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HomeMy WebLinkAbout146 Wheatfield Cir 06-488 New SFH (1)G PERMIT ADDRESS SUBDIVISION CONTRACTOR _ PERMIT # Cj 4 ` S DATE ' \\c 'C S f Maronda Homes ADDRESS 1101 N Keller Rd., Ste F PERMIT DESCRIPTION Orlando, FL 32810 407-475-9112 PERMIT VALUATION PHONE NUMBEI CRC 058496 SQUARE FOOTAGE PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE A g w el City of, Sanford Certificate of Occupancy This is to certify that the building located at 146 Wheatfield Cir for which permit number 06-488 has heretofore been issued on November 16, 2006 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 Date Building: R Addison 02/12/07 Engineering & Planning: M Replogle 02/09/07 Public Works: M Watson Utilities: R Blake Fire Department: 02/09/07 02/09/07 Conditions (if blank, no conditions apply) Maronda Homes Q)a Yy 02/16/07 Property Owner Building Official e Date BP200IO2 CITY OF SANFORD 2/16/07 Application Miscellaneous Information Inquiry 10:04:02 Application number: 06 00000488 Property . . . . : 146 WHEATFIELD CIR Code Freeform information HISB 2 STORY/4 BATH noc exp 9/15/06 HISB new noc on file exp 02/20/07 HISB final f/s on file HISB CO SIGN OFF: HISB P&Z: MR 02/09/07 HISB PW: MW 02.09.07 HISB Util: RB 02.09.07 Press Enter to continue. F3=Exit F12=Cancel Display note at Print Date Permit Insp C.O. flag 11/16/05 Y Y Y Y 11/10/06 Y Y Y Y 1/29/07 Y Y Y Y 2/08/07 Y Y Y Y 2/08/07 Y Y Y Y 2/08/07 Y Y Y Y 2/08/07 Y Y Y Y Bottom SMITH DRAFTING & SURVEYING. INC. P.O. Box 4518 DeLand, Florida 32721 Phone (386) 734-7047 Fax (386) 734-4248 nad r w 2 z- , 2007 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re: l.ot 5 ; Celery Lakes Phase 1 A; Plat Book 67, Pages 98 and 99; Public.Records of Seminole County, Florida. aka: G4/I%7`l'e,/ol G'iirJe. 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 UMB No. ILIlJU-UUU8 Expires February 28.2009 Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1-8. SECTION A - PROPERTY INFORMATION For Insurance Company Ulte: At. Building Owner's Name A2. Building Street Address (including Apt., Unit: Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAlU numWtr I Stale ZIP Code A3. Property Descriptio (Lot and Block'Numbers, Tax Parcel Number, Legal Description, etc.) LO% Jl CEGE.Q1 LAKES A-M-5E ZA Amr9pDK 67, PAMs M r/n/rY. ALIO_In A4. Building Use (e.g.. Residential, Non -Residential, Addition, Accessory, etc.) SiNccQ FAM/c.siAFNTA9G A5. Latitude/Longdude: 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. A7. Building Diagram Number 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) A114 sq ft a) Square footage of attached garage sq fl b) No. of permanent flood openings In the crawl space or u/ b) No. of permanent flood openings In the attached garage encloslire(s) walls within 1.0 foot above adjacent grade - walls within 1.0 foot above adjacent grade Q c) Total net area of flood openings In A8.b 4e?f sq in c) Total net area of flood openings in A9.b _Q sq In SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name 8 Community Number County Name B3. State IC/TY OF SA/FDPp /ZOZJ} TB2. cS I O Co NTY FL0.2/4144 B4. Map/Panel Number 85. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood 09. Base Flood Elevatlon(s) (Zone e/ t5 Zone(s) AD, se flood depth) Z//7C0065 f AAe. /7at/995 7ts/9% ed Ap.QaL use B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In Item B9. FIS Profile FIRM Community Determined Other (Describe) 1311. Indicate elevation datum used for BFE In Item B9: ® NGVD 1929 NAVD 1988 Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)1 Yes ®No Designation Date 6- CBRS . OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings' Building Under Construction' ® Finished Construction A new Elevation Certificate will be required when construction of the building Is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, VI-V30, V (with BFE), AR, AR/A; AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-0 below according to the building diagram specified In Item A7. Benchmark Utilized SCP Vertical Dalum ,vcv.00" Conversion/Comrrlenls A04 Check the measurement used. a). Top of bottom floor (including basement, crawl space, or enclosure floor)- 21,77 ® feet b) Top of the next higher floor 41'4_ feet c) Bottom of the lowest horizontal structural member (V Zones only) a feet d) Attached garage (top of slab) 2.f, 19 feel e) Lowest elevation of machinery or equipment servicing the building feel Describe type of equipment in Comments) (4/C C-o,0&A%0re3 f) Lowest adjacent (finished) grade (LAG) Z/. D feel g) 1lighest adjacent (finished) grade (HAG) Z/. 0 feet meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Pu@fto 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 intonnation 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. Certifier's Name License Number 57 -- IeV r f F/0,,'o/a P..s. A). No . 3 7,3 ,5 PLACr: SEAL HERE r-17NAA Pnnn R 1.11 cirlo inr rnnlinnalinn RPnhr.Ps all nrevinus erlilinns 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 ZIP Code Company NAIL Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) Insurance agentloompany, and (3) building owner. Comments Signature Date Check here if attachments SECTION E = BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For ]_ones AO and A (without BFE), complete Items E I-E5. If the Certificate Is Intended to support a LOMA or LOMR-F request, complete Sections A. B. and C. For Items E 1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. 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 I IAG. 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 bullding Is feet meters above or C] below the HAG. E3. Attached garage (top of slab) is feel meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building Is feel 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 authorised 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. Properly Owner's or Owner's Authorized Representative's Name Address City Slate ZIP Code Signature Date Telephone Comments Check 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. r GI. C) The Information 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. (Inoicale the source and dale of the elevation data in the Comments area below.) G2. D A community official completed Section E for a building located In Zone A (without a FEMA-issued or community -Issued BFE) or Zone AO. G3. p The following Information (Items G4.-G9.) Is prov(Jed for community floodplaln management purposes. G4. Permit Number G5. Date Permit Issued I GO. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for. New 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 Community Name Telephone Signahud Dale Comments FEMA Form 81-31. Fehniary 2006 Check here if attachments Replaces all previous editions CITY OF SANFO D PERMIT APPLICATION Permit # 4 1 r LU Date: 171 CL I U l - o h PC,c A ("ireJobAddress 11 I Description of Work: G(.V <) l GS iU f^ _Total Square Footage Historic District: Zoning: Value of Work: S `SG o • U U Permit Type: Building Electrical Mechanical Plumbipg Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets Occupancy Type: Residential Commercial Construction Type: # of Stories: Contractor Name & Address: Phone & Fax:-bDk Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Addition/Alteration Change of Service Temporary Pole Replacement New (Duct Layout &. Energy Cale. Required) of Water &Sewer Lines # of Gas Lines Plumbing Repair— Residential or Commercial _ Industrial of Dwelling Units: Flood Zone: (FEMA form required ) C. l State License Number: I U & 0 0 2 Contact Person: Phone: Phone: Fax: 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. aUU OWNER'S AFFIDAVfT: 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 LE14DER 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 th 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 dK tricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lier aw, FS 713. Signature of Owner/Agent Date Signature ofP6/actor/Agent I 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: UT1L: FD: Special Conditions: Rev 03/2006 Print ontraltor/Agent's Nam 8! Sign otary-Start of Flo ida Keyy Comm WOn # DD gi68 Bonded491M: APR' 18, 20107tuuAtlandcSonamCu. Inc, Contractor/Agent is OE Personally Known to Me or Produced ID ENO: BLDG: NOV. 10. 2006 8: 24AM MARONDA HOMES IIIB"41Big N0 606 P a 2 111i glRlQ[! NARYf1M1! IkD 0-t, CORK w CI cwt L' m SININME. a LMY SK 0G188 Pi OAP-; fipg) CLERK' S. fe 24(I(p 77cA KCMED OpJeO/eW 01,01:14 PIt raftlhs IkMS 10.00 oldn NOTICE ®F COMENCEN Nff NTTAX FOLIO NO.25-133-6949 PERMIT NO. STATE O '+' LORIDA COUNTY OF SEMINOLE Th • . JNDERSIGNED hereby gives notice that Improvement will be made to certain and reE Ic )roperty, and in accordance with Chapter 713enc, Florida Statutes, the following inf rrradonIsprovidedinthisNoticeofCommement. DESCRIP 'I, ) N OF PROPERTY (Legal Description bnd Street Address) Lot 146WHE M EI15L.QC CL bdivl ' • CELE Y L4 ES p General D ;,: ription of Improvement COnlstructt a Single FIII mi!l viv OWNER I F; StMAT10N' lie9 dance Name and :dress Marond omes 55 KeLer Rod uite 1 00 tam toSprings.F 3 714 Q ^ Interest inrsparty (Fee Simple, Partnership, etc.) Owner c :I NAME AN r1 DDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) o 15 CONTRACniR Maronft Ho '955 Keller Retnti 3ut a 150b AI 4 (Name andaddress) onto S r" 9 FL 32714 50, W SURETY ( a iding Company) Name end c' Iress NSA dd Amount of E or d a a LENDER Name and a r, ress Bank of America—NA,So park Ave South Suite 400 Winter Perk, FL S278t1-4316 N F GAN P orie 40 8 304 F 407 - 388 a Pars . r within the State of Florida designated by owner upon whom notice or other docu ! nts maybeservedasprovidedbySection713.13(1), (a), 7., Florida Statutes, Kam T qt u t, 3a oI FL 3 1 a 40In addition to tInself, Owner designates (Name and ddrass or to receive a copy of Lienors Notice as provided In S 1c.1on 713.13(2), (b), Florida Statutes. Expirabon Da ,, of Notice of Commencement the expiration i+ Is 1 year from the date of recording unless a different dale is sDedfled.) r THIS THESworn U ]: NT IS BEING I tD 1: TO REFLECT RUSSELL vH IIMM s LE PHASE III Maronda home of Florlda Vice President - Construction nd utoscribed before me this 2 p Fes_ day of Ee- RU 3Y, 2006. Ccm , plep.ra low* was e w ; ool./[i hrrntla :: 1 Alan hq 1 t vti(FrED COPr' MARYANNF-'140PSE EAIINQLE trl'RiDti i . Maronda M}{ 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 2006 This letter is in reference to Permit # 06-488 issued to Maronda Homes for property address 146 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 # 06-488. 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 Keith Summers Vice President of Construction Maronda Homes, Inc. of FL COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 105-77171 BUILDING PERMIMON: ER: Q (CITY) UNIT ADDRESS : TRAFFIC JURISDICITOM 06 SEC: TWP: RNG: SUBDIVISION:/ - PLAT BOOK: T BOOK PAGE: OWNER NAME: ADDRESS: APPLICANT NA ADDRESS: 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 S 705.00 ROADS COLLECTORS NORTH 0 dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE 0 dwl unit S 54.00 1 $ 54.00 0 dwl unit S1 3 4.00 1 $ 1SCHOOLSCO -WIDE 384.008 , AMOUNT DUE S 2,285.00 STATEMENT ` RECEIVED BY: f SIGNATURE t PLEASE PRINT NAME) NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE Fft . **** 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 OF THE APPLICANT, OR OWNER, TO .APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A 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. THIS STATEMENT IS VALID'ONLY IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT******************** S 9 cFii CITY OF SANFORD PERMIT APPLICATION Permit #: CAD — 00 Date: AUGUST 22, 2005 _G3, Job Address: 146 WHEATFIELD CIRCLE LOT 5 CELERY LAKES PHASE 3 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $130,576.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 3,538 Construction Type: VI # of Stories: 2 # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 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) 475-9112 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. 1 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 govemmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. JO5_ ignar( er/Agent Date Russell eith Summers Print OWnerLAeent's Name SignpMq ry.Stateef.6lorida•••••Datj J TINE FULLERTON Comm# DD0460464 Expires 811012009o(! h$ Bonded thru (800)432.4254: IncAssn., Florida Notary .. Owner/Agent is X_ Personally Known to Me or Produced ID IJ_4 8/22/05, Signature of ontracto /Agent Date Print Contractor/Agent's Name 8/22/05_ Signature Nota tate of Florida Date r EANNINE FULLERTON Comm# DD0460464 Expires 8/10/2009 z?` Bonded thru (800)432.4254: m w•' Florida Notary Assn.. Inc Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg:Zoning: Utilities: Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Initial & Date) CITY OF SANFORD PERMIT APPLICATION Permit # Job Address: R</ .3 Date: Description of Work: Single Family Residence Historic District: Zoning: Value of Work: AUG 2 2 2005 Permit Type: Building_ Electrical _X_ Mechanical _ Plumbing_ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS _200_ 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: I Flood Zone: X (FEMA form required for other than X) Parcel M 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: Daniel Puglisi 4005 Maronda Way Sanford, FL 32771 State License Number: EC0001663 Phone & Fax: (407) 475-9112 / 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 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. k'01Aim. 7 9 2005 ' Signat re of 0w er/Agent Date gnat of Contractor/Agent Russell Keith Summers DanielPuglisi Print Owner gent' Name Print Contract gent's Name AUG 2 2 2005 of Florida Date JEA NE FULLERTOIv Comm# DD0460464 Expires 8/10/2009 Bonded thru (800)432-4254: of, n" Flonda Notary Assn.. Inc Owner/ Agent is "X ersonal y n ;in to Me or Produced ID of Florida AUG 2 2 2005 Date 2 2 2005 JEAN INE FULLERTOIv Commo OD0460464 moo` Expires 8/c0/2009 o` W4 Bonded thru (800)432.4254: Florida Notary Assn., tne Contractor/ Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: Initial & Date) (Initial & Date) Special Conditions: Initial & Date) (Initial & Date) Permit # CITY OF SANFORD PERMIT APPLICATION Date:J 'A jG 2 2 2005 Job Address: Nl{E 4TFJ'EGD 4eA LOT e _ 4F6E4y' L44S Yr-y!3 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building _ Electrical Mechanical X Plumbing w Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/ New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: I Flood Zone: X (FEMA form required for,other than X) Parcel #: ( Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 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) 475-9112 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: 1 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 s water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the #uirHents of Florida Lien Law, FS 713. Ailr_ 7005 q< ature wnet gent Date Russell ei Summers Print Owner/Agent's Name 2 2 2005 SUnat. u. No State of Florida Date r \ JE E FULLERTOIv a,." T" Comm# OD0460464 io` I•¢f°e Expires 8/10/2009 rdiy Bonded thru (800)432.4254 : Florida Notary Assn.. Inc 3.. ........................................ is_X_Personally Known to Me or Produced ID AUG 2 2 2005 of Contractor/Agent Date GARY CARMACK CAC043900 Print Contractor/Agent's Name AUG 2 2 2005 Si na f Notary -State of Florida .. D arg,,, JEANNINE•• FULLERTON Commit D00460464 C Expires 811012009 ; Bonded thru (800)432-4254-- 40' ! Florida Notary Asan. Ire Contractor/ Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Initial & Date) CITY OF SANFORD PERMIT APPLICATION Permit # : Date:A 1 7 f f 111113 JobAddress: _lai6 W E4%75/E4,0 LOT Celery Lakes Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building _ Electrical Mechanical _ _ Plumbing _X_ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration - Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/ New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 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: 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. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be perfonned to meet standards of all laws regulating construction in this jurisdiction. 1 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: 1 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. AUG 2 2 200 AUG 2 2 2005 j t Date Signatu f Contractor/Agent Date Russel eith Summers JUL[A EESE CFC1426702 Print O ner/Agent's Name Print Contaac r/Agent's Name A116 2 2 20 AUG 2 2 2005 lgR4l , .9 No rx-State of Florida Date Signature f Notary-S a of Florida Q IQ JE N INE F LLERT014 s EANNINE ULLERTOIv Co ml)OD0460464 m#OD0460464 c c Expires8/10/2009 c o` spires 611012009 Bondad thru (800)492-4254: Bonded thru (800)432rt254 to Florid a...Notary Assn., Inc 3...................c h Assn., Inc FlondaNot... 3................ ..........i Owner/Agentis _ X_ Personally Known to Me or Contractor/Agent is _X_ Personally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) Initial & Date) ( Initial & Date) Initial & Date) Special Conditions: Ljaronda Homes AN EASILY OBSERVABLE BETTER VALOEI 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 5, 146 WHEATFIELD DRIVE at CELERY LAKES PHASE 3. RUSSELL IKEITH $'UeCOFS, CRC058496 MARONDA HOMES, FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 22ND day of AUGUST, 2005 by RUSSELL KEITH SWMEP,,&who is personally known to me. NOTARY PUBLIC EANNINE FULLER TOIv Commri DD0460464 Expires 81j012009 Bonded thru (Boo)432,4254: FloridallotarAssn...Im.: a c oo LL Inn C4 IL .i M C W JW O Z+ (h Z LU W J2'pa Xcc W Zo,.z W InIn N at oc T a 0 ntv a 14ARYANNE MRSE, CLERK OF CIRCUIT COURT MNOLE CQI. M BK 05905 FAG 1356 CLERK' S 41 20051592 ()a REC.UW..D 09/ 15/:'005 0A; 57 t 34 Rq RRUIRDIN6 RES 10.00 RECtNIM BY t holden NOTICE OF 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. 4 DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 5 146 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 1 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. 15t St., Sanford, FL 32771, Fax: 407-330-5062, Phone: (407) 322-9484. Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement The expiration date is 1 year from the date of recording unless a different date is specified.) RuSbEll. K ITH S MERS Maronda hlowgis, Inc. of Florida Vice President - Construction Sworn to nd subscribed before me this 22ND day of AUGUST, 2005+ CERTIFIED COPY p NNE MORSEU1TCOURT CLERK CI C MA ( lml, FLOR10A MUM J''""""NE FULLERTOIr • y"c i' Com DD0460464 Expires 8/10/2/2009c,n J Bonded thru (800)432-4254: i„".............. Florida Notary Assn., Inc BY CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 5 Subdivision: CELERY LAKES PH.3 Property Address: 146 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). O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). rx-1 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. M 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. O h. Square footage table showing footages: Garages/Carports 402 S.F. Porch (s)/ Entry(s) 132 S.F. Patio(s) S.F. Conditioned structure 3,004 S.F. Total (Gross Area) 3,538S.F. x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). O 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. x 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: By Owner' or Authorized Agent) Legeno of Synibols and Abbreviations: REROD: steel Reinforcing Rod Boundary Lino Big. Bearing Field Field Measured P.C.P. Permanent Control Point P.T. Point of Tangency Conteriine Celc. 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 Land 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-of-way Easement Line Conc Concrete O.R. Official Records P.O.C. Point of Commencement Sec. Section Central Angle Const.Construction Pav't.: Pavement P.R.C. Point of Reverse Curve S/T Septic Tank ARC Arc Length c/s Concrete Slab P.C. Point of Curve RR M. Permanent Reference Monument T.B.M.: Temporary Bench Mark Blk. Block Elev. Elevation PC C Point of Compound Curve P.S.I. Point of Street Intersection W/ : With Boundary Survey: 6T¢/-sov A iyyE SGAGE: / = 20 S 00' /e' 03"6 .duAri rrra i h ' S'o'runac iF,cuce G , Tiocc , B L c c N/.v s- r A.XsMsWT G A6errE,vt i 1 Fx/V• INiec/Lc>b/ I GD• c P[/j Fia[ I FMD• ".Q vNrdD PLS l.9AZ¢'J4 ir+5 CAP1t'P3'?' E73,SEM6.uT ( A a U 0 a0 s C T • I 0 r IC o g ItCcIpi , PaTf fa - N Q Q I •:/FaoTFJz ,• I ova v o o N I " u, }O.Ot9 •} ELLJ u 1' U._ 'SQL l 00 ate: n K A V <Y A• C C •_ 4 W U Q u l O M c N 5 s 1 r J O u c A--F-- 0 LL r. Ira, h o'vri.rY s I Q j1J I s P — — Eeteric/c AO,( t FNO. 7B~iQIS/20G \ . ct 1 Al 470 Aurr F104.t> _— 1.,NN I r P T 3 W /iris: A.uA ro AIA •,,,..' Vr:GfO. • 9 [ Frgio•61cvc..suv o•+ FAOr. NA/ Tim. [s Z4J4- 7Ao, 45-2494; 373G i fi/EATF/ELF C/PCLE OC.A' A7- PGP rRSr.' 50'Rw ' Z4-/!SP/lALT /J'T /Z'Cvdc.xisrcrc, UESC/2/PT/O/V LCT S ,; CE ie L.All65 /Cs/i9 sE /A j 9 sv6o/isio ccoe/, 70 lg/ i•, PZ,97- BOOK /oi9GE5 A t/O /'lJ61c/c ,Q6co/2L25 0 EM/.t/OGE oC.WTY, F oiC'/A4. 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 of Professional Land Surveyors in Chapter 61G17-6, Florida Administrative Code, pursuant to Section. 472.027, Florida Statutesz) SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND, FL DELTONA, FL St ley E. Smith 386) 734-7047 (386) 789.2855 Flor' gistered Land Surveyor DRAWN BY: SE 5M/T- REVISIONS: Certificate Number 3736 CREW CHIERoor yN2/G NOT VALID UNLESS SEAL IS EMBOSSED SCALE: //_ ZOO Note: No instruments of record reflecting easements, limitations, owner - DATE: ships, reservations, restrictions and/or right-of-ways, if any, have been pro- EO ,..f, .e /•9, ZOO$ vided to this surveyor, except as shown. No underground installations or WO If C — 9r 94 — /i S utilities have been located, except as shown. Legend of Symbols and Abbreviations: REROD: Steel Reinforcing Rod Boundary Line Big. Bearing Field Field Measured P C.P. Permanent Control Point P.T. Point of Tangency Conteriine 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 Land 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-of-way Easement Line Conc.. Concrete O.R. Official Records PD.C. Point of Commencement Sec. Section 0 : Central Angle Const Construction Pav't Pavement P R.C. Point of Reverse Curve S/T Septic Tank ARC Arc Length Us Concrete Slab P.C. Point of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bench Mark Blk. Block Elov. Elevation P.C.C. Point of Compound Curve PS.I Point of Street Intersection W/ With Boundary Survey: E,sM/G T CA6C LNr 1 Fwo• .I'iecitm 60• .v ri F.a v S O v p2oravGE LL N r a v W t •`; I O r VE N g a CvNC r PATt o, E T O n `6 V 7 = V = ova O E v V V ; V a WINCHEyrfE V .% z ,L E6 R n I 0 yea,. r 0 Q x Z!_ 73 W v tY c 0 Q u .D lV C V OQ ` y ,C ,D `V 1• 7 I i o'vri4rr s I 0 Q - EASEM.% QEcters ve sox Ana f vo• e~,Q6/ZOD r . naree JI ",&Aft v w/,oGsc P2''t.'a ` 60- oo " P -i Fid.O %a3 u Zt.9'f' 00' Pc.s od*4co. G FAM. NamfF %.vi..,ii- N<.GID, .% -(FrQi or tt:'ArtCial6 .,. . r uo r'i 7Ae,-24,9 f j(AT/ELF G CL. .a736 7s, s rR T. PGP'rP.S.I•' 5o'iew - Z4 /lSPHALT /•if'T. Z"lowc.Golr ic, PT/ON LoT S ,; CE,eY /i/i9.sE /A ; f>' sveo•isio• 9ccolzo% To .4.o is O r 600K , l.va,6 s ; / k,1,0V•/c ,Q5C01VQS 41,- Mi t/04-5 Cyr wrY, F o eiA9. CERTIFIED TO: 20 Oi4 I hereby certify that this map depicts a survey performed under my supervi- 7 — -. -- 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 of Professional Land Surveyors in Chapter 61G17.6. Florida Administrative Code, pursuant to Section 472.027, Florida Statutes SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND, FL DELTONA, FL St ley E. Smith 386) 734-7047 (386) 789-2855 Flor' gistered Land Surveyor Certificate Number 3736 NOT VALID UNLESS SEAL IS EMBOSSED DRAWN BY: sE 5M/TN REVISIONS: CREW CHIEF:^4 yH2/il/ls SCALE: i/= Zvi Note: No instruments of record reflecting easements, limitations, owner - ships, reservations, restrictions and/or right-of-ways, if any, have been pro- DATE: riEPTE,,l6lEi2 /9, ZOO$ vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. WO # 9 9 o Z — O.> Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 367 Medallion PL. Chuluota, FI. 32766 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software AN JOB # LOT ADDRESS DIV/SUB MODEL r 6CLOO503 5r3 C HREATFIELD ORO-CEL WINV4 RIGHT WINCHESTER V 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. 32 Dwgs: Truss Layout 03/29/04 Roof Loads - HIP 10-20-00 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf A 03/30/04 Al 03/30/04 A2 03/30/04 A3 03/30/04 Total 33.0 psf A4 03/30/04 DurFac- Lbr: 1.00 DurFac- Plt: 1.00 O.C. Spacing: 24.0" A5 03/30/04 A6 03/30/04 A6A 03/30/04 Floor Loads- A7 03/30/04 A8 03/30/04 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf A9 03/30/04 B 03/30/04 B1 03/30/04 B2 03/30/04 Total 55.0 psf H 03/30/04 DurFac- Lbr: 1.00 DurFac- Plt: 1.00 O.C. Spacing: 24.0" H1 03/30/04 J 03/30/04 11 03/30/04 J 1 A 03/30/04 J2 03/30/04 J2B 03/30/04 J3 03/30/04 J313 03/30/04 J4 03/30/04 J4B 03/30/04 P1 03/30/47 P2 03/30/04 P3 03/30/04 P4 03/30/04 P5 03/30/04 INV # DESC QNTY DATE: AUG 19 2005 18331 THD26 18330 THD28 18360 SKH26R 18361 SKH26L 18363 JUS26 18370 THJ26 4 SEAT PLATES 19 C=) 4 Nr 40-0 cli wwz0 LU 0 z C14 coCN CL C14 Do M. 00 CO 10- cl) Lc) a- Do T ODD SPACE 04 9 ODDSPACE ODD' SPACE A o 7-0 PAN,CElLl afw z l L z CN Il/ I I l' o CN i JOBNUMBER: WNV4 CUSTOMERZOL 18 dU - JOB NAME: WINCHESTER V 4 7- DRAWN BY Qt) PITCH: 6111 & 4111 BEARING 3.5" DATE: 3-29-04 OH: 12" LOAD: 33# psf J41 CD I ---I I B-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES It is the resoonsibilitvoftheinstaller(b(jilder buildinocontra -tor licensed contractor, erf+ctororerection contractor) to pro )ed receive unload stoic handles rn tall an brace metal plate connected wood tru ses to Protect life and property, The installer must exercise the same high degree of safety awareness as with any otherstructural material. TPI does not intend these recommendations to be interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are based unon the collective experience of leading technical personnel in the wood ka,ab.;-` I e'r 6uildin cto ontcactorytificensedC-AIJTIOf ,T.Mebuild o.ci •, ;. COntLaCtOr ereCtOT OT.ereCtlOn COntCaCtOLIS adV,tSed: o obtain and rea 9 ti e:entire,boolilet"'Commer tary." a , P•l's'•:'hit>.- 1 ;;,+•' :tHant:^- - iarid- Recommeii-ciations: &-;.dling;'.Irtstalling.E;:> r:^>::. 7 -,rya,id' _ .;, Metal'PiateiConnected llfood TB racingi•',+ '. j,. + : ..n n• v y-.^ ytct ;G. .., ..., .;..- ' f' :, ;;;•t:,,'i;I a: ;: (.....'.:7`ry^-.a8: j% frolinAfie=Tiiass.Plate':Institute::::''.,' 1'R 1NGi1' f 4° N1T>71 descii tie"s a to'riditiori jI . ,here i` allure o'Sfollowelr sinuaiionsxcouicJaresuliin se.elre perso , , ar l ciam'age io s ructtires ,; TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others Copyright O by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. i:--; CA"t7TION: cAll eriJ;po arybracing:shouid:benoless an;2u`4 rade;rviaTked iumber.:L`Alhconneetions; sstaouid-iie: rude: withYminimurri:-of:2=1fid:naaEs. Ali et'iaBi :•/' T7,. 2:.. FJf!^h,' u,...••, r c.mvt ..,.-Q.R• C .. teitsses:assumed°2''on-ceriter:or.i. ...-All re islti-pij y trusses:sh6uld lie rconi d'dt6 l.:fogetiiePrirY accar.,, C{•,.1G: •,n. p'=; Y.ZYSS`-:J•tiiS::.. ., Z-'..: •..• dancevwlth:desigfv rawings; prionto;tnstaliation: TRUSS STORAGE CAUTJON'-'-, russesshoiildnotbe' is". • s: ... n...,,. r .. ., Y':-ueiloaded;oric ougii'iter atn.or urt;.: evemsuifaces:wti'ici ToWd;cause'' damageIto.thertruss:' s i^ed: ho izontall 'ahould;be - ;"- =.+ - CA'CITiION:TrussesstoY'' ''' :Trusses'istored:vertical) :siiould be CAUTION:^.. :.. yt:. ,,:.. rr •; n lockin ' to; revent•excesslv.e.lateral ,} k;,} ;::•y si,jpofted o9.,.y .F •.,: a Jw - ::; 'A PP:_ 9' Yr: ;:in tittrs , G:;.;'r ...,;. ..rececl;topievent,to 'liri. :orrtiP.P_In,9:-,:..:. . r' Lfieridtmg:andlessen :moisture gain,.: a > r,C c - t:r•F• ^•: J:. - .. .., f • - 'r llatioia ; , r K.'L,.:DAfVGE 'z :)ome gtore bundiesvuprig1itTurilesss r::_':11llAFZtdING Doenot:bre_a'K ban lingAuriiil:insta :r: , Air ,, RM „ , ..:,; . Y 1___1_.-1_,__,, r1M6J reroerl r) braced:: nc.in`tbanciin eseke9; . re- tacedan;aatatilal, .4ay. oldshlffin of:iritiividuaIUrusseS'.!,' ;P Ic.hi._. dfra,.S:, X.I2r,'1,.... J:•:,^2'-,•V "..:,. .. s DANGER •aVhlalkingain"tr,usses whtcFi,are;lyiri.g ffatr R-- lL : E / y" T1'P fSrn 1.•.w.: 1rT r t k`•.,+?,vryr ?•1' a;i`.(i#S;.y;us, Is +e ctremely dangerous:>andsould'be:- y t]. V%r !. ,z xt yet -F •::]li,`',':?:-I.+.Y 7•r .•,.` T. ProtitEed f t Frame 1 Tag Line s ''Pq;;"df.'$.35.",N4bB3'f'rZt;r°ur F`CL-'3ki%!''•1 °`4''•:i i s.r'.+v: Riijj t I'M's=t©o` A lifttsin 1sAtr usse_s l,itli.sPens , g'ai 't,n 3. D,b athe psak,`,'t t`+,•;-':. va; . r l r -,tip'• •--• F NIffbwArN q so° less 60 less\ INSTALI TIONl. r r \ for Approximately 1/2 truss length Approximately g Y. truss length Line Truss spans less than 30'. Spreader Bar Toe In Spreader Bar Toe In I— Approximately to r/.1 truss length Less than or equal to 60' Approximately 1/2 to V, truss length Less than or equal 10 60' Toe In Tag Line Toe In Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the lifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Line a:sh6146 ihdhid Strongback/ SpreaderBar Tag f Line Strongback/ SpreaderBar At or above mid -height Tag Line Aporoximatehr Yi to'/, truss length Greater than 60' i \ 1 0' 1 10, Approximately Y) to Y, truss length Greater than 60' Trusses?;DSB=89::and<iinaornekcases aeter.mine_xnata.ev uC.,a. J ,t'.. ....:::::1.cr C RO.IJf `BR4CiNC':3 , I.DNd IN t ERIOR:i; G,Fi l7P D BRACII C `Bll.If D{f.EY Er%{UR Tvoical vertical — End W°I—S'di ent I Plan \ . 1 1 i Ground Brace J l i Venial• (G6V) ' t. Itrut S-T) s ital tie member with r (HT) r'truaa of ors, oup of truaae EB) Frame 2 13 DF - Douglas Fir -Larch HF - Hem -Fir 12 4 or greateri sp - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. L4/ 12 6' 4/12 5' 4 See a registered professional engineer DF - Douglas Fir -Larch Sp - Southern Pine- HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. j p . 1 1 .. T . C , H . E ... T , R - U S . S Frame 3 12 4 or greater Bottorff at eac B -rooT BA-CHORDO TOMA"MCECHORDUq) B, L", AC (DBg) C 11 SPINd S P/D Fli i P S P F / H F1 20 15 10 7 6 4 irotessional engineer SP - Southern Pine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. i6pa : c 'k 6 Fi i) 'P LA im E R -IN V ailtin Y Aecommen, -a -ionsfl'Fw;fh ir' VVA IN Cross b.-acing repeated at each end of the building and at 20' intervais. WEB'MEMB= I 4 WN 7 6P1 7a, 2CH, O ". DAGONACBR4CEg R ACE.SPACINGi US ys DERTWAiXQ,-S ACING P /. D FUSS S, j S PF I H F. I Up to 32' 1 30.. 8 16 TO— I Over 32'- 48'1 42" 6' 6 4 Over 48' - 60'1 48" 5, 4 2 Over 60' 1 See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 1i0_ 1 L' The end diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. End diagonals are —b's"s—enfflidiNo stability and must be clu_rlilclloirllcl both ends of the truss system. 4* x-2; 0'A R-4 L-L', E, LI; C, A - 0 R. - b, I',T-. - R__ 6, S S':I TO P ° C H . 6R0-! Top chords that are laterally braced can buckle togotherand causocollaps,e If there ianodiag'" not bracing. Diagonal bracing should be nailed to the underside of the top chord when purlino are attached to the topside of the top chord. 2jA/ 2x6.51 PA R A U E E L " Frame 5 Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required 3 Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. 11 A V i 6. 1 P CHORD-14 44 6AG' AL B "1 RACE AMINI Muk", OOR R l ACING'(DB§)l: 4SPA'N-!'r'-',N 4 PITCH'L V" w- usses 4 1'SPJDFf-!1-SPF1HF.,-i Up to 24' 3/12 17 12 Over 24'- 42' 1 3/12 1 7' 1 to Over 42'- 54' 1 3/12 1 6' 1 6 Over 54' 1 see a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir 0y i 0 Diagonal brace also required on end verticals. Top chords that arc laterally braced can buckle Ingetherand cauna collapne if there ia no diagn- nnl bracilig. Diagonal bracing should be tiniled to ilia underaide of the top chord when purline orr attached to the topaide of the top chord. MONC TRUS .. S . PLUMB el, 12 greaterter eel, 6Z All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Requited 10' or Greater Attachment I Required --' 1 -1 WARNING:. allUfb,to1olloW the-ib'tidddrift6h I'dail;bns cbuld result iri severe personal. injury' oe. ddrh_a,qeAo.1r,' s§6s,or bulldings; Truss Depth D(in) Lesser of D/50 or 2" 14.4 1 Maximum Plumb Misplacement Line INST-A-L'LATION-TOLERA-NC,-'E g',.,,.. BOW Length L(in) Lesser of LJ200 or 2" 7 12" 24"—1 1 1/4" '1 1 /2" 1 1"' 36" 1 3/4" 1 3- 46" 60" 1 1 -114" 1 72" 1-1/2" 1 6' 84" 1-114" 7' 96" 2" 8, 108" 1 2" 91 OUT -OF -PLUMB INSTALLATION TOLERANCES. L(in) 50" 1 /4" 4.2' 1001, 8.31 F1 50" 3/4" 12.5' L(in) Lesser of L/200 or 2" Ll(i6y'-'LY200 E(n) 200 16.7' 250 11 R, 300" 1-1/2" 125.0' OUT -OF -PLANE INSTALLATION TOLERANCES. 7 bmstanc6i;,:th4.0 ER.-L :',Ab" t'le"duld 7- de-!- WARN IN'G?,:b bonstffi a,.ny- d mrip jonlbf?plade 9n L Frame 6 MM::-?&ronda SystemsiINIR MABONDA SYSTEMS 4006 Maronda Way Sanford, FL 32771 (407) 321.0064 Fax (407) 321.3913 Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valley Irusses 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. If you have any questions please feel free to call at 407-321-0064. S AF -rel Tom s Ponce, P.E. Date: 3) 51og f//Z PO F •C''•. C^ '•% 4IX V No. 00900r,,R ' T a STATE OFIp OA% F ORIOP '•w iccs ........... F•_9i6ii1 MARONDA SYSTEMS WO: VALLEY SET TI: VT QTY:1 - . 1 DESIGN INFORMATION This design is for an Indwtdual buildhig component and has been based an b f—Uon pmvlded by the client. The designer disch— any responsibility for damages as a result of faulty or incorrect W—Uon, spmM-Uom and/or d-fgns furnished I. the truss d-10— by the client and the correctness or aecsmacy d this Wmmatfoa as itmay resale to a spe- cUlc project and accepts no responsibWty w exercises no control with regard to fabrla- Lion. badirnmg, shrpmcnt and icta9atfon Of trusses. This truss has been designed as an Individual buMng compancnt In accordance with ANSInPt 1-1995 and NDS-97 to be mearya-lee as part of the bullding design by a BulIdhng Designer (registered architect or professlonal cnoneerl. When reviewed for approval by the building designer. the design Inadtrngs shown must be checked to be stye that the data shown are In agreemcat with the loco] bundling codes. lost climatic records for wind or so— loads. pmjed epeeOlaU ns or special applied load- Unless shone, truss has not been designed for storage or occupancy loads. The design assumes compiesslon chords (top Or bottom) arc caullnu- ously braced by sheathing unless olbnwl e spedned. IVhere bottom chords In terulon are not fully braced laterally by a property applied rigid ceiling, they should be braced at a ma,,dmum spacing of I V-0* o.a Cooncdm plates shall be nu mdadurcri from 20 gauge hot dipped gal.ant ed Bred meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review dthis rawing to verffy that this dmwmg is In conformance with the fabrfcolaYa plans and to realize n conimubg respunslbtUty for such Veri- flcaUoo. Any dlserepaneles are to be put to writing before cutting or fabrication. Plates shall not be Installed over knotholes. mots or distorted grain. Members shall be cut for light fining wood to wood boring. Con- nector pules shall be located on both fse- of the thus with nails fully tmbedded and sbaU be aym. about the joint rill's otherwise shown. A 5x4 plate is 5' wide x 4' long. A W plate is (r wide x 0' long. Slots (holes) ram parallel to the plate length specified. Double cuts on web members shall meet at the orntrotd of the webs unless otherwise shown. Connector plate sues are mlot.— aloes based on the form shown sad — need to be trweased tin Gerlsln hand- 11ng and/or croetbn stresses. This truss is not to be fsbrlaled vrib Rre retardant treated lumber unless otherwise shown. For addIU—.I Information on (2uaLlty Contra refer to ANSIn7l 1-1995 PRECAUTIONARY NOTES All bracing and erection rccocamendatrons we to be followed to acmdance with -tfandtmg bumlling d Brado(. HIB-91. Trusses we to be handled with particular are durtrig banding and bundling. delNery and tnstall tin to avoid damage. Temporary and permanent bracing for holding tames in straight and plumb pm - RI® and for robttng lateral forty 3ba0 be designed and installed by others. Cwcful hand- Ung is essential and erection bracing is always required. Normal prmutlonary action for Trusses requires such temporary bracing during trussesinstallationbetween to avoid toppibg and dombolug. The supervision d eredloa Of In— shop be under the control of persons experienced I. me mstafation of trusses. Professional advice -hail be sought U needed. Concentration of Carat. 2bo leads grater than the design goods shall not be applied to truss- at any time. No tads other than the welgld of the ereciars shall be applied to Trusses until after all fastening and bndng 1s completed MONO VALLEY VALLEY IRU! COMMON VALLEY VALLEY TRUSSES (TYP.) INo TRUSSES SUPPORTING TRUSSES SUPPORTING TRUSS VALLEY TRUSSES(TYR) COMMON OR GIRDER COMMON TRUSSES (TYP.) VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL t 416 DIAGONAL WEBS OR REQUIRED WITH SPANS 214 GREATER THEN 26.0-0 716 214 0.0.4 EM It) WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE 1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 2x4 • 2x4 OR Sx6 OR 4x6 ]X6 16 1416 OR 415 R 01 214 2x4 716 VALLEY MEMBERS AT 24 - O.C. (TYP) I UPrT2X/ --I UP i01 1! 316 214 214 214 2x4 400 2x4 316 2X4 214 3x6 3X6 OR 3x6 OR 20 t 416 on t 4X6 1 MAX. 6.0.0 O.C. (TYP) 2x4 MAX. 6-0.0 O.C. (TYP) MAX TRUSS SPACING BELOW 411' O.C. SPANS UP TO 60-0-0 I TOP CHORDS: 2X4 SP 92 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP $2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: •2X4 SP 03 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 t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTF1 1-1995 Cont. Support Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SA N FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or s"nar bracing which Is a part of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown is for Intend support ad truss members only to reduce buckling length. P—mons must be TO MAS PONCE P.E. made to anchor bud bracing at ends and specified locations determined by the building designer. Additional bracing of the Overall sb.td me may be regmbed. ISee HIB-91 of TPN. I.ICENSE #0050068 r'russ Platt Institute. TPI. Is lasted at SW D'Oncirto Drtwe. Madison. Wtsconsm 537191. 1ee0 DREENUROOa Cr.OVIEDO.Ft.32766 Studs ® 6-0-0 ox. Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psi TC Dead 7.0 psr BC five 0.0 psr BC Dead 2.0 psf TOTAL 25.0 Truss ID: VT Date: 4-1.1-01 UUIFUt: - LUI. I.cv DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: Dante: Manx Andlyfif JOB f.477i- CATEE-L0KVIIUSCA1EE4.OKL10BS HCS: 0&27.017 111f BLOCKING MARONDA SYSI'IeMS WO: IIIPDE'TAIL l'l:lllla QT'l':1 _ DESIGN INFORMATION This design is bar an irdiriduol b iWi.: cuvpa.n and less been I.—d an inhvmssbm pro-vided by if. Okra. TIC dcsi.rru disclaims any respronsihilly leer damages as a redly or - tautly ur incorrect inf.rnuliom, spco,ificamms rend/or f erreid.d to the cress deshgracr by Ile client ad Ilx cur, ... Is -accuracy of this irefouvnli'u, as it may rclalc to a see- cilic per Jccl and laccpis m. resprmsibility Ir rserdses no Huard with regard in Worker. run, lurdling, hiprotcm acid bruall.d ur of trusses. This buss has been daip ed as all halirWual lmildins cnngsuucnl lee acnurlarlec w'hh ANSlnF1 I-199S cod NDS-91 In be i.cogwnrn.d as pin eel Ibe bee;Wirog design by a ouitdia. Drsi: reef (r ,imrcd amhitecl ear profeasirnal c_.; rccrl. W— rcvicad for appturol by IIK building desig!—. Ilan &.,ta hadlags demo.. Invet be clrckcd In be sure that doc data sh rom arc in gncrnaem .•ilh the local hui Wing calls, I. rcal climai.c r srds r ef .d.r ref sate. lows, ru ieca slvclfieani.rn .r Reelfoot aprAied fluids.ry Lentenshe . run Ins n.. been dung reed tar sv age ar ._W..Cy Inad a. The dcrign assumes compression chefda nor(Ins, .Io 1-1 are crvuiw- rudy booed by ahea.hing cordon uile rwix specified. Where bourns ebaads in leusira. ore 1 fully braced lascrally by a pn.perly applird rigid Coll.:. They dndd be braced at ismazirnum "J.: of 10'.0- o C. Cnnnrcuar plate loll be mam.ftavrned Inm 20 ga.ge tom of killed galnnniad sled ttteclinc ASThs A 6S3, Grade 40. unless whcneix stew_.. FA13RICATION NOTES Prior In rahrialion, it. fabriearen lor shallewthis drawdng 1. redly that this dra .fug is ill cmbvnurtec with the fahricarm's gloms alul oil copse a ore editaing rccpnas0.ility lies such f e... In.cti- o, Any dise.cpmela are m be pool In citing h f c coning K iI.Niatir- Plaru dull rots Ire iovallcJ .suer tauuhdu, toots ref dinrrrd gnln. e ndrra shall be coot b.r doles 01tt.q word m w•oal Atari_.. C.— nce" plants shall be I..carcd .n h'•h (rss of I" truss with mils fully ImhcJJd no Arad he sync. •lean If. (aim uukss ullaeraix dutwat A 5-4plate is S' aide Is 4' 1oo A 6.8 plate is 6- wide c ' Irmp. Sims pnlcr) rare parallel a.d.e pia¢ kngtle spcdfred. Dathle tots ern such mcml.Ua Stull meet al the cemrdd nl dr —bs unless uthcmA= shuw . Carrieclor pea¢ sizes arc rain" want umuslats basedmeIf. farces sam h anal In., rsecd la Ir in:reaxd leer urwn hand. ling gadfly ermtirn'"' eves, hTis truss is era io be "b l--j vine fir. rc..!.. I c .d Iw.hcr adesnul. crvlx drown. r.tr aWhianl infuroul;.m an Quality Cavunal refer I. ANSIrl PI 1- 199S PRECAUTIONARY NOTES All braelvg a. d ucet.n ru.anm'cN....ns arc to be 6dlawnd in stand.— with -Nanning Ire'"dlinc eft 8raci. 1_118.91. Trusses in: on be hurdled widl particular U.c during hauling an! Iwdlirt,+„ deli• ery •Ivl io aalW;.m In aruid damage Tempreia, y sad prraunem b—in. IsulJ;ng Ir srs In a nnlgb. and plunrh Iliun and is rcdding laztral lirecs shall tse Iksip.cd aaal Installedd by a.erGs. rcful hand. II.. Is cvenlal sad a 4. Irraelne in shays required. Normal pfmauti.anry • ri'n fief trusses requires such temporary bracing thtdn. Ivnallarin Aeraeen w -, Ire .... id e.ly.11na and Tleall rung Tla: strpcnisirm of crcni'rn of trusses shall he under the carurol of pessams ceperfemnl in doe hrullni n....a r Pr fessiiuul adriee du11 be ...In ilne.d.d. Claccmratitn oil consirtic.iwr loads grcamf dun Ilse Jedp. Imds shall err lec applied • lee outsellat any lime. Na leads rulrr [loan the nai he eel live emcovrs dull Ie algdied In lrusxs uluil aficr all lasrcrein. out hnciog is uurepiaed. 1t111{111111iT11// No. 0050068 a STATE OF Q po, aCpRIO.."' 4`'\` 411111111111111 HIP GIRDER 2x OF BLOCKING ADDED 10 TOP CHORD STEP HIP TRUSSES -I 0 SHORTEN OSB NOT TO EXCEED 24 "O.C. 1-0 BE NAILI- D TO TRUSSES w/ @ 12" ON CEN. STAGGERED I'RE-ENG'D TRUSS T01' WALL OF BUILDING Imaronda Systems WARNING: r. EA1:) ALi. NO'I'L'S ON "1'IIIS Slll l's"1'. A COPY OI-IT PIS )VAI111NC TO RE GIVEN TO ERECTING CON'HIACTOR. IMACINC WARNMG: Eng. Jul): I)` rg: Dsgt. r: ICU: 10: T111' DETAIL Truss ill: Ifll' Hale: 10- 20-OU 4005 MARONDA WAY I'C Uye 16.0 psf Lbr: 1.25 SANFORD, FL. 32771 Rucmg tb. n.n ern dris Jvan•;ng is rem emcee Acres in vial luacln; nut bnchvc .0 sited.. t.uin; g• ry I I, I)Carl 7.0 I PST Dtirl?ac - PW 1.25 407) 321-0064 Fax (407) 321-3913 os.iJi is a pan eel Ibc latddin; Jcaign and r. hi..h marl IK cunsiJnnl by Plc huiLliug Jciigncl. Placing Shoo... is In. lilval supp'.. I nI InIRi bucLlin, 14C Live 0.0 O.C. Spacing: gal. ell TOMAS PONCE P.E. Inel. t11CIS'only In Inluse tend.. Poovrdvns muse lte n'.1 I.,•1oqh"la. ref1'IrlaeingA'I'1. I'll R.cs;ImJI-numoJelc,nnrIbydrWilding designee. Ilsf DesignCrilerin:'TPI LICENSE MOUSOOtiB A. Wninil blalmg nl titc overall arooclmt ..coy Ili mgr.i.td. (See IIIB-91 ..I TPI). ISC Dead 1n.n I,Sr Code 11esc: 1890 GREF1V8ROOR Cf.OJh_ 12166 yIE 1'u's flail Institute, TPI, is located m 581 D'0aunid Nlivc, tlaJiuurdn ., Lyiaa53719) 1,C)TA I, 33.0 Its' v:61. 01.n0-30106-3 Uuign: Alan, Analysis JOB PAW: C:ITEE-L0KtJ0BSIf1IPDET - 1 NCS. 01.01.1v DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer dis bints any responsibility for damages as a result of faulty or Incorrect Irlfornatlon. specifications and/or deslgu furnished to the truss designer by the ellent and the correetrness or accuracy of this lnfornnatlon as It my relate to a spe- ctfic protect and accepts no responsibility or exerelses no control with regard to fabrtea- tbn. hnndling. shipment and installation of trusses. This true has been designed as an individual building component in accordance with ANSIrMl 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 shoam 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 speelflmuens or special applied lends. Unless shown. true has not been designed for storage or occupancy Inds. 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 ceding. they should be braced at maximum spacing of I9-(r o.e. Connector pbates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrimtion. the fabricator shall review tits drawing to verify that this drawing is in conformance with the fabrfmt01'3 plaru and to malme a continuing responsibility for such veri- fication. Any dtscmpanclo are to be put in writing before cutting or fabrication. Plates stall not be installed over knotholes. grainordistortedgraMembers shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be lasted 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 (r wile x 8- long. Slots fhotrs) run parallel to the plate length specified. Double =is on web members shall meet at the centreid of the webs unless otherwise shown. Connector plate sizes are minimum slots 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 floe retardant treated lumber unless otherwise shown. For additional InformaANtion on Quality Control refer to SI/ TPI 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be foUowed in accordance with -Handling Installing R Bmcine. RIB-9 1. Trusso 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 sttalght and plumb pm- ttion and for resisting lateral fortes shall be destged and Installed by others Careful hand- ling is essential and erection bracing b always required Nonnal precautionary action for trusses requires such temporary bracing during wtallallon 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 U needed. Concentration of construcUon bads greater than the design bads shall not be applied to susses at any time. No loads other than the weight of the erectom shall be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 2 BOT CHORDS: 2x6 SP 2 WEBS: 2x4 SP 2 2x4 SP 3 1,9 WndLod per ASCE 7-98, C&C, V. 125niph, H= 23.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L. 40.0 ft W. 44.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.13" D=-0.14" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB - 1.15 10- 3-2 0- 0-3 WO: WINV4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14a-0". PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 962# Support 2 1000# TC... FORCE... CSI 1- 2 -2768 0.48 2- 3 -2573 0.55 3- 4 -1912 0.50 4- 5 -1654 0.42 5- 6 -1908 0.52 6- 7 -2573 0.56 7- 8 -2768 0.49 BC ... FORCE ... CSI 14- 13 2426 0.51 13- 12 2045 0.41 12- 11 1651 0.30 11- 10 2046 0.41 10- 9 2426 0.51 TI: A QTY:2 Joint Locations-====___ ---- === 1)== 0==0 ==0 6) 31- 0- 8 11) 25- 0- 0 2) 6-10-15 7) 37- 1- 1 12) 19- 0- 0 3) 12-11- 8 8) 44- 0- 0 13) 9-11- 4 4) 19- 0- 0 9) 44- 0- 0 14) 0- 0- 0 5) 25- 0- 0 10) 34- 0-12 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1497 73 -962 BOT PIN 43- 10- 4 1497 0 -1000 BOT H-ROLL 11 19-0-0 1, 6-" 11 19-0-0 1 2 3 6 7 8 r 6.00 5X8 4X6 6 00 4AD 01%1V onsV - v. -•_- 44-" 9- 10-3 0- 4-3 114 13 12 11 10 9' 1498# 3.50" 1498# 3.50" 1- 0 0 _ 44-0-0 -1 1-" RO- 11-11) ia I (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1fTP1 1-1995 scale = 0.1457 rMaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNF58A DROVIED011-32766 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 stmllar 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). rfrttss Plate ImUtute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 537191 Eng. Job: WU: WINV4 Dwg: Truss ID: A Dsgnr: TLY Chk: Date: 3-30-04 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 45992- 1 Design: Morris Analysis JOB PATH: C'ITEE-L0KV0B51W1NV4 JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. WO: WINV4 WE: TI: Al 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to ... =...... ====Joint Locations- ----- ________ Thu design is for an individual building BOT CHORDS: 2x6 SP #2 ® either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 7) 32- 4- 8 13) 21- 2- 6 component and has been based anlnformotton 2x4 SP #1 D 1 positioned to provide equal unbraced 2) 4- 3- 8 8) 37- 9- 1 14) 17- 2- 6 provided by the cbent_ The designer disclaims 2x4 SP #2 D 2 segments OR 2x4 T-brace nailed flat to edge 3) 10- 7-12 9) 44- 0- 0 15) 10- 7-12 any responsibility for damages asaresult of WEBS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c 4) 17- 0- 0 10) 44- 0- 0 16) 4- 3- 8 faulty or incorrect infornatron, specifications 2x9 SP #3 1, 3,12 Brace must extend at least 90$ of web length 5) 21- 2- 6 11) 35- 0-12 17) 0- 0- 0 and/ or deigns furnished to the truss designer by the client and the cornectness or accuracy 2x6 Brace required on any web over 141-0". 6) 27- 0- 0 12) 27- 0- 0 of this information as It may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C4C, V. 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- ciflcprojectandaceptsnoresponsibwtyor Support 1 1059# H- 23.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 X-LOc Vert Horiz Uplift Y-Loc Type exercises no control with regard to fabrics- Support 2 1089# Bld Type. Enel L. 40.0 ft W. 44.0 ft Truss 0- 1-12 1498 68 -1059 BOT PIN truss handling. shipment hasandbeen installation of MAX LIVE LOAD DEFLECTION: in INP zone, TCDL- 4.2 psf, BCDL- 6.0 psf 43-10- 4 1497 0 -1089 BOT H-ROLL trusses. This truss has been t in accordance n Individual building component m ouxordance with L/999 Impact Resistant Covering and/or Glazing Req ANSI/ TPI 1.1995 and NDS-97 to be Incorporated L--0.26" D=-0.27" T--0.54" part of the building deign by a Building MAX HORIZONTAL TOTAL IAAD DEFLECTION: .. TC ... FORCE... CSI ..BC ... FORCE... CSI Dmtgner( regstered architect or pmfesslonal T= 0.28" 1- 2 -5063 0.82 17-16 4588 0.96 enilding. Whenrehededfnloadior loadings bytheMAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -3059_ 0.71 16-15 4209 0.95 building be designer, the design loadings shown shown must be [husked to be sure that the data shown T= 0.14" 3- 4 -2290 0.63 15-14 2688 0.68 are m agreement with the local budding code. 4- 5 -1870 0.42 14 -13 2051 0.45 local chmatrc records for wind or snow loads, RMB - 1.15 5- 6 -1784 0.42 13-12 1873 0.32 project specifications or special applied loads. 6- 7 -2046 0.49 12-11 2128 0.38 Unless shown. truss has not been deigned for storage or occupancy bads. The deign assume 7- 8 - 2628 0.54 11-10 2460 0.48 compression chords ( top or bottom) are conunu- 8- 9 - 2800 0.50 ously braced by sheathing unless otherwise spelled. Where bottom chords in tension are not fully braced laterally by a properly applied algid cedin& they should be braced at a maximum spacing of 10'-0` o e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Gmde 40, unless otherwise shown. 17-0- 0 10-0-0 17-0'0 FABRICATION NOTES 1 2 3 5 7 8 Prior to fabrication, the fabricator shall rr4m this drawing to verify that this drawing s in6 00 00 conformance with the fabricator's plans and to realize a continuing responsibility for such veri- 5X8 3X4 4X6 ficstion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knothole, knots or distorted gain. Members shall be cut for tight fitting wood to wood beating. Con- 6X8 6X8 nectar 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 T 50 plate is 5• wide x 4- long. A axe plate is a- 9-3-2 2X4 8-10-3 wide x Ir long SIos (holes) run parallel to the plate length specified. Double cuts on web 5X8 members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes 04-3 04-3 are minimum size based on the forces shown and may need to be Increased for certain hand- ling and/ or erection stresses. This truss Is 6X8 3X6 8X10 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 3X8 8X10 4X6 8X10 4X6 Information an Quality Control refer to ANSIrM 1- 19% 3.00 3.U0 0-3- 8 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed In accordance with 'Handling 4-0-0 12-10-14 1, 4-0-0 22-9-10 Installing d Bracing-. HIB•91. Trusses are to be handled with particular core during banding 7 16 15 14 1 12 11 1 and bundling. delivery and Installation to avoid 1498# 3.50" 1498# 3.50" damage. Temporary and permanent bracing 1-" J 1-0-0 for holding trusses in a straight and plumb pas- 44-0-Q pos- itionand for resisting lateral forces shall be (R0-11-1l) (RO-11-11) designed and installed by others. Careful hand- ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 required. Nomad precautionary action for Installation mcrion bn sucbetween trusses to n braold ingtop ling WARNING: READ ALL NOTES ON THIS SHEET. Eng. .lob: WO: WINV4 wWlation between ( cusses to avoid toppling and dominoing. The supervision of erection of A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Al trusses shall be under the control of persons Maronda Systems experienced NtheInstallationartresses. Dsgtu•: TLY Cnlf: Date: 3-30-04 Professional advice shall be sought if needed. CONTRACTOR. TC Live 16.0 psf DurFae - Lbr: 1.25 Concentration of comtruction loads greater than the design bads shall not be applied to 4005 MARONDA WAY BRACING WARNING: DurFae - Pit: 1.25 I- at any time. No loads other than the Bracing shown on this drawing Is not erection bracing• wind bracing. portal bracing or stmlLv bracing TIC Dead 7.0 psf weight of the erectors shall be applied to SANFORD. FL. 32771 which is a pan of the building deign and which must be considered by the building designer. Bracing O.C.$ acin 24.0" g g ( 407) 321-0064 Fax (407) 321-3913 BC Live 0.0 f Spacing: trusses until after all fastening and bracing made s for literal support of truss members only to reduce dcklbni ned by he building must Ix ps Design Criteria: TPI s completed. made to anchor lateral bracing al coda and specified locations determined try the building designer. BC Dead 10.0 psf 9 TOMAS PONCE P.E. Additional bracing of the overall sWcturemay berequired. (SeeHIB-9IofTPI). Code Dese: FLA LICENSE #0050068 ( buss Plate Institute. TPI, is located at 583 D'Onafrio Drive. Madison. Wisconsin 53719). TOTAL 33. 0 psf V:09.05.02- 45993- 1 Design: Matrix Analysis JOB PATH: C:I7'EE-LOKVOBSIW/NV4 DESIGN INFORMATION This design is for an individual building component and has been hosed on information provided by the ehent. The designer disclaims any responsibility for damages u a result of faulty or incorrect Infomation, specifications and/or designs furnished to the uvst designer by the client and the correctness or accuracy of this information m It may relate to a spe- cific pmject and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/971 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (mpstered architect or professional engrneeri. 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 code. local climatic records for wind or snow Inds. p,ICCt specifications or special applied loads Unless shown. truss has not been designed for storage or occupancy loads. The design assume compression chards (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified Where bottom chords In tension are not fully braced laterally by property applied r4pd ceiling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantred 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 In in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fl ation. Any discrepancies one to be put In writtng before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for light fitting wood to wood bearing Con- nector plates shall be located on both fan 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- king. A fixS plate is 6' wide x B- long Slots tholes) run parallel to the plate length specified. Double cuts on web members stall meet at the centroid of the webs unless otherwise shown. Connector plate sixes are minimum sl= based an the forces shown and may need to be increased for certain hand- ing and/or ereetlon 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 Aga bracing and erection recommendations are to be followed In accordance with -Handling Installing h Bracing'. HIB-91. Trusses we to be handled with particular care during banding and bundling, delivery and tnstallatlon to avoid damage. Temporary and permanent bracing for holding tenses N a straight and plumb pos- akin 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 tresses to avoid topping and domtnoing The supervision of erection of trusses shall be under the control of persons uperienced in the installation of trusses. Professional advice shall be sought if needed Concentration of constructlon Inds greater thnn the design loads stall not be applied to trusses at any time. No Inds other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 2 BOT CHORDS: 2x6 SP 2 WEBS: 2x4 SP 2 2x4 SP 3 1,10 WndLod per ASCE 7-98, C4C, V. 125mph, H- 23.0 ft, 1- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W. 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.13" D=-0.14" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB - 1.15 9- 3-2 04- 3 Tr I WO: WINV4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 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 1 976# Support 2 1014# TC... FORCE CSI BC ... FORCE CSI 1- 2 2797 0.46 15-14 2457 0.48 2- 3 2625 0.51 14-13 2130 0.40 3- 4 2053 0.47 13-12 1858 0.37 4- 5 1790 0.38 12-11 2130 0.40 5- 6 1790 0.38 11-10 2457 0.48 6- 7 2053 0.48 7- 8 2625 0.52 8- 9 2797 0.47 TI: A2 QTY:1 Joint Locations=====___° ... - 1) 0- 0- 0 6) 27- 0- 0 11) 35- 0-12 2) 6- 2-15 7) 32- 4- 8 12) 27- 0- 0 3) 11- 7- 8 8) 37- 9- 1 13) 17- 0- 0 4) 17- 0- 0 9) 44- 0- 0 14) 8-11- 4 5) 22- 0- 0 10) 44- 0- 0 15) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0-- 1-12 1498 73 -976 BOT PIN 43- 10- 4 1498 0 -1014 BOT H-ROLL 17- M 10-0-0 17-0-0 1 2 3 5 7 8 9 6. 00 4X6 3X4 4X6 6. 00 4X6 52LIU aAW BAIU OALU #AU 44- 0-0 8- 10-3 04- 3 T7 I 115 14 13 12 11 10 1498N 3.50" 1498# 3.50" 1- 0-0 I 44-0 0 J 1L -0-0 RO- 1111-11) RO-I1-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1457 FMaronda S stems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: WINV4 Truss ID: A2 y CONTRACTOR. Dsgnr: TLY Chk: Date: 3-30-04 TC Live 16.0 psf DurFaC - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not erection bractng, wind bracing. portal bracing or similar bracing TC Dead 7.0 psr 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 BC Live 0.0 psf O.C.Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown isress forlateralsupportoftmembersonly a 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 overaVstructure may berequbed IS" HIB-91 of TPI). Code Dese: FLA LICENSE #0050068 ffruss Plate Institute. TPI, is locoed at 593 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33. 0 psf V:09.05.02- 45994- ; loan VANN&SM DR0VlED0.f1327W Design: Matrix Analysis JOB PATH: CATEE-L0KV08SIW/NV4 HCS: 03.20.02 DESIGN INFORMATION This design s for an Individual building component and h" been based on information provided by the client. The designer dsclahns any msponsfbWty for damages as a result of faulty or Incorrect Information, specilkatiorn and/or deslgts furnished to the truss designer by the client and the correctness or accuracy of this Information as it my relate to a spe- cific project and accepts no responsibility or exercise no control with regard to fabrto- tion. handling. shipment and Installation of trusses. This truss has been deigned as an IndMdual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by n Building Designer (registered architect or professional engineer) When reviewed for approval by the building designer. the deign loadings shown must be checked to be sure that the data shown are in agreement with the local bullding codes. local cWnatic records for wtnd or snow Inds. project spectfications 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 sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rtgld «(ling, they should be braced at maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel mating 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 confortmnce with the fabricator's plans and to realize a conllnuing reponslbWty for such verl- flcntlon. Any discrepancies are to be put In writing before cutting or fabrication Plate shall not be Instalkd over knothole. knots or distorted grain. Members shall be cut for tight Ailing wood to wood bead". Con- nector plates shall be looted on both faces of the thus with nails fully imbedded and shall be sym. about the jotnt unless otherwise shown. A 5x4 plate is 5- Wide x 4- tong. A fug plate is 6- wide x 8- long Sloe (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the weld unless otherwise shown. Connector plate slates ore minimum states 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 addamnul Information on Quality Control refer to ANSI/'IPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling lmtaWng d Bracing'. HIB-91. Tr us are to be handled with particular are during banding and bundling, delivery and Wlallatlon to amid damage. Temporary and permanent bracing for holding muses in a straight and plumb pos- Man and for reststing lateral force shall be designed and installed by others Careful han 1, essential d- ung sal and erection bracing s always required. Normal precautionary action for trusses require such temporary bracing during Installation between Lr sses to amid 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 bads 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 air fastening and bracing is completed. JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,3,14,15 WhdL,od per ASCE 7-98, CSC, V. 125niph, H- 23.0 ft, i= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L= 40.0 ft W. 44.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.24" D=-0.25" T--0.49" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.26" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.13" RMB - 1.15 8-3-2 04-3 TT I WO: WINV4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace Imfst extend at least 90% of web length 2x6 Brace required on any web over 141-0". PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1051# Support 2 1094# TC... FORCE CSI BC ... FORCE...CSI 1- 2 5364 0.71 20-19 4902 0.78 2- 3 3264 0.65 19-18 4776 0.75 3- 4 2522 0.58 18-17 2875 0.42 4- 5 2325 0.43 17-16 2195 0.31 5- 6 2117 0.35 16-15 2406 0.37 6- 7 2120 0.35 15-14 2061 0.37 7- 8 1920 0.37 14-13 2211 0.39 8- 9 2189 0.46 13-12 2489 0.46 9-10 2679 0.50 10-11 2827 0.48 TI: A3 9TY:1 Joint Locations=====___= --- ___ 1) 0- 0- 0 8) 29- 0- 0 15) 21- 2- 6 2) 4- 3- 8 9) 33- 8- 8 16) 17- 2- 6 3) 9- 7-12 10) 38- 5- 1 17) 15- 0- 0 4) 15- 0- 0 11) 44- 0- 0 18) 9- 2- 4 5) 17- 2- 6 12) 44- 0- 0 19) 4- 3- 8 6) 21- 2- 6 13) 36- 0-12 20) 0- 0- 0 7) 25- 1- 3 14) 29- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 92 -1051 BOT PIN 43-10- 4 1498 0 -1094 BOT H-ROLL 15-0-0 14-" 15-0-0 1 2 3 15 6 7 9 IO 11 6.00 5X8 3X4 2X4 3X4 4X6 60000 7-10-3 0-4-3 3.00 11 3.00 0 3 8 4-0-0 12-10-14 4-0-0 22-9-10 0 19 18 17 16 15 14 13 12 1498# 3.50" 1498# 3.50" 1 44-0-0-I Res-11-11) RO-11-11) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINV4 Maronda A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: A3 S stemsy CONTRACTOR. BRACING WARNING: Dsgftr: TLY Chk: Date: 3-30-04 TC Live 16.0 psf DurFae - 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 pad of the building design and which must be considered by the building designer. Bracing LiveBCLi 00 rI O.C. Spacing: 24.Onn 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length Prrnistons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead to.o sfP Design Criteria: TPI TOMAS PONCE P.E. overall maAdditionalbracingoftheerallstructure y be required. (See HIB-91 of TPII. Code Dese: FLA LICENSE #0050068 flluss Plate Institute. TPI, is looted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 V:09.05.02- 45995- 1005 VANNESSA OR.OVIEDOX1.32768 psf Design: Mmrir Analysts JOB PATH: C:ITEE-LOXVOBSIW/NV4 HCS: 08.20.02 JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. WO: WINV4 WE: TI: A4 QTY:1 DESIGN INFORMATION This design is for an individual building component and has been based on Infomation provided by the client. The designer dlsclalms any responsibility for damagn as a result of faulty or Incorrect Worrnatlon, specifications and/or designs fumished to the truss des tg cr accuracybytheclientandthecorrectnessor of this aWomtma onasity relate to a spe- clflc project and accepts no responsibility or uerelses no control with regard to fabrico- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/' 1P1 1-19% 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 budding designer, the design loadings shown must be checked to be sure that the data shown are inagreement with the local building codes. local cU=Uc records for wind or snow Inds. Project sPeeilrrtbns or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads The design assumes compression chords (top or bottom) are mnUnu- ously braced by sheathing unless otherwise specifled. 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.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 review this drawing to verify that this drawing is In confomtance with the fabricator's plans and to realize a continuing responsibility for such verl- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plate shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plate shall be located on both face of the truss with nals fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x41 plate Is 5- wide x 4- long A 6x8 plate is 6' wide x 8- long. SW (hole) 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 size are mnbnum size based on the force shown and may need to be incensed for certain hand- Ung and/or erection strew. This tress 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 bracing and erection mco nmenciatlom are to be followed In accordance with -Handling Installing & Bmcing'. HIB-91 Trussesare 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- ing s esxnttal and erection bracing is always required. Normal precautionary action for tosses requires such temporary bracing during installation between Wsses to avoid lopping and domnong. The auperviston of erection of tosses shall be under the control of penors experienced in the iastallatlon of trusses. Professional advice shall be sought If needed. Concentration of construction Inds greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to tomes until after all fastening and bracing s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP # 3 WndLod per ASCE 7-98, C&C, V. 125irph, H- 23. 0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L= 40.0 ft W= 44.0 ft Truss 1,2, 10,11 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHSDULB: Support 1 980# Support 2 1018# MAX LIVE LOAD DEFLECTION: L/999 L=-0. 14" D=-0.15" T--0.29" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0. 10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0. 05" RMB - 1. 15 8-3- 2 0-4- 3 TC ... FORCE CSI 1- 2 2828 0.44 2- 3 2680 0.45 3- 4 2190 0.42 4- 5 2144 0.54 5- 6 2144 0.54 6- 7 2190 0.44 7- 8 2680 0.47 8- 9 2828 0.45 BC... FORCE CSI 16-15 2489 0.46 15-14 2209 0.36 14-13 1915 0.33 13-12 1915 0.33 12-11 2209 0.36 11-10 2489 0.46 Joint Locations=====_________= 1) =0- 0- =0 7) 33- 8- 8 13) 22- 0- 0 2) 5- 6-15 8) 38- 5- 1 14) 15- 0- 0 3) 10- 3- 8 9) 44- 0- 0 15) 7-11- 4 4) 15- 0- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 36- 0-12 6) 29- 0- 0 12) 29- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 12 1497 73 -980 BOT PIN 43-10- 4 1497 0 -1018 BOT H-ROLL 15-0- 0 14-0-0 11 15-0-0 1 2 3 5 7 8 0 5X8 2X4 5X8 4X6 8x1U 5ALU 4A0 a2k1U aAIU 1#1%0 44-0- 0 7-10- 3 0-4- 3 T7 1 116 15 14 13 12 11 10 1498N 3. 50" 1498# 3.50" 10-0 _ 44-0-0 -I 1-" Rea-1111 - 11) Pro-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 I Maronda S stems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: WINV4 Truss ID: A4 y CONTRACTOR. Dsgflr: TLY Chk: Date: 3-30-04 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. porW bracing or similar bncng TC Dead 7.0 psf DurFae - PIt: 1.25 SANFORD, FL. 32771 which s a part of the building design and which must be considered by the building designer. Bmcng BC Live 0.0 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 locatlans determined by the building designer. BC Dead 10.o f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the owerali structure may be required. (See HIB-9I of TPi. Code Dese: FLA LICENSE #0050068 fm frtPlate institute. TPI. Is located at 583 D'Onofdo Drive. Madison. Wisconsin 537191 TOTAL 33.0 V:09.05.02- 45996- 1005 VANNEWA DR.OVIEDO.ri-32768 psf Devgn: Mmrtr Analyrir JOB PATH: C.ITEE-L0KU0BSIW1NV4 HCS• 08.20.02 DESIGN INFORMATION This design is for an Individual buWhg 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 cllenl and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responslbLUty or exercises no control with regard to fabrica- Lion, handling. shipment and installation of lrtuses. This truss has been designed m an individual building component in accordance with ANSIrM 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 clhnatic records for wind or snow Inds. project spcciflntlons or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design mlautnes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specgled 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 e Connector platei shall be manufactured from 20 gauge hot dipped gthmized steel meeting AMM 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 pLvns and to realize a continuing responsibility for such veri- Motion. Any disetepanelm are to be put In writing before cutting or fabrication. Plato shall not be Installed over knotholles. knots or distorted gain. Members shall be cut for tight fl" wood to wood bearing. Con- nector plates shall be located on both faro of the thus with nags fully imbedded and shall be sym. about the joint unless otherwise shown A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8' tong. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unl ss otherwise shown. Connector plate sirs use minimum at= 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 mcornmendatlons are to be followed in accordance with -Handling Installing & Bracing'. HIB-91. Trusses ate to be handled with particular cote during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ttlon and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced in the installation of trusses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the creclom shag be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,3,4,6 13 WndLod per ASCE 7-98, C&C, V. 125mph, H- 23.0 ft, I- 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. Encl L. 40.0 ft W. 44.0 ft Truss in INL' zone, TCDL- 4.2 psf, BCDL- 6.0 psf Inpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.56" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.14" RMB - 1.15 T 7-3-2 04-3 WO: WINV4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 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 1053# Support 2 1114# TC... FORCE CSI BC ... FORCE CSI 1- 2 5380 0.80 18-17 4907 0.71 2- 3 5324 0.86 17-16 2980 0.64 3- 4 2785 0.57 16-15 2435 0.51 4- 5 2753 0.45 15-14 2846 0.45 5- 6 2448 0.39 14-13 2339 0.45 6- 7 2452 0.41 13-12 2457 0.46 7- 8 2062 0.44 12-11 2460 0.47 8- 9 2368 0.62 9-10 2808 0.66 TI: A5 9TY:1 Joint Locations=====______=___ 1) 0- 0- 0 7) 26- 1- 3 13) 31- 0- 0 2) 4- 3- 8 8) 31- 0- 0 14) 21- 2-'6 3) 8- 7-12 9) 37- 0-12 15) 17- 2- 6 4) 13- 0- 0 10) 44- 0- 0 16) 13- 0- 0 5) 17- 2- 6 11) 44- 0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 37- 0-12 18) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1497 129 -1053 BOT PIN 43-10- 4 1498 0 -1114 BOT H-ROLL 13-0-0 18-0-0 13-0-0 1 2 3 5 6 7 9 1 0 5X8 3X4 2X4 6X8 4X6 VAo •-.+-+ 0Alu OAlu OALU - 3.00 I 0-30-3 I 3.00 6-10-3 0-4-3 T7I 4-0-0 12-10-14 k 440-0 k 22-9-10 8 1 16 15 14 13 12 11 1498# 3.50" 1498# 3.50" 1-0-0in 44-0-0 1-0-0 R0-11(RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not 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 TOMAS PONCE P.E. made to =chat lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the metal] structure may be required. (See HIB-91 of TPI). LICENSE #0050068 rrruss Plate Institute. TPI. is located at 593 D'Onofrio Drive. Madison. Wisconsin 53719). Design: Matrix Analysis JOB PATH: C: ITEE-LOKVOBSI $WNV4 Eng. Job: Dwg: Dsgnr: TLY Chk: WU: WINV4 Truss ID: A5 Date: 3-30-04 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 L0.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 45997- HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on infomstion provided by the c11enL The deslgner dbetahns any responslbWty for damages as a result of faulty or Incorrect tnformLion. specifications and/or design furnished to the truss deslgner by the client and the correctness or accuracy of this Infornation as It may relate to a spe- cNe project and accepts no responsibility or exemlaes no control with regard to fabria- tion, handling. shipment and Installation of Wsses. This lnus has been designed as an tndNldual building component inaccordance with ANSI/lPl I-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Dmlgner (registered architect or professional enoneed. 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 Inds. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compmssWn chords (lop 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 telling, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gaivanized 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 conform- with the fabricator's plans and to rea8re a continuing responsibility for such veri- Bc upon. 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 baring 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' wile 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 sins based on the form shown and may need to be Increased for certain hand- ling and/or erection stresses This tress b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnfornatiun on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recormnendations are to be followed to accordance with "Handling Installing d Bmcing'. HIB-91. Trusses are to be handled with particular are during banding and bundlin& delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pas- Ition and for resisting lateral form shall be designed and Installed by others Careful hand- U ng Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling manddomoing. The supervision of erection of trusses shall be under the control of persons urperienced in the Instalhruon 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 lads other than the weight of the erector shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,10 WndLod per ASCE 7-98, C&C, V. 125mph, H- 23.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L. 40.0 ft We, 44.0 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 Ler-0.16" D=-0.16" T=-0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB o 1.15 T 7-3-2 0-4-3 Tr I WO: WINV4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace Waist extend at least 90% of web length 2x6 Brace required on any web over 141-0". PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 999# Support 2 1039# TC... FORCE CSI BC ... FORCE CSI 1- 2 2811 0.62 15-14 2462 0.47 2- 3 2360 0.58 14-13 2459 0.41 3- 4 2057 0.43 13-12 2399 0.43 4- 5 2442 0.45 12-11 2399 0.43 5- 6 2057 0.43 11-10 2459 0.41 6- 7 2360 0.59 10- 9 2462 0.47 7- 8 2811 0.63 TI: A6 9TY:1 Joint Locations========_=_==_= 1) 0-0 0 6) 31- 0- 0 11) 31- 0- 0 2) 6-11- 4 7) 37- 0-12 12) 22- 0- 0 3) 13- 0- 0 8) 44- 0- 0 13) 13- 0- 0 4) 19- 0- 0 9) 44- 0- 0 14) 6-11- 4 5) 25- 0- 0 10) 37- 0-12 15) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 76 -999 BOT PIN 43-10- 4 1498 0 -1039 BOT H-ROLL 13-0-0 18-0-0 13-0-0 1 2 4 5 7 8 Q 4X6 3X4 6X8 4X6 44-0-0 6-10-3 0-4-3 15 14 13 12 11 10 91 1498# 3.50" 1498# 3.50" 144-0-0 idR0-1(RO- 11-11) EXCEPT AS SHOWN PLATES ARE TL.20 GA TESTED PER ANSL/'1"Pl 1-1995 scale = 0.1457 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: WINV4 Truss Maronda Systems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date!D3 30-04 TICLive 16. 0 psr DurFaC - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or 5lm0ar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which Is a parrs of the building design and which must be considered by the building designer. Bracing for lateral be gC Live 0.0 f ps O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown 13 support of tress members only to reduce buckling length. Provisions must made to anchor lateral bracing at ends and specified locations detemdned by the budding designer. BC Dead 10.0 psr Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure my be required. (See HIB-91 of TPI).Code Dese: FLA LICENSE #0050068 Russ Plate Institute. TPI. Is located at SO D'Onofrio Drive. Madison. Wisconsin M719) TOTAL 33. 0 1005 VANNFSSADROVIEDOXI-32766 psf I V:09.05.02- 45998- i Design: Matrix Analysis JOB PATH. CATFE-LOKV011SIWlNV4 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 dbelamts any reponslbWty, for damages as a result of faulty or Incorrect Information, specification and/or deslgns fumbhed to the truss designer by the ehent and the correctness or accuracy of this Information as It may relate to a spe- cifb project and accepts no responsibility or 13cs no control with regard to fobrlca- 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 deign by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the deign loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local cll=Uc records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been deigned for storage or occupancy bads. The design assume compression chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rWd sewing, they should be braced at a maximum spacing of 10'-0- o.c Connector plate shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrimUon, the fabricator shall review this drawing to vertfy that this drawing is in conformance with the fabricators plans and to rcallre a mntinuing responsibility for such ver- fimUon. Any discrepancies are to be put in writing before cutting or fabrleWon. Plates shall not be Installed over knotholes. knots or distorted gam. Members shall be rot for light fitting wood to wood hearing. Con- nector plates shall be located on both fan of the taus with n2113 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 6' long. Slots (holes) ran parallel to the plate length specified. Double cub on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forty 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 Infomution on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recorunendatbns are to be followed In accordance with -Handling Installing d Bracing'. HIB-91 'Dvmcs ore 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 phunb pos- Itlon and for misting lateral forces shall be deigned and Installed by others. Careful hand- Ung Is essential and erection bracing Is always required. Normal precautlonary action for muses requires such temporary bracing during Installation between trusses to awld toppling and dominoing. The supervision of emclMn of trusses shall be under the mntrol of person experienced In the Wialhtbn of trusses Professional advice shall be sought if needed. Concentration of mnstruaton Inds greater hatn the design loads shall not be applied to trusses at any lime. No Inds other than the weight of the erectors shall be applied to noses until after all fastening and bracing is completed. JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8,9 WndLrod per ASCE 7-98, C&C, V- 125mph, H- 23.0 ft, 1- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. Encl L. 40.0 ft W. 44.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.30" D--0.31" T--0.62" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.28" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.14" RMB - 1.15 T 6-3-2 0-4-3 WO: WINV4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace [mist extend at least 90% of web length 2x6 Brace required on any web over 141-0". PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1080# Support 2 1115# TC... FORCE CSI BC ... FORCE CSI 1- 2 5443 0.81 16-15 4985 0.77 2-'3 3056 0.90 15-14 4534 0.75 3- 4 3379 0.71 14-13 2691 0.48 4- 5 2901 0.44 13-12 3492 0.58 5- 6 2906 0.52 12-11 2714 0.60 6- 7 2224 0.46 11-10 2456 0.57 7- 8 2532 0.54 8- 9 2791 0.57 TI: A7 QTY:1 Joint Locations==== ... __---- __ 1) 0- 0- 0 7) 33- 0- 0 13) 17- 2- 6 2) 4- 3- 8 8) 38- 0-12 14) 11- 0- 0 3) 11- 0- 0 9) 44- 0- 0 15) 4- 3- 8 4) 17- 2- 6 10) 44- 0- 0 16) 0- 0- 0 5) 21- 2- 6 11) 33- 0- 0 6) 27- 1- 3 12) 21- 2- 6 MAX. REACTIONS PER BEARING LOCATION ----- X-L,oc Vert Horiz Uplift Y-L,oc Type 0- 1-12 1498 80 -1080 BOT PIN 43-10- 4 1498 0 -1115 BOT H-ROLL 11 11-0-0 22-0-0 11-0-0 1 2 4 5 6 8 9 6.00 Q 5X8 3X4 6X8 3X4 4X6 T 5-10-3 0 4-3 3.00 1 L 3•00 0-3-8 440-0 12-10-14 4-0-0 22-9-10 6 15 14 13 1 11 1 1498# 3.50" 1498N 3.50" 1-0-0 I 44-0-0 J EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.1457 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Jobe DwgDsg : WO: WINV4 Truss I : Maronda Systems CONTRACTOR. TLY cult: Date 30-04 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFae - PIt: 1.25 SANFORD, FL. 32771 which is a port of the building deign and which must be considered by the building designer. Bracing BC Live 0.0 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 bulding designer BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the ovemllslctummayberequired. (See HIB-91ofTPl). ro Code Dese: FLA LICENSE #0050068 flluss Plate Institute. TPI. is located at 5B3 D'Onofno Drive. Madison. Wisconsin 53719) TOTAL 33.0 psf V:09.05.02- 45999- LOOS VANNESSA DR.OVIEDOSI-32766 Design: Matrix Analysis JOB PATH: CATEE-LOKI/OBSIRM114 HCS: 08.20.02 JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. WO: WINV4 WE: TI: A8 QTY:1 `J DESIGN INFORMATION 7bi3 design is for an Individual building component and has been based on mfomuUon provided by the cOenL The designer disclaims any responsibility for damages as a result of faulty or tnconect Information. spectf W lions and/or designs fumbhed to the truss designer by the client and the cormctncu or accuracymaofthisInfortionasItmayrelatetoaspe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Wtallatbn of trusses. This truss his been designed as, an Individual building component in accordance with ANSIMI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineed. 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 cIImaUc records for wind or snow (cads. project specification or special applied bads. Unless shown. thus 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 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 galvanized steel meeting ASTM A W. 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 rtaLu a continuing responsibility for such veri- fication Any discrepancies are to be put In writing before cutting or fabrication. Plato shall not be installed over knotholes, knots or distorted grain. Members shall be cut for Ught 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 b 5' wide x 4' long. A 6x8 plate is F 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 sties are minbnum slzo based on the form shown and may need to be moused for certain hand- ling and/or erection almses. Tits lass b no to be fabricated with fire retardant treated lumber unless otherwise shown. For addltlonal Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erecUon reto timendallons are to be followed In accordance with 'Handling Installing d Bracing'. HIB-91. Trusses are to be handled with particular are during handing and bundling. delivery and Wullatmn to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisUng lateral form shall be designed and Installed by others. Careful hand- Wng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between tnnsso to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of Pereira experienced in the Installation of tresses. Profasbnal advice shall be sought If needed Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectim shall be applied to trusses until nftcr all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WndLod per ASCE 7-98, C&C, V- 125mph, He: 23.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L= 40.0 ft W= 44.0 ft Truss 3,4,6,7 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 1002# Support 2 1040# MAX LIVE LOAD DEFLECTION: L/999 L--0.19" D=-0.19" T--0.38" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB - 1.15 T 6-3-2 04-3 TC... FORCE ... CSI 1- 2 -2782 0.53 2- 3 -2520 0.50 3- 4 -2212 0.41 4- 5 -2924 0.47 5- 6 -2924 0.47 6- 7 -2212 0.41 7- 8 -2520 0.52 8- 9 -2782 0.55 BC ... FORCE ... CSI 14-13 2449 0.52 13-12 2697 0.55 12-11 2697 0.55 11-10 2449 0.52 Joint Locations=====__=_______ 1)0- 0- 0 6) 27- 6- 0 11) 33- 0- 0 2) 5-11- 4 7) 33- 0- 0 12) 22- 0- 0 3) 11- 0- 0 8) 38- 0-12 13) 11- 0- 0 4) 16- 6- 0 9) 44- 0- 0 14) 0- 0- 0 5) 22- 0- 0 10) 44- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 74 -1002 BOT PIN 43-10- 4 1497 0 -1040 BOT H-ROLL 11-0-0 22-0-0 11-0-0 1 2 4 5 6 8 Q Q 4X6 3X4 6X8 3X4 4X6 44-0-0 T 5-10-3 0-4-3 114 13 12 11 19 Q Q 1498N 3.50" 1498N 3.50" 1-0 0 _ 44-0-0 - e RO-11-11) (Res-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.R.72766 WARNIN(i: 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 no erecUon bracing. wind bracing. portal bracing or shnilar bracing which is a part of the bulldog design and which must be considered by the building designer. Bracing shown Is for lateral support of taw 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). frrss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719) Dwg: Dsgnr: TLY Chk: Truss ID: A8 Date: 3-30-04 TIC Live 16.0 psr DurFac - Lbr: 1.25 TIC Dead 7.0 psr DurFac - Pit: 1.25 BC Live 0.0 per O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsr v.n9 n5 n2- AAnnn- I Design: Morris Analysis JOB PATH: C:ITEE-LOKVOBSIW/NV4 HCS- 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been lased on Infotnntion provided by the client. The designer disclaims any responsibility for damages as a mull of faulty or incorrect Infornstlon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this tnformation as It may relate to a spe- cific project and accepts no responsibility or Mises no control with regard to fabrica- tion, handling, shipment and Installation of tnmm. 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 bulldtng designer, the design loadings shown must be checked to be sure that the data shown are in ageernent with the local building codes. local climatic records for wind or snow Inds. 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 bolmn) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigd ceiling. they should be braced at a maxim= spacing of I0`-0' a c. Connector plates shag 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 fabricatoes plans and to realize a continuing responsibility for such veri- fication. Any discrepancio are to be put In wrong 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 taus with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wife x 4' long. A 6x8 plate Is 6' wide x 8' long. Slots (holes) run parallel to the plate length speeNed. Double cuts on web members shall meet at the cantmtd of the webs uniess rwotheise shown. Connector plate sizes are minlnum iesstt-1.-.r on the forces shown and my need to be increased for certain hand- ling and/or erection stresses. ThLs mass Is not to be fabricated with fire retardant treated lumber unless otherwise shown For additional Infornation an Quality Control refer to ANSIrM 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing Q 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 to sses in a straight and plumb pm - Lion and for resisting lateral forty shall be designed and Walled by others. Careful hand- ling is essential and Bred n bracing 13 always required. Normal precautionary action for trusses requlms such temporary bracing during installation between muses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the instnllatlon of muses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to muses at any time. No loads other than the weight of the erector shall be applied to trusses until after all fastening and bracing Is completed. JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 2 BOT CHORDS: 2x6 SP 2 WEBS: 2x4 SP 3 2x4 SP 2 9,11 WndLod per ASCE 7-98, CSC, V- 125mph, H= 23.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L= 40.0 ft W. 44.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/ 999 L-- 0.37" D=-0.39" T=-0.76" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.30" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.15" RMB - 1.15 WO: WINV4 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace ( mist extend at least 90% of web length 2x6 Brace required on any web aver 141-0". PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1074# Support 2 1117# TC... FORCE CSI BC ... FORCE CSI 1- 2 5382 0.72 19-18 4919 0.75 2- 3 3342 0.59 18-17 4480 0.71 3- 4 3041 0.49 17-16 3764 0.62 4- 5 4339 0.54 16-15 4489 0.69 5- 6 3538 0.55 15-14 3544 0.58 6- 7 3291 0.53 14-13 2307 0.40 7- 8 3291 0.60 13-12 2507 0.46 8- 9 3291 0.60 9- 10 2632 0.47 10- 11 2840 0.50 TI: A9 ATY:1 Joint Locations ---- =____------ 1) 0- 0- 0 8) 28- 1- 3 15) 21- 2- 6 2) 4- 3- 8 9) 35- 0- 0 16) 17- 2- 6 3) 9- 0- 0 10) 39- 0-12 17) 9- 0- 0 4) 13- 1- 3 11) 44- 0- 0 18) 4- 3- 8 5) 17- 2- 6 12) 44- 0- 0 19) 0- 0- 0 6) 21- 2- 6 13) 35- 0- 0 7) 23- 2- 0 14) 28- 1- 3 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 95 -1074 BOT PIN 43- 10- 4 1498 0 -1117 BOT H-ROLL 9- 0-0 26-0-0 9-0-0 1 2 3 4 5 6 7 8 10 11 Q - 0 T 1 - F 6X8 4X6 3X4 3X4 3X4 3X6 2X4 5X8 y_ 1- 0-0 ono 8X10 8X10 4X6 0- 4-3 4X6 T 4- 10-3 1 3. 00 I1 3.00 0- 3-8 4-" 12-10-14 4-" 22-9-10 11 9 18 17 16 15 14 13 12 14981/ 3.50" 1498N 3.50" 11-" _ 44-0-0 J 1-0-00 I ( RO-11-11) RO-11-1U1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 scale = 0.1457 Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: WINV4 Truss ID: A9 i CONTRACTOR. Dsgnr: TLY Chk: Date: 3-30-04 TICLive TC Dead 16. 0 psr 7. 0 psf DurFac - Lbr: 1.25 DurFae - Pit: 1.25 BRACINGWARNING: Bracing sham on this drawing is not erection bmcing, wind bracing, portal bracing or simthar bracing 4005MARONDAWAYSANFORD, FL. 32771 which s a pan of the building design and which must be considered by the building designer. Bracing BC Live 0.0 f PsO.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of taus 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 L00 r PsDesign Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure my be required. (see HIB-91 of TPI). Code Dese: FLA LICENSE # 0050068 muss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf V:09.05.02- 46001- ! 1005VANNFSSADROVIEDOXI-32766 Design: Marna Analysis JOB PATH: C.ITEE-LOKVOBS197NV4 HCS: 021.111(11 JB: WINCHESTER V 4 AC: 104 UPLIFT D.L. WO: WINV4 WE: TI: B CITY:1 DESIGN INFORMATION This design Is for an Individual building component and has been based on tnformatlo t provided by the client. The designer disclaims any responsibility for damage as a result of faulty or incorect Information, specifications and/or designs furnished to the truss designer by the e8ent and the mrreetnas or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with rcgtrd to f brto- tion, handling. shipment aninstallationd lallationoftrusses. This truss has been designed as an individual building component In accordance with ANSI/ TPI 1.1995 and NDS•97 to be Incorporated m part of the building deign by a Building Designer ( registered architect or professional engineer). When reviewed for approval by the building designer, the deign 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 speclal applied Inds. Unless shown. truss has not been designed for storage or occupancy (cads. The design assume 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 maximum spacing of I01-0' 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 shn8 review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such vert- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed Over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both faces of the tress with all. 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 (i wide x 8' long. Slots (holes) ram parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sties are minimum sizes based on the forces sham 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 addltlonal information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bract" and erection recanmendations are to be followed In accordance with 'Handling InstsWng Q 8racing'. 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- Won and for resisting lateral form shall be designed and installed by others. Careful hand. Iing Is essential and erection bracing is always required. Norval precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision or erection of tresses 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 lads shall not be applied to tresses at any Lime. No lends other than the weight of the erectors shall be applied to muses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WndLod per ASCE 7-98, CfC, V. 125niph, H. 23.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L= 40.0 ft W. 44.0 ft Truss 3, 5,7,9 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 1004# Support 2 1042# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.26" D--0.26" T--0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.13" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.06" RMB o 1.15 T 5-- 3-2 04-3 JC_ TC ... FORCE CSI 1- 2 2838 0.46 2- 3 2630 0.43 3- 4 3228 0.55 4- 5 3558 0.58 5- 6 3558 0.58 6- 7 3228 0.55 7- 8 2630 0.45 8- 9 2838 0.47 BC... FORCE ... CSI 16- 15 2506 0.46 15- 14 2305 0.40 14- 13 3258 0.51 13- 12 3258 0.51 12- 11 2305 0.40 11- 10 2506 0.46 Joint Locations===--- ________= 1) 0- 0- 0 7) 35- 0- 0 13) 22- 0- 0 2) 4-11- 4 8) 39- 0-12 14) 15- 6- 0 3) 9- 0- 0 9) 44- 0- 0 15) 9- 0- 0 4) 15- 6- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 35- 0- 0 6) 28- 6- 0 12) 28- 6- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1498 74 -1004 BOT PIN 43- 10- 4 1498 0 -1042 BOT H-ROLL 9- 0-0 26-" 9-0-0 1 2 4 5 6 If 8 Q SX8 3X4 6X8 3X4 5X8 4AD % AD OAlU 9AD OAlU rAu YAu 44- 0-0 I 0W- 3 4-10-3 116 15 14 13 12 11 lU 1498# 3.50" 1498N 3.50" 1-" I 44-" 1- 0-0_ RO- 11-11)- I (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 LMaronda Systems WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005MAROND'A WAY Bracing shown on this drawing is not erection braemg, wind bracing. portal bracing or shnl4v bracing SAN FORD, FL. 32771 which is a par of the bull" 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 HIS-91 of TPI) LICENSE # 0050068 ffruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.fi52766 Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: B Date: 3-30-04 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Maths Analysis JOB PATH: CATEE-LOWOBSIW/H114 HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been in, on Information provided by the client. The designer dtschl- any reponslbWly for damages as a result of faulty or incorrect Infartnatbn, specilk.0 ns 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- cifk project and accepts no responslbWty, or exercises no control with regard to fabrica- tion, handling. shipment and WIn t.1 n of trusses. This truss has been designed as an individual building component in accordance with ANSIrMl 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer ( registered architect or professlonal engjneerl• When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in ageement with the local building codes. local cMUc records for wind or snow bads. project specifications or special applied kids. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes mmpmsalon chords (top or bottom) are mnUnu- 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 masdtnum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped pt-ni-d 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 fabricators plans and to realize a continuing responsibility for such ved- firrtion. Any discrepancies art 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 light Otting wood to wood bearing. Con- nector plates &hall be located on both faro of the liras with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A tics plate is 6- wide x 8' long. Slob (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 sixes are minimum sizes based on the form shown and troy 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 guallty Control refer to ANSJrM 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 cue during ban" and bundling, delivery and msta latbn to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for misting 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 ovoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of lrusscs. Professional advice shall be sought if needed. Concentration of construction Inds greater than the design loads shall not be applied to muses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x8 SP 1 D 2x4 SP 1 D 1,6 BOT CHORDS: 2x6 SP 1 D WEBS: 2x4 SP 3 2x4 SP 2 10.12 WndLod per ASCE 7-98, C&C, V= 125m;)h, H- 23.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. Encl L. 40.0 ft W. 44.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.49" D--0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.33" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.16" RMB = 1.00 WO: WINV4 WE: This 2-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC 2- PLY TRUSSI 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 Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1364# Support 2 1364# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -11813 0.60 18-17 10785 0.63 2- 3 -8935 0.42 17-16 9919 0.59 3- 4 -12580 0.27 16-15 8086 0.52 4- 5 -12601 0.27 15-14 14188 0.81 5- 6 -14332 0.30 14-13 11206 0.68 6- 7 -9730 0.22 13-12 10784 0.63 7- 8 -9732 0.22 12-11 5697 0.37 8- 9 -6371 0.28 11-10 5648 0.32 2- PLYS REQUIRED TI: B 1 QTY:2 Joint Locations=====__________ 1) 0- 0- 0 7) 29- 1- 3 13) 21- 2- 6 2) 4- 3- 8 8) 37- 0- 0 14) 17- 2- 6 3) 7- 0- 0 9) 44- 0- 0 15) 13- 1- 3 , 4) 13- 1- 3 10) 44- 0- 0 16) 7- 0- 0 5) 17- 2- 6 11) 37- 0- 0 17) 4- 3- 8 6) 21- 2- 6 12) 29- 1- 3 18) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46 45- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 37- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3095 0 -1364 BOT PIN 43- 10- 4 3091 0 -1364 BOT H-ROLL 7- 0-0 30-0-0 7-0-0 1 2 4 5 6 7 9 6. 00 3. 00 I 0- 3 1OX10 10X10 6X8 12X12 10X10 1OX10 3. 00 T 04- 3 3-10-3 4- 0-0 12-10-14 k 4-0-0 k 22-9-10 8 1 16 15 14 1 12 11 1 3096k 3.50" 3091# 3.50" in 1 11-01-0_0 1-"( RO- 11-11) 430N 430N (RO-11-11) EXCEPT AS SHOWN PLATES Ad TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNFSSA DROVIEDOTI-32768 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 put of the building design and which must be considered by the building designer. Bracing shorn 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. (Sce HIB-91 of TPI). 171' russ Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: WU: WINV4 Dwg: Truss ID: B1 Dsgnr: TLY Chk: Date: 3-30-04 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 lo.o psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 osf V•n9 n5 n9- AAnn5- 1 Design: Matrix Analysis JOB PATH: CAT£E-LOXVOBSIWINV4 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- c.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/IPI 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 are in agreement with the local building code. local climatic records for wind or snow loads. Project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy bads. The deign assume compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tendon are not fully braced laterally by a properly applied ngd 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 shad review this drawing to verify that this drawing is In conformance with the fabricator's plam and to realize a continuing responsibility for such veri- flcation. Any discrepancies are to be put In witting before cutting or fabrication. Plate shall not be Installed over knotholes. knots or distorted gain. Members shad be cut for light fitting wood to wood bearing. Con- nector plate shall be located on both fan of the muss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x B' long. Slats (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 sbes are mirihnum at= based on the force shown and may need to be Increased for certain hond- ing and/or erection stresses This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown For additional Information cart Quality Control refer to ANSI/ IPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erecUon recommendations ate to be followed In necordance with -HandU ng Installing n2 Bracing', HIB-91. Trusses are to be hanmed with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight rand plumb pos- Ition and for resisting lateral force shall be deigned and installed by others. Careful hand- ing is essential and erection bracing is always required. Norval precautionary action for truase requires such temporary bracing during WladaUon between trusses to avoid toppling and dominomg The supervision of erection of trusses shall be under the control of persons experienced In the Installation or trosse. Professlonal advice shad be sought if needed. b Concentrationofconstructionads greater than the design loads shall not be applied to trusses at any Ume. No loads other than the weight of the erectors shall be applied to I— until after all fastening and bracing is completed. JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 2 2x6 SP 2 2,3 BOT CHORDS: 2x6 SP 2 WEBS: 2x4 SP 3 2x4 SP 2 3,5,7,9 WndLod per ASCE 7-98, C&C, V. 125mph, H- 23.0 ft, i= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. Encl L. 54.0 ft W= 44.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Inpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.36" D=-0.38" T=-0.73" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.07" RMB - 1.00 4- 3-2 04-3 WO: WINV4 WE: This 2-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC 2- PLY TRUSSI 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 Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1243# Support 2 1243# TC... FORCE ... CSI 1- 2 6375 0.26 2- 3 6290 0.24 3- 4 9291 0.39 4- 5 -10551 0.37 5- 6 -10551 0.37 6- 7 9291 0.39 7- 8 6290 0.24 8- 9 6375 0.26 2- PLYS REQUIRED BC ... FORCE ... CSI 16- 15 5653 0.42 15- 14 5620 0.48 14- 13 9438 0.75 13- 12 9438 0.75 12- 11 5620 0.48 11- 10 5653 0.42 TI: B2 61TY:2 Joint Locations=====____=_____ 1) 0- 0- 0 7) 37- 0- 0 13) 22- 0- 0 2) 3-11- 4 8) 40- 0-12 14) 14- 6- 0 3) 7- 0- 0 9) 44- 0- 0 15) 7- 0- 0 4) 14- 6- 0 10) 44- 0- 0 16) 0- 0- 0 5) 22- 0- 0 11) 37- 0- 0 6) 29- 6- 0 12) 29- 6- 0 DOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 37- 0- 0 TC Vert L+D -46 37- 0- 0 -46 45- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 44- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 37- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3093 0 -1243 BOT PIN 43- 10- 4 3093 0 -1243 BOT H-ROLL 11 7-0-0 k 30-M 7-0-0 1 2 4 5 6 8 9 6X12 4X6 8X10 4X6 6X12 4X6 4X6 8X10 4X6 8X10 44- 0-0 0 4X6 4X6 T 04- 3 3-10-3 L 116 15 14 13 12 11 10 3093# 3.50" 3093# 3.I50" QQQQQQ19j44-0-0 11 RO-ll-I1) I 430/! 430# I (RO-11-11) EXCEPT AS SHOWN PLATES AJ TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1457 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: WO: WINV4 Truss ID: B2 - Maronda S stems yCONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 3-30-04 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 bmctng TC Dead 7.0 psf DurFae - Plt: 1.25 SANFORD, FL. 32771 which is a pan of the budding design and which must be considered by the building designer. Bracing BC Live 0.0 f O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce bucking length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psC Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required (see HIB-91 of IPI). Code Dese: FLA LICENSE # 0050068 rrrtss Plate Institute. TPI, is located at 50 D'Onofrto Drive, Madison. Wisconsin 53719) TOTAL 33.0 V:09.05.02- 46007- 1 loosVANNESSAOP-OVIEDO.M32758 psC Dejign: Matrix Analyin JOB PATH. C.ITEE-LOXUOBSIWIN114 HCS: 082001 JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. WO: WINV4 WE: TI: H 9TY:3 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the cbent- 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 fabrim- tion. handling. shipment and Installation of trsses. 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 Imptered 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 clmnatic records for wind or snow loads, proect speeilmtions or special applied loads Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottanl are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rtgad ceiling. they should be braced at a maxtmum spacing of 101-T o.e Connector plates shall be manufactured fman 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 fabricator 5 plats and to ral]= a continuing responsibility for such vert- flmtion. 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 filling wood to wood beartn& 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 mat at the centrold of the webs unless otherwise shown. Connector plate styes ale minbnum styes 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 infor t.lon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AO bracing and erection recanuncndations are to be followed in accordance with 'Handling Installing a Bracing". HIB-91. Trusses are to be handled with particular mm during banding and bundling. delivery and itsuiatlon to avoid damage Temporary and permanent bracing for holding trusses in a stralghl and phumb pos- ition 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 messes to avoid topping aanddninoing The supervision of erection of trusses shall he under the control of persons expertented in the Installation of muses. Professional 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 Inds 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 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 580# Support 2 340# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D- 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.00 WndLod per ASCE 7-98, C&C, V- 125niph, H. 23.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- Encl L- 40.0 ft W- 9.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 Joint Locations=== ... _____=--- 1) 0==0==0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 TOTAL DESIGN LOADS ------------ e Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL 9-10-13 1 2 3 F4 24 cn 2X 3-9-15 4-3-5 0-3-15 3X6 3X4 1 1 9-10-13 I. 5 209# 4.95" 423# 2.50" 1-5-0 9-10-13 -I R14-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4912 Maronda S stemsy WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgnr: TLY Chk: WU: WINV4 Truss ID: H Date: 3-30-04 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or slmiar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing e . BC Live 00 fPs O.C. Spacing: 24.0" 407) 321 0064 Fax (407) 321-3913 ng length. Provisions must beshownisforlateralsupportoftrussmembersonlytoreducebuckling 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 firuss Plate Institute. TPI, is located at 583 D'Onafrio Drive. Madison, Wisconsin 53719). TOTAL 33.0 psf V:09.05.02- 46009- 11005VANNWSADROVIEDOM32766 Design: Marrir Anafpiis JOB PATH: C:ITFE-LOKVOBSI{VIN114 HCS: 03.20.02 JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. WO: WINV4 WE: TI: HI 9TY:1 DESIGN INFORMATION This design is for an individual building component and has been based on Informtlon provided by the client. The designer dLiclalms any responsibility for damages as a result of faulty or Incorrect Information, speelBeallons and/or designs furnished to the truss designer by the client and the correctness or aeeumcy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrim- lion, handling, shipment and Installation of I--. Thb truss has been designed as an individual building component in accordance with ANSIrMl 1-1995 and NDS-97 to be incorporated u pan of the building design by a Building Designer (registered architect or professlonal engneed. 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 Imds. project specgleaUons or special applied loads. Unless shown. I-- has not been designed for storage or occupancy leads. The design assumes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid celling, they should be braced at a maximum spacing of 10'1T o.e Connector plates shall be manufactured from 20 puge hot dipped gah antred steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review drawingrawing to verify that this dmwtng Is in conformance with the fabricators plans and to real- a continuing responsibility for such veri- Bcation. Any diserepmeim 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 fltung wood to wood hearing. Cm- nector plates shall be located on both faces of the truss with nails fully Imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate Is 6' wide x B' long. slots (holes) run pmaIt I to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sires are minimum sire based on the forty shown and may need to be increased for certain hand- gttg and/or erectlon stresses. Thb truss b not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to befollowed in accordance with 'Handling Installing d 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 trussn in a straight and plumb pos- Illon and for resisting lateral form shag be designed and installed by others. Careful hand. ling0 essential and erection bracing Is always required. Nornal precautionary action for trusses require such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of I-- shag be under the control of persons experienced in the tnstallation of trusses. Pmfessk ml advice shag be sought If needed. Concentration of conziraellon loads greater than the design loods shag not be applied to tames at any time. No loads other than the weight of the erectors shag 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 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 308# Support 2 131# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D--0.03" T--0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB - 1.00 WndLod per ASCE 7-98, MWFRS, V. 125mph, H- 23.0 ft, 1= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 40.0 ft W. 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -784 0.31 6- 5 741 0.24 2- 3 -849 0.26 5- 4 0 0.16 Joint Locations==== ----- ______ 1)00==0 3) 9-10-13 5) 6- 0-13 2) 6- 0-13 4) 9-10-13 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 0 -308 BOT PIN 9- 9- 0 423 0 -131 BOT H-ROLL 9-10-13 kIlk 1 2 3 4.24 Jlf. 2X 2-9-15 4-3-5 0-3-15 6X12 2X4 1-0-0 3X6 1-0-0 0 4-1 I I M 5-7-14 3-9-15 I 6 4 209k 4.95" 423# 2.50" 1. 3 1-5-0 0.16 9-10-13 Dl R1-4-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 scale = 0.4912 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: WINV4 S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H1 jaronda y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 3-30-04 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a pan of the building doign and which must be considered by the building designer. Bracing BC LiLive 00 ps 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 100 rpsf Design Criteria: TPIstructure. TOMAS PONCE P.E. Additional bracing of the overall structure my be required. (See HIB-91 of M). Code Dese: FLA LICENSE #0050068 rhuss Plate Institute. TPI. is located at 50 D'Onofrio Drive. Madison. Wisconsin 53719). TOTAL 33.01005VANNFSSADROVIEDO.fL32766 psf V:09.05.02- 46011- 1 Design: Matrix Analysis JOB PATH: C.ITEE-L0KU0BSIW1NV4 HCS. 08.20.02 JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. WO: WINV4 WE: TI: J 9TY:25 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 D Analysis based on Simplified Analog Model. G7oi.nt Locations--- This design is for an Individual building has been based Information HOT CHORDS: 2x4 SP #2 Field Connection at Support 1 must be able transfer 168 pounds of horizontal reaction 1) 0- 6- 7 3) 7- 0= 0 2) 7- 0- 0 4) 0- 6- 7 component and on provided by the cllent. The designer disclaims PROVIDE UPLIFT COPNE=ON PER SCHEDULE: WndLod per ASCE 7-98, CSC, V. 125mph, MAX. REACTIONS PER BEARING LOCATION----- anyresponslbWtyfordomagesasaresultof Support 1 433# H- 23.0 ft, i- 1.00, SXp.Cat. H, Rzt- 1.0 X-LOC Vert Horiz Uplift Y-Loe Type faulty specifications Support 2 355# p)p Bld Type- Encl L- 44.0 ft W- 7.0 ft Truss 6-10-12 151 168 -355 TOP PIN andhe designs furnished c the truss designerd/orrmignsfunshedtion. thet by meeuu,l.nemecorectirressoraccuracy Support 3 51# in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf 0- 1-12. 274 198 -433 HOT PIN HOT H-ROLL of this Information as It may relate to a spe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 6-10-12 81 0 -51 cNc project and accepts no responsibility or L/257 at Mid -panel # 1 eaeretsesnocontrol with regard tofabrics- L--0.33a D- 0.05—T--0.28" TC... FORCE ... CSI ..BC ... FORCE ... CSI Lion. handling, shipment and installation of trusses. This true has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -69 0.99 4- 3 -2 0.84 Individual building component In accordance with T- 0. 00 a ANSI/ IPI 1.1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as pan of the building design by a Building T- 0 .00" Designer ( registered architect or professional engneed. When reviewed for approval by the RMB - 1.15 building designer, the design loadlnp shown must be checked to be sure that the data shown are In agreement with the local building codes. local rltraatic records for wind or snow loads. project specifications or special applied lands. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes 7-0-0 L ownpresslonchords (top or bottom) are conunu. ous y braced by sheathing unless otherwise 1 specified. Where bottom chords In tension are not fully braced laterally by a property applied Q rigdceWbracedng, theyshouldbeat mcudmum spacing of I(Y-T o.e. Connector plates shall be runufactured from 20 puge hot Attach With (4) . dipped galvanized steel meeting ASTM A W1. 16d Too -Nails Grade 40. unl v 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 reallu a continuing responsibility for such ved. fication. Any discrepancies ore to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, 3-10-3 knots or distorted gain. Members shall be cut for tight fitting wood to wood beano& Con. 4-3-2 nectar plates shall be located on both faces of the tow with pads fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plats Is 5- wide x 4- long. A US plate is 6- wide x 8' Iong. Slots tholes) run parallel to 04-3 the plate length specified. Double cuts on web members shall meet at the eentrold of the webs unless othiseerwshown. Connector plate aimareminimumsizesbased on the form shown Attach With (2) and may need to be Increased for certain hand- ling and/or —lion stresses. This lrusa is not 3X4 16d Toe -Nails to be fabricated with fire retardant treated lumber unless otherwise shown. For additional buns ation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with-Handbtg Installing h Bracing*. HIB- 91. Trusses are to be handled with particular core 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- ling is essential and erection bracing is always required. Normal precautionary action for troves regUIM such temporary bracing during installation between trutso to avoid toppling and domnlnoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shag be sought If needed. Concenuotlon of construction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to causes amid after all fastening and bracing la completed. Cal 1 I 7- 0- 0 I. 3 275F 3.50" 151# 2.50" 74)-0 82".50" RO-11- 11 C/ L: 6110-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Lmaronda Systems) 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DlIOVIEDOYI-32766 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Dsgnr: TLY Chk: CONTRACTOR. TC Live 16. 0 psf BRACING WARNING: bracing TC Dead 7. 0 psr Bracing shown an thisdrawingIsnoterectionbracing. wind bracing. portal bracing or stm0ar n which is a paofthebuildingdesignand which must be considered by the building designer. Bracing BC Live 0.0 psf shown is for lateral supportofWasmembersonlytoreducebucklinglengh. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Additional bracing of the overall structure may be required. (See HIB-91 or TPI). rnna Plate Institute, TPI, is located at 593 D'Onofrio Drive. Madison. Wheonsln 53719). TOTAL 33.0 psf Scale = 0.4929 Truss ID: J Date: 3- 30-04 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Derign: Mmrix Analysis JOB PATH: C:ITEE-LOKUOBSIWINV4 JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. WO: WINV4 WE: TI: J1 9TY:7 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. speclHntiom and/or design furnished to the buss designer by the client and the correctness or accuracy of lib Informaton as it may relate to a spe- clflc project and accepts no responsibility or exeroises no control with regard to fabrka- tion. handling. shipment and installation of trusses. This truss has been designed u an Individual building component In accordance wilt ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professiorul 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 Tool bundhng codes. local elbnatic records for wind or snow Inds. project specifications or special applied Imds. Unless shown, thus has not been designed for storage or occupancy Inds. The design assumes compression chords (Lop or bottom) sm contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension sees not fully braced laterally by a property applied rigid ceding, they should be braced at maximum spacing of 10'-0' o.e. 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 rector: a continuing responsibility for such ved. finton. Any discrepancies are to be put In writing before cutmng or fabrication. Plates shall not be installed over knotholes. knots Or distorted grain. Members shall be cut for tight fatting wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with runs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A US plate is (r 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 shave. Connector plate stets are minimum at= based on the forty shown and may need to be Increased for certain hand. ling and/or election stresses. This In. is not to be fabricated with fire retardant treated lumber umlm otherwise sham. For additional informaton on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recamrnendaLlons sees to be followed In accordance with -Handing Installing Q Bracing', HIB-91. Trusses are to be handled with particular care during banding still bundling, delivery slid Installation to avoid damage. Temporary slid permanent bracing for holding trusses In a straight and phnmb pos- mon and for resisting lateral form shall be designed and Wtalicd by others. Careful hsnd- Litg is essential and erection bracing is always requited. 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 Inds greater than the design Inds shall not be applied to Incases at any time. No Inds other than the welgt of the erectors shall be applied to trusses until after an fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 EAT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHMULE: Support 1 230# Support 2 273# MAX LIVE LOAD DEFLECTION: L/704 at JOINT # 2 Lo-0.11" D=-0.11" Te-0.22" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.17" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB = 1.15 WndLod per ASCE 7-98, C4C, V= 125mph, Ho 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 44.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 240# TC...FORCE ... CSI ..BC...FORCE... CSI 1- 2 -165 0.51 6- 5 24 0.31 2- 3 -105 0.44 5- 4 0 0.27 oo=Joint Locations====eva=ev0000e 1) 0- 0- 0 3) 7- 0- 0 5) 4- 3--8 2) 4- 3- 8 4) 7- 0- 0 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- , X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 276 240 -230 BOT PIN 6-10-12 230 0 -273 HOT H-ROLL 7-0-0 _ L 1 2 31 6 Attach with (4 10d Toe -Nails 2X4 2-10-3 4-3-2 04-3 5X6 2X4 1-0-0 Attach with (2 lOd Toe -Nails 3X4 I-" 3.00 I a3 4-0-0 2-8-8 16 4 277# 3.50" 231# 2.50" 1-M 7-0-0 J RO-11-11 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA D0.0VIEDO.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 stmlfar bracing which is a part of the bunting 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 HIS-91 of TPII. Truss Plate Institute. TR. is looted at 50 D'Onofro Drive. Madison. Wisconsin 53719). scale = 0.4929 Eng. Job: WU: WINV4 Dwg: Truss ID: J1 Dsgnr: TLY Chk: Date: 3-30-04 TC Live 16.0 psr DurFac - Lbr. 1.25 TC Dead 7.0 psr DurFac - PIt: 1.25 BC Live 0.o psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psr V:09.05.02- 46014- 1 Derign: Matrix Anafyrft JOB PATH: C:ITEE-L0KV0BSIWIHV4 HCS. 08.20.02 JB: WINCHESTER V 4 AC: loin UPLIFT D.L. WO: WINV4 WE: TI: J1A QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125aph, ..... =_=======joint Locations =====____-____- This design is for an individual building HOT CHORDS: 2x4 SP #2 H- 23.0 ft, i= 1.00, Exp.Cat. B, Xzt- 1.0 1) 0- 0- 0 3) 7- 0- 0 5) 2- 5- 0 component and has been based onmformauon WEBS: 2x4 SP #3 Hld Type- Encl L= 44.0 ft W= 7.0 ft Truss 2) 2- 5- 0 4) 7- 0- 0 6) 0- 0- 0 provided byprtheclient.Thedesigterdtscbhn_ in INP zone, TCDL- 4.2 psf, BCDL- 6.0 psf ----MAX. REACTIONS PER BEARING LOCATION ----- anyresponsibility for damages ua result of PROVIDE UPLIFT CONNECTION PER SCHEDULE Impact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type faulty ortnconect Information, specifications 0- 1-12 277 236 -231 BOT PIN and/ or designs furnished to the thus detgter Support 1 231# by the client and the correctness or accuracy Support 2 272# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 6-10-12 231 0 -272 BOT H-ROLL of this information as it may relate to a spe- MAX LIVE LOAD DEFLECTIONi Support 1 236# tint project and accepts no responsibility or L/707 at JOINT # 2 exercises no control with regard to fabrka- L--0.11" D=-0.11• T=-0.22• on. handling, shipment and installation of TC • - • FORCE... CSI sBC... FORCE ... CSI trusses This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -221 0.40 6- 5 55 0.35 tndtvteualbuilding component in accordance with T- 0.18" 2- 3 -122 0.55 5- 4 0 0.33 ANSI/7W 1. 1995 and NDS-97 to be Incorporated MAX HORIZCNTAL LIVE LOAD DEFLECTION: as pan of the building design by a Building T. 0 . 09" Designer (registered architect or professional engtneed. When reviewed for approval by the IM - 1. 15 bullding designer. the design loadbW sham must be checked to be sure that the data shown are In agreement with the local building code, local climatic records for wind or snow bads. . project specifications or special applied loads. Unless shown, ass has not been deigned for storage or occupancy Inds. The deign asswmes compression chords (top or bottom) are contbnu- 7-0-0 ously braced by sheathing unless otherwise specified. Where bottom chords in tension e 1 2 3 not fully braced laterally by a properly applied rigid cediog, they should be braced at a 6.00 maximum spacing of IO'-0' o.c. Connector . Attach With(4) plates shall be manufactured from 20 page hot 2X4 10d Toe -Nails dipped galvanized steel meeting ASTM A 6W. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabrtcatar shag review this drawing to verify that this drawing is in conformanrx with the fabricatare plans and to reallya continuing responsibility for such veri- 0callan. Any discrepancies ane to be put in writing before cutting or fabrication. 3-3-13 Plate shall not be Installed over knotholes, knots or distorted grain. Members stall be cut 2X4 for tight fitting wood to wood bearing. Con- 4-3-2 nectar plates shall be located on both faro of the taw with nags fully imbedded and shall be sym. about the joint unless otherwise sham. A 5x4 plate Is 5• wide x 4• long. A 6x8 plate is 6- wide x 8• long. Slots (hole) run parallel to 04-3 the plate length specified. Double cuts on web members shall meet at the centrold of the webs Ness otherwise shown. Connector plate size 5X6 2X4 Attach With (2 aR minimum sibased an the form sh own lOd Toe -Nails zesand may need to be increased for certain hand- bng and/or erection stnesso. This taw is not 3X4 0-6-6 to be fabricated with fire retardant treated _ hnmber ml— otherwise sham. For additional tnfor mstion on Quality Control refer to ANSI/M 1.19% 3. 00 I a3 PRECAUTIONARY NOTES All recommendations bracing and erection recoendations arePlateHeighttobe followed in accordance with •Handling 2-1-8 11 4-7-0 = 0-6-6 Installing h Bractng", HIB-91. Trusses ace to I be handled with particular cane during landing 6 4 and bundling. delivery and installation to avoid 277# 3.50" 231N 2.50" damage. Temporary and permanent bra" t for holding trusses in astraightandplumbpos. 7-0-0 Is Itlon and for resisting lateral force shall be (RI 0-11-11 deigned andinstalledbyoth— Careful hand - Ling is essential and erection bracing s ahnys EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4929 required. Normal precautionary action for trusses requires such temporary braving during En Job: WO: WINV4 Installation between trusses to avoid topp(Ing WARNING. READ ALL NOTES ON THIS SHEET. g• and dominolb nesupervontrol erection A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J1A trusses shall be winder the control u ses. Maronda S stems experienced m the Installation ofmasses. ) DSgnr: TLY Chk: Date: 3-30-04 Professional advice shall be sought if needed. CONTRACTOR. Concentration of construction Inds greater TC Live 16.0 psf DurFae - Lbr: 1.25 than the deign bads &hall not be applied to BRACING WARNING: lav4005 MARONDA WAY es at any time. No loadsotherthantheBracingshownanthisdrawingisnot erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 weight of the erectors shall be applied to SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing O.C.Spacing: 24.0" asses until ft after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 showisce n for lateral support of truss membersonlytoredubucklinglength. Provisions must be BC Live 0.0 psf is cotmplete& made to anchor lateral bracing at ends and specified locations determined by the building desVer. 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 frnass Plate Institute. TPI. Is located at 583 D'Onofrio Drtve. Madison. Wisconsin 53719). 1005 VANNESSA DP-OVIEDO.f132768 TOTAL 33.0 psf V:09.05.02- 46015- 18 Design: Matrix Analysis JOB PATH: C.lTEE-L0KV0BSIW/ NV4 HCS: 03.20.02 JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. WO: WINV4 WE: TI: J2 61TY:6 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. Joint Locations===••__________ This design is for an Individual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 6- 7 3) 5- 1- 8 component and and has been based on Information transfer 141 pounds of horizontal reaction 2) 5- 1- 8 4) 0- 6- 7 provided by the client. The designer disc"n" PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLood per ASCE 7-98, C&C, V. 125mph, MAX. REACTIONS PER BEARING LOCATION----- any responsibility for damages m. result of Support 1 399# H. 23.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 X-LocVert Horiz Uplift Y-L.oc Type faulty ormignsfunshedinformation. thetrulsouomand/ ordeslgsfamishedtothet.... designer Su rt 2 278# lyPO BldEnel L. 40.0 ft W. 5.1 ft Truss T?'Pe 5- 0- 4 110 141 -278 TOP PIN by the client and the correctness or accuracy Support 3 43# in INP zone, TCDL. 4.2 psf, BCDL. 6.0 psf 0- 1-12 213 184 -399 BOT PIN of this information as it may relate to a spe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 5- 0- 4 60 0 -43 BOT H-ROLL c Ic project and accepts no responsibility or L/643 at Mid -panel # 1 ecerches no conU4 with regard to fabrica- L.-0.10" D. 0.01- T=-0.08a TC... FORCE... CSI ..BC... FORCE... CSI s, shipment and installation of ton, es. This truss has been designed as an trusses.tmMAXHORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -50 0.65 4- 3 -2 0.50 individual building component In accordance with T= 0 . 00" ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the buikftng design by a Building T= 0 . 00 a Designer (registered architect or professional ernginmr). when reviewed for approval by the RMg a 1.15 building designer. the design loadings shown must be check to be sure that the data sham are In agreement with the local building codes. local dbnalle records for wind or snow loads. project speci caUory or special applied loads. Unless shown. lrsa has not been designed for storage or occupancy Inds. The design assumes compression chords ( top or bottom) are rxntinu- L 5-1-8 ously braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 2 ririgid telling. they isshould bebraced at applied terally byapropertyotfullybraced0manaspacing of lo-0' o Connector l m eplatesshallbe manufactured from 20 gauge ha Attach with (4) dipped steel meetingAW. 10d Toe -Nails n. Grade 40, unlessotherwiseshown. 0. unless FABRICATIONNOTESPrior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to reallze a continuing responsibility for such veri- fication. Any discrepancies ace to be put In writing before cutting or fabrication. Plates shall not be wta ed over knotholes. 2-10-15 knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- 3-3-14 nector plain shall be located on both faces of the tress with rnals 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' 04-3 wide x B' long. Sloss (holes) run parallel to the plate length specified. Double sus on web members shall meet at the eentsvid of the webs unless otherwise sham. Connector plate antes are minanum sires based on the fortes shown LEI Attach with (21 and may need to be Increased for certain hand- 3X4 10d Toe: Nails 1 ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated hhmber unless otherwise shown. For addltionaa Information on Quality Control refer to ANSI/TPI 1- 1995 PRECAUTIONARY NOTES A bracing and erection recommendations are to be followed In accordance with 'Handling Installing h Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid darmge. Temporary and permanent bracing for holding trusses in a straight and plumb pos- IBon and for resisting lateral forces shall be - desighed 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 dominong The supervision of erection of trusses shall be under the control of persons experienced In the installation of losses Professional advice shall be sought if needed. Concentration of concoction loads greater than the design Inds shall not be applied to trusses at any Me. No loads other than the weight of the erectors shall be applied to tresses until after all fastening and bracing is completed. 5- 1-8 11 4 3 2131/ 3.50" 110# 2.50" L 1-0h0 5-1-8 61/1 501n RO-11-11) C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA 'TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAYBracingshownonUilsdrawingisnoterectionbracing. wind bracing. portal bracing or similar bracing SA N 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 TOMAS PONCE P. E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Addluonal bracing of the oven stucture may be required. (See HIB-91 of TPI). LICENSE #0050068 Truss Plate Institute. TPI, is located at 5a3 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNS.9A DR.OVIEDO.FL32766 scale = 0.6319 Eng. Job: WU: WINV4 Dwg: Truss ID: J2 Dsgnr: TLY Chk: Date: 3-30-04 TC Live 16. 0 psf DurFac - Lbr: 1.25 TC Dead 7. 0 psf DurFac - Pit: 1.25 BC Live 0. 0 psf O.C. Spacing: 24.0" BC Dead 10. 0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:0 .05.02- 46016- 1 Design: Marrir Analysis JOB PATH: CATFE-L0XV0BSIW1NV4 HCS: 08.20.02 JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. WO: WINV4 WE: TI: J213 ATY:2 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the c11enL The designer disclaim any responslbWty for damages as a result of faulty or Incorrect infarnation. spedflaum" and/or designs furnished to the truss designer by the client and the correctness or accuracy of this mfornallon as it may relate to a spe- ciac project and accepts no responsibility or exercises no control with regard to fabrica- don. handling. shipment and Installation of trusses. This tram has been designed as an Individual budding component N accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or 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 ageunent with the local building codes. local dmhatic records for wind or snow Inds. project spedllmtlons or special applied bads. Unless shown. bows has not been designed for storage or occupancy bads. The design assumes compresslon chords (top or bottom) are mnUnu- 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 maximum spacing of 1(Y-0' o.c. Connector plate 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 cordornsnce with the fabricators plans and to realize a continuing mpansibt0ty for such vert- flntion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be walled over knotholes. knots or distorted gain. Members shall be cut for tight rating woad to wood bearing. Con- necior plates shall be bated on both faces of the tr.m wtm nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wife x 4' long. A 6aa plate is Cr wide x 8' long. Slots (holes) ram 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 form shorn and may need to be Increased for ccr atn hand- ling and/or erection stresses. This true is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional taformatba an Quality Control rcfer to ANSI/TPI I-19M PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling InstaWng d Bracirng'. HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- IUon and for resisting lateral form shall be designed and installed by others. Careful hand- Ung is essential and erauan bracing is always required. Normal precautionary action for Inures requires such temporary bracing during installation between muses to avoid topper and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the btstaaatlnn of trusses. Professional advice shall be sought If needed. Concentration of construction loads grater 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 PROVIDE UPLIFT CONti=CN PER SCHEDULE Support 1 299# Support 2 408# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02 D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.15 WndL,od per ASCE 7-98, C&C, V. 125mph, H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 44.0 ft W= 5.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 333# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -191 0.55 6- 5 18 0.46 2- 3 -137 0.17 5- 4 0 0.09 Joint Locations====== --- ====__ 1) 0- 0- 0 3) 5- 0- 0 5) 4- 3- 8 - 2) 4- 3- 8 4) 5- 0- 0 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type - 0- 1-12 211 333 -299 BOT PIN 4-10-12 164 0 -408 BOT H-ROLL 5-0-0 1 I/ 1 2 31 Attach with (4) 16d Toe -Nails 2X4 1-10-3 3-3-2 5X6 X4 Attach with (2) 0.4-3 16d Toe -Nails 1-0jI -0 1 3X4 1-" 3.00 I a3-s 44)-0 1,, 0-8-8 I 6 114 211A 3.50" 165# 2.50" 1-0-0 5-0-0 RU-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LDwgaronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dsgl: TLY Chi: TC Live 16.0 psf 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 put of the budding design and which must be considered by the budding designer. Bracing BC Live 0.0 psf 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of tram 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-9I of TPI). BC Dead 10.0 psf LICENSE #0050068 floss Plate Institute. TPI. is bated at 593 D'Onofrio Drive. Madison. Wisconsin 53719). 33.0 psr1005VANNESSADFLOVIEDO.FL32766 11TOTAL scale = 0.6440 Truss ID: J213 Date: 3-30-04 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-LOXVOBS1WfN114 HL5: W.M.Ud JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. WO: WINV4 WE: TI: J3 QTY:6 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Sin>plified Analog Model. Joint Locations=====__________ Thb desist is for an lndMdual building been based Information BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 nmist be able transfer 86 of horizontal reaction 1) 0- 6- 7 2) 3- 1- 8 3) 3- 1- 8 - 4) 0- 6- 7componentandhason provided by the client. The designer dlscl trn PROVIDE UPLIFT CONNECTION PER SCHEDULE: pounds WndLod per ASCE 7-98, C4C, V= 125=ph, MAX. REACTIONS PER BEARING LOCATION----- any responsibility for damages asaresult Of Support 1 288# H= 23.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X-Loe Vert Horiz Uplift Y-Loc Type faulty or incorrect information. specifications Support 2 176# Bld Type- EnCl L. 40.0 ft W= 3.1 ft Truss 3- 0- 4 67 86 -176 TOP PIN and/ or designs fumbhed to the truss designer by the euentand the corectnessoraccuracy Support 3 26# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 148 111 -288 BOT PIN afthls tnfarmation as n may relate to. spe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 3- 0- 4 36 0 -26 BOT H-ROLL tint project and accepts no responsibility or L/999 exercises no control with regard to fabrica- L=-0.01" D= 0.00" T=-0.011 TC... FORCE... CSI ..BC... FORCE... CSI Wtigned n of tlon.ss Acs. his&trusshost sndbeen tntves. This truss has been designed u an MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 29 0.25 4- 3 -2 0.19 tndlvldual building component in accordance with T= 0.001 ANSI/ IPI 1.1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as par of the building design by . Building T. 0.00" Designer ( registered architect or professional engneed. When reviewed for approval by the RMB = 1.15 building designer. the design loadings shown must be checked to be sure that the data shown are in ageemenl with the local building codes. local dlmaUc records for wind or snow loads. project specifications or special applied Inds. Unless shorn, truss has not been designed for storage or occupancy Inds. The design assumes 3-1-8 L compressionchords (top or bottom) are continu- L ously braced by sheathing unless otherwise 1 2 1 specified. Where bottom chords in tension are not fully braced Laterally by a property applied tied telling, they should be braced at a 6.00 maudmum spacing of 10'-0` o.c. Connector plates shall be manufactured from 20 gauge hot Attach With (3) dipped g h-9-a steel meeting ASTM A W. lOd Toe -Nails Grade 40. ,m1ess otherwtee shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- flea lon. Any discrepancies are to be put in writing before cutting or fabrication. 11-10-15 PLates shall not be Installed over knotholes, knotsor distorted gain. Members shall be cut for tight fitttng wood to wood bearing. Con. 2-3-14 neetor plates shall be located on loth faces of the truss with nabs fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A rax8 plate is 6' wide x 8' king. Slots (holes) run parallel to the plate length specified. Double cuts on web 0-4-3 members shall meet at the centroid of the webs Attach NAILS unlessotherwiseshown. Connector plate sties lOd Toe--N are minimum res slbasedon the form shown 3X4 and may need to be inclosed for certain hand - ping and/ or erection stresses. This truss is not to be fabricated with fire retardant treated lumberunless otherwise shown. For additional Information on Quality Control refer to ANSI/171 1- 1995 PRECAUTIONARY NOTES All bracing snd erection recommendations are to be followed in accordance with 'Handling Installing h Bracing'. HIB-91. Trusses are to be handled with particular cue during banding and bundling, delNery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and phanb pm- ttlan and for resisting lateral form shall be designed and inst- 11-A by others. Careful hand- ling is essential and election 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 tresses shall be under the control of persons experienced In the W Wlatlon of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the wetght of the erectors shall be applied to truss- until after W fastening and bracing is completed. 3- 1-8 4 3 148# 3.5011 67N 2.50" 1-0-0 37H 2+501 3-1-8 RO-11-11) C/L: 3-04 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 Eng. Job: D g : Ds nr: TLYChk: CONTRACTOR. BRACING WARNING: TC Live 16. 0 psf 4005 MARON DA WAY Bracing shown on this drawing is not erection bracin& wind bracing. portal bracing or similar bracing TC Dead 7.0 psf SA N FORD. FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing BC.' Live 0.0 psf 407) 321-0064 Fax (407) 321-3913 shown is for Lateral support of truss members only to reduce buckling length. Prmblons must be made to anchor Lateral bracing it ends and specified locations determined by the building designer. BC Dead 10.0 psf TOMAS PONCE P.E. Additional bracing of the werall structure may be required. (See HIB-91 of TPI). LICENSE #0050068 rrruss Plate Institute. TPI. is located at 583 D'Onofrto Drive. Madison. Wisconsin 537191. TOTAL 33.0 psf 1005 VANNFSM DPOVIEDo.FL32766 scale = 0.9039 Truss ID: J3 Date: 3-30- 04 DurFac - Pit: 1. 25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: C.ITEE-LOKVOBSIW/NV4 nt.J: tin. w.vc JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. WO: WINV4 WE: TI: J3B 9TY:2 DESIGN INFORMATION This dmlgn is for an Individual bundirtg component and has been based on btforination provided by the client. The designer disclabns any responsibtlity for damages as a result of faulty or Incorrect infonnatlon. spee111oUoru and/or designs furnished to the truss deslgnu by the client and the correctness or accuracy of this Infornallon u B may relate to a ape- cifle project and accepts no responsibility or exereiso no control with regard to fabncs- tlon. handlbig, shlpment and Installation of trusses. This true has been designed as an individual building coniponenl In socorda ice with ANSI/'1P1 1-1995 and NDS-97 to be Incorporated as par of the build" 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 Shawn are in ageement with the local building codes• local climatic records for wind or snow Inds. Project 3Peciflcats0n3 or special applied loads. Unless shorn, truss has not been designed far 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 rigid calling. they should be braced at a maxbnum spacing of la-(r o e- Connector plates shall be manufactured from 20 gauge ha dipped giWaritied steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator Shan review this drawing to verify that this drawing is in conformance with the fabricators pans and to mallre a continuing responsibility for such verl- ftcaUon. Any dixrepancles are to be put In wilting before cutting or fabrication. Plates shall not be Wlalled mer knotholes. knots or distorted grain. Members stall be cut for tight lilting wind to wood bearing. Con- nector plates shall be located on both faro of the truss with nails fully imbedded and shall be syra about the joint unless otherwise shown. A SO plate Is 5- wide x 4- long. A BxS 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 centtold of the webs unlms otherwise shown. Connector plate sixes are minimum sbes lased on the forces shown and my 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 infomatson on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES An bmcing and erection recommendations are to be followed In accordance with -Handling installing h Bracts(. HIB-91 Trusses are to be handled with particular care during banding and bundhn& delivery and instanatlon to avid damage. Temporary and pemanent bracing for holding trusses In a straight and plumb pos- Itlan and for resisting Intent 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 insWlatlnn between tresses to awid toppling and domino". 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. Concentration of construction loads grater than the design bads shall not be applied to trusses at any time. No toads 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 BUT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01a MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-3-14 0-4-3 0 Analysis based on Simplified Analog Model. _________=====Joint Locations=====__________ Field Connection at Support 1 lmist be able 1) 0- 9-13 3) 3- 1- 8 ; transfer 88 pounds of horizontal reaction 2) 3- 1- 8 4) 0- 9-13 WndLod per ASCE 7-98, CSC, V. 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- H= 23.0 ft, i= 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type Bld Type- Encl L= 40.0 ft W= 3.1 ft Truss 3- 0- 4 67 88 -176 TOP PIN in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 148 119 -284 BOT PIN Impact Resistant Covering and/or Glazing Req 3- 0- 4 36 0 -27 BOT H-ROLL TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -30 0.25 4- 3 -17 0.19 3-1-8 k 1 21 0 1-2-7 0-8-8 I 3.00 0-3-8 2-10-0 4 3 148N 3.50" 68# 2.50" In 1-" 3-1-8 37# 2f5on RO-11-11) C/L: 3-04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems WAKNINCt: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing. wind bmcfti& portal bracing or Similar bracing SA N FORD. FL. 32771 which is a put 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 taws 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 weran structure my be required. ISee HIB-91 of TPI). LICENSE #0050068 fhuss Plate Institute, TPI, is located al 5a3 D'Onofrio Drive. Madison. Wisconsin 537191. 1005 VANNFSSA DN.OVIEDOXI-32768 Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.9039 Eng. Job: WU: WINV4 Dwg: Truss ID: J3B Dsgnr: TLY Chk: Date: 3-30-04 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 46019- 2 Design: Mairix Analysis JOB PATH: CATEE-LOXVOBSTW/N114 HL3: WWDZ JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. WO: WINV4 WE: Ti: J4 QTY:6 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. _________=====joint Locations=====__________ This destp is for an IndlMual butldkng BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 6- 7 3) 1- 1- 8 , component and has been based on Information transfer 26 pounds of horizontal reaction 2) 1- 1- 8 4) 0- 6L 7 provided by the client. The designer disclaims PROVIDE UPLIFT CONNECrION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V. 125mph, ----MAX. REACTIONS PER BEARING LOCATION ----- anyresponsibility for dann gesasareuhof Support 1 166# H= 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type faultyor mwrrect information. aperJflcaticrs Support 2 65# Bld Type. S[1C1 L. 40.0 ft W= 1.1 ft Trues 1- 0- 4 24 26 -65 TOP PIN and/or designs fumbled W the t....i designer by the client and the correelncs or accuracy Support 3 6# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 82 32 -166 BOT PIN of tits Information as a may relate to a spe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 1- 0- 4 12 0 -6 HOT H-ROLL tine project and accepts no responsibility or L 999 exercises no control with reprd to fabrica- L/ 0.00" D. 0.00" T= 0.00" ..TC... FORCE... CSI ..BC... FORCE... CSI tin, handling. tdprnes andbeen designed a of MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -9 0.03 4- 3 -2 0.02 trusses. Thb truss has been designed as an Individual building component In accordance with T= 0.00" ANSI/7PI 1.1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as put of the building design by a Building T= 0.00" Designer (registered architect or professional engtneed. When reviewed for approval by the RMB = 1.15 building designer. the design loadings shown must be checked to be a= that the data shown are In agreement with the local building codes. local climatic records for wind or snow bads. tt Project specfOmonsorspecial applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords ( top or bottom) are continu- I/ 1-1-8- I/ ously braced by sheathing unless otherwise specified. Where bottom chords In tension am 1 2 specified. not fully braced laterally by a properly applied rigid ceding. they should be braced at " 6 maxim= spacing of 19-0` o.c. Connector plate shad be manufactured from 20 pup hot dipped pkamlnd steel meeting ASTM A 653. Attach with ( 2) Grade 40. unless otherwise shown. 10d Toe -Nails FABRICATION NOTES Prior to fabrication. the fabricator shad 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- fkmUon. Any discrepancies rare to be put In 0-10-15 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 hearing. Con- 1-3-14 nector plates shad be looted on both faces of 04-3 the truss with nags fully imbedded and shall be . sym. about the joint unless otherwise shown. A Sx4 plate is5- wide x 4- long. A Bx8 plate IsS' Attach with ( 2) wide x B- long, slots (holes) run parallel to 3X4 10d Toe- Nai1S the plate length specified. Double cuts on web - members shad meet at the centrold of the webs unless otherwise shown. Connector plate dues aro minimum It= based an the form shown and may need to be increased for certain hand - Ling and/ or erection stresses. This in= is no to be fabricated with Ore retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-IM5 PRECAUTIONARY NOTES All bracing and erection reconwendations are to be followed In accordance wih'HandOng 11i Installing d Bracing'. HIB-91. Trusses are to 4 31 be handled with particular care during banding and bundling. delivery and installation to avoid 83# 3.50" 25# 2.50" damage. Temporary and permanent bracing 13N 2.5 " for holding truss- In a straight and plumb pos- Won and for misting lateral fortis shad be (RO-11-11) C/L: 1- 4 designed and installed by others. Careful hand - Wig Is essential and erection bracing b always EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSMI 1-1995 Over 3 Supports scale = 1.586 required Normal precautionary action for truss -require such temporary bracing during WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: - WtnBatlon between muses to avoid toPpOnL and dmminoing. The supervision of etecllon of A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J expo ie ` hdL be under the control of persona rMaronda Systems Dsgnr: TLY Chk: Date: 3-30-04 Professiexperienced to the Wad be sought of trusses. Content ati adoiee nstr ben load u needed. CONTRACTOR. Concentration or conswellon bads Beater BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 than the design Inds shall not be applied to 4005 MARONDA WAY Duffae - Pit: 1.25 trusses at any time. No loads other than the Bracing shorn on this drawing b not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psr wetgltt of the erectors shall be applied to SANFOHD. FL. 32771 which Is a put of the budding design and which must be considered by the budding designer. Brscing BC Live 0.0 r O.C. Spacing: 24.0" unt il til afteran fastening and bracing (407) 321-0064 Fax s 407) 321-3913 shown is for lateral suppon of truss members only to reduce buckling length. Provisions must be is completed. made to anchor lateral braa cing ends andspecified 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 Till. Code Dese: FLA LICENSE #0050068 frr+ ss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf V:0 .05.02- 46020- 23 1005 VANNFSSA DROVIEDDY1. s2788 Design: Matrix Analysis JOB PATH: CATEE-L0XV0BS1W7NV4 JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. WO: WINV4 WE: TI: J46 8TY:2 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client The designer dbclamts any responsibility for damages as a moult of faulty or Incorrect tnfornutbn, specifications and/or designs furnished to the truss dolgner by the client and the correctness or actuary of this Information as It may relate to a spe- ciflc protect and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and Installation of tresses. 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 bu0dtng design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the destgn loadings shown must be checked to be sure that the data shown are in agreement with the local bunding codes. local cUnhatic records for wind or snow Inds. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) ate conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In lensbn are no fully bated laterally by a property applied rigid cellng, they should be bawd at a maudmum spacing of 10'-0' o.e Connector plates stall be manufactured from 20 gauge ha dipped gaMnlred steel meeting AS7M A 653. Crade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in confornance with the fabricators plaits and to reall, a continuing r mponsibWty for such ven. fleation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall no be installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood beutng. Con- nector plates shall be located on both faces of the trios with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is 5' wide x 4' Ion& A BxB plate b 6' wide x B' Iong. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the matroid of the webs unless otherwise shown. Connector plate sites are minimum sizes based on the form 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 othenvIse shown. For additional Inform Uon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are I* be followed In accordance with 'Handling Installing 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 form shall be designed and Installed by others. Careful hand - Ong is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trasscs to avoid toppling and dominotng The supervision of erection of trusses shall be under the control of persons experienced in the msiallation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall no be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to tresses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 163# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L. 0.00" D. 0.00" Ta, 0.00" MAX HORIZONTAL 'TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB . 1.15 14-II 0T Analysis based on Simplified Analog Model. _________=====Joint Locations=====_________ Field Connection at Support 1 n¢ist be able 1) 0- 9- 5 3) 1- 1- 8 transfer 28 pounds of horizontal reaction 2) 1- 1- 8 4) 0- 9- 5 WndLod per ASCE 7-98, CSC, V= 125niph, ----MAX. REACTIONS PER BEARING LOCATION ----- He, 21.0 ft, i= 1.00, Exp.Cat. B, Rzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type Bld Type= Encl L= 40.0 ft We, 1.1 ft Truss 1- 0- 4 24 28 -65 TOP PIN in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 88 37 -163 BOT PIN Impact Resistant Covering and/or Glazing Req 1- 0- 4 12 0 -6 BOT H-ROLL TC... FORCE ... CSI ..EC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -6 0.02 L 1-1-8 1 2 60000 0-8-9 0-2-8 0 3.00 I 0-3-8 0-10-0 4 3 89# 3.50" 25# 2.50" 14 1-1-9 _1_, 1-1-8 13/l 2. " R1-1-7) "F C/L.- 1114 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: D gDsnr: TLY Chk: TIC Live 16.0 psi 4005 MARONDA WAY Bracing shown on fhb drawing is no erection bracing. wind bractn& portal bracing or similar bracing TIC Dead 7.0 psf SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing BC Live 0.0 fPs407) 321-0064 Fax (407) 321-3913 shown b for lateral support of truss member only to reduce buckling Icrhgh 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 werall structure ray be required. (See HIB-91 of TPU. LICENSE #0050068 frruss Plate Institute. TPI, is located at M3 D'Onafrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf1005VANNESSADPOVIEDO.FLS2766 scale = 1.5123 Truss ID: J46 Date: 3-30-04 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-L0K1J0BSII4INV4 eta: uo.a.Uz JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. WO: WINV4 WE: TI: P1 ATY:7 _ DESIGN INFORMATION Thts design Is for an individual building component and has been based on informaion provided by the client. The designer disdains any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished in the true designer by the ellent and the correctness or accuracy of this information as It my relate to a spe- clfle project and accepts no responsibility or exercises no control with regard to fabria- Lion. handling. shipment and installation of muses. This truss has been designed as an individual building component in accordance with ANSIrM 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 agrecrnent with the 10=1 building codes. 10=1 cllmaUc records for wind or snow lads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. 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 rtgld ceWng. they should be braced at maxbnum spacing of 10'-0* ac. Connector plates shall be manufactured from 20 gauge hot dipped g h anlud steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verily that this drawing is in conformance with the fabricator's plans and to it= a continuing responsibility for such vert- flwtion. 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 mood to wood hearing. Can - nectar 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 sties are minimum sires lased on the forces shown and tray 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 ANSIf PI 1-1995 PRECAUTIONARY NOTES ALI bracing and erection recommendations are 10 be followed in accordance with -Handling Installing 4 Bmcingi. HIB-91. Trusses ore 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 LmLallnUon of trusses. Professional 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 lads other than the weight of the erectors shah be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 444# Support 2 279# Support 3 74# MAX LIVE LOAD DEFLECTION: L/776 at Mid -panel # 1 L=-0.08" D- 0.01" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 2-3-5 0-3-15 Analysis based on Siaplified Analog Model. coca=Joint Locations=====__________ 1)= Field Connection at Support 1 nnist be able 0 9-12 3) 5- 0- 0 , transfer 91 pounds of horizontal reaction 2) 5- 0- 0 4) 0- 9-12 WadLod per ASCB 7-98, C&C, V. 125n1ph, MAX. REACTIONS PER BEARING LOCATION----- H- 23.0 ft, i= 1.00, Exp.Cat. B, Kzt- 1.0 X-Loc Vert Horiz Uplift Y-Loc Type Bld Type. Part L. 22.0 ft W- 5.0 ft Truss 4-10-12 107 91 279 TOP PIN in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf 0- 4- 0 210 118 444 BOT PIN 4-10-12 93 0 74 BOT H-ROLL TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -33 0.58 4- 3 -3 0.47 5-0-0 L I 210X 8.00" 1. I-0-0 RO-11-8) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Attach with (21 10d Toe -Nails lj 107# 2.50" 5 94# 2 0" C/L: 4- 0-12 Over 3 Supports scale = 0.9224 Iaronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY tug shown on this drawing is not erection bracing, wind bracing. portal bracing or sindhr bracing SA N FORD, 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 TPI). LICENSE #0050068 rllvss Plate Institute. TPI. Is located at 593 D'Onafrio Drive. Madison. Wisconsin 53719) I oo5 VANNESSA DR.OVIEDOYL-32768 Eng. Job: WU: WINV4 Dwg: Truss ID: PI Dsgnr: TLY Chet: Date: 3-31-04 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 Dsf V•09_nn n2- AAnA9- 1 Design: Marris Analysis JOB PATH- CATEE-LOKVOBSTWINVI HCS.- 03.20.02 JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. WO' WINV4 WE: TI: P2 ' QTYA r DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The deslgler disclaims any responsibility for damage as a result of faulty or Incorrect Infonmuan. speeM-,bns and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information ss It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrics- tion. handling. shipment and bcsWlatlon of trusses. This truss has been designed u an Individual building component In accordance with ANSIfrPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building 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 are In agreement with the local building codes. local climatic records for wind or snow Inds. project specifications or special applied loads. tinlw shown. truss has not been designed for storage or occupancy beds. 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 maxim= spacing of IOd o.e. Connector plates shall be manufactured from 20 gauge hot dipped gakanlred steel meeting ASTM A 653. Grade 40, unless otherwise shove. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawl" is in confer.. ance with the fabrtcator's plans and to realize a continuing responsibility for such veri- fhatlon. Any diserepantdes are to be put to writing before cutting or fabrication. Plata shall not be installed over knothole. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both fain of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shave. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is T wide x 8" long. Sbls Chain) run parallel to the plate length specified. Double cute on web memben shall meet at the eentrold of the webs unless otherwise shown. Connector plate sizes are minlmum sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Inforraauon on Quallty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing h 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 trusscs In a straight and plumb pos- ttbn 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 tresses 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 muses. Professional advice shall be sought B needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to lrosse until after all fastening and bmeing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 319# Support 2 180# Support 3 46# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. Field Connection at Support 1 fmist be able transfer 55 pounds of horizontal reaction WndLod per ASCE 7-98, CBC, V. 125mph, H= 23.0 ft, i= 1.00, Exp.Cat. B, Ezt= 1.0 Bld Type- Part L= 22.0 ft W. 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 -19 0.23 4- 3 -3 0.18 Joint Locations==== 1) 0- 9-12 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-12 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 55 -180 TOP PIN 0- 4- 0 148 71 -319 BOT PIN 3- 0- 4 58 0 -46 BOT H-ROLL I 3-1-8 I. 1 149# 8.00" 1-0-0 DI R0-11-8) 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 1005 VANNFSSA DROVIeDO.Fl.32766 14-7 67# 2.50" 3-1-8 5811 C/L: i-14 3 Supports 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 stra6v bracirtg 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). rrnus Plate Institute. TPI. is located at S83 D'Onofrio Drtve. Madison. Wisoonsin S3719). Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 1.2714 Eng. Job: WLK VVIIVV4 Dwg: Truss ID: P2 Dsgnr: TLY Chk: Date: 3-31-04 TC Live 16.0 psr DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Plt: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead lo.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 46048- 1 Design: Marnz Analysis JOB PATH: CATEE-L0KV0BSI%7NV4 nf.3: ud-=UX JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. WO: WINV4 WE: TI: P3 ATYA DESIGN INFORMATION TOP CHORDSi 2x4 SP #2 Analysis based on Sinplified Analog Model. ......... --joint Locations•--= This design As far anindividual building BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 fnust be able 1) 0- 9-12 3) 1- 1- 8 1. component and has been based an information transfer 14 pounds of horizontal reaction 2) 1- 1- 8 4) 0- 9-12 provided by the cllent- The designer dlac6ams PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 1250ph, ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsmwtyfordanagesasamuttOf Support 1 177# H- 23.0 ft, I= 1.00, Ecp.Cat. B, Xzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type • faulty or incorrect information. specifications Hld Type. Part L. 22.0 ft W- 1.1 ft Truss 1- 0- 4 24 14 -66 TOP PIN and/ or designs furnished to the truss deslgner Support 2 66# Type by the client and the correctness accuracy Support 3 14# in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf 0- 4- 0 83 18 --14 HOT PIN or of this information as a may relate to a spe- MAX LIVE LOAD DEFLECTION: 1- 0- 4 21 0 -14 HOT H-ROLL cific project and accepts no responsibility or L/999 .. TC... FORCE ... CSI ..BC ... FORCE... CSI exercises no control with regard to fabrica• L= 0.00• U- 0. 00a T. 0. 00° 1- 2 5 0.03 4- 3 -3 0.02 lion. h . This shipment and installation a of MAX HORIZONTAL TOTAL LOAD DEFLECTION: trusses. This into has been deslgted u an individual building cornponcnt in accordance with T- 0. 00" ANSlfrPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as pan of the bWWing design by a Building T- 0.00 ° Designer ( registered architect or professional engneed. when reviewed for appal by the RMB - 1.15 building designer. the design loadings sham must be checked to be sure that the data shown are In agreement with the beat building codes. local elbutle records for wind or snow leads• project specifications or special applied loads. Unless shown• thus has not been designed for storage or occupancy loads. The design assumes Carnpresslon chords (top or bottom] are contlnu• ously braced by sheathing unless otherwise 1 2 specified. where bottom chords In tension are not fully braced laterally by a property applied rigid ce8tng, they should be braced at a 4.00 - mwmum spa" of lea o.c. Connector plates shall be manufactured from 20 page hot Attach with (2) dipped galvanized steel meeting ASTM A 653. 10d Toe -Nails Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shan review this drawing to verity that this drawing Is In conformance with the fabricator's plans and to realize a continuing mponsmWty for such verl- fication. Any dlserepancies are to be put in 0-8-7 writing before nutting or fabrication. Plates stall not be installed over knothob. knots or distorted gain. Members shall be cut for tight fhtmg wood to wood bearing. Can- 0-11-13 nectar plates shall be located on both faces of 0-3-15 the truss with rails fully embedded and shall be sym. about the joint unless otherwise sham. A 5x4 plate is 5' wide x 4' long. A Bx8 plate is B- Attach with (2) wide x B- long. Slots (holes) run parallel to 10d Toe -Nails the plate length specified. Double cuts on web 3X4 members stall men at the eentmid of the webs unless otherwise shamres . Connector plateatareminimum sizes based on the forces shown and may need to be Increased far certain hand- ling and/ or erection stresses. This anus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control rda to ANS]fM 1-19% PRECAUTIONARY NOTES An bracing and erection recommendations are to be followed In accordance with -Handling Installing R Bracing'. HIB-91. Trusses are to lo 4 3 be handled with particular care during landing and bundling. delivery and installation to amid 83# 8.00" 25# 2.50" Ternpormy and permanent bra" 21N 2.50 tIn a straight and plumb pos- 1-0-0 1-1-8 for holding ' Wonandfor resisting lateral form stall be (RO-11-8) C/L: 1-0-0 designed andinstalled by others. Careful hand. scale = 2.1319 ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports required. Normal precautionary action for trusses requires such temporary bracing during En Job: WO: WINV4 installation between trusses to amid toppling WARNING. READ ALL NOTES ON THIS SHEET. g• anddomtnotng. Thesupervision oferection of A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P3 anuses shall be under the control u persons Maronda Systems Dsgnr: TLY Chk: Date: 3-31-04 experienced N the installation of trusses. Pmfesabnai advice shall be sought if needed. CONTRACTOR. TC Live 16.0 psf DurFae - Lbr: 1.25 Concentration of construction Inds greater BRACING WARNING: than the design bads shallnotbeappliedtotrussesaanytime. No bads other than the Bracing shown on this draing is not erection bracing. wind bracing• portal bracing or similar bracing TC Dead 7.0 psf 4005 MARONDA WAY DurFae - Pit 1.25 w lot oft the erectors shall be applied ' SANFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer Bracing BC Live 0.0 f O.C. Spacing: 24.0" wises until aver all fastening and b (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be Design Criteria: TPI is completed. made to anchor lateral bracing at ends and specified locations determined by the bu8de j designer. BC Dead 10.0 psf TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (see HIB-91 ofTP0. Code Desc: FLA LICENSE #0050068 rrluss Plate Institute. TPI. is located at 583 D'Onofrto Drive. Madison. Wisconsin 53719). I005 VANNESSA DROVIEDOX1.32768 TOTAL 33. 0 psf V:09. 05.02- 46050- 17 7 Design: Mmriz Analyrit JOB PATH: CA EE-L0KV0B51lWNVI HCS. 0&20.02 JB: WINCHESTER V 4 AC: 10# UPLIFT D.L. WO: WINV4 WE: TI: P4 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCB 7-98, C&C, V. 125mph, ...... ra-7-==Joint Location s----- ______ This design is for an individual building BOT CHORDS: 2x4 SP #2 H. 23.0 ft, I- 1.00, Exp.Cat. B, Rzt. 1.0 1) 0- 0- 0 3) 7- 0-14 component and has been based on tnformnation WEBS: 2x4 SP #3 Bld Type. Part L- 22.0 ft W. 7.1 ft Truss 2) 7- 0-14 4) 0- 0- 0 provided by the client- The designer dbcbhw in END zone, TCDLra 4.2 psf, BC DL• 6.0 psf any responsibWtyfor damages asarrsuha! PROVIDE UPLIFT CONNECTION PER SCHEDULE: TOTAL DBSZGN LOADS ------------ faulty or tnmrrect information, specifications - - - - - - - - - - - - and/ ord-Wwfurnishedto the truss designer Support 1 550# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Unifozm PLF From PLF TO by the client and the correctness oraccuracy Support 2 228# 1- 2 -39 0.74 4- 3 0 0.58 TC Vert L+D 0 0- 0- 0 -56 7- 0-14 of this Information as it may relate to a spe- MAX LIVE LOAD DEFLECTION: BC Vert L+D 0 0- 0- 0 -24 7- 0-14 ct0c project and accepts no responsibility or L/999 ----MAX. REACTIONS PER BEARING LOCATION----- exeretsesnocontrolwnhregsrdtofabrica- L--0.03" D- 0.00" T--0.03 X-Loc Vert Horiz Uplift Y-Loc Type lion, handling. shipment and Irutallation of trusses. This I....s has been designed as arr MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 5-11 98 147 -550 BOT PIN Individual builNngmmponentin accordance with T. 0.05" 6-11- 1 189 0 -228 BOT H-ROLL ANSI/ TPI 1.1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as put of the building design by a Building T- 0.05" Designer ( registered architect or professional engineer). When reviewed for approval by the till$ - 1.00 buBding designer, the design loadings shown must be checked to be sure that the data shown are in ageement with the Iocll building codes. lonl rtimatic records for wind or snow Inds. project specifications or special opptied Imds. Unless shown, miss has not been designed for storage or occupancy bads. The design assume mmpresslon chords (top or bottom) are mnttnu- ously braced by sheathing unless otherwise specified. Where bottm" chords in tension are not fully braced laterally by a property applied 74)-14 rigid Belling. they should be braced at ' maximum spacing of I0'-08 o.e Connector 1 2 plates shall be manufactured frtan 20 gauge bat dipped galvantred steel meeting ASTM A 653. Attach with, Grade 40. unless otherwise shown. 2 8310d Toe -Nails FABRICATION NOTES 2x4 Prior to fabrication, the fabricator shag review , this drawing to verify that this drawing Is in conformance with the fabricators pins and to reaLre a continuing reponsibilay for such ven- Ilcauon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be [rut," wet knotholes. knots or distorted gain. Members shall be cut for tight flitting wood to wood bearing. Can. 1-11-12 nectar plates shall be located on both fain of the buds with nnalis fully imbedded and shall be 2-3-7 sym about the joint unless otherwise shown. A 5x4 plate is 5• wide x 4' Long. A W plate is so 0-3-12 wide x it- long. Slots (holes) ram parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise sham. Connector plate sires LLJ are mmmnumn awes based on the form sham anling and/ or erection abeases. This td may needtobeincreasedforcertainhand- 2X4 russ is not 3X4 to be fabricated with fire retardant treated Attach lumber uAttachwith (2) nl— otherwise shown. For additional Toe -Nails Information on QualityControlreferto10dANSI/-M 1- 19% -- PRECAUTIONARY NOTES All bracing and erection reeorunendations are to be followed in accordance with -Handling 74)-14 Insulting A Bnacm(. HIB-9I. Trusses are to be handled with parueular are during banding 4 3 and bundling, delivery and Installation to amid 99# 11.31" 189# 2.50" damage. Temporary and permanent bracing troves1-5-0 _ I for holding in a straight and plumb pos- '7-0_14 D Ilion and for resisting lateral form shall be (R1-10) designed and tml- n by others. Careful hand- ling is essential and crecWn bracing Is always EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANS11TPI 1-1995 scale = 0.7896 required. Norval precautionary action for tiosaes requires such temporary bracing during En Job: WO: WINV4 installation between trusses to avoid toppkng WARNING. READ ALL NOTES ON THIS SHEET. g• and aamhalh Thesupervisionlof oerecuonor A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P4 troves shallhethe Insder the control of ru Maronda Systems t; experienced in the Installation ormuse. Dsgar: TLY Chk: Date: 3-31-04 Professional advice shall be sought if needed. CONTRACTOR. Concentratianofmnstn,ctbnloadsgrater BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 than the design loads shall not other r than to 4005 MARONDA WAYTC Dead 7. 0 f DurFae - Pit: 1.25 tiuvo at any time. No Imda other thin the Braring shown on this drawing is not erection bracng, wind bracing, portal bracing or atrnllar bracing pS weight of the erectors shall be applied to SAN FORD. FL. 32771 which is a pan of the building design and which must be mmtdered by the building designer. Bracing BC Live 0.0 f O.C. Spacing: 24.0" muses untilafter all faatcning and bracing ( 407) 321-0064 F3X (407) 321-3913 shown is for lateral support of ixuss only to reduce buckling length. Pravtstom must be Design Criteria: TPI is completed. nude to anchor lateralbracingatendsandspecifiedbatiorrsdeterminedeteredbythebuildingdesigner. BCDead 10.0 psf g TOMAS PONCE P.E. Additional bracing of the metal] structure ray be required. (See HtB-9I of,PI)- Code Dese: FLA LICENSE #0050068 rlrsus Plate Institute. TPI, is located at 583 VOnofrio Drive. Madison. Wisconsin 53719). TOTAL 33.0 psf V-09- 05-02- 46052- 18 Dexign: Matrix Analyrru JOB PAT71: CA EE-LOKVOBSIW/NV4 HL& U6.1ti.Ud DESIGN INFORMATION This design s for" tndhtdual 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 design 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 exercise no control with regard to fabrto- tion, handling, shipment and installation of Isusses. This truss has been designed as an tnd&Wual building component In accordance with ANSIrM 1-1995 and NDS-97 to be Incorporated as part of the building design by o Building Designer (registered architect or professional engineers. 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 clhnatic records for wind or snow Inds. 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) 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 maximum spacing of I(Y-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped gJvani=d 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 colnforrance with the fabricator's plans and to raLze a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shorn. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6 wide x it long Slots (holes) tun parallel to the plate length specified. Double tuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sires are " b s"um sties based on the forces shown and may need to be increased for "Main hand - Ling and/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown For additional Information an Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling Installing R Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling. delivery and Installation to amid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for restating lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always nquLsed. Normal precautionary action for trvtases requires such temporary bmctng during installation between trusses to amid toppling and domtnoing. The supervision of erection of masses shall be under the control of persons experienced In the Wtallation of trusses. Professional advice shall be sought If needed. Concentration of construction Inds grater than the design Inds shall not be applied to t- at any time. No lads 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 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 665# Support 2 665# MAX LIVE LOAD DEFLECTION: L/999 L=-0.23" D=-0.23" T--0.46" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" RMB - 1.15 TO-3-15 2-3-5 TT7 Thif; _. y Hip Master designed to carry 5- 0" open jacks (no webs) across center and Hip Jack Truss framed to BC V..ndLod per ASCE 7-98, C&C, V. 125mph, H- 23.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Part L- 6.0 ft W= 22.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -2969 0.42 10- 9 2772 0.73 2- 3 -4107 0.66 9- 8 2795 0.71 3- 4 -4107 0.66 8- 7 2795 0.71 4- 5 -2969 0.42 7- 6 2772 0.73 Joint Locations ----- ---------- 1) 0- 0- 0 5) 22- 0- 0 9) 5- 0- 0 2) 5- 0- 0 6) 22- 0- 0 10) 0- 0- 0 3) 11- 0- 0 7) 17- 0- 0 L 4) 17- 0- 0 8) 11- 0- 0 TOTAL DESIGN LOADS------------ Uni form PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 5- 0- 0 TC Vert L+D -77 5- 0- 0 -77 17- 0- 0 TC Vert L+D -46 17- 0- 0 -46 23- O- 0 BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 BC Vert L+D -33 5- 0- 0 -33 17- 0- 0 BC Vert L+D -20 17- 0- 0 -20 22- 0- 0 Concentrated LBS Location BC Vert L+D -195 5- 0- 0 BC Vert L+D -195 17- 0- 0 MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1235 0 -665 BOT PIN 21- 8- 0 1235 0 -665 BOT H-ROLL 5-" 12-0-0 5-0-0 1 3 5 4.00 4X8 2X4 4X8 0 I I 22-0-0 10 9 8 7 1001236# 8.00 123618.00" 100 22- 0-0- RO 11-8)(R0-18) EXCEPT AS SHOWN PLATES ARE TL20 A TESTED PER ANSI/TPI 1-1995 scale = 0.2792 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DROVIEDO.FL32765 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 now erection bracing, wind bracing. portal bracing or similar bracing which is a put of the building design and which most be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor :antral bracing at ends and specified locations determined by the building designer Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191 Dwg: Dsgnr: TLY Chk: Truss ID: P5 Date: 3-31-04 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o par O.C. Spacing: 24.0" BC Dead lo.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 46084- 2 Design: Mnrru Anobsis JOB PATH: CATEE-LOKVO951WiNV4 National Evaluation Service, Inc. ROME5203LeesburgPike, Suite 600, Falls Church, Virginia 22041-3401 INTERNnTIONAL Phone:7031931-2187 Fax:703/931-6505 CODE COUNCIL 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 govem if there are any conflicts FUNGICIDE between the manufacturers published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 nisusCcilnisuscorp.com www.nisuscorp.com 1.0 SUBJECT BORA-CARED 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. NoindependenttestswereperformedbytheNationalEvaluationService, Inc. (NES), and NES specifically does not make any warranty, Eitherexpressedorimplied, 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. rage i or Z Re 3ort No. NER-617 Page 2 of 2 5.0 IDENTIFICATION Each container of BORA-CARED Termiticide, Insecticide and Fungicide covered by this report shall be labeled with the manufacturer's name/and or trademark and this National Evaluation Service evaluation report number, NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, IFAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by the code official, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators. 7.3 BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 7.6 BORA-CARE is water soluble and shall be protected as noted in Section 4.3 above. 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 n re-examination t a periodic the subterranean termite feeding and tubing near basis. For information on the current status lu 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- CARE® 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 Code/1999, the 1999 Standard Building Code©, the 1997 Uniform Building CodeTm, and the 1998 International One- and Two- Family Dwelling Code subject to the following conditions: FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A PROJECT NAME: WINV43B 5CL3 ADDRESS: 146 WHEATFIELD CIRCLE CITY, STATE: SANFORD, FL OWNER: MARONDA HOMES CLIMATE ZONE: CENTRAL 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 3004 fl' 7. Glass area & type Single Pane Double Pane _ a. Clear glass, default U-factor 312.0 ft' 0.0 ft' _ b. Default tint 0.0 fl' 0.0 ft' _ c. Labeled U or SHGC 0.0 fl' 0.0 ft' 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) ft _ b. Raised Wood, Adjacent ft' _ c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 869.0 ft' b. Frame, Wood, Exterior R=11.0, 1194.0 ft' _ c. Frame, Wood, Adjacent R=l 1.0, 278.0 ft' _ d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1663.0 ft' _ b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 150.0 fl _ b. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 140.0 ft Builder: Permitting Office: Permit Number: Jurisdiction Number: 12. Cooling systems a. Central Unit b. Central Unit c. N/A 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 34208 PASSTotalbasepoints: 39935 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: ` DATE: AUG 7 2 2nn; I hereby certify that this building, as designed, is in compliance with the FI ida Energy C e. OWNER/AGENT: DATE: AUG 2 2 2005 Cap: 34.0 kBtu/hr _ SEER:12.00 _ Cap: 28.8 kBtu/hr _ SEER: 12.00 Cap: 35.4 I Btu/hr _ HSPF:7.40 _ Cap: 28.8 kBtu/hr _ HSPF: 7.50 Cap: 66.0 gallons EF: 0.88 PT, _ Review of the plans and fOE sTqT° specifications covered by this 04 _ calculation indicates compliance with the Florida Energy Code. Before construction is completed a o this building will be inspected for compliance with Section 553.908 rt, COOFloridaStatutes. WE BUILDING OFFICIAL: DATE: FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILTFGLASSPESditionedXBSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 3004.0 25.78 13939.8 Single, Clear E 1.0 13.0 10.0 63.97 1.00 636.8 Single, Clear E 1.0 16.0 40.0 63.97 1.00 2550.0 Single, Clear E 1.0 15.0 30.0 63.97 1.00 1911.4 Single, Clear W 1.0 15.0 30.0 57.68 1.00 1723.8 Single, Clear W 2.0 14.0 10.0 57.68 0.98 567.3 Single, Clear E 1.0 6.0 16.0 63.97 0.97 991.6 Single, Clear E 1.0 6.0 32.0 63.97 0.97 1983.2 Single, Clear E 1.0 6.0 16.0 63.97 0.97 991.6 Single, Clear N 1.0 6.0 16.0 30.19 0.97 470.7 Single, Clear W 1.0 6.0 30.0 57.68 0.97 1675.9 Single, Clear W 2.0 7.0 36.0 57.68 0.89 1840.7 Single, Clear S 1.0 6.0 16.0 48.22 0.94 728.4 Single, Clear W 1.0 6.0 30.0 57.68 0.97 1678.8 As -Built Total: 312.0 17750.3 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 278.0 0.70 194.6 Concrete, Int Insul, Exterior 4.1 869.0 1.18 1025.4 Exterior 2063.0 1.90 3919.7 Frame, Wood, Exterior 11.0 1194.0 1.90 2268.6 Frame, Wood, Adjacent 11.0 278.0 0.70 194.6 Base Total: 2341.0 4114.3 As -Built Total: 2341.0 3488.6 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1663.0 2.13 3542.2 Under Attic 19.0 1663.0 2.82 X 1.00 4689.7 Base Total: 1663.0 3542.2 As -Built Total: 1663.0 4689.7 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 167.0(p) 31.8 5310.6 Slab -On -Grade Edge Insulation 0.0 167.0(p 31.90 5327.3 Raised 378.0 3.43 1296.5 Raised Wood, Adjacent 11.0 378.0 1.80 680.4 Base Total: 6607.1 1 As -Built Totals 545.0 4646.9 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM Points 3004.0 14.31 42987.2 3004.0 14.31 42987.2 Summer Base Points: 58101.2 Summer As -Built Points: 64408.1 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) 64408.1 0.541 1.079 x 1.150 x 0.85) 0.284 0.950 9987.2 64408.1 0.459 1.079 x 1.150 x 0.85) 0.284 0.950 8459.7 58101.2 0.4266 24786.0 64408.1 1.00 1.061 0.284 0.950 18446.9 EnergyGauge'rm DCA Form 60OA-2001 EnergyGaugeWlaRES'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 3004.0 5.86 3168.6 Single, Clear E 1.0 13.0 10.0 12.37 1.00 124.1 Single, Clear E 1.0 16.0 40.0 12.37 1.00 496.0 Single, Clear E 1.0 15.0 30.0 12.37 1.00 372.1 Single, Clear W 1.0 15.0 30.0 13.25 1.00 397.3 Single, Clear W 2.0 14.0 10.0 13.25 1.00 132.6 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.7 Single, Clear E 1.0 6.0 32.0 12.37 1.01 399.4 Single, Clear E 1.0 6.0 16.0 12.37 1.01 199.7 Single, Clear N 1.0 6.0 16.0 15.07 1.00 240.5 Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.4 Single, Clear W 2.0 7.0 36.0 13.25 1.02 484.4 Single, Clear S 1.0 6.0 16.0 9.90 1.01 159.7 Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.4 As -Built Total: 312.0 4002.2 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 278.0 1.80 500.4 Concrete, Int Insul, Exterior 4.1 869.0 3.31 2872.0 Exterior 2063.0 2.00 4126.0 Frame, Wood, Exterior 11.0 1194.0 2.00 2388.0 Frame, Wood, Adjacent 11.0 278.0 1.80 500.4 Base Total: 2341.0 4626.4 As -Built Total: 2341.0 5760.4 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1663.0 0.64 1064.3 Under Attic 19.0 1663.0 0.87 X 1.00 1446.8 Base Total: 1663.0 1064.3 As -Built Total: 1663.0 1446.8 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 167.0(p) 1.9 317.3 Slab -On -Grade Edge Insulation 0.0 167.0(p 2.50 417.5 Raised 378.0 0.20 75.6 Raised Wood, Adjacent 11.0 378.0 1.80 680.4 Bas* Total: 392:9 1 As -Built Total: 545.0 1097.9 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 INFILTRATION Area X BWPM = Points Area X WPM Points 3004.0 0.28 -841.1 3004.0 0.28 841.1 Winter Base Points: 7799.3 Winter As -Built Points: 11674.5 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) 11674.5 0.551 1.068 x 1.160 x 0.87) 0.461 0.950 3054.0 11674.51 0.449 1.068 x 1.160 x 0.87) 0.455 0.950 2451.5 7799.3 0.6274 4893.3 11674.5 1.00 1.083 0.458 0.950 5505.3 EnergyGaugeT" DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS:_, , , PERMIT #: I BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 66.0 0.88 4 1.00 2564.00 1.00 10256.0 As -Built Total: 10256.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 24786 4893 10256 39935 1 18447 5505 10256 34208 PASS 4gHEST, i 0 C EnergyGauge"' DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB Q.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: aA-11 IKIGII T97ATInN Pimi lrTlnN CnMPI IANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area; .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. cw nn ^Tucn nnccnninTwc 1111CAc"DCc • L.... 4- -------A-A Fw nil rncirlant-oc 1 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 as 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 607.1 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. EnergyGaugeTM' DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 a ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.1 The higher the score, the more efficient the home. ELECTRIC, , , , 1. New construction or existing New 12. Cooling systems 2. Single family or multi -family Single family a. Central Unit Cap: 34.0 kBtu/hr _ 3. Number of units, if multi -family 1 SEER: 12.00 - 4. Number of Bedrooms 4 b. Central Unit Cap: 28.8 kBtu/hr 5. Is this a worst case? Yes SEER: 12.00 - 6. Conditioned floor area (ft') 3004 ft' c. N/A 7. Glass area & type Single Pane Double Pane a. Clear - single pane 312.0 ft' 0.0 ft' 13. Heating systems b. Clear - double pane 0.0 ft' 0.0 ft' a. Electric Heat Pump Cap: 35.4 I Btu/hr - c. Tint/other SHGC - single pane 0.0 ft' 0.0 ft' HSPF: 7.40 - d. Tint/other SHGC - double pane b. Electric Heat Pump Cap: 28.8 kBtu/hr - 8. Floor types HSPF: 7.50 - a. Slab -On -Grade Edge Insulation R=0.0, 167.0(p) ft c. N/A b. Raised Wood, Adjacent R=1 1.0, 378.Oft' c. N/A 14. Hot water systems 9. Wall types a. Electric Resistance Cap: 66.0 gallons _ a. Concrete, Int Insul, Exterior R=4.1, 869.0 ft' EF: 0.88 - b. Frame, Wood, Exterior R=1 1.0, 1194.0 ft' b. N/A c. Frame, Wood, Adjacent R=11.0, 278.0 ft' d. N/A c. Conservation credits e. N/A HR-Heat recovery, Solar 10. Ceiling types DHP-Dedicated heat pump) a. Under Attic R=19.0, 1663.0 ft' 15. HVAC credits PT. - b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, I50.0 ft MZ-C-Multizone cooling, b. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 140.0 ft MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) STq Ointhishomebeforefinalinspection. Otherwise, a new EPL Display Card will be completed y01TtIE based on installed Code ompl'ant features. C AUG 2 2 2005BuilderSignature: Date: 4 l CopAddressofNewHome: City/FL Zip: WF NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86 for a US EPADOE EnergyStarr"'designation), your home may qualify for energy efftciency mortgage (E£M incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf edu for information and a list of certified Raters. For information about Florida's Energy Efciency Code For Building Construction, contact the Department of Community Aff'aiXgpr&9 f8Qdersion: FLRCPB v3.30)