 9- 2 by the client and the correctness or accuracy Support 1 982# TC... FORCE ... CSI BC... FORCE ... CSI 6) 28- 8- 0 12) 28- 4- 5 Of this Information as it may relate to a spe- Support 2 937# 1- 2 4942 0.53 16-15 4414 0.90 MAX. REACTIONS PER BEARING LOCATION----- clflcprojectandacceptsnoresponslbtlityor MAX LIVE LOAD DEFLECTION: 2- 3 5014 0.53 15-14 4804 0.88 X-Loc Vert Horiz Uplift Y-Loc Type exercises nocontrol regard tofabrica• L/ 840 at JOINT # 5 3- 4 4951 0.37 14-13 4529 0.80 0- 4- 0 1760 110 982 BOT PIN truss handling, shipment and Installation of shipmentandItrusses. This truss has been designed as an L=-0.55" D=-0.36" T=-0.91" 4- 5 5665 0.53 13-12 4529 0.80 39- 8- 0 1760 0 937 BOT H-ROLL individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 6 5665 0.53 12-11 4804 0.88 ANSI/ TPI 1-1995 and NDS-97 to be Incorporated T= 0.54" 6- 7 4951 0.37 11-10 4414 0.90 as pan of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 7- 8 5014 0.53 Designer ( registered architect or professional T. 0.33" 8- 9 4942 0.51 engineer). When reviewed for approval by the building designer, the design loadings shown RMB = 1.15 mustbecheckedtobesurethatthedatashownare 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 desfgned for storage or occupancy loads. The design assumes compmssion chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in lenslon arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 1(Y-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gal-imd 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 dtscmpancles arc to be put in writing before cutting or fabrication. Plates sha8 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 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 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 arc to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with parilcular 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- ling i5 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 Install ation 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 crectors shall be applied to trusses until after all fastening and bracing Li completed. 6- 3-12 114- 0 174-0 114-0 1 2 3 5 7 8 9 6. 00 6 00 0- 6-6 1 T NMO-5X8 MT204X6 Face = 0-108 3 b4_;0-8 N O-6X8 MT20-8X10 MT20-6X8 2- 8-15 111T204X6 MT20- 5X8 I- _ A(bd-0 'd'Nce0- 6-6 0- 2-8 6- 2-6 080 9 080 9 10- 11-11 16-8-10 10-11-11 I 12 15 14 13 10, 1760# 8.00" 1761# 8.00" 0- 10-8 1 1. 40-0-0 1 0 CCfWW) A ES (24) ATC20-2X4 I ( RO-II-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 Maronda S stems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: D1 y CONTRACTOR. Dsgnr: TLY Chk: Date: 2-19-05 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY Bracing shown on this dmwing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFac - Plt: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing BC Live 100 f psO.C. Spacing: 24.Orn 407) 321-0064 Fax (407) 321-3913 g length. Provisions must be shownIsforlateralsupportoftrussmembersonlytoreducebucklingmade to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 PSI` pDesign Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (see HIB-91 of TPB. Code Desc: FLA LICENSE # 0050068 rrruss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 43.0 V:09.05.02- 64779- 1005VANNESSADROVIEDOXI-32766 psf n Design: Matrix Analysis JOB PATH: CATEE-LOAIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: E BTY: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 responsibility for damages as a result of faulty or Incorect information, specifications and/or designs furnished to the truss designer by the client and the co-ctness or accuracy If this Information as it may relate to a spe- cUlc 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 budding design by a Budding Designer (registered architect or professional engineerl. 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 budding codes, local climatic records for wind or snow loads. pm)ecl 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 lo-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall m1m this drawing to verify that this drawing is In conformance with the fabricatoes plans and to realize a continuing responsibility for such veri- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gmin. Members shall be cut for tight fitting wood to wood tearing. 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) run pamt]el 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 (orces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fare retardant treated lumber unless otherwise shown. For additional tnfonnatlon 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 B 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- Iing is essential and erection bracing Is always required. Normal precautionary action for trusses mqutres 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... Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses al any time. No loads other than the weight of the erectors shot] be applied to trusses until after all fastening and bracing completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 5,7 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 983# Support 2 928# MAX LIVE LOAD DEFLECTION: L/932 at JOINT # 5 L=-0.50" D=-0.32" T=-0.82" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.54" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.32" RMB = 1.15 0-6-6 1 WndLod per ASCE 7-98, C&C, V= 125rrph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req TC... FORCE CSI 1- 2 5041 0.54 2- 3 5070 0.51 3- 4 4763 0.38 4- 5 5061 0.45 5- 6 5061 0.45 6- 7 4764 0.38 7- 8 5071 0.51 8- 9 5042 0.52 BC ... FORCE ... CSI 16-15 4521 0.93 15-14 4753 0.87 14-13 4341 0.72 13-12 4342 0.72 12-11 4755 0.87 11-10 4523 0.93 Joint Locations=====_======___ 1) 0- 0- 0 7) 31- 2- 1 13) 20- 0- 0 2) 4-11-14 8) 35- 0- 2 14) 12-11-11 3) 8- 9-15 9) 40- 0- 0 15) 6-10-14 4) 12- 8- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 1- 2 6) 27- 4- 0 12) 27- 0- 5 MAX. REACTIONS PER BEARING LOCATION----- X-LoC Vert Horiz Uplift Y-Loc Type 0- 4- 0 1759 -131 -983 BOT PIN 39- 8- 0 1759 0 -928 BOT H-ROLL 12-8-0 14-8-0 11 12-8-0 1 2 3 5 7 8 9 n4T'20-5X8 Face = 0-2-8 6.00 3.00 I M770-6X8 NIT20-3X4 MT20-6X8 Q I 3.00 0-6-6 M7-LU-JXiS Face = 0-2-8 6-10-6 0-8-0 _I _ J t0-8-0 12-3-11 14-0-10 12-3-11 11 15 14 13 1 10, 1759k 8.00" 1760# 8.00" 0-10-8 1 10 40-0-0 1 0-10-8 110-1 1-12) RI0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 Maronda S stems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: E y CONTRACTOR. Dsgnr: TLY Chk: Date: 2-19-05 TC Live TC Dead 16.0 psf 7.0 psf DurFae - Lbr: 1.25 DurFae - PIt: 1.25BRACINGWARNING: Bracing shown on this drawing b not erection bracing, wind bracing, portal bracing or similar bmctng4005MARONDAWAY SANFORD. FL. 32771 which is a part of the budding design and which must be considered by the budding designer. Bracing BC Live 10.0 pf O.C. Spacing: 24.0" 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. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-9I of TPII. Code Desc: FLA LICENSE #0050068 Truss Plate institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719) TOTAL 43.0 psf V:09.05.02- 64780- 11005VANNESSADR.OVIEDO.FL32766 Design: Mardr Analysis JOB PATH: C:ITEE-LOKIHOMEOIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: El BTY:I DESIGN INFORMATION This design Is for an tndWlduM 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 budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or pmfesslona) engineer). %Vhcn reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding 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 arc 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 shad 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 vertfy that this drawing is In conformance with the fabricators plans and to realize a continuing responslbdlly for such vert- 0cation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shad 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) nun parallel to the plate length specified. Double cuts on web members shad 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 arc 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 - Ling is essential and erection bracing is allays required. Normal precautionary action for tnusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons experienced In the installation of trusses. Professional advice shad be sought If needed. Concentration of construction Icads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing U completed. TOP CHORDS: 2x6 SP #2 WndLod per ASCE 7-98, C&C, V= 125ugh, BOT CHORDS: 2x6 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 WEBS: 2x4 SP #3 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss 2x4 SP #2 5,7 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 983# TC... FORCE ... CSI BC...FORCE ... CSI Support 2 928# 1- 2 5041 0.54 16-15 4521 0.93 MAX LIVE LOAD DEFLECTION: 2- 3 5070 0.51 15-14 4753 0.87 L/932 at JOINT # 5 3- 4 4763 0.38 14-13 4341 0.72 L=-0.50" D=-0.32" T=-0.82" 4- 5 5061 0.45 13-12 4342 0.72 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 6 5061 0.45 12-11 4755 0.87 T= 0.54" 6- 7 4764 0.38 11-10 4523 0.93 MAX HORIZONTAL LIVE LOAD DEFLECTION: 7- 8 5071 0.51 T= 0.32" 8- 9 5042 0.52 RMB = 1.15 0-6-6 1 Joint Locations===========--== 1) 0- 0- 0 7) 31- 2- 1 13) 20- 0- 0 2) 4-11-14 8) 35- 0- 2 14) 12-11-11 3) 8- 9-15 9) 40- 0- 0 15) 6-10-14 4) 12- 8- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 1- 2 6) 27- 4- 0 12) 27- 0- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1759 -131 -983 BOT PIN 39- 8- 0 1759 0 -928 BOT H-ROLL 12-8-0 14-8-0 12-8-0 1 2 3 5 7 8 9 NIT'20-5X8 Face = 0- 0-8 MT20-6X8 MT20-3X4 MT20-6X8 Q rill I L U-J A b 2oS- §3obO 18 -II 3.00 Face = T 6-10-6 0-6-6 T1 I 0-2-8 11 12-3-11 14-0-10 12-3-11 11 15 14 13 1 11 0 1759# 8.00" 1760# 8.00" 0-10-8 40-0-0 .J 0 Cd ) A ES (12) MT20-2X4 ( RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.1605 CMaronda 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 bracing. portal bracing or similar bracing which is a par 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 TPd. rruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WU: AKLK Dwg: Truss ID: El Dsgnr: TLY Chk: Date: 2-19-05 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 10.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 43.0 psf V'f19 n5 n2- 6A781- <. Design: Matrix Analysis JOB PATH: C:ITEE-LORIHU,%fEDIX rt,a: rw.ev. vz JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: F QTY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 WndLod per ASCE 7-98, C&C, V= 125niph, Joint Locations=============== This design is for an Individual building BOT CHORDS: 2x6 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 7) 30- 3- 7 13) 20- 0- 0 component and has been based on information WEBS: 2x4 SP #3 Bld Type= Enel L= 58.0 ft W= 40.0 ft Truss 2) 5- 5- 3 8) 34- 6-13 14) 14- 3-11 provided by the client. The designer disclaims 2x4 SP #2 5,7 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 9- 8- 9 9) 40- 0- 0 15) 7- 6-14 any responsibility for damages as a result of Impact Resistant Covering and/or Glazing Req 4) 14- 0- 0 10) 40- 0- 0 16) 0- 0- 0 faulty or Incorrect Information, specifications and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: 5) 20- 0- 0 11) 32- 5- 2 by the client and the corectnessoraccuracy Support 1 949# TC...FORCE...CSI BC... FORCE ... CSI 6) 26- 0- 0 12) 25- 8- 5 Of this information as it may relate to aspe- Support 2 978# 1- 2 5119 0.56 16-15 4607 0.96 MAX. REACTIONS PER BEARING LOCATION----- cificpmJectandacceptsnoresponsibilityor MAX LIVE LOAD DEFLECTION: 2- 3 5101 0.49 15-14 4689 0.86 X-Loc Vert Horiz Uplift Y-Loc Type exercises no control regard fabrics- L/989 at JOINT # 5 3- 4 4570 0.40 14-13 4151 0.65 0- 4- 0 1759 84 949 BOT PIN g. shipment Installation o! trusses. L=-0.47" D=-0.30" T=-0.77" 4- 5 4571 0.39 13-12 4152 0.65 39- 8- 0 1759 0 978 BOT H-ROLLLmsshasbeendesignedtrusses. This truss has been designed as anThis Individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 6 4571 0.39 12-11 4690 0.86 ANSI/TPI I-1995 and NDS-97 to be Incorporated T= 0.53" 6- 7 4571 0.40 11-10 4608 0.96 as pan of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 7- 8 5102 0.49 Designer (registered architect or professional T= 0. 32" 8- 9 5120 0.57 cnglneerl. When reviewed for approval by the building designer, the design loadings shown RMB = l.1$ 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. 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 arc not fully braced laterally by a properly applied rigid cefling, 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- Bcation. Any discrepxncles 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 Far 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) nun parallel to the plate length specified. Double cuts on web members shall meet at the centmld 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 mluber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations art to be followed In accordance with "Handling Installing & Bracing-, HI8-91. Trusses arc 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 pm - Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand- Iing Is essential and erection bracing Is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppWg and dominomg. 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 t aisles until after all fastening and bracing is completed. 7-7-12 14-0-0 k 12-0-0 14-0-0 1 2 3 14 5 7 8 9 0-6-6 T MT20-5X8 Face = 0-2-8 6.00 3.00 1 MT20-6X8 MT20-3X4 ATC20-6X8 J-4-15 0 3.00 0-6-6 MT20-5X8 T Face = 0-2-8 7-6-6 11 13-7-11 114-10 13-7-11 I 14 15 14 13 12 11 I 0 1760N 8.00" 1760N 8.00" 0-1 8 40-0-0 10 1 0 RO-11-12) RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: F Maronda S stemsy CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 2-19-05 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 SA N FORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing be BC Live 10.0 f O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Code Dese: FLA LICENSE #0050068 rrruss Plate Institute. TPI, is located at 583 D'Onofno Drive. Madison, Wisconsin 53719). TOTAL 43.0 V:09.05.02- 64782- 11005VANNFSSADR.OVIEDO.iL32766 psf Design: Afmrir Aimlysis JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 38L4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: F1 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 WndLod per ASCE 7-98, CaC, V= 125niph, Joint Locations=============== This design is for an Individual building BOT CHORDS: 2x6 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 7) 30- 3- 7 13) 20- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss 2) 5- 5- 3 8) 34- 6-13 14) 14- 3-11 provided by the client. The designer disclaims 2X4 SP #2 5,7 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 9- 8- 9 9) 40- 0- 0 15) 7- 6-14 any responsibility for damages as a result of Impact Resistant Covering and/or Glazing Req 4) 14- 0- 0 10) 40- 0- 0 16) 0- 0- 0 faultand/ r incanrectsfuInformation. thetruspecificationsesignand/or designs lumished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: 5) 20- 0- 0 11) 32- 5- 2 by the client and the correctness or accuracy Support 1 949# TC... FORCE... CSI BC... FORCE... CSI 6) 26 - 0- 0 12) 25- 8- 5 of this information as It may relate to a spe- Support 2 978# 1- 2 5119 0.56 16-15 4607 0.96 MAX. REACTIONS PER BEARING LOCATION----- cinc pioJect and accepts no responsibility or MAX LIVE LOAD DEFLECTION: 2- 3 5101 0.49 15-14 4689 0.86 X-Loc Vert Horiz Uplift Y-Loc Type exerotses no control with regard to fabrics- L/989 at JOINT # 5 3- 4 4570 0.40 14-13 4151 0.65 0- 4- 0 1759 84 949 BOT PIN lion. handling, shipment and Installation of L=-0.47" D=-0.30" T=-0.77" 4- 5 4571 0.39 13-12 4152 0.65 39- 8- 0 1759 0 978 BOT H-ROLLtrussp. This truss has been designed as an Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 6 4571 0.39 12-11 4690 0.86 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0. 53" 6- 7 4571 0.40 11-10 4608 0.96 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 7- 8 5102 0.49 Designer (registered architect or professional T= 0.32" 8- 9 5120 0.57 engineer). When reviewed for approval by the building designer, the design loadings shown RMB = 1.15 must be checked to be sure that the data shown arc in agreement with the local bu6dtng codes, local climatic records for wind or snow loads. protect specifications or special applied loads. Unless shwa, 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 arc 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 ASPM 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 culling 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 "ntrold 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 Informallon on Quality Control refer to ANSI/TP11-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling installing & Bracing'. HIB-91. Trusses arc 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 pm- itlon 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 mqulms 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 bmcing is completed. 7-7-12 14-0-0 12-0-0 14-0-0 1 2 3 5 7 8 9 0-6-6 MT20-5X8 Face = 0-108 6.00 MT20-6X8 MT20-3X4 MT20-6X8 13 I 0 3.00 0-6-6 M IZU-5X1i Face = 0-2-8 7-6-6 0-8 13-7-11 114-10 13-7-11 ll 15 14 13 112 11 10, 1760# 8.00" 1760# 8.00" 0-10-8 40-0-0 J 0-10-8 CdMW A,AA ES (12) MT20-2X4 R' 0- 11 12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.1605 Maronda S stems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: F1 y CONTRACTOR. Dsgnr: TLY Chk: Date: 2-19-05 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: 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 DurFac - PIt: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Li P100 sf O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 for lateral support of truss members only to reduce buckling length. Provisions must beshownisfor D Criteria: TPI 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 of9Pn. ru BC Dead 10.0 psf esign Code Desc: FLA LICENSE #0050068 Truss Plate Institute. TPI, is located at 563 D'Onofrio Drive. Madison. Wlsconsln 53719). TOTAL 43.0 psf V:09.05.02- 64783- 11005VANNESSADB.OVIEDOXI-32766 Design: M1lmrk Analysis JOB PATH: C:ITEE-LOKIHOMEDlR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: G QTY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP 2 WndLod per ASCE 7-98, C&C, V= 125mph, Joint Locations===========_===. This design is for an Individual building BOT CHORDS: 2x6 SP 2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 component and has been based on information 2x6 SP 1 D 1,5 Bld Type= Enel L= 58.0 ft W= 40.0 ft Truss 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 provided by the client. The designer disclaims WEBS: 2x4 SP 3 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 15- 4- 0 7) 40- 0- 0 11) 8- 4-12 any responsibility for damages as result of 2x4 SP 2 2,4,6 Impact Resistant Covering and/or Glazing Req 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 0 faultand/ rdesigor rect sfurnshedtlothetru fications sdesignand/or designs furnished to the truss designer MAX LIVE L40AD DEFLECTION: MAX. REACTIONS PER BEARING LOCATION ----- by the client and the correctness or accuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: X-Loc Vert Horiz Uplift Y-Loc Type Of this Information as it may relate to aspe. L=-0.44" D=-0.29" T=-0.73" Support 1 963# 0- 4- 0 1760 92 -963 BOT PIN ciflc pmject and accepts no retponslblllty or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 995# 39- 8- 0 1760 0 -995 BOT H-ROLL exemBes no control with regard to fabrim- T= O 53 ^ on. handling. shipment and Installation of trusses. This truss has been designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: TC...FORCE ... CSI BC...FORCE ... CSI Individual building component In accordance with T= 0.32" 1- 2 -5257 0.57 12-11 4760 0.80 ANSI/TPI 1-1995 and NDS-97 to be Incorporated 2- 3 -4427 0.50 11-10 4782 0.89 as part of the budding design by a Budding RMB = 1.15 3- 4 -4008 0.53 10- 9 4008 0.78 Designer (registered architect or professional 4- 5 -4427 0.51 9- 8 4781 0.89 engmeerl. When reviewed for approval by the 5- 6 -5256 0.59 8- 7 4759 0.80buildingdesigner, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local budding 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 pmperty applied rigid ccWng, they should be braced at a maximum spacing of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped gatvanUed sled 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 fabricators plans and to realize a continuing responsibility for such verf- ficallon. 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 hearing. 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 wets 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- Itlon 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 mntml 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. 8-3-12 15-4-0 941-0 15-4-0 1 2 5 6 0-6-6 i T NI 20-5X8 Face = 0-2-8 3.00 1 MT20-6X8 MT20-6X8 3-8-15 0 3.00 0-6-6 MT20-5X8 T Face = 0-2-8 8-2-6 Oil 14-11-11 8-8-10 14-11-11 I 1 11 10 8 I 7 1760# 8.00" 1760# 8.00" 0-10-8 40-0-0 10-8I0 e RO-11-12) RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 Maronda Systems] WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: G CONTRACTOR. Dsgnr: TLY Chk: Date: 2-19-05 TIC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY BracIng shown on this drauing 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 pan of the budding design and which must be considered by the building designer. Bracing length. be BC Lire 10.0 r O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling Provisions must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (see HIB-91 ofTPII. Code Dese: FLA LICENSE #0050068 Frruss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). TOTAL 43.0 V:09.05.02- 64784- 1ID05VANN'ESSA 011.0VIEDOXI-32766 psr Design: Masrir Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: GI BTY:1 DESIGN INFORMATION TOP CHORDS: 2x6 SP 2 WndLod per ASCE 7-98, C&C, V= 125tfph, joint Locations=============== This design is for an individual building BOT CHORDS: 2x6 SP 2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 5) 31- 9- 2 9) 24- 4- 5 component and has been based on information 2x6 SP 1 D 1,5 Bld Type= Enel L= 58.0 ft W= 40.0 ft Truss 2) 8- 2-14 6) 40- 0- 0 10) 15- 7-11 provided by the client. The designer disclaims WEBS- 2x4 SP 3 in INT zone, TCDL= 4.22 psf, BCDL= 6. 0p psf 3) 15- 4- 0 7) 40- 0- 0 1) 8- 4-1 anyresponsibWtyfordamagesasaresulto( faulty or Incorrect information. specifications 2x4 SP 2 2, 4,6 ItlQ act Resistant Covering and/or Glazing Req 4) 24- 8- 0 8) 31- 7- 4 12) 0- 0- 00 and/or designs furnished to the truss designer MAX LIVE LOAD DEFLECTION: MAX. REACTIONS PER BEARING LOCATION----- bythecuentandthecorreclnessoraccumty L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: X-Loc Vert Horiz Uplift Y-LOc Type of this information as it may relate to aspe- L=-0.44" D=-0.29" T=-0.73" Support 1 963# 0- 4- 0 1760 92 -963 BOT PIN cNe project and accepts no responsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 995# 39- 8- 0 1760 0 -995 BOT H-ROLLexercisesnocontrolwithregardtofabrica- T= 0. 53" tion. handling• shipment and Installation of trusses. This truss has been designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: TC... FORCE... CSI .. BC... FORCE... CSI individual budding component in accordance with T= 0.32" 1- 2 -5257 0.57 12-11 4760 0.80 ANSI/TPI 1-1995 and NDS-97 to be incorporated 2- 3 -4427 0.50 11-10 4782 0.89 as par of the building design by a Building RMB = 1.15 3- 4 -4008 0.53 10- 9 4008 0.78 Designer(registered architect or professional 4- 5 -4427 0.51 9- 8 4781 0.89engineer). When reviewed for approval by the budding designer, the design loadings shown 5- 6 -5256 0.59 8- 7 4759 0.80 must be checked to be sure that the data shown arc In agreement with the local budding 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 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 fabricator's plans and to realize a continuing responsibility for such veri- Bcallon. Any disempancles 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 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 cenlruid of the webs unless otherwise shown. Connector plate sizes arc minimum sums based on the forces shown and may need to be increased for certain hand- bag 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 recortunendatlons are to be followed in accordance with .Handling InstaWng & Bracing', HIB-91. Trusses arc 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- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such tempomry bracing during Wtadominoing. The supervision of erecllation betweentrussestoavoidtoppungand tion of trusses shall be under the control of persons experienced in the Installation of trusse . 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 bmcing tI completed. 8- 3-12 154- 0 94-0 154-0 1 2 5 6 0- 6-6 1 T [ NIT20-6X81 Face = 0- a 6. 00 MT20- 6X8 MT20-6X8 p I 3.00 0- 6-6 4 NM0- 6X8 T Face = 0-2-8 8- 2-6 0- 8-0 _I ( I I p_g_p 11 8-8-10 14-11-11 11 11 10 8 71 1760# 8.00" 1760N 8.00" 0- 10-5 40- 0-0 0I 10_8 CCj A ES (12) MT20-2X4 RO-11-111-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: ITruss ID: G1 i CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 2-19-05 TC Live 16.0 Psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, ponal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SAN FORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members to buckling length. Provisions be BC Live 10.0 sf rr O.C. Spacing: 24.0 407) 321-0064 Fax (407) 321-3913 on reduce must PISg only g ` y g madetoanchorlateralbracingalendsandspecifiedlocationsdeterminedbthebuddingdesigner. C Dead p 10. 0 f Design Criteria: TPI gTOMASPONCEP.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Code De$C:: FLA LICENSE #0050068 rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1005 VANNFSSA DR.OViEDO.FL32766 I TOTAL 43.0 psf V:09.05.02- 64785- 1 Design: Matrir Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: H 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 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- ctfle protect and accepts no responsibility or exercises no control with regard to fabrict- tlon, handling, shipment and installation of trusses. This truss has been designed as an IndMduaI building component to accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Build Ing Designer Iregtstered architect or professional engineer). %Vhcn 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. 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) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maxlmtun spacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASrM 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 responslbWty for such verf- Bcatlon. Any dlscmpancles are to be put In writing before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight Bttmg 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 centmid of the webs unless otherwise shown. 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 Contra) refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with "Handling InstaWng & 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- Ilton and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is allays 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 (i e. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing u! completed. TOP CHORDS: 2x6 SP 2 BOT CHORDS: 2x6 SP 2 2x6 SP 1 D 1,5 WEBS: 2x4 SP 3 2x4 SP 2 2,4,6 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.45" D=-0.29" T=-0.74" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.53" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.32" RMB = 1.15 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 8" o.c Brace moist extend at least 90% of web length 2x6 Brace required on any web over 141-0". PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 953# Support 2 985# TC... FORCE CSI BC... FORCE CSI 1- 2 5272 0.58 12-11 4781 0.80 2- 3 4197 0.53 11-10 4793 0.90 3- 4 3779 0.36 10- 9 3778 0.62 4- 5 4198 0.53 9- 8 4793 0.90 5- 6 5272 0.59 8- 7 4781 0.80 Locations=============== 1) 0- 0- 0 5) 31- 1- 2 9) 23- 0- 5 2) 8-10-14 6) 40- 0- 0 10) 16-11-11 3) 16- 8- 0 7) 40- 0- 0 11) 9- 0-12 4) 23- 4- 0 8) 30-11- 4 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1759 59 -953 BOT PIN 39- 8- 0 1759 0 -985 BOT H-ROLL 16-8-0 6-8-0 16-8-0 1 2 5 6 60000 MT20-6X8 MT20-6X8 0-6-6 1 MT20-5X10 Face = 0-2-8 3.00 6 00 MT20-SX10 3 00 Face = T 8-10-6 0-6-6 T_ 0-2-8 Oil 16-3-11 11 6-0-10 16-3-11 I I ll 10 8 I 7 1760# 8.00" 1760# 8.00" 0-10-8 40-0-0 0- 10-8 RO-11-12) ( RI0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Maronda S stemsi A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 2-19-05 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 psr 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 is for lateral buckling length. be BC Live 10.0 rps O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown support of truss members only to reduce Provisions must mad' to anchor lateral bracing at ends and specified locations delernmed by the building designer. BC Dead 10.0 PSI* p Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the Overall structure may be required. (See HIB-91 of TP0. Code Dese: FLA LICENSE #0050068 rrmss Plate Institute, TPI, Is located at 583 D'OnofnDrive.o De. Madison. Wisconsin 53719)• 1005 VANNESSA DROVIEDO.FI-32766 TOTAL 43.0 psf V:09.05.02- 64786- 1 Design: Morris Andfysis JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: I 9TY: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 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- ctflc 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 arc In agreement with the local building coda. local climatic records for wind or snow loads. project speciflcallons 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 maxtmum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veiny that this drawing is In conformance with the fabricators plans and to realize a continuing msponslbWly 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 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 Quallly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection r rnr endatlons arc to be followed In accordance with -Handling Installing & Bracing. HIB-91. Trusses arc 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- Won 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 6 completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT 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=-0.58" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0,42" MAX HORIZONTAL LIVE L40AD DEFLECTION: T= 0.21" RMB = 1.15 9-4-4 0-66-6 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 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 141-0". PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 946# Support 2 977# TC...FORCE...CSI BC... FORCE CSI 1- 2 4063 0.58 12-11 3659 0.78 2- 3 3143 0.53 11-10 3673 0.66 3- 4 2826 0.35 10- 9 2825 0.41 4- 5 3143 0.54. 9- 8 3672 0.66 5- 6 4062 0.59 8- 7 3658 0.78 Joint Locations=====____=== 1) 0- 0- 0 5) 30- 8-10 9) 22- 2 2) 9- 3- 6 6) 40- 0- 0 10) 17-10 3) 17- 5- 0 7) 40- 0- 0 11) 9- 5-1-- 4) 22- 7- 0 8) 30- 6- 2 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1360 59 -946 BOT PIN 39- 8- 0 1360 0 -977 BOT H-ROLL 17-5-0 1, 5-2-0 17-5-0 1 2 5 6 0 MT20-6X8 M't20-6X8 00 4-3-8 l1TI'20-6X8] Face = 0-2-8 3.00 I1 3.00 0-8 MT20-6X8 Face = T 9-2-14 0-6-6 T7I 0-2-8 17-2-0 44-0 k 17-2-0 I I 1 11 10 14 8 7 1360# 8.00" 1360# 8.00" 00-1-8 _1 1. 1 40-0-0 6.1 0 110-11-12) (RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOXI-32766 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 par 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). rrmss Plate Institute. TPI. is located at 583 D'Onofho Drive, Madison. Wisconsin 53719). Eng. Job: WU: AKLK Dwg: Truss ID: I Dsgnr: TLY Chk: Date: 2-19-05 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 Dsr V-no n6 n,)- AA7R7- 1 Design: Morris Analysis JOB PATH: C:ITEE-LOKIHOMEOIB HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: J QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP 2 WndLod per ASCE 7-98, C&C, V= 125mph, Joint Locations=============== This design is foram individual building BOT CHORDS: 2x6 SP 2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 4) 14- 4- 0 7) 0- 0- 0 component and has been based on information WEBS: 2x4 SP 3 Bld Type= Enel L= 58.0 ft W= 14.3 ft Truss 2) 7- 4- 0 5) 13- 0- 0 provided by the client. The designer disclaims 2x4 SP 2 2 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 14- 4- 0 6) 7- 2- 4 any responsibility for damages as a result of WEDGES- 2x4 SP 2 Impact Resistant Covering and/or Glazing ReqfaultyorIncorrectInformation, specNca Ions and/or or In orr ct Information. shed to the truss designergnssign MAX LIVE LOAD DEFLECTION: TOTAL DESIGN LOADS by the client and the correctness or —limey L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Uniform PLF From PLF To Of this information as it may relate to a spe- L=-0.04" D=-0.02" T=-0.06" Support 1 689# TC Vert L+D -46 0-10- 8 -46 14- 4- 0 cificproject and accepts noresponsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 608# BC Vert L+D -40 0- 0- 0 -40 14- 4- 0 exemmces no control with regard to fabrica- T= 0. 02" Concentrated LBS Location tion. usses. This shlphasbeendment and si Installation of trusses. This truss has been designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: TC...FORCE... CSI ..BC ... FORCE ... CSI BC Vert L+D 1212 13- 0- 0 Individual building component In accordance with T= 0.01" 1- 2 -993 0.37 7- 6 828 0.39 MAX. REACTIONS PER BEARING LOCATION----- ANSI/TPI 1-1995 and NDS-97 to be incorporated 2- 3 -1795 0.44 6- 5 812 0.53 X-LOc Vert Horiz Uplift Y-Loe as part of the building design by a Building RMB = 1.00 5- 4 1558 0.63 0- 4- 0 768 12 -689 BOT PIN Designer Iregistered architect or professlonal 14- 2- 3 1716 0 -608 BOT H-ROLL 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 clLnatic 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 74-0 7-0-0 specified. WherebottomchordsIntensionarc13 not fullybracedLaterallybyaproperlyappliedrigidceiling, they should be braced at a maximum spacing of 10'-0- o.c. Connector 0 0 plates shallbemanufacturedfrom20gaugehotdippedgalvardwd steel meeting AS ?,I A 653. Grade 40. unless otherwise shown. MT204X6 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 arc to be put In writing befom 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 centroid of the webs unless otherwise shown. 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 m luber unlessotherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendatlons am to be followed In accordance with -Handling InstaWng & Bmetng". HIB-91. Trusses arc to be handled with particular cam 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- 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 emctlon of trusses shall be under the control of persons experienced In the Installation of trusses. Professloml 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 is completed. 4-5- 3 4-2- 6 0-6- 6 FQ 0- 8- 6 t_ MT20- 5X6 MT20-2X4 MT20-6X8 A1T20-3X6 N1720-2X4 M 14- 4- 0 1 7 6 5 4 768# 8. 00" 1717# 3.62" 0-10 8 _ 1 14 4-0 RO-11- 12) 1212# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4405 Maronda S stems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WV: AKLK Truss ID: J y CONTRACTOR. Dsgnr: TLY Chk: Date: 2-19-05 TC Live 16.0 psf Durfac - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bmcing 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 be BC Live 10.0 psf O.C. Spacing: 24.0" P g• 407) 321- 0064 Fax (407) 321-3913 shown is for Lateral support of truss members only to reduce buckling length. Provisions must Design Criteria: TPI 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-91ofTPn. BC Dead 10.0 psf Code Dese: FLA LICENSE #0050068 l7russ Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). TOTAL 43. 0 V:09.05.02- 64790- 1 1005 VANNFSSADR.OVIEDOYI-32766 psf Design: Mairit 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 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 c,mmtses 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 par 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 eompresslon 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 ceWng, they should be braced at a maximum spacing of 10'-(r 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 revlew this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- Bculon. Any dlscmpancles 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 filling 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 fames 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 Infomtation on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendatlons are to be followed In accordance with 'Handling Installing & Bmctng-. 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 reslstmg 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 bmctng during Installation between trusses to avoid toppling and dominoing. The supervision of erection of I— 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 Inds other than the weight of the erectors shall be applied to susses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: K QTY:2 TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, Joint Locations===========_=== BOT CHORDS: 2x4 SP #2 He: 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 WEBS: 2x4 SP #3 Bld Type= Encl L= 58.0 ft W= 13.0 ft Truss 2) 3- 9- 1 5) 13- 0- 0 8) 0- 0- 0 WEDGES: 2x4 SP #2 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 7- 4- 0 6) 13- 0- 0 Fact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- PROVIDEUPLIFT CONNECTION PER SCHEDULE: X-Loc Vert Horiz Uplift Y-Loc Type Support 1 453# TC... FORCE ... CSI BC ... FORCE ... CSI 0- 4- 0 607 41 -453 BOT PIN Support 2 415# 1- 2 -708 0.22 8- 7 602 0.38 12-10-12 550 0 -415 BOT H-ROLL MAX LIVE LOAD DEFLECTION: 2- 3 -566 0.19 7- 6 379 0.34 L/999 3- 4 -570 0.20 L=-0.02" D=-0.01" T=-0.03" 4- 5 27 0.13 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 74-0 5-8-0 1 2 4 5 Q 0 NM0-4X6 MT20-2X4 MT20-3X4 4-5-3 MT20-2X4 4-2-6 0-6-6 T 1- 4Ij- 6 MT20-5X6 NM04X6 MT20-3X4 18 608# 8.00" 0-10-8 , 13-0-0 RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DwgDsg : CONTRACTOR. TLY TC Live BRACING WARNING: 4005 MARON DA WAY Bmctng shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the bulking designer. Bmcing 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 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead TOMAS PONCE P.E. Addhlonal bracing of the overall structure may be required. (See HIB-91 of TPI). LICENSE #0050068 Truss Plate Institute. TPI, Is located at 583 D'Onufnu Drive. Madbun. Wisconsin 537191. TOTAL1005VANNESSADR.OVIEDOXI-32756 551f/ 2.50" scale = 0.4740 Truss ID: K Chk: Date: 2-19-05 16.0 psf DurFac - Lbr: 1.25 7.0 10.0 10.0 psf psf psf DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 43.0 psf I V:09.05.02- 64791- 1 10 Design: Matrix Analysis JOB PATH: C:tTEE-LOKIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: L QTY:1 DESIGN INFORMATION Thb 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 tnfornatlon, 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 exemtses 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 englneerl. 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 cllmatic records for wind or snow loads. project specification 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 properly applied rtgid ceWng, they should be braced at a maximum spicing 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 Poor to fabrication, the fabricator shall review this drawing to verify that this drawing 1s In conformance with the fabricators plans and to realize a continuing responsibility for such verl- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication - Plates shall not be Installed over knotholes. knots or distorted gain. 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 recommendatlons are to be followed in accordance with "Handling IntaWng & Bracing', HIB-91. Trusses arc 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 ahva}s 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 he under the control of persons experienced in the Installation of trusses. Professional advice shall be sought U 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. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 401# Support 2 349# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.01" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V= 125stlph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 13.0 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 -702 0.17 7- 6 596 0.38 2- 3 -565 0.18 6- 5 0 0.27 3- 4 -479 0.30 Joint Locations=============== 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 9- 1 5) 13- 0- 0 3) 7- 4- 0 6) 7- 4- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 607 171 -401 BOT PIN 12-10-12 550 0 -349 BOT H-ROLL MT204X6 MT20-3X4 MT20-2X4 4-5-3 4-2-6 0-6-6 111T20-SX6 MT204X6 MT20-2X4 Ml 608# 8.00" 551# 2.50" 0-10 8 elRO-11-12) io 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4740 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Maronda S 11 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: I Date: 2-19-05 TIC Live 16.0 psr DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bmcing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFac - 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 for lateral to buckling length. Provisions be BC Live 10.0 fPs O.C. Spacing: 24.Onn407) 321-0064 Fax (407) 321-3913 shown is support of truss members only reduce must made to anchor lateral bating at ends and specified locations determined by the building designer. BC Dead 10.0 r Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPd. Code Dese: FLA LICENSE #0050068 rrruss Plate Institute. TPI, is located at 563 D'Onofrio Drive, Madison. Wisconsin 53719). 1005 VANNESSA DROVIEDO.Ft-32766 TOTAL 43.0 Psf V:09.05.02- 64792- 1 Design: Metric Analysis JOB PATH: C:ITEE-LOKIHOMEDIR TICS: 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 esanyrponsiblty 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 Deslgner Iregtstered architect or professional englneerl. 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 cHmatl[ 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 mnttnu- 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'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI-M A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such verl- 0catlon. Any discrepancies arc to be put In writing before culling 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) nun parallel to the plate length specified. Double cuts on web members shall meet at the centruid of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the fomc shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with nre retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing-, HIB-91. Tresses are to be handled with particular care during handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Itlon 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 toppWg 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 shad be applied to lg+asses until after all fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: TOP CHORDS: 2x8 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 382# Support 2 417# MAX LIVE LOAD DEFLECTION: L/909 at JOINT # 4 L=-0.11" D=-0.07" T=-0.18" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 3-0-0 2-6-6 1 Q MT20-6X12 WO: ARLK WE: This 1-PLY truss designed to carry 131 0" span framed to BC one face 0' 0" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V= 125rrph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 8.9 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 -994 0.04 8- 7 -9 0.51 2- 3 -964 0.06 7- 6 50 1.00 3- 4 0 0.03 6- 5 0 0.90 TI: L 1 CITY:1 Joint Locations=============== 1) 0- 0- 0 4) 8-10- 8 7) 1- 4-14 2) 1- 4-14 5) 8-10- 8 8) 0- 0- 0 3) 7- 2-12 6) 7- 2-12 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -23 0- 0- 0 -23 8-10- 8 BC Vert L+D -250 0- 0- 0 -250 8-10- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1212 9 -382 BOT PIN 8- 8-12 1212 0 -417 BOT H-ROLL MT20-5X6 MT20-3X6 [A7T20-6X121 MT20-3X6 1212# 3.50" 8-10-8 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 i D05 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 bracing. portal bracing or similar bracing which is a par 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 budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. frruss Plate institute, TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). 3-0-0 1-6-0 rT- 6 5 1212# 3.50" J scale = 0.7000 Eng. Job: WO: ARLK Dwg: Truss ID: L1 Dsgnr: TLY Chk: Date: 2-19-05 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 10.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 43.0 psf V:09.05.02- 64794- 1 Design: Matrit Analysis 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- ciflc project and accepts no responsibility or exemises 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 pan of the building design by a Building Dplgner !registered architect or professional englneerl. 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, 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) an conttnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid cellng, 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 ASI'M 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- Bcation. 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 filling 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 Me retardant treated lumber unless otherwise shown. For additional Information onf,ual ty Control refer to ANSI/TPII-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 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 tntsses 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 sses until after all fastening and bracing b completed. JB: ARLINGTON K 3&4 AC: TOP CHORDS: 2x8 SP 2 BOT CHORDS: 2x12 SP 2 WEBS: 2x4 SP 3 2x4 SP 2 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 8.9 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=-0.0711 D=-0.05" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 3-0-0 WO: ARLK WE: This 2-PLY truss designed to carry 19, 0" span framted to TC one face 81 01, span framed to TC opposite face 2-PLY TRUSS! fasten w/3"X 0.12011 nails in staggered pattern per nailing schedule: TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHIDULE: Support 1 750# Support 2 750# This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss artist be marked to prevent UPSIDE DOWN erection. TC... FORCE ... CSI 1- 2 476 0.77 2- 3 0 0.40 2-PLYS REQUIRED BC...FORCE ... CSI 6- 5 0 0.91 5- 4 0 0.91 10-8 TI: L2 QTY:2 Joint Locations===—========= 1) 0- 0 0 3) 8-10- 8 5) 6- 8-12 2) 6- 8-12 4) 8-10- 8 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -567 0- 0- 0 -567 8-10- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-L.oc Type 0- 4- 0 2520 0 -750 BOT PIN 8- 8-12 2520 0 -750 BOT H-ROLL MT20-3X6 MT204X8 A1T20-8X I0 2520# 8.00" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: FMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g : Ds nr: TLY Chk: CONTRACTOR. TC Live 16.0 psf BRACING WARNING: 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 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Live 10.0 sfP 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. BC Dead 10.0 psfTOMASPONCEP.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). TOTAL 43.0 psf1005VANNESSADR.OVIEDO.FL32766 3-0-0 I 4 2520# 3.50" scale = 0.7000 Truss ID: L2 Date: 5-09-05 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ffro na 7n n7 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: M 9TY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP 2 WndLod per ASCE 7-98, C&C, V= 125niph, joint Locations=========___=== This design is for an Individual building BOT CHORDS: 2x4 SP 2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 component and has been based on Information WEBS: 2x4 SP 3 Bld Type= Encl L= 58.0 ft W= 14.3 ft Truss 2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- 0 provided by the client. The designer disclaims SLIDERS: 2x4 SP 2 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 7- 4- 0 6) 14- 4- 0 for damages asaresultofanyresponsibilityIncorrectWEDGES: 2x4 SP 2 and/or Glazing Re actResistantCo9verinan9QMAX. REACTIONS PER BEARING LOCATION----- Information, speclRnsibWty faultyor ©dons and/or designs furnished to the truss designer MAX LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type by the client and the correctness or accuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 0- 4- 0 664 32 -471 BOT PIN of this information as It may relate to a spe- L=-0.02" D=-0.02" T=-0.04" Support 1 471# 14- 2- 3 608 0 -420 BOT H-ROLL cNc project and accepts no responsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 420# exercises no control with regard to fabrica- T= 0. 02" tlon, h shipment and installation of trusses.. This This truss has been designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: TC... FORCE... CSI ..BC... FORCE... CSI Individual building component In accordance with T= 0.01" 1- 2 -810 0.23 8- 7 689 0.36 ANSI/TPI 1-1995 and NDS-97 to be incorporated 2- 3 -674 0.20 7- 0 700 0.36 as part of the building design by a Budding RMB = 1.15 3- 4 -675 0.19 0- 6 494 0.22 Designer (registered architect or professional 4 - 5 -818 0. 25 engineer). When reviewed for approvalbythebuddingdesigner, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding 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) arc continu- ously braced by sheathing unless otherwise 7-4-0 7-0- 0 specified. Where bottom chords intensionare1245not fully braced laterally byapmperiyappliedrigidceiling. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shad be manufactured from 20 gauge hot Q Q dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. MT204X6 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 ritlnuing responsibility for such vert- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be Installed over knotholes, knots or distorted gram. Members shall be cut I., tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shad be sytn. 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 shad meet at the centrold of the webs unless otherwise shown. 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 Ail bracing and erection recommendations art 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. It1on and for resisting lateral forces shad 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 dommotng. The supervision of erection of trusses shad be under the control of persons experienced in the Installation of trusses. Professional advice shad be sought If needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing Is completed. MT20-2X4 MT20- 2X4 4- 5-3 4-2- 6 0-6-6 0-8- 6 MT20-5X6 DiT204X6 A1T20-3X4 MT20-6X8 A7T20-3X4 144-0 Ilk 8 7 665# 8.00" 608# 3. 62" 0-10-8 14-4- 0 RO-11- 12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4405 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: M y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 2- 19-05 TC Live 16.0 Psi 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 DurFac - Pit: 1.25 SANFORD, FL. 32771 which is a part of the budding design and which must be considered by the budding designer. Bracing buckling be BC Live 10. 0 pSf O.C.S 24.Urr Spacing: 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce length. Provisions must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the metal) structure may be required. (See HIB-91 of TPB. Code Desc: FLA LICENSE #0050068 rrmss Plate Institute. TPI, is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719)• TOTAL 43.0 1005 VANNESSA DR.OVIEDO.FL32766psfV:09.05.02- 64797- 2 Design: MuAr Analysis JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: N QTY: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 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- c81c project and accepts no responsibility or exerelscs 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 pan of the building design by a Building Designer (registered architect or professional engneerl. 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 contlnu- 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 gnhanimd steel meeting ASTM A 653. Grade 40. unless otherwise shown. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bid Type= Encl L= 58.0 ft W= 14.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 558# TC... FORCE CSI BC... FORCE CSI Support 2 552# 1- 2 799 0.22 16-15 670 0.30 MAX LIVE LOAD DEFLECTION: 2- 3 1248 0.22 15-14 65 0.12 L/995 at JOINT #12 3- 4 1070 0.17 14-13 90 0.10 L=-0.05" D=-0.03" T=-0.08" 4- 5 1070 0.17 13-12 1152 0.28 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 6 1248 0.22 12-11 1152 0.28 T= 0.05" 6- 7 799 0.21 11-10 90 0.10 MAX HORIZONTAL LIVE LOAD DEFLECTION: 10- 9 65 0.12 T= 0.03n 9- 8 670 0.30 RMB = 1.15 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricalofs plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shaIf not be installed over knotholes. knots or distorted gram. Members shall be cut for light fitting wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nalls fully Imbedded and shall be 4-5-3 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 0-6-6 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 B not to be fabricated with fire retardant treated 777--- 7 lumber unless otherwise shown. For additional 1 Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular tare 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- ling Is essential and erection bracing is allays 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 after all fastening and bracing is completed. 0 MT20-4X6 Joint Locations=============== 1) 0- 0- 0 7) 14- 8- 0 13) 5- 4- 0 2) 2- 9- 1 8) 14- 8- 0 14) 5- 4- 0 3) 5- 4- 0 9) 11-10-15 15) 2- 9- 1 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 5) 9- 4- 0 11) 9- 4- 0 6) 11-10-15 12) 7- 4- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 2- 8- 0 670 -33 -558 BOT PIN 12- 0- 0 670 0 -552 BOT H-ROLL 0 4-2-6 0-6-6 3.00 I L 3•00 MT20-6X8 54-0 2-0-0 2-0-0 54-0 16 15 1 13 1 11110 9 8 671N 64.00" 671k 64.00" 0-10-8 1 1, 14-8-0 00-10-8-8 GAR91115PLA ES (20) MT20-2X4 (R' 0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4081 Maronda S WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: N y stems CONTRACTOR. Dsgnr: TLY Chk: Date: 2-19-05 TIC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: 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 DurFac - 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 buckling length. be BC hive 10.0 r P$ O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce Provisions must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 p$f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 ofTPO. Code Desc: FLA LICENSE # 0050068 buss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719) TOTAL 43.0 IOGSVANNESSADR.OVIEDO.FL32766 psf V:09.05.02- 64798- 2 Design: Afarrfs Analysis JOB PATH: C.ITEE-LOKIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: N1 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125rrlph, Joint Locations======__======= This design is for an lndMdual budding BOT CHORDS: 2x4 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 3) 14- 8- 0 5) 7- 4- 0 component and has been based on information WEBS: 2x4 SP #3 Bld Type= Encl L= 58.0 ft W= 14.7 ft Truss 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- 0 provided by the client. The designer disclaims SLIDERS: 2x4 SP #2 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf MAX. REACTIONS PER BEARING LOCATION----- anyresponsibdityfordamagesasaresultof Impact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type donsfaultand/ odesign furct nishedInformation.specifications trussand/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: 0- 4- 0 670 44 -558 BOT PIN by the client and the correctness or accuracy Support 1 558# TC... FORCE...CSI ..BC... FORCE... CSI 14- 4- 0 670 0 -603 BOT H-ROLL of this Information as It may relate to a spe- Support 2 603# 1- 2 -1223 0.50 6- 0 824 0.27 clflc project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: 2- 3 -1223 0.50 0- 5 1092 0.33 excrclses no control with regard to fabrlca- L/999 5- 0 1092 0.33 tion, handling, shipment and Installation of trusses. This truss has been designed as an L=-0.05" D=-0.03" T=-0.08" 0- 4 824 0.27 Individual budding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0.06" as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: Designer (registered architect or professional T= 0.04 ^ engineer). When reviewed for approval by the building designer, the design loadings shown RMB = 1.15 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 Icads. 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 specNed. Where bottom chords in tension are not fully braced laterally by a properly applied 7-0-0 7-0-0 rigid ceding, they should be braced at a maximum spacing of 10'-W o.c. Connector 1 3 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. QCmde40. unless otherwise shown. 6.00 NIT20 4X6 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Ls in conformance with the fabriMLOeS plans and to realize a continuing responsibility for such verl. fication. Any discmpancles am 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 4-2-6 the truss with nails fully imbedded and shall be 4-5-3 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 D1T20-6X8 the plate length specified. Double cuts on web 0-6-6 0-6-6 members shall meet at the centrold of the webs unless otherwise shown. connector plate sims i 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 MT20-5X6 T11T20-3X4 A1T20-3X4 1-8-0 t\TT20-3X4 11iT20-3X4 MT20-5X6 lumber unless otherwise shown. For additional Information on Quality Control infer to a 3-8-0 3-8-0 'I ANSI /TPI 1-1995 3.00J1 3'00 PRECAUTIONARY NOTES All bmcing and erectlon recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses arc to be handled with particular mm during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays 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 omses until after all fastening and bmcing Is completed. 00-8 6-8-0 6-8-0 I 6 4. 671# 8.00" 671N 8.00" 0-10-8 14-8-0 0 10-8 Cd f ATE (8) MT20-2X4 (R0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4081 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 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 mquimd. (See HIB-91 of TPII. Truss Plate Institute. TPI. is lucated at 583 D'Onofdo Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: WU: AKLK Truss ID: N 1 Date: 2-19-05 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 10.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 43.0 psf V:09.05.02- 64799- 2 15.1. ",u,,,.. n.0 ,7 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: O QTY: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 maponsibWty for damages as a result of faulty or Incorrect Information, spec0lcatlons 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 exemises 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 englneerl. 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 tendon are not fully braced laterally by a properly applied rigld 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 ASI'M 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 fabricators plans and to realize a continuing responsibility for such verl- ficatlon. Any discmpancles 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) nun 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 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 I. be fabricated with fire retardant treated umber unless otherwise shown. For additional Information on Quality Control 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 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- 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 losses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125rrph, Joint Locations=============== BOT CHORDS: 2x4 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 9) 16- 0- 0 17) 5-11- 8 WEBS: 2x4 SP #3 Bld Type= Encl L= 58.0 ft W= 25.9 ft Truss 2) 3-10-11 10) 19- 8-13 18) 3-11- 8 2x4 SP #2 4,7 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 5-10-11 11) 25-11- 0 19) 0- 0- 0 WEDGES: 2x4 SP #2 Impact Resistant Covering and/or Glazing Req 4) 6-11-11 12) 25-11- 0 20) 7-10- 2 MAX LIVE LOAD DEFLECTION: 5) 7-10-11 13) 19- 9-12 21) 12- 0- 2 L/992 at JOINT #18 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 9-11- 8 14) 15- 9-12 22) 14- 0- 2 L=-0.08" D=-0.05" T=-0.13" Support 1 307# 7) 12- 0- 5 15) 9- 9-12 MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 416# 8) 14- 0- 5 16) 6- 9- 7 T= 0.09" Support 3 489# MAX. REACTIONS PER BEARING LOCATION----- MAXHORIZONTAL LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type T= 0.05" TC... FORCE CSI ..BC ... FORCE ... CSI 0- 1-12 334 107 307 BOT PIN 1- 2 192 0.27 19-18 89 0.29 6-11- 0 1099 0 416 BOT H-ROLL RMB = 1.15 2- 3 198 0.22 18-17 89 0.26 25- 7- 0 875 0 489 BOT H-ROLL 3- 4 220 0.26 17-16 87 0.41 4- 5 -526 0.26 16-15 123 0.42 5- 6 -481 0.19 15-14 897 0.36 6- 7 -449 0.22 14-13 1000 0.35 7- 8 -482 0.24 13-12 1003 0.44 8- 9 -514 0.23 9-10 -872 0.25 9-11-8 10-11 -118 0.29 15-11-8Ilk 1 2 3 4 5 7 8 9 10 11 1 0-6-6 8-8-15 1 T 3-0-0 A MT20-4X6 NTT20-2x (MO-5X %MO-2X4 M-170-6X8 6.00 1l9 18 17 16 115 F4 334# 3.50" 1099# 8.00" 0-108I 25-11-0 GAW&1 WV6 PL TES (0) MT20-2X4 C/L: 6-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARN 4005 MARONDA WAY gNG: erection bracing, wind bracing, portal bracing or similar bracing 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 rrruss Plate Institute, TPI. Is located at 583 D'Onufrio Drive. Madison, Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.FL32766 M'1ZU-2x4 0-6-6 MT20-3x6 I 8-6-2 10-1-4 13 12 876# 8.00" I 0-10-8 RIp-11-12) scale = 0.2402 Eng. Job: WO: ARLK Dwg: Truss ID: O Dsgnr: TLY Chk: Date: 2-19-05 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 10.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 43.0 psf V.n9_n5 n9- Mam_ 9 vesign: mairu Analysis Jun rAlr: l.:lrcc-LVrtinVMcutrt JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: 01 QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP 2 WndLod per ASCE 7-98, C&C, V= 125inph, Joint Locations=============== This design is for an individual building BOT CHORDS: 2x4 SP 2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12 component and has been based on Information WEBS; 2x4 SP 3 Bld Type= EnCl L= 58.0 ft W= 25.9 ft Truss 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 provided by the client. The designer disclaims 2x4 SP 2 4 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 any responsibility for damages as a result of WEDGES: 2x4 SP 2 Impact Resistant Covering and/or Glazing Req 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 information. specificationsfaultyorincorrect signsfurnishedfurnished to the truss designerliens MAX LIVE LOAD DEFLECTION: MAX. REACTIONS PER BEARING LOCATION- - - - - by the client and the correctness or accuracybytheand L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: X-I.oc Vert Horiz Uplift Y-LoC Type If this Information as it may relate to spe- L=-0.04" D=-0.03" T=-0.07" Support 1 284# 0- 1-12 335 43 -284 BOT PIN cific project and accepts no responsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 449# 6-11- 0 1105 0 -449 BOT H-ROLL exercises no control with regard to fabrica- T= 0.05" Support 3 500# 25- 7- 0 868 0 -500 BOT H-ROLL Lion. handhshipment and designation of trusses. This truss has been designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: Individual building component In accordance with T= 0.03" TC... FORCE... CSI ..BC... FORCE... CSI ANSI/ TPI 1-1995 and NDS-97 to be incorporated 1- 2 -149 0.36 12-11 92 0.40 as pan of the building design by a Building RMB - 1.00 2- 3 -489 0.37 11-10 31 0.39 Designer ( registered architect or professional 3- 4 -499 0.35 10- 9 882 0.38 engineer). % Vhen reviewed for approval by the 4- 5 -858 0.34 9- 8 988 0.38 building designer, the design loadings shown must be checked to be sure that the data shown 5- 6 -1173 0.33 8- 7 991 0.47 arc In agreement with the lop) building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. Lruss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contmu- 9-11-8 15-11-8 ously braced by sheathing unless otherwise specified. Where bottom chords In tension are 1 2 4 S 6 not fully braced laterally by a property applied rigid ceiling. they should be braced at a Q 6 maximum spacing of 10'-(' o.c. Connector plates shall be manufactured from 20 gauge hot MT204X6 dipped galvanized steel meeting ASTM A 653. Crude 40. unless otherwise shown. FABRICATION NOTES MT20- 3X4 Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In MT20-3X4 conformance with the fabriattor's plans and to realize a continuing responsibility for such veri- BoUon. Any discrepancies are to be put in writing before cutting or fabrication. Plates h shanotbe Installed over knotholes. 0-6- 6 knots ordistortedgain. Members shall be cut MT20-6X8 8-6-2 for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of 8-8- 15 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' ATC20-5 X6 MT20-2X4 MT20-5X I0 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 3-0- 0 unless otherwiseshown. 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 I17T20-6X8 MT20-2X4 MT20-5X6 Information on Quality Control refer to Ie 9-0-12 i ANSI/ TP11- 1995 I 6. 0 0 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling I nst2Wng & Bracing". HIB-91. Trusses are to be handled with particular prc during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a sUafght and plumb pos- Ition and for resisting lateral farces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses mqui es such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shah be under the control of persons experienced In the Installation of trusses. Professional advice shah be sought U 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 tXussn until after all fastening and bracing is completed. R 12 11 110 335# 3.50" 1106N 8.00" 0-10-8 COAAT S (12) MT20-2X4 C/L: 6-11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 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 25-11-0 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16. 0 psf Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf which is a part of the building design and which must be considered by the building destgner. Bracing BC Live 10.0 f shown Is forlateralsupportoftrussmembersonlytoreducebucklinglength. Pmvislons must be ps made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Additional bmcfng oftheoverallstructuremayberequired. (See HIB-91 of TPI). frmss Plate Institute. TPI, is located at 583 D'Onafrio Drive. Madison, Wisconsin 537191. TOTAL 43.0 86-9# t 8.00" 010- 8 I I RO-11- 12) scale = 0.2402 Truss ID: Ol Date: 2-19-05 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24. 0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: 02 QTYA DESIGN INFORMATION TOP CHORDS: 2x4 SP 2 WndLod per ASCE 7-98, C&C, V= 125mph, Joint Locations==============_ This design is for an individual building BOT CHORDS: 2x4 SP 2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12 component and has been based on information WEBS: 2x4 SP 3 Bld Type= Enel L= 58.0 ft W= 25.9 ft Truss 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 provided by the client. The designer disclaims 2x4 SP 2 4 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 any responsibility for damages as a result of WEDGES- 2x4 SP 2 Impact Resistant Covering and/or Glazing Req 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0 faulty or Incorrect information. specifications and/or designs fuishedtothe truss designer mbyMAX LIVE LAAD DEFLECTION: MAX. REACTIONS PER BEARING IACATION----- the client and the cormanessoraccuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: X-Loc Vert Horiz Uplift Y-Loc Type If this tnformationasitmay relate toaspe- L=-0.07" D=-0.04" T=-0.11" Support 1 1007# 6- 9-12 1543 -47 -1007 BOT PIN cincproject and accepts noresponsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 427# 25- 7- 0 769 0 -427 BOT H-ROLL exercises no control with regard to fabrica- tion. handling. shipment and Installation of trusses. This truss has been designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: TC ... FORCE... CSI ..BC... FORCE... CSI IndtviduaI building component in accordance with T= 0.03" 1- 2 556 0.48 12-11 -422 0.41 ANSI/TPI 1-1995 and NDS-97 to be Incorporated 2- 3 -155 0.38 11-10 -475 0.42 as part of the building design by a Building RMB = 1.15 3- 4 -168 0.26 10- 9 679 0.31 Designer (registered architect or professional 4- 5 -654 0.28 9- 8 822 0.32 englneed. When reviewed for approval by the 5- 6 -985 0.23 8- 7 826 0.35 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. 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- 9-11-8 15-11-8 ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc 1 2 4 5 6 not fully braced laterally by a property applied rigid ceiling. they should be braced at a 0 maximum spacing of 10'- O- o.c. Connector plates shall be manufactured from 20 gauge hot MT204X6 dipped galvanized steel meeting ASI'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES MT20-3X4 Prior to fabrication, the fabricator shall revIew this drawing to verify that this drawing o In NMO-3X4 conformance with the fabricators plans and to realize a continuing responsibility for such veri- 0catlon. Any docmpancics arc to be put In writing before cutting or fabrication. Plates shall not be installed cover knotholes. 0-6-6 MT20- 6X8 knots or distorted grain. Members shall be cut 8-6-2 for tight f1tting wood to wood bearing. Con- nector plates shall be located on both faces of 8-8-15 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 6.x8 plate Is 6- NMO-5X6 MT20-3X6 MT20-5X 10 wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs 3-0-0 unless otherwise shown. Connectorplatesizesareminlmumsizesbased on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not lo be fahricated with fUe retardant treated lumber unless otherwise shown. For additional MT20-6X8 MT20-2X4 MT20-SX6 Information on Quality Control refer to l 8-8-12 ANSI/TPI 1-1995I6.00 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing & Bmcing', 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 resoling 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 tosses until after all fastening and bracing is completed. fl 9- 9-12 6- 0-0 11 10-14 11 12 11 10 148 7 CANT: 6-8-0 1543# 3.50" 770# 8.00" 0-11-8 25- 11-0 i 0-10--8 St" COPAT S (8) MT20-2X4 R0 11 12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.2402 Maronda S stems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: 02 y Dsgnr: TLY Chk: Date: 2-19-05 CONTRACTOR. TC Live TC Dead 16.0 psr 7. 0 psr DurFac - Lbr: 1.25 DurFae - Pit: 1.25 BRACING WARNING: Bracing shownonthis drawing o not erection bracing, wind bracing, portal bracing or similar bracing 4005 MARONDA WAY SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing Live BC Li 0.0psrp O.C. Spacing: 24.Orr 407) 321-0064 Fax ( 407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. P-mlons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. uee Additional bracing of the overallstretummayberequired. (SHIB-91 of TPB' Code Dese: FLA LICENSE #0050068 1005 VANNESSA DR.OVIEDO. F1.32766 rrmss Plate Institute, M. Is located at 583 D'Onofno Drive, Madman. Wtsconsin 537191. TOTAL 43.0 psr V:09. 05.02- 64808- 2 Vengn: Afarar Arldysts JUn rAffr: L: Il CC-LVM1IfIVMLUIn JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: P 9TY: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 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 Nbrica- 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 compresslon 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 rlgld ceWng. they should be braced at a maximum spacing of 10'4r o.c. Connector plain shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall mvlew this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any dlscrepancles 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 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 shownandmayneedLotIncreasedforcertainhand- 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 Ali bmcing and erection recommendations arc to be followed In accordance with -Handling Installing & Bracing'. HIB-95. Trusses arc 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- Ilion and for resisting lateral farces 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 I"- shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought U needed. Concentmtlon 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 bmeing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 WEDGES: 2x4 SP #2 TC... FORCE ... CSI ..BC ... FORCE ... CSI 5-7-3 0-6-6 1 0-10088 _I1.. 194-0 RO-11-12)-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNgNis Gi4005MARONDAWAY erection bracing. wind bracing, portal bracing or similar bracing SAN FORD, 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 TPO. LICENSE #0050068 r'russ Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNESSA DP-OVIEDO.fL32766 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" D.C. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. WndLod per ASCE 7-98, CSC, V= 1251rph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req Joint Locations=============== 1) 0- 0- 0 9) 15- 8- 0 17) 9- 8- 0 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 MAX. REACTIONS PER BEARING LOCATION----- X-L,oc Vert Horiz Uplift Y-Loc Type 0- 4- 0 0 0 0 BOT PIN 19- 0- 0 0 0 -2 BOT H-ROLL 11 9-8-0 9-8-0 1 2 3 4 5 7 8 9 10 11 Q 1\7T204X6 0-6-6 Iva aLV-0AV IvIrLV-GAY IvIILV-GAY 11rlGV-LA7 IrrrLV-V AV 3rrrLV-LA- lrw cV-cA ,,. V-.- lr GV-JAV Nl T20-2X4 MT20-2X4 19-4-0 22 21 20 19 18 17 16 15 14 l3 12 0# 8.00" 0# 8.00" 0 10-8 RI0-11-12) scale = 0.3178Studs ® 2-0-0 o.c. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43.0 5-4-6 Truss ID: P Date: 2-19-05 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Malay Analysis UU YAllr: L:IICG-LUAInU=UIn JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: P1 BTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, Joint Locations=====_========_ This design Is for an Individual building BOT CHORDS: 2x4 SP #2 He:15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 4) 14- 4-15 7) 9- 8- 0 component and has been based on information WEBS: 2x4 SP #3 Bld Type= Enel L= 58.0 ft W= 19.3 ft Truss 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 0 provided by the client. The designer disclaims WEDGES: 2x4 SP #2 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 9- 8- 0 6) 19- 4- 0 any responsibility for damages as a result of Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION - faulty or Incorrect information. specifications and/art designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE• X-LOC Vert Horiz Uplift Y-Loc ePType by the client and the correctness or accuracy Support 1 667# TC...FORCE ... CSI ..BC...FORCE ... CSI 0- 4- 0 871 67 667 BOT PIN of this information as It may relate to a spe- Support 2 705# 1- 2 -1158 0.42 8- 7 994 0.71 19- 0- 0 871 0 705 BOT H-ROLL cNc project and accepts no responsibility or MAX LIVE L40AD DEFLECTION: 2- 3 -953 0.29 7- 6 994 0.71 exercises no control with regard to fabrica- L/999 3- 4 -953 0.30 Lion. handling, shipment and Installation of trusses. This truss has been designed as an L=-0.05" D=-0.03" T=-0. 07" 4- 5 -1158 0.46 Individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: ANSI/TPI 1-1995 and NDS-97 to be incorporated T= 0.04" as par of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: Designer (registered architect or professional T= 0.03 ^ englneed. When reviewed for approval by the building designer, the design loadings shown RMB 1.15mustbecheckedtobesurethatthedatashown 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 Inds. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a 9-8-0 9-8-0 maximum spacing of 10'-0' o.c. Connector 1 2 4 5platesshallbemanufacturedfrom20gaugehot dipped galvanlmd steel meeting ASFM A 653. Grade 40. unless otherwise shown. 6.00 Q FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to veiny that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. 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 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) nun 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 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 InstaWng & Bmctng-, HIB-91. Trusses arc 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 res sung 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 l s.- until after all fastening and bracing is completed. 5-7-3 0-6-6 MT204X6 872# 8.00" 0-10-8 _ RO-11-12)-12) 19-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY erection bracing. wind bracing. Bracing g g. portal bracing or similar bracing SANFORD, FL. 32771 which is a pan 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 ffruss Plate Institute. TPI, is located at 583 D'Onufro Drive. Madison. Wt—sin 53719). 1005 VANNESSA DR.OVIEDO.FL32766 5-4-6 0-6-6 T7 1 872# 8.00" 0IRO-I1-12) scale = 0.3178 Eng. Job: WU: ARM Dwg: Truss ID: P1 Dsgnr: TLY Cbk: Date: 2-19-05 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 10.o psr O.C. Spacing: 24.0" BC Dead lo.o psr Design Criteria: TPI Code Desc: FLA TOTAL 43.0 psf V:09.05.02- 64810- 3 Design: Maidr Analysis JOB PATH: C:ITEE-LOKIHOMEOIR TICS: 08.20.02 I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: 9 9TY: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 responsibility for damages as a result of faulty or Incorrect Information. specdlcalions 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 protect 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 par of the building design by a Building Designer (registered architect or professional engtneerl. 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) arc 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 b In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- Bcatlon. 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 fhting wood to wood bearing. Con- nector plates shall be lasted on both faces of the truss with naI15 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 minimum sizes based on the forces shown and may need to be increased for certain hand- ting and/or erection stresses. This truss is not to be fabricated with Fire retardant treated lumber unless with shown. For additional Information on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES Ali 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- 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 I. completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 374# Support 2 355# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL 'DOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C4C, V= 125rrph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 13.0 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 -669 0.21 7- 6 572 0.45 2- 3 -466 0.19 6- 5 0 0.34 3- 4 -376 0.17 Joint Locations=========------ 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 4- 5- 1 5) 13- 0- 0 3) 8- 8- 0 6) 8- 8- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 607 187 -374 BOT PIN 12-10-12 550 0 -355 BOT H-ROLL 8-8-0 44-0 1 2 4 0 MT204X6 N1T20-3X4 MT20-2x4 5-1-3 4-10-6 0-6-6 MT20-5X6 MT204X6 MT20-2X4 M 17 6 51 608# 8.00" 551# 2.50" 0-10-8 _1 io 13-0-0 RO-11-12) io 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 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 psf 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 10.0 psr made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psfAdditionalbracingoftheoverallstructuremayberequired. (See HIB-91 of TPII. rrruss Plate Institute. TPI, is locoed at 583 D'Onofno Drive. Madison. Wisconsin 537IS). TOTAL 43.0 scale = 0.4120 Truss ID: Q Date: 2-19-05 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Minch Atdysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 WO: ARLK WE: TI: R 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 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 e cmises 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 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 budding 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 Ilop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of lo'-W o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTAI 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 fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before culling or fabrication. Plates shad not be Installed over knotholes. knots or distorted grain. Members shag be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of Tile truss wllh 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' vide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad 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. Far additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with *Handling I nslalling & Bmcmg-. 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 resitting lateral forces shag 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 Insta llatlon between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought tf needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the Fight of the erectors shag be applied to trusses until after all fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 485# Support 2 360# MAX LIVE LOAD DEFLECTION: L/914 at JOINT # 4 L=-0.06" D= 0.00" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB = 1.15 2-3-4 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, 1= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 40.0 ft W= 5.2 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 -64 0.36 1-0-0 I 4 366# 9.56" 17# BC...FORCE ... CSI 4- 0 -281 0.31 0- 3 20 0.41 1-7-9 5-3-0 111-8-5) 15# 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 Joint Locations==== 1) 0- 0- =0 3) 5- 3- 0 2) 5- 3- 0 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 7- 9 -46 5- 5- 8 BC Vert L+D -40 0- 0- 0 -40 5- 3- 0 Concentrated LBS Location TC Vert L+D -17 1- 4- 4 TC Vert L+D -51 3- 7- 4 BC Vert L+D -15 1- 4- 4 BC Vert L+D -36 3- 7- 4 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4-13 366 170 -485 BOT PIN 5- 1-12 279 0 -360 BOT H-ROLL 1.68 I 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 budding 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 deelgner. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rrruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 51# 36# Eng. Job: Dwg: Dsgnr. TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43.0 Attach with (4) 16d Toe -Nails 1-4-6 0-7-2 Allach with (2) 16d Toe -Nails lRvn-411 3 1 279# 2.50" J 0-2-8- I (I R0-2-10) scale = 0.9256 Truss ID: R Date: 2-19-05 DurFac - Lbr: 1.25 Durfac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afatdr Analysis wrs rn,n: 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 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- aflc 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 pan of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or now 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 telling. they should be braced al a maximum spacing of 10'-W o.c. Connector plates shad 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 shad review this drawing to vertfy that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before culling or fabrication. Plates shad not be Installed over knolholes. knots or distorted grain. Members shad be cut for light filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate Is 6- wlde x 6- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad 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% HIS-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- Illon and for resisting lateral forces shad he 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 d=minoing. 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. Concentmtlon of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the Weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, BOT CHORDS: 2x4 SP #2 H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 WEBS: 2x4 SP #3 Bld Type= Encl L= 40.0 ft W. 5.2 ft Truss SLIDERS: 2x4 SP #2 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 489# TC...FORCE ... CSI ..BC ... FORCE ... CSI Support 2 362# 1- 2 -62 0.34 4- 0 -264 0.33 MAX LIVE LOAD DEFLECTION: 0- 3 17 0.44 L/847 at JOINT # 4 L=-0.06" D= 0.00" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T-- 0.04" RMB = 1.15 1 27# 2-3-4 0-6-1 TI: RI QTY:2 Joint Locations==== —==== 1)0- 0- 0 3) 5- 3- 0 2) 5- 3- 0 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 7- 9 -46 5- 5- 8 BC Vert L+D -40 0- 0- 0 -40 5- 3- 0 Concentrated LEIS Location TC Vert L+D -27 2- 0- 5 BC Vert L+D -41 2- 0- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4-13 358 172 -489 BOT PIN 5- 1-12 235 0 -362 BOT H-ROLL 2 Attach with (4) 16d'1'oe-halls Attach with (2) 16d Toe -Nails 1.68 0-9-9 0— M 4-7-15 14 3 359// 9.56" 236# 2.50" 1-7-9 5-3-0 _J 0-2 88 R1-8-5) 41q ( I RO-2-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.9256 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: R1 Imaronda Systems CONTRACTOR. Dsgnr: TLY Cbk: Date: 2-19-05 BRACING WARNING: 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 DurFac - Pit: 1.25 SANFORD, FL. 32771 which Is a pan of the budding design and which must be considered by the budding designer. Bracing BC Live 10.0 f O.C. Spacing: 24.0n1 407) 321-0064 Fax (107) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be Design Criteria: TPImadetoanchorlateralbracingatendsandspecifiedlocationdeterminedbythebuddingdesigner. BC Dead 10.0 psf 9 TOMAS PONCE P.E. Additional bracing of the memustructure may berequired. (S" HIB-91 of TPI). Code Desc: FLA LICENSE # 0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.FL32766 TOTAL 43.0 Psi V:09.05.02- 64815- 3 urc. rig 7n n7 Design: Afaidr Analysis JUu FAIN: l.J1IaL-LVn VrlJmcunn JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: S1 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 responslb0lty 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- ctfic project and accepts no responsibility or e erctses 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 ns 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) arc mnllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rtgld ceiling. they should be braced at a maximum spacing of HY-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 fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writtng before cutting or fabricntlon. 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 6.c8 plate is 6' wide x 8' long. Slots (holes) nun 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 minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or emeLlon 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 & Bmctng-. HIB-91. Trusses arc 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- ILlon and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during InstaLlatlon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the central 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 B completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 216# Support 2 216# 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 3-0-0 MT20-2X4 111T20-2X4 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 6.7 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 0 0.56 4- 3 0 0.37 Joint Locations=============== 1) 0- 0- 0 3) 6- 8- 0 2) 6- 8- 0 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 286 0 -216 BOT PIN 6- 4- 0 286 0 -216 BOT H-ROLL This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. MT20-2X4 MT20-2X4 3-0-0 4 3 287# 8.00" 287# 8.00" 6-8-0 1 GABLE STUD PLATES (12) 0-2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-0-0 o.c. scale = 0.7000 Maronda S stems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: S1 y CONTRACTOR. Dsgnr: TLY Chk: Date: 2-19-05 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bmeing TC Dead 7.0 psf DurFac - Pit: 1.25 SAN FORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing buckling length. be BC Live 10.0 f O.C. Spacing: 24.011 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce Provisions must made to anchor lateral bmcmg at ends and specified locations determined by the building designer. BC Dead 10.0 p s f Design Criteria: TPI TOMAS PONCE P.E. eeAdditionalbracingofthemcmilstructuremayberequired. (sHIB-91 of TPI). Code Dese: FLA LICENSE # 0050068 rrmss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 43.0 V:09.05.02- 64816- 3 1005VANNESSADR.OVIEDO.FL32766 psf Design: Mmrir Andysis JOB PATH: C.ITEE-LOKIHOAIEDIR HCS: 08.10.01 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: U 9TY:6 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 budding design by a Budding 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 wend or now loads. project specifications ar 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 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. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing b In conformance with the fabricators 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 gram. Members shad 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 eentrold 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 recommendallons are obe followed in accordance with "Handling taWng 4 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 shad be designed and Installed by others. Careful hand- ling is essential and erection bracing is allays 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 shad be under the control of persons experienced In the installation of trusses. Professional advice shad be sought If needed. Concentration of construction loads greater than the design loads shad 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. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 259# Support 2 161# Support 3 36# 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: To 0.00" RMB = 1.15 2-3-3 0-6-6 Analysis based on Simplified Analog Model. Field Connection at Support 1 ((lust be able transfer 88 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125raph, He: 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 3.0 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 -31 0.22 4- 3 -78 0.12 Joint Locations========______= 1) 0- 0-0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 2-11- 4 63 88 -161 TOP PIN 0- 4- 0 167 127 -259 BOT PIN 2-11- 4 66 0 -36 BOT H-ROLL U 3-0-0 1 ZI 1-5-6 0-7-0 1 3.00 0-8-0 2-4-0 I 4 3 168# 8.00" 64// 1.50" 0-10-8 3-0-0 67N .50" RO-11-12) C/L: -11-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Attach with (2) 16d Toe -Nails Attach with (2) 16d Toe -Nails Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. lob: D g : Maronda l Ds nr: TLY Clik: CONTRACTOR. IN.- BRACING WARNING: TIC Live 16.0 psf 4005 MARON DA WAY Bracing shown on this drawing Is not ereetlon bracing. wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf SANFORD, FL. 32771 which Is a part of the budding design and which must be considered by the budding designer. Bracing BC Live 10.0 psf407) 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 locatUis detemrined by the building designer. BC Dead i 0.0 psrTOMASPONCEP.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). LICENSE #0050068 flits! Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 43.0 psf1005VANNESSADR.OVIEDO.FL32766 scale = 0.9277 Truss ID: U Date: 2-19-05 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afairit Analysis JOB PATH: C:ITEE-LOKIHOMEDIR HL3: U6.ZU.ue JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: V 9TY:2 DESIGN INFORMATION This design Is for an Individual building component and has been based an 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 exerelses no control with regard to fabrica- tion, 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) am mnttnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property 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 review this drawing to verify that this drawing is in conformance with the fabricators 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 gram. Members shall be cut for light filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails rutty 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 minlmum sizes based on the forces shown and may need to be Increased far ceraln 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 remmmendatlons are to be followed In accordance with 'Handling Installing & Bracing". HI5-91. Tresses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing far holding trusses In a straight and plumb pos- ition and for reslsting 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 domtnotng. 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 Musses until after all fastening and bracing Is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 147# Support 2 125# Support 3 4# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" To 0.00" MAX HORIZONTAL 'TOTAL LOAD DEFLECTION: To 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: To 0.00" RMB - 1.15 1-8-0 T 0-6-6 Analysis based on Simplified Analog Model. Field Connection at Support 1 trust be able transfer 59 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W. 2.0 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 19 0.06 4- 3 -11 0.04 Joint Locations-=========_____ 1)0 5- 8 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1-11-12 51 59 -125 TOP PIN 0- 4- 0 128 69 -147 BOT PIN 1-11-12 35 0 -4 BOT H-ROLL 2-0-8 1 2 1-2-8 0-4-2 Face = 0-2-8 3•00 I 0-8-0 1-4-8 4 3 129N 8.00" 51N 1.50" 0-10-8 2-0-8 36# 1 50" 110-9-0) C/L: 011-12 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.OVIEDO.FLS2766 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 bractng, 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 specided locations determined by the building designer. Additional bracing of the overall structure may be mqutred. ISee HIB-91 of TPI). Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Attach with (2) 16d Toe -Nails Attach with (2) 16d Toe -halls scale = 1.2604 Eng. Job: Dwg: Dsgnr: TLY Chk: WU: AKLK Truss ID: V Date: 2-19-05 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 10.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 43.0 psf V:09.05.02- 64818- 3 urc. nc - rcs Design: Masrir Analysis wu rArn: Laree-twin rnvucu,m I- I I JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT30 9TY: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 responslbWty for damages as a result of faulty or incorrect Inforrnatlon, 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 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 Budding Designer (registered architect or professional engmeerl. 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 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 ASFM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabric tion, the fabricator shad review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- ficatlon. 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 shad 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 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 no to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infonnatlon on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ail 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 handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resbting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erectfon of trusses shall be under the control of persons experienced In the installation of trusses. Ptofesslonal advice shall be sought If needed. Concentration of construction loads greater than the design loods 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. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 This truss has not been designed for ROOF PONDING. Building designer (mist provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 2-3-0 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 6.0 ft W= 6.0 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 Joint Locations=============== 1) 0- 0- 0 4) 6- 0- 0 7) 2- 0- 0 2) 2- 0- 0 5) 6- 0- 0 8) 0- 0- 0 3) 4- 0- 0 6) 4- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 0 -65 0 BOT PIN 5-10- 4 0 0 0 BOT H-ROLL 6-0-0 1 2 3 4 MT20-2X4 NMO-2X4 MT20-2X4 NMO-2X4 MT20-2X4 A1T20-2X4 MT20-2X4 MT20-2X4 r I I 0# 3.50" 6-0-0 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.FL32766 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 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 TPO. Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Olt 3.50" Studs @ 2-0-0 o.c. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psr BC Dead 2.0 psr TOTAL 35.0 psr 2-3-0 scale = 0.9333 Truss ID: VT30 Date: 2-19-05 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afarrh Analysis JOB PATH: CAT£E-LOKIHOMED1R 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, spectfications 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- cdlc pmjmt and accepts no responsibility or exemtses no control with regard to fabrica- tion, 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 pan of the building design by a Building Designer (registered architect or professional engmeerl. 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. 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 10'4' o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting AST M 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 fabricators plans and to realize a continuing responsibility for such veri- flcatlon. 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 beaMg. Con- nector plates shall be located on both faces of the truss with narls rutty Imbedded and shad be syrn. 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) can 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 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 I* be followed in accordance with "Handling Installing & Bracing". HIB-91. Trusses arc 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 shad be designed and Installed by others. Careful hand- dng Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during instillation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons experienced In the installation of trusses. Professional advice shad 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 shad be applied to trusses until after all fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 TC...FORCE ... CSI ..BC...FORCE ... CSI 1-0-0 WO: ARLK WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. WndLod per ASCE 7-98, C&C, V= 125niph, H= 15.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 3.0 ft W= 3.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf I>ripact Resistant Covering and/or Glazing Req TI: VT40 QTY:2 Joint Locations=============== 1) 0- 0- 0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 0 -43 0 BOT PIN 2-10- 4 0 0 0 BOT H-ROLL MT20-3X4 MT20-2X4 0# 3.50" Ili 3.50" 3-0-0 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.OVIEDOXI-32766 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 bmcing which Is a pan of the budding 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 bmeing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. fl'russ Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1-0-0 Studs ® 2-0-0 o.c. scale = 2.1000 Eng. Job: WO: ARLK Dwg: Truss ID: VT40 Dsgnr: TLY Chk: Date: 2-19-05 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 10.o psf O.C. Spacing: 24.0" BC Dead 2.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 35.0 Derige: Moira Arrafytlr JUH PAM: t,:vtt-LUA11rUA1WIK JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT41 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations=============== This design is for an Individual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 6- 0- 0 5) 3-10- 4 component and has been based on information WEBS: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 3-10- 4 4) 6- 0- 0 6) 0- 0- 0 provided by the client. The designer disclaims GABLE STUD: 2x4 SP #3 Analysis based on Simplified Analog Model. MAX. REACTIONS PER BEARING LOCATION----- anyresponsibWlyfordamagesasaresultof WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type faulty tneormet FORCE CSI FORCE CSI H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 0- 1-12 0 -8 -2 BOT PINesignsfurnishedtlon. thetrusderonsand/ or and/or designs furnished to the truss designer TC ... ..BC...... Bld Type= Encl L= 6.0 ft W= 6.0 ft Truss 5-10- 4 0 0 0 BOT H-ROLLbytheclientandthecorrectnessoraccuracy of this Information as It may relate to a spe- in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf cNc project and accepts no responsibility or Impact Resistant Covering and/or Glazing Req exercises no control with regard to Nbricr- tlon. handling, shipment and Installation of tmsses. 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 arc 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 contlnu- 6-0-0 I/ oust' braced by sheathing unless otherwise II specified. Where bottom chords in tension are 1 2 31 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a Q maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot MT20-2X4dippedgalvanizedsteelmeetingASMIA653. 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- MT20-2X4 ficatlon. Any discrepancies are to be put In writing before cutting or fabricatlon. Ptates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 2-0-0 2-0-0 neclor plates shall be located an both faces of the truss with nails fully Imbedded and shall be symr. 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 Fil 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 111T20-3X4 111T20-2X4 114T20-2X4 Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendallons are to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular cart 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 he designed and Installed by others. Careful hand- ling is essential and erection bracing B always required. Normal precautionary action for trusses requires such temporary bracing during Installation between tnusses 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. Concenlratlon 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'rectors shall be applied to Imsses until after all fastening and bracing Is completed. 0# 3.50" 6-0-0 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.FL37766 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 must be made to anchor lateral bracing at ends and spectfled locations determined by the building designer. Additional bracing of the overall sin cture may be required. (See HIB-91 of TPII. Truss Plate Institute. TPI. Is located at 583 D'Onofrio D t%'c. Madison. Wisconsin 537191. Studs ® 2-0-0 o.c. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf TOTAL 35.0 0# 3.50" scale = 1.0500 Truss ID: VT41 Date: 2-19-05 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mmrix Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT42 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2x4 TRANSVERSE BRACING nailed flat to edge Joint Locations=============== This design is for an Individual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8n o.c. TRANSVERSE 1) 0- 0- 0 3) 2- 3-12 component and has been based on Information WEBS: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 2- 3-12 4) 0- 0- 0 provided by the client. The designer disclaims Analysis based on Simplified Analog Model. MAX. REACTIONS PER BEARING LOCATION----- anyyorIresponsibilitydamages saresult of FORCE ... CSI ..BC ... FORCE ... CSI WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type tion. faultyorIncorrectInformation, specifications corretInfor and/or designs furnished tothe tnusdesigner H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 0- 1-12 0 -28 0 BOT PIN by the client and the correctness or accuracy Bld Type= Encl L= 2.3 ft W= 2.3 ft Truss 2- 2- 0 0 0 0 BOT H-ROLL of this Information as It may relate to a spe- in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf clnc project and accepts no responsibility or Impact Resistant Covering and/or Glazing Req exercises no controlwithregardtofabrica- 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 pan 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 climaticrecords 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) arc continu- 2-3-12 ously braced by sheathing unless otherwise i specified. Where bottom chords In tension arc 1 2 not fully braced laterally by a properly applied rtgld ceiling. they should be braced at a 0 maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. n'IT20_2X4 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 fabricators plans and to realize a continuing responslbibty, for such ven- ncatlon. 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 far tight nttmg wood to wood bearing. Con- 0-94 0-94 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 me retardant treated lumber unless otherwise shown. For additional i1'IT20-3X4 MT20-2X4 Information on QualityControlrefertoANSI/TPI I- 1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with "Handling Installing & Bmcing'. HIB- 91. Trusses arc to be handled with parllcular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itian and for resisting lateral form 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 I, completed. 0# 3.50" 11/ 3.50" r2-3-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs a 2-0-0 o.c. WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Maronda )11 CONTRACTOR. I Dsgnr: TLY Chk: 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE #0050068 1005 VANNFSSA DR. OVIEDO.FL32766 scale = 2.7243 Truss ID: VT42 Date: 2-19- 05 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 Bracing shown on this dmwing is not erection bracing, wind bmcing, portal bracing or similar bracing TC Dead 7.0 psf Durfac - Pit: 1.25 which Is a part of the building design and which must be considered by the building designer. Bracing Is for lateral truss to buckling length. Provislons BC Live 10.0 psf O.C.Spacing: 24.Orr P g• shownsupportofmembersonlyreducemustbemadetoanchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 2.0 f Design Criteria: TPI Additional bracing of the ovCMII structure maybe required. (See HIB-91 of TPI). Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code De$lr: FLA TOTAL 35.0 Design: Mmrir Analysis JOB PATH: C.'ITEE-LOKIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT43 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations=============__ This design is for an Individual budding BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 7- 5- 0 5) 3- 3- 4 component and has been based an Information WEBS: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 3- 3- 4 4) 7- 5- 0 6) 0- 0- 0 provided by the client. The designer disclaims GABLE STUD: 2x4 SP #3 Analysis based on Simplified Analog Model. MAX. REACTIONS PER BEARING LOCATION----- any responsibility for damages asarmuk°r WndLod per ASCE 7-98, C&C, V= 125mph, X-L.oc Vert Horiz Uplift Y-L.oc Type faultand/ orinrn tothetspecificationssign PROVIDE UPLIFT CONNECTION PER SCHI ULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 0- 1-12 0 0 -7 BOT PIN trussand/or designs famished to the truss designersfurnished by the client and the correctness or accuracy Support 1 7# Bld Type= Ertel L= 7.4 ft W= 7.4 ft Truss 7- 3- 4 0 0 0 BOT H-ROLL of this Information as it may relate to a spe. in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf cinc project and accepts no responsibility or TC, , , FORCE ... CSI ..BC ... FORCE ... CSI Impact Resistant Covering and/or Glazing Req exerclses no control with regard to fabrlca- tlon, 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 budding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the 1=1 building codes. local climaticrecords 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 contlnu- 7-5-0 ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc 1 2 3 not fully braced laterally by a properly applied rigid ceding, they should be braced at a Q maximum spacing of 10'-U- o.e. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. MT20-2X4 FABRICATION NOTES 11 Prior to fabrication, the fabricator shad review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such verl- Hcatlon. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shad not be Installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- 2-9-11 1 2-9-1 1 neetor plates shad be located on both faces of MT20-2X4 2-5-11 the truss with nails fully Imbedded and shad be sym. about lhejoint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wlde x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown F11i and may need to be Increased for certain hand- Li TM ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated ranter unless otherwise shown. For addillonal MT20-3X4 MT20-2X4 MT20-2X4 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 tare 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 shad be designed and Installed by others. Careful hand - Ling is essential and erection bmctng 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 or trusses shad be under the control of persons experienced In the Irtstallatlon of trusses. Professional advice shad be sought If needed. Concentmtion of construction loads greater than the design loads shall not be applied to trusses al any time. No loads other than the weight of the erectors shad be applied to tglsses until after all fastening and bracing I, completed. ON 3.50" 7-5-0 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.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 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). frruss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). ON 3.50" 1-1-2 R1-0-10) Studs ® 4-0-0 o.c. Eng. Job: Dwg: Dsgnr. TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf TOTAL 35.0 scale = 0.7485 Truss ID: VT43 Date: 2-19-05 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ucsrgn: -- nrany— JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT50A QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2x4 TRANSVERSE BRACING nailed flat to edge Joint Locations=============== This design is for an Individual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 3-11- 0 5) 1-11- 8 component and has been based on information GABLE STUD: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 1-11- 8 4) 3-11- 0 6) 0- 0- 0 provided by the client. The designer disclaims Analysis based on Simplified Analog Model. MAX. REACTIONS PER BEARING LOCATION ----- anyrcsponsibili' yorrect ordamagnasaresult PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125uph, X-Loc Vert HOriz Uplift Y-Loc Type n. ioffault and/ or designs furnished to the truss designer and/ rdesigrrectlnishedtlo'hetrusdesigs support 2 4# PlyH= 15.0 ft, I= 1.00, Cat. B, Kzt= 1.0 P0- 0-12 0 16 -1 BOT PIN by the client and thecormetnessoraccuracy Bld Type= Enel L= 3.9 ft W= 3.9 ft Truss 3-10- 4 0 0 -4 BOT H-ROLL of this information as it may relate to a spe- TC ... FORCE ... CSI ..BC... FORCE ... CSI in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf clflc project and accepts no msponslbWty or Inpact Resistant Covering and/or Glazing Req exercises no control with regard to fabrica- tion. 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 arc In agreement with the local building codes, local climatic records for wind or snow loads, project specticatlons 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 property applied rtgld ceWng, they should be braced at a maximum spacing of HY-0' o.c. Connector 1-11-8 1-11-8 plates shall be manufactured from 20 gauge hot Ilk dipped galvanized steel meeting ASTM A 653. 1 3 Grade 40. unless otherwise shown. I Q - Q FABRICATION NOTES Prior to fabrication, the fabricator shall mtew this drawing to verify that this drawing is In conformance with the fabric t0e5 plans and to realize a continuing msponslbWty for such veri- ficatlon. Any discrepancies are to be put In writing before culting or fabrication. Plates shall not be Instated wer 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 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 an the forces shown and may need to be increased for certain hand- Ung 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 & Bractng'. 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 mqutres 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 inslatatlon of trusses. Profnslonal advice shall be sought If needed. Concentration of construction Inds 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 tUisses until after at fastening and bracing Is completed. NM04X6 MT20- 3X4 MT20-2X4 MT20-3X4 ON 1.50" 0# 1.50" 3- 11-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-0-0 o.c. scale = 1.7106 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DR.0viEDOTI-32766 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 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). rrruss Plate Institute. TPI. H located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Eng. Job: WU: ARM Dwg: Truss ID: VT50A Dsgnr: TLY Chk: Date: 2-19-05 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psi DurFac - PIt: 1.25 BC Live 10.0 psf O.C. Spacing: 24.0" BC Dead 2.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 35.0 psr V-n9 n5 r12- AAA2d- A uesrgn: mmn.r -uuy is JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT51 A QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations=============== This design is for an Individual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 3) 6- 7- 0 5) 3- 3- 8 component and has been based on Information GABLE STUD: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 3- 3- 8 4) 6- 7- 0 6) 0- 0- 0 provided by the client. The designer disclaims Analysis based on Simplified Analog Model. MAX. REACTIONS PER BEARING LOCATION----- any responsibility for damages asaresult of PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125mph, X-LOC Vert Horiz Uplift Y-Loc Type incorrectInformation. faultand/ Support2 7# H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 0- 1-12 0 4 0 BOT PIN thetruspecifications and/ordesignsfurnishedtothetrussdesignerrsdesignbythe client and the correctness or accuracy Bld Type= Encl L= 6.6 ft W= 6.6 ft Truss 6- 5- 4 0 0 -7 BOT H-ROLL of this Information as It may relate to a spe- TC ... FORCE... CSI ..BC... FORCE ... CSI in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf clflc proJect and accepts no responsibility or Impact Resistant Covering and/or Glazing Req exercises no control with regard to fabrica- Hart. 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 par of the building design by a Building Designer (registered archltect 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) arc commu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceWng, they should be braced at a maximum spacing of 10'-0- o.c. Connector 3-3-8 3-3-8 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASFM A 653. 1 3 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 discmpancles arc to be put In writing before culling or fabrication. Plates shall not be installed over knotholes. knoll or distorted grain. Members shall be cut for tight Biting 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) ran 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 minimum sizes based on the forces shown and may need to be increased for certain hand- Bng 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 arc to be followed in accordance with 'Handling Installing $ Bracing'. HIB-91. Trusses arc 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- Wg is essential and erection bracing is always required. Normal precautionary action for I- 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 bmcmg is completed. l # 3. 50" MT20-4X6 MT20-3X4 MT20-2X4 MT20-3X4 6-7- 0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY Bracing shown on this drawing is not erection bmcmg, wind bracing, portal bracing or similar bracing 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 speclfled locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). LICENSE #0050068 rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.FI-32766 0# 3. 50" Studs ® 2- 0-0 o.c. scale = 1.0177 Eng. Job: WO: ARLK Dwg: Truss ID: VT51 A Dsgnr: TLY Chk: Date: 2-19-05 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psr DurFac - Pit: 1.25 BC Live 10.0 psr O.C. Spacing: 24.0" BC Dead 2.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 35. 0 psf V:09.05.02- 64825- 4 Design: Mafrir Andl-vsis JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT52A QTY: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 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- clfle project and accepts no responslb(Ity, or exercises no control with regard to fabrim- lion, 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 Imdings shown must be checked to be sure that the data shown are In agreement wllh the local budding codes. local climatic records for wind or snow Imds. project specifications or special applied Imds. Unless shown. truss has not been designed for storage or occupancy Imds. 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 shad be manufactured from 20 gauge hot dipped galvanized steel meet Ing ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to verify that this drawing is In conformance with the fabricators 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 wet knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wind bearing. Con- nector plate shall be located on both faces of the truss with nails fully Imbedded and shad 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 (holesl ern parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sizes an mintmum sizes based on the forces shown and may need to be increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated mluber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations am to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trusses arc 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- Illon and for resisting lateral forces shad 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 o! persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction Imds greater than the design Imds shad not be applied to trusses at any time. No Imds other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is mmpleted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 2 3# TC ... FORCE ... CSI ..BC ... FORCE ... CSI 2-3-12 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. WndLod per ASCE 7-98, C&C, V= 125t11ph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 9.2 ft W= 9.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req Joint Locations=============== 1) 0- 0- 0 5) 9- 3- 0 9) 2- 7- 8 2) 2- 7- 8 6) 9- 3- 0 10) 0- 0- 0 3) 4- 7- 8 7) 6- 7- 8 4) 6- 7- 8 8) 4- 7- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 0 0 -1 BOT PIN 9- 1- 4 0 0 -3 BOT H-ROLL 4-7-8 1,4-7-8 1 2 14 5 Q 0 110 0# 3.50" MT20-4X6 NMO-3X4 NlT20-2X4 MT20-2X4 MT20-2X4 1%fT20-3X4 9-3-0 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 VANNFSSA DROVIEDO.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 bmctng. portal bmcing or similar bmcing which is a pan 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 budding designer. Additional bmcing of the werad structure may be required. (See HIB-91 of TPI). Truss Plate Institute. TPI, is located at 583 D'Onofrio Drtv'e. Madison. Wisconsin 537191. Studs ® 2-0-0 o.c. Eng. Jab: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf TOTAL 35.0 psf 2-3-12 0# 3.50" scale = 0.7243 Truss ID: VT52A Date: 2-19-05 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afmru Analysts JUD r-Aln: t,ancc-t.vn'nvmcurn JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT53A QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations=============== This design is for an Individual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 811 o.c. TRANSVERSE 1) 0- 0- 0 5) 12- 3- 0 9) 4- 1- 8 component and has been based on information GABLE STUD: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 4- 1- 8 6) 12- 3- 0 10) 0- 0- 0 provided by the client. The designer disclaims Analysis based on Sirrplified Analog Model. 3) 6- 1- 8 7) 8- 1- 8 any responsibility for damages as a result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125niph, 4) 8- 1- 8 8) 6- 1- 8 on. faultand/ Support 1 5# H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 MAX. REACTIONS PER BEARING LOCATION ----- r designsincorrect thetrulficationssdesignand/or designs the c furnished to the truss designer by the client and the correctness or accuracy ppoSupport 2 10# Bld Type= Encl L= 12.2 ft W= 12.2 ft Truss X-Loc Vert Horiz Uplift Y-LoC Type If this Information as it may relate to a spe- in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 0 11 5 BOT PIN cNcproject and accepts noresponsibility or TC,,,FORCE ... CSI BC...FORCE ... CSI I¢tpact Resistant Covering and/or Glazing Req 12- 1- 4 0 0 10 BOT H-ROLL 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 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 arc 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 hop or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 19-W o.c. Connector 6-1-8 6-1-8 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 1 2 4 5 Gmdc 40. unless otherwise shown. 0000 6 0000 FABRICATIONNOTES 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- Bcatlon. Any discrepancles 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 cenlrold 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- 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 AB 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 tristallation to avoid damage. Temporary and permanent bracing for holding cusses 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 messes requires such temporary bracing during installation between Woes to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professlonal advice shall be sought U 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. 3-0- 12 NM04X6 MT20- 3X4 NI 20-2X4 MT20-2X4 MT20-2X4 MT20-3X4 11 12- 3-0 0 9 8 7 6 0# 3. 50" 0# 3.50" 12-3- 0 J EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs ® 2-0-0 o.c. scale = 0.5469 Maronda Systems 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 Eng. Job: Dsgnr: TLY Cldc: WO: ARLK Date: 2- 9-05 TC Live 16.0 psf TIC Dead 7.0 psf DurFUC - Lbr: 1.25 DurFae - Pit: 1.25 4005 MARONDAWAYSANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing be BC Live 10.0 psf O.C.Spacing: 24.0" p g407) 321- 0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Pmwtslons must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 2.0 psf Design Criteria: TPI TOMASPONCE P. E. Additional bracing of the overall structure may be required. (See HIB-9I ofMI). Code DeSC: FLA LICENSE #0050068 ffnrss Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719) TOTAL 35.0 psf V:09.05.02- 64827- 4 1005 VANNESSA DR.OVIEDO.FZ32766 u gn.- carer' -- y,u WO: ARLK WE: TI: W 9TY:2 DESIGN INFORMATION This design is for an individual budding 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, speclfiallons 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 exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an individual budding component In accordance with ANSI/'fPI 1.1995 and NDS-97 to be Incorporated as part of the budding 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 budding 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) art continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced al a maxlmtun spacing of HY-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 shad review this drawing to verify that this drawing 15 In conformance with the fabricators plans and to realize a continuing responsibility for such veri- f1atlon. 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 shad 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 arc to be followed In accordance With 'Handling InslaUtng a 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 requbes such temporary bracing during Installation between trusses to avoid toppling and domInning. The supervision of erectlon of trusses shall be under the antral of persons espertenced In the installation of trusses. Professlonal advice shad be sought If needed. ConcentatIon of construction loads greater than the design loads shad not be applied to trusses al any time. No lads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 131# Support 2 44# Support 3 3# 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 0-6-6 Analysis based on Sisrplified Analog Model. Field Connection at Support 1 mist be able transfer 20 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125niph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 0.8 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Inipact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -6 0.02 4- 3 0 0.01 Joint Locations=== --- _________ 1) 0- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7-12 17 20 -44 TOP PIN 0- 4- 0 72 24 -131 BOT PIN 0- 7-12 15 0 -3 BOT H-ROLL 0-9-0 L i 1 21 Q 0-10-14 Allach Willi (2) 16d Toe -Nails Allach Willi (2) 16d Toe -Nails 0-9-0 4 3 72# 8.00" 17# 2.50" 0-10-8 0-9-0 15# 2.5110-0-1 R0- 11-12) C/L: 0-7- SRO-0-1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.8444 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: W aronda Systems 1 Dsgnr: TLY CONTRACTOR. Chk: Date: 2-19-05 BRACING WARNING: 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 TIC Dead 7.0 psf DurFac - Plt: 1.25 SANFORD, FL. 32771 which is a part of the budding design and which must be considered by the budding designer. Bracing BC Live 10.0 psf O.C. Spacing: 24.011 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be 9 Desln Criteria: TPI madetoanchorlateralbracingatendsandspeclfledlocationsdeterminedbythebuddingdesigner. BC Dead 10.0 psf TOMAS PONCE P.E. Additional bracing ofthe overall structure may berequired. (See HIB-91ofT'Pd. Code Desc: FLA LICENSE #0050068 ( Truss Plate Institute, TPI, is looted at 583 D'Onofrio Drive, Madison. Wisconsin 53719). TOTAL 43. 0 psf 1005 VANNESSA DR.OVIEDO.FL32766 p V: 09.05.02- 64828- 4 HCS- Q4. 20.02 Design: Afmrit AwlYsis Jun rnln: JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: X 9TY:12 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, specdI=ons 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- etfic project and accepts no responsibility or exerelses no control with regard to fabrim- tlon. 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 climate records for wind or snow loads. project specN=tlons 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 property 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 gahanlzed 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 fabricators plans and to realize a continuing responsibility for such veri- Bnllon. 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 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 mintmum 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 mluber unless otherwise shown. For additional Information on Quality Control 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 handing 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- ling b essential and erection bracing Is always required. Normal precautionary action for truss" requires such temporary bracing during Installation between trusses to avoid toppling and do-ImAng. The supervdslon or erection of truss" shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought U needed. Cone,ntratlon 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 russes until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 438# Support 2 520# MAX LIVE L40AD DEFLECTION: L/999 L=-0.06" D=-0.04" T=-0.10" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: To 0.02" RMB = 1.15 Analysis based on Simplified Analog Model. WndLod per ASCE 7-98, C&C, V= 125aph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 10.7 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 1 244# TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 -1285 0.54 6- 5 1202 0.35 2- 3 -1250 0.62 5- 4 75 0.22 Joint Locations=============== 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10-10-12 460 0 -520 TOP H-ROLL 0- 4- 0 531 244 -438 BOT PIN 11-0-0 _ L 1 2 3 4.00 2-6-5 MT20-2X4 0-1-10 4-5-3 MT20-3X4 0-6-6 MT20-3X6 1-8-1 MT20-3X4 n1T2o-3x4 n1T20-5X8 MT20-3X4 2.00 J 0-8-0 0_38 10-0-8 I I{ 16 5 Ilk 4 532# 8.00" 460# 2.50" 1 4-8 10-8-8 0-3-8-8 R1-5-6) RO-2-15) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4738 Maronda Systemsy 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 tng. .IOD: Dwg: Dsgnr: TLY Chk: vvv. *%KLr, Truss ID: X Date: 2-19-05 TIC Live 16.0 psf TC Dead 7.0 psf Durfac - Lbr. 1.25 DurFae - PIt: 1.254005MARONDAWAY SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing be BC Live 10.0 Srp O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of overall structure may be required. (See HIB-91 ofT'P0. Code Desc: FLA LICENSE #0050068 rrruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719)- TOTAL 43.0 psf V:09.05.02- 64829- 41005VANNESSADR.OVIEDOXI-32766 Design: Marrit Arohsis JOB PATH: C:ITEE-LOKIHOMEDlB JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: X1 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 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 exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an IndNlduaI 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 pro fessional engmeerl• When reviewed for approval by the building deslgter, 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. project spectnmtions or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design asstunes compression chords (top or bottom) arc 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 fabricators plans and to r Ilze a continuing responsibility for such veri- f1©t1on. 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 ntttng 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 unless otherwise shown. For additional Information on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and emctlon recommendations are to be followed In accordance with -Handling Installing & Bracing", HIB-91. Trusses arc 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 pm. Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essenttil and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation betwcen 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 advlce shall be sought If needed. C"oc -uwn or comsrrwcu"n loads greaser than the design loads shall not be applied to trusses at any time. No loads other than the weight of the crectom shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125sslph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 11.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.04" T=-0.10" MAX HORIZONTAL 'DOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 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". PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 417# Support 2 518# TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -1132 0.54 6- 5 1074 0.27 2- 3 -1123 0.73 5- 4 -18 0.23 Joint Locations=============== 1) 0- 0- 0 3) 10-10- 4 5) 5- 5- 7 2) 5- 3-11 4) 10-10- 4 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 10-10-12 446 0 -518 TOP H-ROLL 0- 4- 0 544 257 -417 BOT PIN PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 257# 1 9 1 LV-OliiS) 24-5 2-6-5 MT20-2x4 4-3-3 It MT20-3xa 0-1-10 0-6-6 _ 1-8-1 MT2o-3xa nTT20-3x4 MT204x8 MT20-3x4 I I I 1 6 1- 545# 8.00" 1-4-8 R1-5-6) 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 VANNFSSA DR.OVIEDOXI-32766 2.00 I fT- 446# 2.50" 11-0-0 _I READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwtng 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 merall structure may be required. (See HIB-91 of TPII. fhuss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. scale = 0.4923 Eng. Job: ARLK Dwg: Truss ID: X1 Dsgnr: TLY Chk: Date: 2-19-05 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 PSI` DurFac -Pit: 1.25 BC Live 10.0 psf O.C. Spacing: 24.0" BC Dead 10.0 PSI* Design Criteria: TPI Code Desc: FLA TOTAL 43.0 psr V:09.05.02- 64882- 1 Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEDIR TICS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: Y QTY:2 DESIGN INFORMATION This design Is for an Individual building component and has been based an Information provided by the c8em. The designer di-latms any responslbWly 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 fabricr- tion, handling, shipment and Installation of trusses. This truss has been designed as an indhlduaI withbu0dingcomponentInaccordance ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data sh— am In agreement with the local building codes. local cllma0c 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 speclfled. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahartlzed 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 fabAntor's plans and to realize a continuing responsibility for such verl- ficotion. 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 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 specWed. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mintmmn sizes based on the forces shown and may need to be Increased for certain hand- Hng and/or erection stresses. This truss B not to be fabricated with (Ire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bmcing and erection recommendations are to be followed in accordance with 'Handling mulling & Bracing". HIB-91. Trusses arc to be handled with particular ore during handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb post - Ilion and for restsling 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 appUed to trusses at any time. No loads other than the weight of the erectors shall be applied to russes until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125niph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 11.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 333# TC... FORCE CSI BC... FORCE CSI Support 2 229# 1- 2 1081 0.15 7- 0 845 0.27 MAX LIVE LOAD DEFLECTION: 2- 3 794 0.14 0- 6 1038 0.37 L/999 3- 4 723 0.15 6- 5 0 0.14 L=-0.04" D=-0.03" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 Joint Locations=============== 1) 0- 0- 0 4) 11- 0- 0 7) 0- 0- 0 2) 3- 9- 0 5) 11- 0- 0 3) 7- 6- 0 6) 7- 4- 4 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 544 117 -333 BOT PIN 10-10-12 464 0 -229 BOT H-ROLL 7-6-0 1, 3-6-0 1 2 44.00 MT204X6 MT20-3X4 t=J T MT20-2x4 1-11-0 3-3-3 I ll Eq 0-6-6 MT20-5X10 MT20-2X4 MT2o-3xa MT20-5X8 MT20-3X4 1-1-6 2.00 080 6-84 3-7-12 17 41 5 545# 8.00" 465a 2.50" 14-8 11-0-0 —1 R1-5-6) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5414 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: Y Maronda S steMSy CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not erection bmcing. wind bracing, portal bracing or similar bracing Dsgnr: TLY Chk: Date: 2-19-05 TC Live 16.0 psf TC Dead 7.0 psf DurFac - Lbr: 1.25 DurFae - PIt: 1.254005MARONDAWAY SANFORD, FL. 32771 which Is a pan of the building design and which must be considered by the building designer. Bracing be BC Live 10.0 r O.C. Spacing: 24.Orr 407) 321-0064 Fax (407) 321-3913 shown V for lateral support of truss members only to reduce buckling length. Provisions must made to anchor lateral bmcing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bractg of the overall structure may be required. (See HIB-91 ofTP0. Code Dese: FLA LICENSE #0050068 Truss Plate Institute. TPI. is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). TOTAL 43.0 psf V:09.05.02- 64802- 21005VANNESSADR.OVIEDO.F1_327fi6 uetrsn. mwru nr a JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: Z 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to Joint Locations=============== This design is for an individual building BOT CHORDS: 2x4 SP #2 either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 11- 0- 0 5) 4- 4- 4 component and has been based on information 2x4 SP #2 D 2 positioned to provide equal unbraced 2) 4- 6- 0 4) 11- 0- 0 6) 0- 0- 0 provided by the client. The designer disclaims WEBS: 2x4 SP #3 segments OR 2x4 T-brace nailed flat to edge any responsibility for damages as a result of 2x4 SP #2 2 of web with w/3"x 0.120" nails spaced 8" o. c TOTAL DESIGN LOADS faultyand/ or rect fications SLIDERS: 2x4 SP #2 Brace must extend at least 90% of web length Uniform PLF From PLF Tosfuinishedtlon. thetru sdesipiand/or designs furnished to the truss desf terrdesig by the client and the correctness or accuracy This 1-PLY Hip Master designed to carry 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1- 4- 8 -46 4- 6- 0 If this information as It may relate to a spe- 31 01, open jacks (no webs) across center WndLod per ASCE 7-98, C&C, V= 125mph, TC Vert L+D -54 4- 6- 0 -54 11- 0- 0 ciflc project and accepts no responsibility or and Hip Jack Truss framed to BC H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 BC Vert L+D -40 0- 0- 0 -40 4- 6- 0 exerclsesnocontrol with regard tofabrim- Bld Type= Encl L= 58.0 ft W= 11.0 ft Truss BC Vert L+D -47 4- 6- 0 -47 11- 0- 0 a of trusshandling, shipment and designed trusses. This truss has been designed as an PROVIDE UPLIFT CONNECTION PER SCHEDULE: in END zone, TCDL= 4.2 sf, BCDL= 6.0 sf PpConcentrated LBS Location individualbuilding component In accordance with Support 1 160# Impact Resistant Covering and/or Glazing Req BC Vert L+D -488 4- 6- 0 ANSI/ TPI 1.1995 and NDS-97 to be Incorporated Support 2 166# MAX. REACTIONS PER BEARING LOCATION----- aspanofthebuildingdesignbyaBuilding MAX LIVE LOAD DEFLECTION: TC...FORCE ... CSI ..BC...FORCE ... CSI X-Doc Vert Horiz Uplift Y-Loc Type Designer ( registered architect or professional L/650 at JOINT # 5 1- 2 -2610 0.61 6- 0 1762 0.56 0- 4- 0 871 0 -160 BOT PIN engineer). When reviewedfor1-proval bytheL=-0.19" building designer, thedesignloadingsshownD=-0.12" T=-0.31" 2- 3 0 0.75 0- 5 2481 0.99 10-10-12 724 0 -166 BOT H-ROLL must be checked to be sure that the data shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 4 2265 0.94 are in agreement with the local building codes. T= 0 . 09" local climatic records for wind or snow Imds, MAX HORIZONTAL LIVE LOAD DEFLECTION: project specifications or special applied loads. T= 0. 06" Unless shown. truss has not been designed for storage or occupancy Imds. The design assumes RMB = 1.00 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 A5TM 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- Bcatton. Any discrepancies arc to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Afembers shall be cut for tight titling 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 arc mintmum sizes based on the fortes 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 'HandlingInstaWrtg & Bracing'. 1-1I13-91. 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- Wg is essential and emctlon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dorri noina. The supe-t lon of erection of trusses shall be under the control of persons c pedenced in the Installation of memo. 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. 2- 3-3 0-6-6 1 T- 4- 6- 0 6-6-0 1 3 MT204X6 MT20-2X4 T 1-5- 0 0-7-6 i 2.00 0- 8 e— 3-84 41 6-7-12 Ij"jl 16 4 872# 8.00" 725N 2.50" 14-8 .1 11-0- 0 J R' I-5- 6) 488a EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.5414 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: ARLK Truss ID: Z Systems Iaronda y CONTRACTOR. Dsgnr: TLY Chk: Date: 2-19-05 TC Live 16. 0 psr DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARONDA WAYBmcingshownonthisdrawingisnoterectionbracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psr DurFac - PIt: 1.25 SA N FORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing Live BC Li 100fO.C. Spacing: 24.pii 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. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P. E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Code Desc: FLA LICENSE f0050068 truss Plate Institute, TPI, is located at 583 D'Qnofrio Drt• . Madison. Wisconsin 53719). TOTAL 43.0 psi' V:09.05.02- 64804- 2 1005 VANNESSA DR.OVIEDOXI-32766 I I Design: Afmrix Analysis JOB PATH: C.ITEE-LOKIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an Individual building component and has been based on Information prol'ided by the cllenl. The designer disclaims tautly ur umoirecl1lnfonnatbn, specdlcallons and/or designs fumished to the truss designer by the client and the correctness or accuracy f this information as It may miale to a spe- cific project and accepts no responsibility or uerclses no control with regard to fabrlca- tlon, 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 pan of the building design by a Building Designer hellIM-led architect or professlonnl engineer). When revlewed tar approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc In agreement with lire local building codes. local climatic records far wind or snow loads. Project sp"incaLlons ar special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension ore not fully braced laleralty by a properly applied rigid telling, they should be braced at a nmximum spacing of 1B.0" o.c. Connector plates shall be manufactured from 20 gauge hotdippedgalvanizedsteelmeetingASTMA653. 0rade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily that this drawing Is in confomlance wlIh the fabricator's plans and to realize a con, Inuing responsibility for such verl- flcatlon. Any discref -ties are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members 511211 be cut for tight filling wood to wood b—ling. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sfn1. 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 -I the canlroid of lire 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. Thls truss Is not to be fabricated with it,, 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 & BmcinC. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent blacing 1 0[ 6lding Wsses In a straight end plumb pos- ltlori gild Ioi resisting lateral forces shall be Aeilgned.end Wlnlled by other. Careful hand- lfrig U mse`n11 1''acd eredlon bracing b always 8maForFcali-tfonnry ncUon for - TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE% Support 1 232# Support 2 29# Support 3 78# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.0011 T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1-3-15 T 0-6-6 i tVn3' 'Od per ASCR ; .3g, " C•C• %-' 125trgah, H= 1 5.0 ft, I= 1.00, -t:. A. Rzt:= 1-0 Trusse= Encl L= 40•0 ft-gin 1-7 -t Tzvss Bld T;!'F in Et;' zone, TCDL= 4.2 psf, B or=G .I0ingfReqIrrxpaclResistantCovering TC...FC-RCE...CsI ..BC ... FORCE. .CSI 1- 2 18 .0.01 4- 0 -35 0.01 0- 3 12 0.01 1) 0- 0 0 3) 1= 1'- 2) i- 8- 4 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION=1. X-Loc Vert Horiz Uplift Y-LAC Type 1- 7- 0 26 24 - 2 9 TOP PIN 0- 4- 0 1430 232 78 BOTBOT HIROLL PN 1_ 7_ O 91 1- 8-4 7 1 1 4.00 Attach with (2) 16d Toe -halls Attach wilh (2) 16d • 1 oe-Nails J 000- 8-0 Plate Height 1- 0-4 = 0-2-1 4 26a 2.50" 143N8.00' 4 1 # 2.5 " 1- 4-8 1-8-4 C/ L: 1- -0 EXCEPT AS SHOWN PLATES ARE TL20 UA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING:)' READ ALL NOTES ON THIS SHEET. iroi' da..Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. Y ; BRACING WARNING: n ) Aeing ii1 w ,od ihla drawing is not erection bracing. wind bracing. portal bating or slnular bracing a.pail:of il,1"e bulldNg design and which must be considered by the bu tiding designer. Bracing teialaUp'; n;russ 6ftmembersonly to reduce buckling length. Prwislons must be dZ-ehds - d aye6lfled locations determined by the budding designer. ctitt`maytie ,d locate i, a terms l or TPII. i - o. DAve. htudLsoh; Wisconsin 53719). u"+t. 3.<ti; Ttti.: fry.-• _ Eng. Job: Dwg: DsgiLr: TLl' Cldc: TIC Live 16.0 psf TIC Dead 7.0 psf BC Lire 10.0 psr BC Dead 10.0 psf TOTAL 43. 0 psf scale = 1. 5810 Truss ID: Zl Date: 2- 21-05 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA National Evaluation Service, Inc. MIN5203LeesburgPike, Suite 600, Falls Church, Virginib 22041-3401 A. Phone: 703/931-2187 Fa)c 703/931-6505 CODE COLINCIL, website: www.nateval.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyright © 2001, National Evaluation Service, Inc. Issued October 1, 2001 BORA-CARE® TERMITICIDE, INSECTICIDE AND The instructions within this report govern if there are any conflicts FUNGICIDE between the manufacturer's published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 nisus(ainisuscorp.com www.nisuscorp.com 1.0 SUBJECT BORA-CARE® Termiticide, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION BORA-CARE Termiticide is used to provide protection against subterranean termites. BORA-CARE is a Federal EPA registered Termiticide that is applied to wood surfaces by spraying, brushing, and injections and prevents infestation of subterranean termites. BORA-CARE kills the termites through ingestion. The active ingredient in BORA-CARE is Disodium Octoborate Tetrahydrate (DOT), which is a mixture of borax and boric acid. BORA-CARE utilizes a patented formulation of this mineral salt DOT) and glycols to penetrate and protect the wood. When BORA-CARE is applied to bare wood, it penetrates the wood and deposits DOT. Diffusion of BORA-CARE into the wood continues after application until there is uniform distribution of the active ingredient in the wood member. BORA-CARE is water soluble. When fresh wood with no sealants is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member is permitted to be cut after treatment is complete. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticide is installed in accordance with the manufacturer's published installation instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shall be licensed pest control operators. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions - shall be available at all times on the job site during installation. 4.2 Application BORA-CARE is a concentrate that must be diluted with water before use. The dilution rate is one part water to one part BORA- CARE for all pretreatment applications. Prior to dilution, BORA- CARE is a thick viscous liquid similar in appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA-CARE is applied by spraying, brushing, and injection. BORA-CARE is not a restricted category pesticide, but shall be applied by a professional pest control operator in accordance with local, state, or federal pest control regulations. BORA-CARE is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot band of wood around the perimeter of a structure containing a crawl space or basement when the wood comes into contact with the foundation walls or support piers. This treatment includes the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the sill plate and two feet up on the wall studs and wood sheathing. On wood where access is limited to one or two sides of wood members such as sills and plates on foundation walls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes between applications. Pretreatment is performed at a point during the construction process when the greatest access to all wood members is available. Typically at the dried -in stage of construction when all structural wood and sheathing is in place yet prior to installation of insulation, mechanical systems, electrical wiring, and plumbing. 4.3 Protection from Water Since BORA-CARE is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated moisture contact, such as shower stalls, bath houses, etc. shall be protected by a water resistant paint or stain. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report. No independent tests were performed by the National Evaluation Service, Inc. (NES), and NES specifically does not make any warranty, either expressed or implied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. Page 1 of 2 Page 2 of 2 Report No. NER-617 5.0 IDENTIFICATION 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by the Each container of BORA-CARE@ Termiticide, Insecticide and code official, shall be submitted at the time of permit Fungicide cogered by this report shall be labeled with the application. - manufacturer's name/and or trademark and this National Evaluation Service evaluation report number, NER-617 for field 7.2 BORA-CARE shall be applied by applicators trained by identification. the Nisus Corporation and shall be licensed pest control operators. 6.0 EVIDENCE SUBMITTED 7.3 BORA-CARE shall be installed in accordance with the 6.1 Manufacturer's descriptive literature, specifications, and manufacturer's published installation instructions and installation instructions. this report. 6.2 Test report, lab test of BORA-CARE treated wood and 7.4 In areas where a soil treatment/barrier termiticide untreated wood exposed to subterranean termites, treatment is required by the applicable code or local Formosan Subterranean Termite and Eastern code official, BORA-CARE is applied only as a Subterranean Termite, Ft. Lauderdale Research & supplemental pretreatment and is not a replacement for Education Center, University of Florida, Document No. required treatments or barriers. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern 7.6 BORA-CARE is water soluble and shall be protected as Subterranean Termite, Ft. Lauderdale Research & noted in Section 4.3 above. Education Center, IFAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination on a periodic the subterranean termite feeding and tubing near basis. For information on the current status of this Gulfport, Mississippi, comparison of treated and Evaluation Report, consult the NES Product Evaluation untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laboratory, Terry L. Amburgey. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.6 Test report, January 2001 Progress Report, 110 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburgey and MS. S.V. Parikh. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the BORA- CAREO Termiticide, Insecticide and Fungicide described in this report complies with or is a suitable alternate to that specified in the 2000 International Building Code© with 2001 Supplement, the 2000 International Residential Code© with 2001 Supplement, the BOCA National Building Code13999, the 1999 Standard Building Code©, the 1997 Uniform Building Code TM, and the 1998 International One- and Two- Family Dwelling Code subject to the following conditions: a FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Don tCrT nIAnnC• AD! 6(Z7R 77r`I Q 1 INVvLV 1 1/11Y1-. «v v ADDRESS: 149 WHEATFIELD CIRCLE Builder: MARONDA HOMES CITY, STATE: SANFORD, FL Permitting Office: OWNER: MARONDA HOMES Permit Number: CLIMATE ZONE: CENTRAL Jurisdiction Number: I . New constriction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units; if multi -tinnily 1 _ 4. Ntnmher of Bechroms 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (W) 1875 W 7. Glass area & type Single Pate Double Pane _ a. Clear glass, default U-factor 196.0112 0.0 112 _ b. Default tint 0.0 112 0.0 112 _ c. Labeled U or SIiGC 0.0 1`12 0.0 IV h. I'loor types a. Slab -On -Grade ledge Insulation R=0.0. 198.0(p) ti b. N/A c. N/A 9. Wall types it. Concrete. Int Insul, Exterior R=4.1. 1132.0 112 _ b. Frame, Steel. Adjacent R=1 1.0. 196.0 tr _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0.2085.0112 _ b. N/A c. N/A It. Ducts a. Sup: Uric. Ret: Unc. AH(Sealed):Gantgc Sup. R=6.0. 150.0 It _ b. N/A 12. Cooling systems a. Cenral Unit b. N/A c. N/A 13. heating systems a. Electric Meat Ptmtp b. N/A c. N/A 14. riot water systems it. Electric Resistance b. N/A c. Conservation credits IiR-l[Cal rcxovery, Solar DIIP-Dedicated heat pump) 15. 11 VAC credits CF-Ceiling fan, CV -Cross ventilation, IIF-Who le hotise Gm, 1"1'-I'rogranumable 'I'hcnnostat, M/_-C-Multizone cooling, M/..-1-1-Mtilt izone heating) Total as -built points: 23829 PASS Glass/Floor Area: 0.10 Total base points: 26178 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: _ DATE: ' .. I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. + OWNER/ AGENT: A I I I I DATE: T Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: Cal): 40.5 kl3tu/hr _ SEER: 12.00 Cap: 40.5 kBitt/hr _ IiSPF: 8.20 Cap: 50.0 gallons _ EF: 0.93 _ 00 pFTHE STgTF rco o 1 C EnergyGauge® ( Version: FLRCPB v3.30) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details 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 1875.0 25.78 8700.8 Single, Clear SW 1.0 6.0 32.0 56.99 0.96 1759.7 Single, Clear SE 1.0 8.0 40.0 61.07 1.00 2432.5 Single, Clear SE 1.0 6.0 16.0 61.07 0.97 943.8 Single, Clear SW 1.0 6.0 16.0 56.99 0.96 879.9 Single, Clear NW 1.0 8.0 15.0 40.72 0.99 606.5 Single, Clear SE 1.0 6.0 5.0 61.07 0.97 294.9 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear SE 1.0 6.0 40.0 61.07 0.97 2359.4 As -Built Total: 196.0 10742.6 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points Adjacent 196.0 0.70 137.2 Concrete, Int Insul, Exterior 4.1 1132.0 1.18 1335.8 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1.00 196.0 Base Total: 1328.0 2288.0 As -Built Total: 1328.0 1531.8 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 96.0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1875.0 2.13 3993.8 Under Attic 19.0 2085.0 2.82 X 1.00 5879.7 Base Total: 1875.0 3993.8 As -Built Total: 2085.0 5879.7 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points Slab 198.0(p) 31.8 6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p 31.90 6316.2 Raised 0.0 0.00 0.0 Base Total: 6296.4 As -Built Total: 198.0 6316.2 INFILTRATION Area X BSPM Points Area X SPM Points 1875.0 14.31 26831.3 1875.0 14.31 26831.3 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT Summer Base Points: 35736.6 Summer As -Built Points: 38901.9 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) 35736.6 0.4266 15245.2 38901.9 38901.9 1.000 (1.087 x 1.150 x 0.95) 0.284 1.00 1.188 0.284 0.950 0.950 12471.5 12471.5 EnergyGaugell DCA Form 60OA-2001 EnergyGaugeRWlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES I18XConditionedXBWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 1875.0 5.86 1977.8 Single, Clear SW 1.0 6.0 32.0 11.59 1.01 374.7 Single, Clear SE 1.0 8.0 40.0 10.59 1.01 428.2 Single, Clear SE 1.0 6.0 16.0 10.59 1.02 173.0 Single, Clear SW 1.0 6.0 16.0 11.59 1.01 187.3 Single, Clear NW 1.0 8.0 15.0 14.97 1.00 224.3 Single, Clear SE 1.0 6.0 5.0 10.59 1.02 54.1 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear SE 1.0 6.0 40.0 10.59 1.02 432.5 As -Built Total: 196.0 2344.7 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 196.0 1.80 352.8 Concrete, Int Insul, Exterior 4.1 1132.0 3.31 3741.3 Exterior 1132.0 2.00 2264.0 Frame, Steel, Adjacent 11.0 196.0 2.60 509.6 Base Total: 1328.0 2616.8 As -Built Total: 1328.0 4250.9 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Adjacent Wood 17.0 5.90 100.3 Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1875.0 0.64 1200.0 Under Attic 19.0 2085.0 0.87 X 1.00 1813.9 Base Total: 1875.0 1200.0 As -Built Total: 2085.0 1813.9 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 198.0(p) 1.9 376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 0.0 0.00 0.0 Base Total: 376.2 As -Built Total: 198.0 495.0 INFILTRATION Area X BWPM Points Area X WPM Points 1875.0 0.28 525.0 1875.0 -0.28 525.0 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 5165.4 Winter As -Built Points: 8683.8 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) 8683.8 1.000 1.078 x 1.160 x 0.95) 0.416 0.950 4079.0 5165.4 0.6274 3240.7 8683.8 1.00 1.188 0.416 0.950 4079.0 EnergyGauge I"^ DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.30 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 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 15245 3241 7692 26178 1 12472 4079 7278 23829 PASS EnergyGauge I" DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , " " PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sq.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 corners; 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 Penetration s/opening s >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. Multistory -Houses _ 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met nr exceeded by all rPcidPnr-Pc I COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency 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 1607.1 1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge'" DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.0 The higher the score, the more efficient the home. ELECTRIC, , , , i. New construction or existing New 12. Cooling systems 2. Single to mily or multi -family Single family a. Central Unit Cap: 40.5 kl3tu/lu• - 3. Nwnbcr of tuiits, if multi -family i SL'13R: 12.00 - 4. Niunber of Bech•oonts 3 b. N/A 5. Is this a worst case'? Yes 6. Conditioned tloor area (ti') I875 ti' c. N/A 7. Glass area K type Single Panc Double Pane a. Clear - single pane 196.0 W 0.0 ti' 13. Heating systems b. Clear - double pane 0.0 ft= 0.0 ti= a. Elecuic I Icat Pmnp Cap: 40.5 kl3nr/lu• - c. "I'int/other SiIGC - single pane 0.0 ft' 0.0 ti' I-ISPF: 8.20 - d. 'I'int/other SI-IGC - double pane b. N/A S. Floor types a. Slab-On-Grndc Woe insuhuion R=0.0, 198.0(p) fi c. N/A b. N/A c. N/A 14. plot water systems 9. Wall types a. Elecuic Resistance Cap: 50.0 gallons - a. Concrete, Int Insul, Exterior R=4.1, 1132.0 ti' EF: 0.93 - b. Finnic, Steel, Adjacent R=1 1.0. 196.0 ti' b. N/A c. N/A d. N/A c. Conservation credits c. N/A IIR-Ideal recovery, Solar 10. Ceiling tYpes DI IP-Dedicated heat pump) a. Under Attic R=19.(1, 2085.0 ti= 15. I3VAC credits- b. N/A CI` -Ceiling tam, CV -Cross ventilation, c. N/A 1-11--Whole house tam, II. Ducts 1'7'-I)•ogranintablc'I'hetinostat, a. Sup: Unc. Ret: Unc. All(Sealed):Garige Sup. R=6.0. 150.0 ti W-C-Multvone cooling, b. N/A M%-11-Mtilt izone heating) i certify that this home has complied with the Florida Energy Efficiency Code For Building Constntction through the above energy saving features which will be installed (or exceeded) STq O inthishomebeforefinalinspection. Otherwise, a new EPL Display Card will be completed. 04THE based on installed Code Compliant leaf s , , p. r , 110 Builder Signature: / Date: r Address ol•New Home: City/FL Zip: C00 va v5 NOTE-. The home's estimated energy performtmc•e score is onl1, arcrilrrble through the FI A/RI:S eon-tputer program. 77ric is not a Building L•nergy Rating. If yourscore is 80 or greater (or 86 for a US IPAIDOL Energ);.Stair`rdesigrtctlion), vour home min, tprirli• for energy e cienc , mortgage (EEA4) incentives iif you obtain a I;lorida Energy Gauge Rcttirrt•. Contact the l;nergi- Gauge Hotline ctt 321/638-1492 or see the IS-nergy Gauge iveb site at iviviv feee.ucf editfor information cmd a list of Certified Raters. l or it formation about 1"loridcr' Eire rgr• 1 ffic ierrepCodePor Building Construction, contact the Department of Coinmuniti- Affairs at 8501487-1824. EnergyGauge7 (Version: FLRCPB v3.30)