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122 Wheatfield Cir 06-2783 New SFH
PERMIT ADDRESS CONTRAC'. ADDRESS PHONE PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE ccJr'lSUBDIVISION ,, C ..... PERMIT moo DATE PERMIT DESCRIPTION J= gEC 0 SE PERMIT VALUATION Q . L .y d SQUARE FOOTAGE i PA n O City of Sanford Certificate of Occupancy This is to certify that the building located at 122 Wheatfield Cir for which permit number 06-2783 has heretofore been issued on July 28, 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 Building: T Gibson Engineering & Planning: G Hyatt Public Works: Date 12/07/06 12/06/06. M Watson 12/01/06 Utilities: R Blake 12/01/06 Fire Department: Conditions (if blank, no conditions apply) Maronda Homes Q)a Yy1 12/13/06 Property Owner Building Official o Date BP210U01 CITY OF SANFORD Application Miscellaneous Information Maintenance 12/13/06 7 : 5 6 : 2 3 Application number . . . . 06 0000.27.8-3 ' Parcel Number 32.19.31.518-0000-0160 Address . . . . . . . . . 122 WHEATFIELD Type information, press Enter. 2=Change 4=Delete S=Display Opt Code Date Print Miscellaneous Information HISB 11/30/06 Y final f/s on file HISB 11/30/06 Y CO Sign Off: HISB 11/30/06 Y P&Z: GH 12.06.06 HISB 11/30/06 Y PW: MW 12.01.06 HISB 11/30/06 Y Util:RB 12.01.06 F3=Exit F6=Add F12=Cancel Bottom 1 v --- 4 SMITH DRAFTING & SURVEYING INC. P.O. Box 4518 DeLand, Florida 32721 Phone (386) 734-7047 Fax (386) 7344248 To City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re I Lot 16 ; Celery Lakes Phase 1 A; Plat Book 67, Pages 98 and 99; Public Records of Seminole County, Florida. aka: Sanford, Florida 32771 DeIr Madam or Sir; Ths 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; O r Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 U.S.AEPARTiaENTOFHOMELAND SECURITY ELEVATION CERTIFICATE OMB No. '66°-OOM Expires February 28. 2009 Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 178. SECTION A - PROPERTY INFORMATION For Insurance Company'Use: Al. 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 r mm, nwnwr I 577W,;A'ATG/-_1L/ :/.QCGE Cit Stale ZIP Code Shw o/2o .cLo232-771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) p T CEG EQ Y GALES Ayeg I A A,_9 r Boo, 6 7+ PA6Es 28 039 ' SE 1/t b a Al FGD.Q/O/1 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) ivc<c FA"r/Sic NrwL A5. Latitude/Longitude: Lal. 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) NA sq ft a) Square footage of attached garage '` QQ sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure( s) walls within 1.0 foot above adjacent grade ,4 walls within 1.0 foot above adjacent grade _0 c) Total net area of flood openings in A8.b 4L4 sq in c) Total net area of flood openings in A9.b 0 sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State I CITY off' JrAn/FDPp /202319- __ i OL G'o NTY J B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevatlon(s) (Zone Dale Effective/Revised Date Zone(s) AO, use base flood depth) 2// 7C0065 1 AA,e. /7, 1395 AP,Q / 7 /99_5 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 69. FIS Profile FIRM Community Determined Other (Describe) ^B B11. 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)? Yes ®No Designation Date -elA_ 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, Vl-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30. AR/AH, AR/AO. Complete Items C2." below according to the building diagram specified in Item A7. Benchmark Utilized SCP Vertical Datum NGvOCOZ, ) Conversion/ Comments A114_ Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)- 0. ZO feet b) Top of the next higher floor 1/4 feet c) Bottom of the lowest horizontal structural member (V Zones only) feet d) Attached garage (top of slab) 11L, 45 feet e) Lowest elevation of machinery or equipment servicing the building feet Describe type of equipment in Comments) (AIC (f-moosssaa_) 11 Lowest adjacent (finished) grade (LAG) 1°,. f' feet g) Highest adjacent (finished) grade (HAG) 9.4 feet meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Puerto Rico only) meters ( Pu2rto Rico only) meters ( Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification. is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form Certifiers Name / License N 5 M SfdneU Smrfh F/o d o.373 Title Company Name _ _ T PI- ACF EAL iiKRE FFf, AA Fnrm R1-11 'Wnnr, Coo rovorca chip fnr r ntinsintinn RPnlaces all previous editions 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 Z 2 Wi ,5A7 7- ' %i2GGE City State ZIP Code Company NAIL Number v 2 Go/LioA 7 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Signature uate Check here if attachments SECTION E = BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For 7ones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A. B. and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico oiily; 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 feet meters above or below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is feet meters above or below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor elevation C2.b in the diagrams) of the building Is feet meters above or below the HAG. E3. Attached garage (top of slab) is feet meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is . feet meters above or below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated In accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B. and E for Zone A (without a FEMA-issued or community -Issued BFE) or Zone AO must sign here. The statements in Sections A. 8, and E are correct to the best of my knowledge Property Owner's or Owner's Authorized Representative's Name Address City Stale 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)'arfd sign below. Check the measurement used In Items G8. and G9. G1. [J 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. (Indicate,'the source and date of the elevation data in the Comments area below.) G2. 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. The following information (items G4.-G9.) Is proved for community floodplain management purposes. G4. Permit Number I G5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for. 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 o1 flooding at the tlullding site: feet meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments Check here if attachments FEMA Form M-31, February 2006 Replaces all previous editions CITY OF SANFORD PERMIT APPLICATION Permit # : 0 (-,P - Z Job Address:.1_7_7_ U-* Description of Work: _I 11) Historic District: te: 1 0/61ao F 1 l (I r C I U -i- I is I Mtn ,r- •1 rZ : 5Z-7 GA_Ctc, Total Square Footage Zoning: Value of Work: $ilJ GU Permit Type: Building Electrical / Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration V/ Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair- Residential or Commercial Occupancy Type: Residential / Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) Owners Name & Address: Contractor Name & Address: Phone & Fax:W1 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: ATOM tact Person: Phone: State License Number: ;.(--GU UG 'd Z- 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. 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 a found in the public records of this county, and there may be additional permits required from other governmental entities such as water management distrtc 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 Lj FS 713. Signature of Owner/Agent Print Owner/Agent's Name Date Signature Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: Special Conditions: Rev 03/2006 UTIL: FD: t Date Pr i t ontractor/Agent' Name Sign tary-State of Florida Date NOiAN ij[i$IJUTM OF MRMA Kenya K. Lffi&ay Commission # DDS41618 Contractor/Agent is 4**"' Personall K APR. 18, 2010 Produced ID n e tic Bonding Co., Inc. ENG: BLDG: COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75108 r1, I BUILDING PERMI N M (^ CI Y) COUNTY NUMBER: UNIT ADDRESS: TRAFFIC ZO E: JURISDICTIO 06 CITY OF SANFORD SEC: TWP•7 NG: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: 4 L BOOK PAGE :y BLOCK: OWNER NAME: ADDRESS: APPLICANT NA ADDRESS: 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 s 705.00 1 $ 705.00 ROADS COLLECTORS NORTH 0 dwl unit 0 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00 T DUE STATEMENTAldRECEIiVtD BY 8hNATUR PLEA PE PRINT NAME) DAT 8 2,143.00 NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** 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******************** I 1JZ:: 7 S C- CITY OF SANFORD PERMIT APPLICATION REGFR/ED Permit # : Q&— i8 3 Date: June 12, 2006 Job Address: 122 WHEATFIELD CIRCLE LOT 16 CELERY LAKES PHASE IA JUN ZQ06 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $98,032.00 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 Lincs # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,681 Construction Type: _VI # of Stories: 2 # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: ach 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. Elmer Bergman Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a pennit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a pennit and that all work will be perlonned 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, ctc. OWNER'S AFFIDAVIT: I certify that all of the foregoing inforniation 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 pennit, 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 pennits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of pennit is verification that I will notify the owner of the property of the requirements of Flotida Lien Law, FS 713. 6/21/06 Signature;ofOwnedAgcnt Date Print Ow1%r/Agent's Name A 6/21 /06 of Florida Date i...... JEANi14INE1 7U*ILERTON ....... o ,,, Comm$ OD0480484 Expires 8/10/2009 A. i %mu (800)432 4254 Owner./Agent is._X::: l arsi lah)SKnown to Me or 6/21/06 Signature of Contractor/Agent Date Russell Keith Summers Print Co rector/Agent's Name I 6/21 /06 of Florida Date J_i...l i.l:E FULLERTOiv r Comma OD0460464 Expires a/10/2009 i k.r•, 32.4254: dondcd thru (800)'1 Ronda Notary Assn. Inca„S Conttactor/Agent is _X_ Personally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: Bldg: Zoning Utilities: Initial & Date) (Initial & Date) Special Conditions: Initial & Date) (Initial &. Date) CITI' OF SANFORD PERM IT APPLICATION Permit # : (p— 2 Z 3 Job Address: as a Date: Description of V1'ork: Single Family Residence Historic District: "Zoning: Value of Work: Permit Type: Building Electrical X Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS %50 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 Pltone: 407475-9112 Contractor Name & Address: Harry Long, Jr 4005 Maronda Way Sanford, FL 32771 State License Number: EC0000726 Fax: (407) 667-0014 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: il1ortgage Lender: Address: Architect/ Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a pennit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a pennit and that all work will be perfonned to meet standards of all laws regulating constriction in this jurisdiction. I understand that a separate pennit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I cenify 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 pennit, 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 pennits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of pennit is verification that I will notify the owner ofthe property ofshtti cquirements of Florida Ligif Lay/, F_W13. Signature of Owner/Agent Date Russell Keith Summers Print Owner/Agent's Name 2006, i nat r of Nptai tgtquf,fkp ida Date ul Fuss . E tSZb- Zf 6( OOe ' t91'09t'000 Ola3llf13 3N......3f.......a Owner/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: zoni Initial & Date) Special Conditions: 1UN Z 1 200h of Co tmc, or/ Agent Date Print Contractor/Agent's Name JUN 2 ti nn 1,Signatt -e of - State of Florida Date JEANidINE, F L_ERTOir t DD0460464 B00)432- 42547 E,-. { . ary Assn Inc. Contractor/Agint-is_\_'PeKtiAh11y ltnown to Me or Pmduccd ID Utilities: Initial & Date) (Initial & Date) Initial & Date) CITY OF SANFORD PERMIT APPLICATION Permit # :—G6—;— 7?3 Date: JUN 1 C Job Address: I" V %/`ELi G LOT GG y /,- CS. Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building Electrical Mechanical X Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/Ne", 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 AltamonteMarondaHomesInc, of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714FL32714Phone: 407475-9112 Contractor Name & Address: Gary Carmack 4005 Maronda Way Sanford, FL 32771 State License Number: CAC043900 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) 321-0064-0064 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 infonnation is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this pennit, there may be additional restrictions ap tcable to this property that may be found in the public records of this county, and there may be additional permits required front other govemntental entities such as'pater management districts, state agencies, or federal agencies. Acceptance of pennit is verification that I will notify the owner of the property of the JUN 2 9 2006 Signature of Owner/Agent Date S Owner/Agent's Name Print SIIN 7 9 7006 Notary -State of Florida Date J`............i 'LLERTOiv ..... r lt JD0460464 B/10/2009 u (800)432.4254: Notary Assn.. IncQuiifiy-lAbt;nt•is _'PIM-Wniffy'fknown to Me or Produced ID uir ents of Florida Lien Law, FS 713. a. JUN 2 1 2006 re of Contractor/Agent Date CARMACK CAC043900 ntractor/Agent's Name 1 SUN ti 200 Si }natu \ ry-State of Florida Date JEANidi?E• FULLER70th C r mrt 000460464 s 8110/2009 800)432.4254: ContructoriAgent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: f / a Permit # : Date: CITY OF SANFORD PERMIT APPLICATION . UN 2 1 2006CCOr li 3 lob Address: L"/P— LOT 16 C&—Z_-/ 4A 5, Py. 1 rA Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building _ Electrical Mechanical __ Plumbing _X_ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures 17— ## of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood "Zone: X (FEMA form required for other than X) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: ,lulia Creese 4005 Maronda Way Sanford, FL 32771 State License Number: CFC1426702 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a pcnnit and that all work will be perfanned to meet standards of all laws regulating construction in this jutisdict ion. 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 pcnnit, 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 pennits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of pennit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 2006 Signature of Owner/Agent Date Signature of Print Owntx/Agent's Name JUN 2006 Signatu oP•Notary-State of Florida Date r LTG,. ' .. 00460464 s 81A012009 rhru (800)432-4254 j F',onca Nctary ,,5sIn ,f y,QwnoiAA%MffW' X_ Personally Known to Me or Produced ID Agent Date Print Contract6r/Agent's Name JUN Z q 2006 N 9 9 Bonn Signatur of otary-State of Florida Date JEANNINE FULLERTON C. _ ! 0D0460464 811012009 s001432.42e4: Contmctor/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) aronda HomesL==j AN EASILY OBSERVABLE BETTER VALUE! 955 KEI LER ROAD SUITE. 1500 • ALTAMONTF_ SPRINGS, FLONDA 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 16, 122 WHEATFIELD CIRCLE at CELERY LAKES PH. 3 i RUSSELL' WEITH(SUO ERS, CRC058496 MARONDA HOMES, NC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this JUN 2 1 2006 by RUSSELI KEITH SUMMERS who is personally known to me. NOTAR C i.N.;JE FULLERTON C:Inm,; DD0460464 L..r.res 8/10/2009 oond..d thru (800)432-4254: Florida Notary Assn., Inc i City of Sanford "The Friendly City" - o S Application for EnginE ering Permit . Halo, This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and the information provided below: Check One: __— Right— `Nay Utilization X Driveway THIS APPLICATION IS SUBMITTED BY: PROPERTY OWNER(S)/APPLICANT: APPLICANT NAME: RUSSELL KEITH SUMMERS FIRM: MARONDA HOMES INC., OF FLORIDA ADDRESS: 955 TELLER RD. STE. 1500 --- -- ALTAMONTE SPRINGS, FL 32714 Date: PHONE: 407-475-9112 FAX: 407-475-9115 ADDRESS: 1 . PROJECT O ATION OR ____lL,p_=_-_ _I_J 6"! 1-7__ may------------------------------------ 2. TITLE OF APPROVED DEVELOPMENT PLANS: --.__-__. APPROVAL DATE: 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS -I 4. PROPOSED ACTIVITY: Driveway Installation I_, Aerial Installation L-1 Underground Utilities _—i Bore and Jack Open Cutting of Roadway Sidewalk Installation L_ Other 5. SPECIFIC DESCRIPTION: 6. EXCAVATION INFORMATION: Total Length --------- (Feet) Number of Open Roadway Cuts -- -- 7. AERIAL INFORMATION: Length --------- (Feet) Number of Poles -- ---- (Existing) — — (New) IT IS UNDERSTOOD AND AGREED THAT THE RIGHTS AND PRIVILEGES HEREIN SET OUT ARE GRANTED ONLY TO THE EXTENT OF THE CITY OF SANFORD'S JURISDICTION AND THE RIGHT, TITLE, OR INTEREST IN THE LAND TO BE ENTERED AND USED BY THE PERMITTEE. THE PERMITTEE SHALL AT ALL TIMES ASSURE ALL RISKS OF AND INDEMNIFY, DEFEND, SAVE HARMLESS THE CITY OF SANFORD FROM AND AGAINST ALL LOSS. COST. DAMAGE, OR EXPENSE ARISING IN ANY MANNER ON ACCOUNT OF THE PERMIT REQUEST BY SAID PERMITTEE OF THE AFORESAID RIGHTS AND PRIVILEGES. IN THE EVENT THAT ANY FUTURE CONSTRUCTION OF ROADWAYS. UTILITIES. STORMWATER FACILITIES, OR ANY GENERAL MAINTENANCE ACTIVITIES BY THE CITY BECOMES IN CONFLICT WITH THE ABOVE PERMITTED ACTIVITY, THE PERMITTEE SHALL REMOVE AND/OR RELOCATE AS NECESSARY AT NO COST TO THE CITY OF SANFORD. INSOFAR AS SUCH FACILITIES ARE IN THE PUBLIC RIGHT-OF-WAY. CALL THE PBLIC WORKS DEPT. AT (407)330-5681 TO SCHEDULE A PRE -POUR INSPECTION ' 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 jUN ' 9 Applicant Signature r-= Date: OFFICIAL USE;ONLY Application No: —_—_-_—_.- Fee: -- Date: _—_— Reviewed: Public Works _ DATE: .._ _— Utilities - -- - .....-- --- -----------------.—...------- DATE: --------------------- Approved: Engineering _ ----._...- ---------- ------ --------- --- DATE: -------------- -- Eng_prmt.ptlt 11""'Ill li Ili rl 11111 lost wIlO n Ill n In Will 0111II111 MARY140' NOWT , t;LttiR t.r. C1RL,UI-1- L1p+RT a c M 0 0 ,4 LLInN U. r4 M 0 W J O Z+MC7 1z W a J ce 0 a WLF. LL2WUjF ZZJ0 Z O Y a W Ln Q v 0 av a SEP "MY 1: Ct UNTf W 01;-8 Ry (K18: (49) CLERK' S #a 2a.i.e,.p 7 k 1 ) RECMDED 021L1 1 a1(}a REC PD1* FEES 10. 0k) REG111ilk!) 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. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 16 122 WHEATFIELD CIRCLE: Subdivision: CELERY LAKES PH. 1A General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 955 Keller Road, Suite 1500 Altamonte Springs, FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 955 Keller Road, Suite 1500 Altamonte Springs FL 32714 Name and address) SURETY ( Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America, NA, 250 Park Avenue South Suite 400 Winter Park, FL 32789-4316 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1s` St., Sanford, FL 32771, Fax: 407-330-5062 Phone: (407) 322-9484. Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement The expiration date is 1 year from the date of recording unless a different date is specified.) THIS DOCUMENT IS BEING RE - RECORDED TO REFLECT RUSSELL KEIT Suns Rs THE CORRECT PHASE 9 Maronda Homes; Inc. of Florida Vice President - Construction Sworn, to and subscribed before me this 20TH day of FEBRUARY, 2006. lic CE6TIFIEb C00y 144RY NE .MORSE,. CtK0CRTy, Sf1NIN IT COURT 9Y FLORIDA,_ 7ooao... ........................... Flena_ Neiary Assn., ... U 2 A Legend of Symbols and Abbreviations: Boundary Line Brg. Bearing Centerline Calc. Calculated Right-of-way Line C.B. Concrete Block Overhead Utility Line Ch. Chord Easement Line Conic. Concrete In, Central Angle Const.: Construction ARC Arc Length Us Concrete Slab Bilk, Block Elev. Elevation Boundary Survey: C 7 Mo,VtJ.N6NT f L 6 -Z49`9' 1 ;; itItip Frro- CQNG• bNLN'1LrT O V-7 VJ a, r N o • ' 0 uzCy2 C 7- CL V4 ` C V C 1 ) :L EnVit a r E E_ u g kr b a 7 ' 9 E OLE_ U c z'N moo_ a• J— c Uu c 0 o o LI- W - M Field Field Measured Fnd. Found Gov' t.: Government L. B. Licensed Business O. R. Official Records Pav' I. Pavement P. C. Point of Curve P. C.C.: Point of Compound Curve TACT REROD: Steel Reinforcing Rod P. C.P. : Permanent Control Point P. I. Point of Intersection P. L.S. Professional Land Surveyor P. O.B. Point of Beginning P. O.C. Point of Commencement P. R.C. Point of Reverse Curve P. R.M. Permanent Reference Monument P. S.I. Point of Street Intersection t183 38/7`E P rfl O/ ZA/.t%.QGE EA SEi+/EMIT i 6 17 prf f . b rl r 436X MQT Gon. w_ L. 5 - Z49 VL iQPJ' z E-5 C_,2/,4- 7-1O,11 : LO7 / 6 LA T f OX- 6 % PAGES 98 t/O % 9 V P. T. Point of Tangency R Radius R. L.S.: Registered Land Surveyor R/ W Right•ol•way Sec. Section sn Septic Tank T. B.M.: Temporary Bench Mark W/ With pevoa clP Gd- 2f34 Ei43Gne. Ur aQ 4, L3_ 2494- 3. 62'tiElo Z3: J, s y 049HB'/7"fit/ a vu' f Flo fir N III NI i i 3 2' aro oLo C.1 P cP' nr R T_ Z9-' flaP.iILT A+v'7. ^/2'Lo.. Gu>r ; So' fi SvBdir/islo l %co,ep// To i9P iN UBL/ G P-GOiPp.S oG' S6.7/.voG.6 Covt/'y r/1ipA CERTIFIED TO. 1pN OM 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 Statutes. SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND, FL DELTONA, FL Stanle =. Sm4h 386) 734-7047 (386) 789-2855 lorida-Fegr. Bred Land Surveyor Certificate Number 3736 NOT VALID UNLESS SEAL IS EMBOSSED DRAWN BY: J E REVISIONS: CREW CHIEF: GR/ I2//G SCALE: 2Q Note: No instruments of record reflecting easements, limitations, owner - ships, reservations. restrictions and/or right-of-ways, it any, have been pro. vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. DATE: nldA2Y 17, 200(5 Wo 4 / _ oO3 8— O CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 16 Subdivision: CELERY LAKES PH.1A Property Address: 122 WHEATFIELD CIRCLE 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). O c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. x h. Square footage table showing footages: Garages/Carports 434 S.F. Porch (s)/Entry(s) 24 S.F. Patio(s) S.F. Conditioned structure 1-223 S.F. Total (Gross Area) 2,681S.F. x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). x 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. 0 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: WEDNESDAY, June 21, 2006 SIGNATURE: By Owner or Authorized Agent) 114 FORM 60OA-2004 EnergyGauge® 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A PROJECT NAME: SUN132B 16CL Builder: MARONDA HOMES ADDRESS: 122 WHEATFIELD CIRCLE Permitting Office: .5,4rJf-DRCI CITY, STATE: SANFORD, FL Permit Number: o feral 83 OWNER: MARONDA HOMES Jurisdiction Number: Co q j 5 00CLIMATEZONE: CENTRAL I. 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 (ft2) 2223 ft2 _ 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7a(Sngle Default) 263.5 ft2 b. SHGC: or Clear or Tint DEFAULT) 7b. (Clear) 263.5 ft2 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 136.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 720.0 112 _ b. Frame, Wood, Exterior R=11.0, 992.0 112 _ c. Frame, Wood, Adjacent R=11.0, 159.0 ft2 d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1023.0 ft2 b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 85.0 ft b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A 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: 0.12 Total as -built points: 26434 PASSTotalbasepoints: 32147 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: JUN 2' LINK 2 I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: JUN 2 1 2006 Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: Cap: 42.5 kBtu/hr SEER: 13.00 Cap: 42.5 kBtu/hr HSPF: 7.90 Cap: 50.0 gallons _ EF: 0.93 PT, _ FOR V11E STq., o OD WV JCS 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge@ (Version: FLR3SB A.0) FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: Lot: , Sub: , Plat: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 2223.0 25.78 10315.6 Single, Clear W 1.0 6.0 30.0 57.68 0.97 1678.8 Single, Clear W 1.0 15.0 30.0 57.68 1.00 1724.2 Single, Clear W 1.0 4.0 9.0 57.68 0.92 475.1 Single, Clear W 1.0 4.0 6.0 57.68 0.92 316.8 Single, Clear W 1.0 4.0 6.0 57.68 0.92 316.8 Single, Clear S 1.0 15.0 30.0 48.22 0.99 1437.2 Single, Clear E 1.0 16.0 40.0 63.97 1.00 2549.7 Single, Clear E 1.0 15.0 30.0 63.97 1.00 1911.8 Single, Clear E 1.0 13.0 9.0 63.97 1.00 573.2 Single, Clear E 1.0 5.5 15.0 63.97 0.96 923.8 Single, Clear E 1.0 5.5 15.0 63.97 0.96 923.8 Single, Clear E 1.0 5.5 30.0 63.97 0.96 1847.6 Single, Clear W 4.0 2.5 8.0 57.68 0.45 209.1 Single, Clear W 4.0 7.0 5.5 57.68 0.70 220.9 As -Built Total: 263.5 15108.7 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points Adjacent 159.0 0.70 111.3 Concrete, Int Insul, Exterior 4.1 720.0 1.18 849.6 Exterior 1712.0 1.90 3252.8 Frame, Wood, Exterior 11.0 992.0 1.90 1884.8 Frame, Wood, Adjacent 11.0 159.0 0.70 111.3 Base Total: 1871.0 3364.1 As -Built Total: 1871.0 2845.7 DOOR TYPES Area X BSPM Points Type Area X SPM Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 17.0 2.40 40.8 Base Total: 37.0 123.2 As -Built Total: 37.0 136.8 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1023.0 2.13 2179.0 Under Attic 19.0 1023.0 2.82 X 1.00 2884.9 Base Total: 1023.0 2179.0 As -Built Total: 1023.0 2884.9 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points Slab 136.0(p) 31.8 4324.8 Slab -On -Grade Edge Insulation 0.0 136.0(p 31.90 4338.4 Raised 0.0 0.00 0.0 Base Total: 4324.8 1 As -Built Total: 136.0 4338.4 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: Lot: , Sub: , Plat: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM Points 2223.0 14.31 31811.1 2223.0 14.31 31811.1 Summer Base Points: 43468.2 Summer As -Built Points: 48448.8 Total Summer X System = Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) DM x DSM x AHU) sys 1: Central Unit 42500 btuh ,SEER/EFF(13.0) Ducts: Unc(S),Con(R),Int(AH),R6.0(INS) 48449 1.00 1.08 x 1.150 x 0.85) 0.262 0.950 12808.6 43468.2 0.4266 18543.5 48448.8 1.00 1.061 0.262 0.950 12808.E EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: Lot:, Sub:, Plat: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point 18 2223.0 5.86 2344.8 Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.4 Single, Clear W 1.0 15.0 30.0 13.25 1.00 397.3 ISingle, Clear W 1.0 4.0 9.0 13.25 1.01 120.5ISingle, Clear W 1.0 4.0 6.0 13.25 1.01 80.3 Single, Clear W 1.0 4.0 6.0 13.25 1.01 80.3 Single, Clear S 1.0 15.0 30.0 9.90 1.00 296.0 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 E 1.0 13.0 9.0 12.37 1.00 111.7 Single, Clear E 1.0 5.5 15.0 12.37 1.01 187.4 Single, Clear E 1.0 5.5 15.0 12.37 1.01 187.4 Single, Clear E 1.0 5.5 30.0 12.37 1.01 374.8 Single, Clear W 4.0 2.5 8.0 13.25 1.10 117.0 Single, Clear W 4.0 7.0 5.5 13.25 1.05 76.7 As -Built Total: 263.5 3296.0 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 159.0 1.80 286.2 Concrete, Int Insul, Exterior 4.1 720.0 3.31 2379.6 Exterior 1712.0 2.00 3424.0 Frame, Wood, Exterior 11.0 992.0 2.00 1984.0 Frame, Wood, Adjacent 11.0 159.0 1.80 286.2 Base Total: 1871.0 3710.2 As -Built Total: 1871.0 4649.8 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 17.0 5.90 100.3 Base Total: 37.0 170.0 As -Built Total: 37.0 202.3 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 1023.0 0.64 654.7 Under Attic 19.0 1023.0 0.87 X 1.00 890.0 Base Total: 1023.0 654.7 As -Built Total: 1023.0 890.0 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 136.0(p) 1.9 258.4 Slab -On -Grade Edge Insulation 0.0 136.0(p 2.50 340.0 Raised 0.0 0.00 0.0 Base Total: 258.4 1 As -Built Total: 136.0 340.0 EnergyGauge@ DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 600A=2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: Lot: , Sub: , Plat: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM Points 2223.0 0.28 -622.4 2223.0 0.28 622.4 Winter Base Points: 5998.9 Winter As -Built Points: 8755.7 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) DM x DSM x AHU) sys 1: Electric Heat Pump 42500 btuh ,EFF(7.9) Ducts: Unc(S),Con(R),Int(AH),R6.0 8755.7 1.000 1.068 x 1.160 x 0.87) 0.432 0.950 3891.0 5998.9 0.6274 3763.7 8755.7 1.00 1.083 0.432 0.950 3891.0 EnergyGaugeT1d DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: Lot: , Sub: , Plat: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2460.00 9940.0 50.0 0.93 4 1.00 2433.55 1.00 9734.2 I I As -Built Total: 9734.2 I CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 18544 3764 9840 32147 1 12809 3891 9734 26434 PASS 0, THE ST,q FO. n a EnergyGaugeT" DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: Lot:, Sub:, Plat: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 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. DA-LL U I t1tK F'KtJGKIF' 1 IVt MtASUKt, (must De met or eXceecea Dy all resiaenceS.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 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-2004 EnergyGauge@/ResFREE'2004 FLR3SB v4.0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.6 The higher the score, the more efficient the home. ELECTRIC, Lot: , Sub: , Plat: , , , l . New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family I _ 4. Number of Bedrooms 4 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 2223 ft' 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area or Single or Double DEFAULT) 7a(Sngle Default) 263.5 ft' b. SHGC: or Clear or Tint DEFAULT) 7b. (Clear) 263.5 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 136.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 720.0 ft2 _ b. Frame, Wood, Exterior R=1 1.0, 992.0 ft' c. Frame, Wood, Adjacent R=1 1.0, 159.0 ft2 d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1023.0 ft2 b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Interior Sup. R=6.0, 85.0 ft _ b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A 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) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. JUN 2 1 2006 Builder Signature: I // 1. , , Date: Address of New Home: City/FL Zip: Cap: 42.5 kBtu/hr _ SEER: 13.00 Cap: 42.5 kBtu/hr HSPF: 7.90 Cap: 50.0 gallons EF: 0.93 PT, _ y04 THE S74 O a a fk 0,61) wE 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 efciency mortgage (EEM) 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 Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. I Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. tnergyGauge® (Version: FLR3S v4.0) Maronda Systems Engineer of Record Design Criteriar TPI Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Tomas Ponce, P.E. 367 Medallion PL. Chuluota, FI. 32766 FL PE # 50068, Desinn• Matrix Analvsic TFF-I nK snftwara PLAN JOB # LOT ADDRESS DIV/SUB MODEL 122 6CLO1603 16-3 WHEATFIELD ORO-6CL SUNI3 LEFT CIR SUNBURY 1 & J 3 VAULT This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2004 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-02. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Truss ID Run Date Drawing No. of Eng. 32 Reviewed I Reviewed iDwgs: Lavout 09/20/05 1 % i I I Roof Loads- V 07/27/05 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 10.0 psf BC Dead: 10.0 psf HIP 07/27/05 A 09/15/05 Al 09/15/05 A2 09/15/05 Total 43.0 psf A3 09/15/05 DurFac- Lbr: 1.00 DurFac- Plt: 1.00 O.C. Spacing: 24.0" A4 09/15/05 B 09/15/05 131 09/15/05 Floor Loads- B2 09/15/05 C 09/15/05 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 2.0 psf C Showi ig field assem ly. H 09/15/05 H1 09/15/05 H2 09/15/05 Total 52.0 psf J 09/15/05 DurFac- Lbr: 1.00 DurFac- Plt: 1.00 O.C. Spacing: 24.0" 11 09/15/05 JA 09/15/05 JB 09/15/05 JC 09/15/05 J2 09/15/05 J2A 09/15/05 J213 09/15/05 J4 09/15/05 J4A 09/15/05 J413 09/15/05 J6 09/15/05 J6A 09/15/05 J66 09/15/05 V1 09/15/05 V2 09/15/05 INV # DESC QNTY DATE: "FEB 0 3 2006 18331 THD26 18330 THD28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 6 SEAT PLATES 36 Q co 40-0 01 A N L L L L L L C CV W W C7 W CC) coL L L L -- L L L L — N A O 68 J6N 48 TJ4 2B J2=; z LL 28, J2 4B J4ITF6BJ6 CDW W W I N A C NAILER B nwi C B 1 12'-0" B 7-8 B B B1 THJ26 HANGER B2 ZA 2A 4A o J16A 4A J6A y D D D D D D D D D y A4 -3PLY THJ26 NGER THJ26 HANGER A3 OLUME CEILING Al A Al A2 THJ26 HANGER A3 THJ26 HANGERA4 -3PLY o 1 jrBARINGALL j JOB NUMBER: SUNIV40 CUSTOMER: REVERSED JOB NAME: SUNBURY "I & J" VAULTED M. BATH DRAWN BY : tly _ DATE: 9-20-05 BEARING: 0'-8" LOADIN : 43psf w Q 0 FEB 0 3 2006 r. clesr iaa es a eondit an, tfi ' IS 5aeti'> S.lill t)OtS « iti+,' , 'ta V. ter„ hri , "11 o f o'uirastr lntlo>Zs r hEeivrrrn- d r, t® W IS.t®: tli E'n tvi eaa i 's161=' 71D1YS er.5n]aat QE s il Hof • ea to • aTaa C1A lJiTl l'lideitifiesxsa'°pep,a%fig a , ffih!Fn9+3 5$ aIS. irSlh71S•f l : xif! ,"c ti al;Icesupnaln Ica' eunsafe' o4ndat'i`o t a zcnd u7f> bona, s n;, ,oradama e otrut rs.; HIB-91 SUmMary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° tist eresoo ibilit voftheinstaller(builder buildinpcontractor licensed contractor. tororere fron contractnrl fODrooertyrecelye unload store handle install andracemetalplateconnectedwoodtrussestoprotectlifeandproperty. The installernustexercisethesamehighdegreeofsafetyawarenessaswithanyotherstructural naterial. TPI does not intend these recommendations to be interpreted as superior o the project Architect's or Engineer's design specification for handling, installingandbracingwoodtrussesforaparticularrooforfloor. These recommendations are 6e Ilor;ivP PYnerience of leading technical personnel in the wood TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608)833-5900 - truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright by Truss Plate Institute, Inc. All rights reserved. This document or any partthereofmustnotbereproducedinanyformwithoutwrittenpermissionofthe hrcher Printed in the United States of America. TRUSS STORAGc CAl7 J Oid=:isses`stioliltj riotaief 1!;4iieil6hde* on rovg?11,,errain even urraceswhi'ahiii d cause damage•,fo the'.truss'4 5!-_l`..1 i'::ti-:iii;:::iTi;'i'S`.!0"".,s.C'C7G!i -`L•... .L'ir• -'_ A,`' rC1710111 "TnussesLFtoredver6tcal shotilcl :$be r bracet'Stoprewentitopp"itng F' t?de :R+'tftuil-Ti.. c+W -=•' i:'-1 7 ..1?!!iiP 7 1f1L:."` _ n?,? tD.orriot;^stgrelb:ur cllss u,prrgl i;;.uriles"s'3 v - [r z9111ia+o.U'e r,,,7,:r,,r.t aYa!•f '- 'w,tn.',''.'4N.:c2';r w `st r '`4T s_' "; yyr ro ETi't raced'Dosnot>ir eak bands untll'bund(ps:j at'}j! '11'w r+Nrrwei Y, t;."'wxhiVF vf!::.3i,=G"M i S+A:`f: W b.: k reQplaced;mra stable.horizontafd' ostfton., :s,`.. . M.: a:c.: 1. rN La 1 $.e.+wtliF+P. dY2l:FKCI1'rAh.::•L'•••-• n„`. U' i„ D'AM':C3F R:ialkriragson sses,hicFS.aretlyara:g flat;4 p wtr Y.•"k 1 ep xrot_K"si i'tc v—, :K;"P" 1e'a and iio:u(d`tlbe.atirii;tly;`y u ° °Xt erJleneT013S'e Frame 1 ag 1ne r I..F1 iS , .!'.s i a 0 o u'i=yn l, 4°•,' S;^l. n. MEGH`ANI ' 60a 60a IN TQ'L2ATfOM ' I or less or less J Approximately Approximately Tag V. truss length y, truss length Line Truss spans less than 301. Lifting devices should be connected to the truss top chord with a closed -loop strongback/ attachment utilizing materials such as SpreaderBar Spreader Bar slings, chains, cables, nylon strapping, Toe In etc, of sufficient strength to carry the Toe In weight of the truss. Each trues should be i set in proper position per the building y designer's framing plan and held with i Approximately i Approximately the lifting device until the ends of the r y3 to 3/ truss length Y to yt truss length truss are securely fastened and tempo - Greater than 60' rary bracing is installed. Spreader Bar Toe In Less than or equal to 60' Tag Line Approximately z to Y., truss length Less than or equal to 60' Toe In Tag Line GF O.U'i.D''3IAGIt G 3UILDIN:G:II FRIOR ound brace rtical (GBV) Tag ' Line Strongbaclt/ SpreaderBar At or above mid --height r Tag Line 0' 1 10, Approximately y,to 3/ truss length Greater than 60' C RC U:IMSJ7,a Gll.. BU.i.Lg1N G: X.n.ERIOR Typical vertical End Wull c Top Chord \ 1 atlechmani Plen I LST 7 1l s c;` Blocking 11, i}I y; Ground Brace GB it Verticals (GBV) v ' ''•"".. ..ry'pc• . nrn d hrace 1-rame L trot "'Ce' ltal tie member with Hi) iAruaa of bra oup of truaae EB) DF - Douglas Fir -Larch HF - Hem -Fir Sp - Southern Pine SPF - spr6ce-Pine-Fir DF - Uou Idb I HF - Hem -Fir Sp - southern Pine SPF . spruce -Pine -Fir RRE9YEE] Frame 3 12 1 4 or greater R4. . ,. DRD kDl`_BRY+eCE ACE SP7lCINOP Q trusse"s]9Sjlq?-F a [ Ij1,. Nli h', Yl a. 20 15 10 7 6 4 ssionai engineer P' SP - Southern me SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. 3ottoi at eac spacing as top cnora mayul-, ^y Cross bracing repeated at each end of the building and at 20' intervals. W c V,IW EfVl B' R','E? LArd 4> P.( I on tNMI-, L 4 NIP FVM 4 U`IB'RACE, P IN@41NIMUrlLATER'4 s Q'I AN"DER, H kip r trusses g1l. FTii; U to 32' 3V 81 16 10 Over 32' - 48' 47' 4 6' 6 4 Over 48'- 60'1 48" 1 5' 1 4 2 Over 60' 1 ses,a registered professional engineer DF - Douglas Fir -Larch SP -'Southern Pine' HF - Hem -Fir SPF - Spruce -Pine -Fir diagonal brace for cantilevered trusses must be placed on vertical webs in line with the support. End diagonals are'b7§"sieri1W1f.-fd stability and must be duRca C both ends of the truss system. x ;P"'4R.A,L-'L=-L-:.CH.OR..D.:.'T.RUS j0.I-:.CHORD:;;; Top chords that are laterally braced can buckle togetherand cause collapse If there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlino are attached to the topside at the top chord. Frame 5 Continuous Top Chord Lateral Brace Required 10" or Greater I ichment juired 3/2" Trusses must have lum- ber oriented in the hori- zontal direction to use this brace spacing. ur,-to 24' 3/12 B. 17 Over 24' - 42' 3/12 7' 10 Over 42' - 54' 3/12 6' 6 Over 54' See a registered professional engineer DF -Douglas Fir -Larch SP -Southern Pine / G• HF - Hem -Fir SPF - Spruce -Pine -Fir a"\ ° rya; •' y C" Q o QQ Diagonal brace also required on end.verticals. Top rhords that arc Internily bracod can buciclo tognthe rand canoe collopae ifthere is no dtago- ^^ nal bracing. Diagonal brucing should be nailed to the underside of the top chord when purlins are attached to the topside of the lop chord. O'NO TRUSS.. PLUMB I I I I Truss Depth i D(in) 12 12 3 or greater ems j (e f', t . Gam, f r. ar All lateral braces v lapped at least 2 trusses. ram-t Continuous Top Chord Lateral Brace -- Z— Required 10' or Oreatler L L v Attachment j Required — VVARIJiP+dC: raltu:reta followtfees'e"recommendatron coulcl•r:esuli.in severe persanal Injury or damage to trQsses or building r!IfVS L'[ TION:TOLERAWbVisM.akn r rp.nt;,,gam, ",3,4 4" I ' 2" 24" 1 3' rR-1 4. 1/4" 5' 1 2" 6' 3/4" 7'" 8,' 9' I Lesser of D/50 or 2" Maximum —plumb Misplacement Line ni IT.nF-PI HMB INSTALLATION TOLERANCES. L T L(in) L(i n)" <h+LY?00 50" 1 4" 4.2' 100" 1 2" a.3' 1501, 3/4 . 12.5' Bow L(in) Lesser of L/200 or 2" z 16.7' 20.8' 125.0' OUT -OF -PLANE INSTALLATION TOLERANCES. r3"iID 1.'1= Ui'`i291 FTr?d,.;cutri •,.,;:: t rz rp;i`.:.Y' .c r, ''`i••':u.rh'CI - , "Cte - 9f' .y i;o rr ftioti`?oaxls rarayrc escr'Iptr n b_epiaced:r tittTo',fi'a a'e;rl tt' s'se s.... •.:.. .>i<R :: ;:;.'.::°:-,::.< - nt r male 6 Aiaxonda S stems 4005 Maronda Way Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce . Professional Engineer State of Florida #0050068 Subject: Valley Trusses Sanford, FL 32771 407) 321.OM Far (407) 321-3913 All valley trusses labeled VT-1 thru 100 are covered under the general valley sheet providednoted in the truss package signed and sealed by the engineer of record. The connections areeplans. All criteria of the valley trusses are noted on theonthestructuralinfosheetofth general sheet. If you have any questions please feel free to call at 407-321-0064. Tom Ponce, P.E. Date: 3 1 5 fo 3 a.,3,. MARONDA SYSTEMS Customer: WO:VALLEY SET TI:T Qty:1 DESIGN INFORMATIONIhisdesignisto, an lod).idnd bnadivs —Ponmr and 0 has been based on hdmtr ,k_ prmided by ILK dicoL Thef! daigna disclaims any passibility fw damago as - pPP —It of faulty m io cat eet Intl madom epeciM1 .liam endlmdesign fivoisbd m the (errs deagna by the clue1uAthectmattrcsnoausruyofWism(bsm•tiw as it may relate to . spaific prolal and accepts Wresponibilityorexerciseancocoa' with regaed to fabrication, handling, shipmaw sad hmsll.don of crux% k This buss has beat designd n so idividoil buildingcompo..w m ucordmce with ANSVTPI 1-199S andNDS.97 to be C p_,d as pass of she building dmgn by a Building D.,igna (rcgislad ..Anal mP.,,W_il caginess} Wbco r.,i_d rM .ppo•al byshebnildiogdestgrua. the design lo.dinp wow matt be checked m be sate the the data d»w ve I..._an' with the local bniWmg atdm, local climwe records fat ind a scow loads. Ptniat specifi.•dats a waist applied loads Udtm sbo_ Onna has not ban desgxd aange m aecapmey loads The design asumn eompnsioo ehnds (sup a bamm) ae enelithnnsly brad by shethm9 anim otIt"" spuifid. wbae a bottom chards in leasiou are not folly brad laterally by atpapalyappliedrigidceilin& they ibuold be blued a ao,nirotrm spacing of I V-0' o.c. Conaarm ptato shall bemanufacturedfrom70gaugelootdippedgil•atized steri I acering ASTM A 633. Gnde 40. unless wharis. she — FABRICATION NOTES Prim to fabricatiaa the (,,bunt- shall review this r dnwiag m •e7i%that this dnwiRg is in cooformrmce wiW A the fabriealofs pleat and m reil'tas: a eonlinafug 1,. ate d,apeasibilily for such waifiestioa Any diruepatetobepotinwstmgbeforeconingorfabric.tion. PlsteshillnotbeimulldaverLmtbolnksmtaadiamted grin Members shall be an far light find fillingwoodto -and t ( raring. Comtmm plate shall be looted on bah Gm of theWenswithr .it. (ally Imbedded tad dill be Byrn. ahem the joint uW ms otbawise sbown. A Sao plate is S' wide a n: 4- Ioog. A fall Plate is 6' wide . 3' long. Slou (bole) Isun "allel m the piss-1-0 wacified Double cats no webmember %ball mess st the eatmid of the robs votm oiba- ise shn— Concerns Plate user me miniman sea basil on the force %bow and may..d to be j increased for certain bmdling and/or aatico mean. - uthisGusisanttobefabricatedwithfugrnardmtOalcdInmba value otba rise $urn. Fm addi61111 I information as Q•ait7 ConOnl redo m ANSLTPI 1- 1995 PRECAUTJONA, RY NOTES All bncing and eration raammendadam ate to be allowed lo ucotdmce witb -Handling. Imtalling scud. Bmtag . FOB-91. Tmtse ae to be handled tad aterhafogbsoding .nil bmdli-S. 4 utawlam. to .-id damage. Tempura) and Pammen ihncing for balling tm>ae Ia a maight and ptomb rpositionandforresssiaglalerilforceshillbedesignedad inWalld by oth— Careful baudliog is a. ati.I and ae- dou baadng isalways ,aptwd. Normal W"" IJ action for Ouse requvo sneb temp., .y busemg di-9 imWlwco n m ou betwcO9aavoid topplingandIdatainai.g. The supsvasma ofnationoshillbe coda the ventral of Ponan c petiencd in the usulfathan of ttutsaa. _rc_iaoil ad i,c shall be 0t if needed. Cmtaavation of aonshamloa leads Feen dw the deaigo Inds shill out be applied to ((tree .I any time. No loads wbes than the r.igbt of the aa0` e p applied to (sasses caul ally all It"""I is TOP CHORUS 2X"P-112—2x4TRANSVPRSn ACING NAILED FLAT I tUUt BOT CHORDS: 2X4 SP 92 OF WEB WITH 12d NAILS AT 8- O.C. OR A SCAB OF WEBS: 2X4 SP 93 THE SAME DIMENSION AND GRADE AS WEB; NAILED. HH TO FACE (S) OF WEB WITH10dNAILSSTAGGEREDVALLEYTRUSSES8' O.C. SCAB OR TRANSVERSE BRACKING TO EXTEND TIC MUST BE CONTINUOUSLY BRACEDFOR X6 BRACE REQUIRED BY ROOF SHEATHING UNLESS NOTED ON ANY WEB EXCEEDING 14'6oMMoN VALLEY - OTHERWISE. VALLEY MEMBERS TO BE SET PERPENDICULAR TO TRUSSES BELOW. IT IS NOT REQUIRED TO SHEATH TRUSSES BELOW VALLEY SET. VALLEY MEMBERS PROVIDE ALL NECESSARY TOP CHORD BRACING. 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. VARIES UP To 1112 I DIAGONAL WEBS REQUIRED WITH SPANS GREATER THEN 28.0.0 0-0-4 2x4 . 3x6 denotes ONE edge or one lace denotes BOTH edges or Both (aces. 1) ONE BRACE REQUIRED ON WEBS > = 94.0' LONG 2) TWO BRACES REQ'D ON WEBS >=126.0' LONG. VALLEY TRUSSES ARE ACCEPTABLE TO BE MONO VALLEY CANTILEVERED UP TO TWO FEET. gOPrONRRBIDSggEY VALLET 1RUSBES T-P.I . I \ IF LESS THEN 3.0. 0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. i 2x4 .d 2x4 OR OR 4 6 5x6 3x6 a) WHEN DIGAONAL WEB PRESENT USE 4xB PLATE t) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE i a_c x 40 • 4x6 2x4 4x10 OR 3x6 46 OR 2x4 2x4 3x6 R 2x4 4x6 VALLEY MEMBERS AT 24' O. C. ( TYP) MAX 8. 0-O.O.C. ( TYP) MAX 6.0.0 O.C. ( TYP) MAX. TRUSS SPACING BELOW = 48' O. C. SPANS UP TO 60-0-0 VARIES 12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI .I-1995 fWARNING: ALL NOTES ON THIS SHEET. ACOPYOF THIS DHANING I'O 8H GIVEN TO L CONTRACTOR. HRACINT NAHNINO.is Mermine brdng. wind bating. Pondboring m sirdu+big rhih Is •pan of M ronder systems soily to redacebucklingIwgtkPacisionsmustbemademmchmtalaalbracingacodssdspmifidM.1593ofRFm gsaine Ora bruivg reguh®ems, comxabaddmgdmg»a.(Tiusa Plug Ins1im14 TPI is Im il SU 4005 MARONDA WAY D'Ooofiio Ddm Madisaa,wismasm 53719). Geetford, FL. 32771 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE Ff005006TT 1005 VANNESSA DR. OVIEDO FL 32766 . Deeigna Matrix Analysis Profile Path: C:\ THE-LOR\Work\ Jobe\NUkRONDA SYSTEMS\VT.prx UPPORTING TRUSSES IIPI . •. ITVALLEY AREA M1 SUPPORTING TRUSS VALLEYTRUSSES ( TYP.) COMMON OR GIRDER VA .. - COMMON TRUSSES (TYP.) VALLEY STRAPPING TO TRUSS BELOW 0 4' D.C.; Cont. Support.._. _ Studs ( a,. 6-0-0 O.C. Eng Job: Dwg : Dsgnr:TLY Chk: TC Live 16. 0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf WO: VALLEY SST TI : V'. 7/27/ 2005 Lbr DF: 1.25 Plt DF:'1. 25 O.C.: 2- 0= 0. TPI-02/ FBC-04 Code: FLA v4. 7.21-4355 Tub: MARONDA SYSTEMS Customer: WO:HIPD&TAIL ri:nir Wky:l 1iESIGN INFORMATION t bi. d.+p a f> m ivdi.-ids.l beBdied by the cIt. been based an InfmwOnt provided by the Nlme T be dcsiguer disclaims a9' respomibiliry for dwag. as . call of fivlry a ivmrtect aform.d.., weeifiealioel and/or design famished to trolldesigner by the Client d the C—eu— to aam.ay of this inforenaden . it nay rdsm to a specific pmlect ad aaepq on r.ponsibiliry m eaertisn m conwl wiN rcgad to f labdeatan bartdlag, d ipmw and itenall-we, ofThisboabubetadesired . un indisidval build S._mpooent n aceordunee with ANSVTP' 1.1995 s L 11OS-97 to be incorpor-led as part of the building design by a Building 1 simmer (registered architect orrofmiortalengineer). When ari—el far aPPmral by t:ie building designer.,hc design loadirtp d er_ mast be hakos to be sore spat me secs echo.. are in .pewcm ill the local building mde, local die aril records fun id or mow beds Pmyect spailkauom b sperail pplid loads Unlm slm•au has dmm for stm+ge a aeeoPaaey omprrsdoo cdezi- hards (top m bosom) ce cominvovily braced by b,.lbi g W_o,berwsse specified. Wbue I,:.,lom chords in tension are oat folly braced laterally by a properly ryplied rigid ceiOag. the? should be braced at asPaciago! IQ-0' o.e. Camecmr plat. shill be u"..lk.bned Crom 20 ga.ge let dipped galrunued atcN rusting ASTM A 653, Grade ZO• calm "b"r"se sEova FABRICATION NOTES Price m f bricatioo. the fabricator shill renew Otis drawing m verify Ihal this drawingcooformuncs with Ute fihriamfs plans and m raliso a continuing rcryonsibiliry Cm suh •erifica,ioo. Any disereyaocia are to be pal in grawaebcfmc mor Gbricaorti odiatFmlattds balln.-Mbeutd err. nnkvn bm ol for dgld shell b stallfiedonboth fuR d haring. Canasem pia trrdredded ad shall be sym abed te Irtas withsoils (ally - c jowl rain otherwise show. A Sas pine is 5' wide a 1- long. A 6+g plate is 6' wide + g' i1g.fied Sb crool o0 J.mparallel m the pine Img,h Wa 1. w cbmwbmshallmeNatthecmvoidofthewebs mlm mherwiu drown. Cat® ectm plate sin ace minimum rasa bawd ov the force dmwo sad m.y need to be increased for setts' hadlag ad/or esatioo Ttus tuna u oat,o bt hbric+ted with fee retacdam tr.,ed j Comber udm otbvwise shown. Fa .dditimil information w Qniltry Co°n°I rcfc m ANSUfPt 1.1993 PRECAUTIONARY NOTES UI hruag sad erection raommund+ti..s ate to be followed a aecodaocewitb'Hmdlag. Imulli.d Br.c 8 . HIB-91. Traaa are m be bundled with mad Irardettlar ore during Wading ad bradling, installation m .void dwag Twerp o and plvmb unw b,uag for bolding urea. a a pnvtioo and forresistaglateralfore. stall be deeigod and astdled byorheraCycfulbundlingumundalanderetionbracingis always rryuired. Nornd praaotiotrary action fun bet regvn. meh,wporay brumg during zp tttsWlatian b= tman to avoid toppling and dominoing. The mpannon of nation of buss shill be 4 viler the rnnaol of perrom caper uncd in the insullao. of ocean. pm f®nail edricc stall be mught If oaded Coaanbation of mnstrtrdao loads pates than the deeps bouh shall not be applied tornaa at any Ome. j No loads other Ihun Ibe weigh, of the erectrm dill be aPPlid m swan .mil aA. an Casrunivg and brag is complN.d. h HIP GIRDER 2x OF BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES TO.,SHORTEN I OSB NOT TO EXCEED 24"OaC.. TO BE NAILED. TO TRUSSES W/ I . @ 12" - ON CEN. STAGGERED PRE—ENG'D TRUS TOP WALL OF BUILDING w.11 2 Wff, T (f ', /'% (-/ t - N WARNING: READ ALL HOTE9 ON THIS SHEET. A COPY OP THIS DRANINO TO BB GZVEN TO Q ERECTING CONTRACTOR. BRACING NARNING a bracing m simile bracing which b •part of Ma ro n da Sys teors Br B D as this drawing's na • Od oil by t wind b building de Portal g the building design ad which mast be comidered 67 the bvildmg desigtrer. Bncag mow n fun lateral mppart of trsm mwbm only m led.ce bkli g Imgtb. ?.,We. mnst be made to, anchor lateral bncag.t eada and specified 91 location dau i.. d by the b.ildi g d.ig... Addid.n.J bmag of lbe ovemU mncmre may be raryua& (Sec MB of TPRFm specific traybracingrcquirwmr% moraN building dmgner.(Troa Plats bruimte, TPI is located u 587 Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf TnTAT. 35 - O DSf WO: HIPDETAIL . TI: HIP 7/27/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis Profile Path: C:\TH3- L0K\Work\ Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:A Qty:l I DESIGN INFORMATION This design is for an individual building component and has been baud on information prat ided by the client. The designer disclaims any responsibility for damages as a result of fa uhy or imorect information. specifications saVor designs furnished to the truss designer by the client and the correcmess or accuracy of this information as it may relate to a specific project and accepu w responsibility or exercises no control with regard in fabrication, handling. shipment and installation of trusses. This nss has been designed as an individual building component in accordance with ANSlrrPI 1-2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered anhitat or professional -Sir-). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown we in agreement with the local building codes. local climatic records for wind or smw loads, project specifications or special applied loads. Unless shown nss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise spaifid. Where bottom chords in tension are rot fully braced faterally by a property applied rigid ceiling. they should be braced M a mr,imum spacing of 10'-(' o,c. Connector plates shall be anufxturd from 20 gauge hot dipped galv-izd steel meeting ASTM A 653. Grade 40. unless othrnise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility rot such rmieation. Any diserepaaits Are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted Stain. Member shall be cut for tight fitting wood to wood hearing. Connector plaits shall be located on bah faces of the truss with nails fully imbedded and stall he s)m. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4• long. A 6x8 plate is 6' wide • 8' long. Slou (holes) mat parallel to the plate length specified. Double cuts on web members shall meo at the ccnnid of the webs unless otherwise shown. Connector plate sires we minimum sizes based on the fortes shown and may need to be increased for certain handling andfor erection stresses. This miss, is not to be fabricated with fire retardant heated lumber unless otherwise shown. For additional information on Quality Conn[ refer to A,NSI?PI 1.2002 PRECAUTIONARY NOTES All bracing and section recommendations are to be followed in accordance with "Handling. Installing and Bracing'. HIB-91. Trusses are to be handled with prnicuhr care during hiding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Cardul handling is essemial and erection bracing is ah,ays required. Nomal precautionary action for trusses «quires such temporary bracing during installation between crosses to avoid toppling and dominoing. The wpwr isioa ofrection of nssa shall be under the control of persons e.pc i-d in the installation ofnssa. Professional advice shall be sought if needed. Concentration of enngructio s loads greater than the design loads shall not be applied to 1- al amlime. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TC: 2x 4 SP #2 2x 4 SP #2 D 8- 9 BC: 2x 6 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 3-14,4-14,4-13 5- 13 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 1766 2 -818 B Pin 39- 10- 4 1 1766 0 -816 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -3276 0.37 A 16-15 2893 0.56 2- 3 -3128 0.37 A 15-14 2535 0.45 3- 4 -2468 0.34 A 14-13 2164 0.40 4- 5 -2293 0.35 A 13-12 3254 0.74 5- 6 -4410 0.44 A 12-11 5099 0.90 6- 7 -4785 0.48 A 11-10 5593 0.98 7- 8 -5850 0.74 A 8- 9 -6081 0.98 A GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.53/896-1.04/454 12 Horiz. 0.27 0.52 NA Max DL Deflection L/923 - -0.51 Long term deflection factor - 1.50 8- 2-10 0- 4- 3 14- 11-0 6. 00 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C4C, v= 125mph, H- 21.0 ft. I- 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type- encl L. 30.0 ft W" 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0" 20-11- 8 26- 2-12 webs Brace Pt Joint to Joint 1/ 2 5-13 Bracing shown is for visual purposes only. 1X4 continuous lateral bracing attached with 2- lld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 14'. WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 15 -215 0.06 C 5-12 2842 0.91 C 15- 3 524 0.17 C 12- 6 1944 0.62 C 3- 14 -539 0.43 C 12- 7 -686 0.35 C 14- 4 678 0.17 C 7-11 520 0.17 C 4- 13 201 0.13 C 11- 8 -216 0.06 C 13- 5 -2183 1.00 C 10- 2-0 5x8 4x8 5x6 Joint Locations=====_________= 1) 0- 0- 0 7) 29- 6-10 13) 20-11- 8 2) 5- 6-10 8) 34- 0- 5 14) 14-11- 0 3) 10- 2-13 9) 40- 0- 0 15) 7-10-12 4) 14-11- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 31- 9- 7 6) 25- 1- 0 12) 24- 8- 8 In - Plant Quality Assurance with Cq= 1 In - Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 1, 5 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2 3276/1357,2-3=-3128/1333, 3- 4a-2468/1166,4-5.-2293/1166,5-6 4410/1882, 6- 7e-4785/1969,7-8--5850/2327,8-9--6081/2433, HOT CHORD 16-15=-1125/2893,15-14 959/2535, 14- 13--757/2164,13-12e-1130/3254, 12- 11--1894/5099,11-10--2137/5593, Webs 2-15--215/174,15-3--128/524, 3- 14--539/294,14-4--191/678,4-13--93/201, 13- 5--2183/848,5-12 958/2842,12-6--676/1944, 12- 7--686/385,7-11e-99/520,11-8=-216/196, 14- 11-0 6. 00 4X6 8x10 6x1112.00 j -3.00 7- 9-11 0- 4- 3 5- 3-4_,V0-3-8 1766# 3.50" 1766# 3.50" 20- 11-8 3- 9- 0 1, 15-3-8 16 15 14 3 12 11 10 1RR_ - 40- 0- 1' COSMETIC PLATES (2)3X6(-C )4k41) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma ro n des Systems Bracing shm,n on his drawing is boil erection bracing, wind burring, portal bracing or similar bracing which is a pan of the building design and which mast be considered by the building designer. Bracing shown is for lateral support ofnss membersonly to reduce buckling length. Provisions mug be made inAnchor lateral bracing at ends and specified locations do -iced by the building designer. Additional bracing of the overall sncture maybe required. (Sec HIB-91 of TP.,.For specific nss bracing requirements, contact building daigner.(Tmss Plate Itwimto. TPI is located at 583 D' Ono 4005MARONDAWAYfi. Drive, Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MMSOD68 267 Medamon FL Chukwtn, FL 32164 Scale = 0.1342 Eng Job: WO: SUNIV40 Dwg: TI: A Dsgnr: TLY Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 Dsf v4.7.21-1175E Design: Matrix Analysis rroxixe rain: k:: kaas-wnknvrxw wee k sus. a. v \...nvaa a w\n.yax Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:A1 Qty:2 II DESIGN INFORMATION This design is for an individual building component and has been baud on information provided by the client. The design disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the suss designer by the client and the corramess or accuracy of Nis information as it may relate to a specific project and xcepts no responsibility or exercises no consul with regard to fabrication, handling. shipment and installation of trusses. This truss has bear designed as an individual building component in accordance with ANSVTPI 1-2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered aschilect or professional engine.). Wben reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes- local climatic records for wind or snow loads, pmjat specifications or special applied bads. UNrn shown suss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) tie continuously braced by sheathing unless othervviu specified. Where bottom chords in tension we not fully braced laterally by a properly applied rigid ceiling. they should be braced at a ximum spacing of 10'-0' O.C. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Gradc 40, unless otherwise shown. FABRICATION NOTES Prior m fabrication, the fabricator shall review this drawing m verify that this drawing is in conformance with the fabricatoes plans and to realize a continuing responsibility for such verification. Any discrepancies ate to he put in writing before cutting or fabrication. Plates shall not be installed ova krnotholm, knots or dissoncd grain. hfembas shall be -1 for tight fning ...it 10 wood hearing. Connector plates shall be baled on both faces of the truss with tails fully imbedded and shall be sync. about the joint unless otherwise shown. A 5,4 plate is 5' wide x a' long. A 6xg plate is 6' wide x 8' long. Slots (holm) mn parallel to the plate length specified. Double cuts on web members shall meet at the cenuuid of the webs unless othcrwiw shown. Connector plate sizes we minimum sizes based on the forces shown and may need to be increased for certain handling and/or.eclion stresses. This suss is mot to be fabricated with fire retardant treated lumber unless otherwise shown. For additional infonnalion on Quality Consul refer to ANSIrrPl 1-2002 PRECAUTIONARY NOTES All bracing and oration recommendations tie to be followed in accordance wiLh'Handling. Installing and Bracing'. H113-91. Trusses are m be handled with paniculx are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding susses in a straight and plumb position and for resisting lateral fortes shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Nonmal precautionary action for susses requires such temporary bracing during installation bdween misses to avoid toppling and dominating. The supmision of action of susses shall be under the consul of persons experienced in the installation ofmisses. Professional advice shall be sought if needed. Concentration of construction lards grater than the design loads $hull na be applied to busses a1 amtime. No loads oWa than the weight of the .atmris shall be applied m susses until an. all famening and bracing is completed. TC: 2x 4 SP #2 2x 6 SP #1 D 3- 7 2x 4 SP #2 D 7- 9 BC: 2x 6 SP #1 D WB: 2x 4 SP #3 2x 4 SP #2 2-15,4-15,4-14 WDG: 2x 4 SP #2 2x 4 SP #3 0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 1766 -3 -828 B Pin 39- 10- 4 1 1766 0 -825 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -3258 0.53 A 17-16 2863 0.42 2- 3 -2695 0.47 A 16-15 2857 0.44 3- 4 -2369 0.14, A 15-14 2583 0.41 4- 5 -2634 0.15 A 14-13 3718 0.59 5- 6 -4935 0.24 A 13-12 4885 0.63 6- 7 -4641 0.22 A 12-11 5615 0.63 7- B -5138 0.50 A 11-10 5630 0.68 8- 9 -6107 0.95 A GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio I. Span-0.62/766 Horiz. 0.20 Max DL Deflection Long term deflect 7- 3-2 0- 4- 3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V= 125mph, H. 21.0 ft, I- 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type- encl L. 30.0 ft W- 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0" 22- 2- 8 26- 2-12 Webs Brace Pt Joint to Joint 1/ 2 5-14 Bracing shown is for visual purposes only. 1X4 continuous lateral bracing attached with 2- lld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 16- 2 244 0.08 C 5-13 3082 0.99 2- 15 -580 0.47 C 13- 6 697 0.22 3- 15 970 0.31 C 6-12 -646 0.17 15- 4 -385 0.38 C 12- 7 1978 0.63 4- 14 84 0.02 C 12- 8 -868 0.56 14- 5 -2360 0.95 C 8-11 229 0.07 Cr C C C C C C Joint Locations ......... =..... 1) 0- 0- 0 7) 27- 0- 0 13) 25- 5- 0 2) 6-11- 4 8) 32- B-15 14) 22- 2- 8 3) 13- 0- 0 9) 40- 0- 0 15) 13- 0- 0 4) 17- 4- 4 10) 40- 0- 0 16) 6-11- 4 5) 22- 0-10 11) 32- 8-15 17) 0- 0- 0 6) 25- 5- 0 12) 26-10- 8 in - Plant Quality Assurance with Cq- 1 In - Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 1, 5 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-3258/1365,2-3--2695/1212, 3- 4.-2369/1163,4-5.-2634/1276,5-6.-4935/2103, 6- 7--4641/1994,7-8.-5138/2113,8-9•-6107/2482, BOT CHORD 17-16 1118/2863,16-15.-1118/2857, 15- 14.-966/2583,14-13--1345/3718, 13- 12.-1746/4885,12-11.-2160/5615, 11- 10--2170/5630, Webs 16-2--2/244,2-15=-580/314, 3- 15--298/970,15-4--385/212,4-14.0/84, 14- 5.-2360/932,5-13--1105/3082,13-6.-238/697, 6- 12--646/247,12-7.-686/1978,12-8--868/456, 8- 11-0/229, in./ Ratio Jnt(a). 1. 22/388 13 0. 40 NA L/ 788 = -0.60 ion factor . 1.50 13- 0-0 14-0-0 13-0-0 1 2 3 4 5 6 7 8 9 6. 00 6.00 0 8XlO OXIc12 00 -3.00 6- 10- 3 0- 4- 3 0- 3-8 q 44 1766# 3.50" 1766# 3.50" 22- 2-8 3-2-8 15- 13- 1, 8 17 16 15 40 0 0 4 3 2 1 111y1 COSMETICPLATES12116)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a rat n des Systems B acing shown on this dinning is not erection ti acing. windbracing, papal bracing or similar bracing which is a pan of the bnilding design and which mum be considered by the building design.. Bracing shone is for lateral suppon of miss embers only to reduce buckling length. Provisions mum he made to anchor lateral bracing at ands and specified locatioru determined by the building designer. Additional bracing of the ov.all stru.ure may be required. (Sec HIB-91 of TPI). For specific suss bracing rcgaix mmm contact building designer.Jiuss Phu lmailute, TPI is located at 583 4005 MARONDA WAY DOstofio Drive. Madison. Wisammin 53719). Sanford, FL. 32771 407)321- 0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 Medamon FL CMfhaotne FL 32764 Scale = 0. 1514 Eng Job: WO: SUNIV40 Dw,g: TI: Al Dsgnr:TLY Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: matrix Anaiysis raoa,,wr a-.1aa. 1V 11 -r.,.,.......,o..,...._.-................. , _ a. - Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:A2 Qty:2 I DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished o the truss designer by the client and the correctness or accuracy of this information as it may «late o a specific project and accepts no responsibility or eaereises ou control with regard to fabrication. handling. shipment and installation ofuusses. This truss has been designed as an individual building component in accordarscc with ALNSI/rPl 1.2002 and NDS-02 o 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 mull be checked o be sure that the data shown are in agreement with the local building codes, local climatic records for wind or stow loads, project specifications or special applied loads. Unless shown. wss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are cominuously braced by sheathing unless otherwix specified. Wherc bottom chords in tension are not fully braced lataally by a properly applied rigid ceiling. they should be braced at a maximum spacing of Ity-w o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized gaol meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing taponsibility for such verification. Any discrepancies we to be put in writing before cutting or fabrication. Plata shall not be installed ova knotholes, knots or distorted grain. Members shall be an for tight fitting wood to woad bearing. Connector plates shall be looted on bah fates of the truss with nails fully imbedded and shall be nest. about the joint unless otherwise shown. A Sao plate is 5' wide x 4' long. A 6xg plate is 6' wide x S' long. Slots (holes) mn parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connecor plate sizes we minimum sizes based on the forces shown and may need to be increased for cmain handling and/or election stresses. This wss is not to be fabricated with fire rerudam trcated lumber unless otherwise shown. For additional information on Quality Con"[ refer to ANS1frPl 1-2002 PRECAUTIONARY NOTES All bracing and oration recommendations are o be followed in accordance with'Handling. Installing and Bracing'. HIB-91. Trusses uc to be handled with particular ore during banding and bundling. deliver and installation to avoid damage. Temporary and permanent bracing for holding musses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for musses requires such temporary bracing during installation between musses o avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the instillation of trusses. Professional advice shall be sought if needed. Concentration of construction loads grater than the design loads shall not be applied to trosscs at any time. No loads other than the weight of the erectors shall be applied o musses until after all fastening and bracing is TC: 2x 4 SP #2 2x 4 SP #1 D 6- 8 BC: 2x 6 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 3-14,4-13,5-12 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq- 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 1,5 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-3318/1401,2-3=-2840/1279, 3-4--3008/1393,4-5--3084/1436,5-6=-5838/2424, 6-7--5458/2260,7-8=-6103/2501, BOT CHORD 17-16--1164/2926,16-15--1164/2920, 15-14 930/2484,14-13--1126/3020, 13-12--1618/4346,12-11=-1800/4880, 11-10--2202/5608,10-9--2198/5595, Webs 16-2-0/213,2-15--502/270, 15-3--131/466,3-14=-275/765,14-4--314/225, 4-13=-47/87,13-5=-2842/1143,5-12--1327/3709, 12-6=-380/1121,11-6--543/1568,11-7=-565/331, 7-10=-22/131, 6-3-2 0-4- MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V- 125mph, H. 21.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type= encl L- 30.0 ft W- 40.0 ft Trues in INT zone, TCDL- 4.2 psf, BCDL" 6.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0" 22- 2- 8 26- 2-12 Webs Brace Pt Joint to Joint 1/2 5-13 Bracing shown is for visual purposes only. 1X4 continuous lateral bracing attached with 2- lld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 16- 2 213 0.07 C 13- 5 -2842 0.86 C 2-15 -502 0.33 C 5-12 3709 0.69 C 15- 3 466 0.15 C 12- 6 1121 0.36 C 3-14 765 0.24 C 11- 6 1568 0.50 C 14- 4 -314 0.19 C 11- 7 -565 0.26 C 4-13 87 0.05 C 7-10 131 0.04 C Joint Locations=== =____==___ 1) 0- 0- 0 7) 33- 8-15 13) 22- 2- 8 2) 5-11- 4 8) 40- 0- 0 14) 16- 1-12 3) 11- 0- 0 9) 40- 0- 0 15) 10-10- 4 4) 16- 1-12 10) 33- 8-15 16) 5-11- 4 5) 22- 0-12 11) 28-10- 8 17) 0- 0- 0 6) 29- 0- 0 12) 24-11- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 1766 -2 -837 B Pin 39-10- 4 1 1766 0 -835 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..PORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -3318 0.44 A 17-16 2926 0.52 2- 3 -2840 0.41 A 16-15 2920 0.43 3- 4 -3008 0.38 A 15-14 2484 0.39 4- 5 -3084 0.42 A 14-13 3020 0.50 5- 6 -5838 0.97 A 13-12 4346 0.90 6- 7 -5458 0.59 A 12-11 4880 0.80 7- 8 -6103 0.95 A 11-10 5608 0.92 10- 9 5595 0.95 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.60/790-1.18/401 6-5 Horiz. 0.26 0.51 NA Max DL Deflection L/814 - -0.58 Long term deflection factor - 1.50 11-0-0 18-0-0 11-0-0 I I I I 1 2 3 4 5 6 7 8 6.00 5x8 3x4 6x8 5x8 YAU 800 Oxa52.00 6.00 3.00 5-10-3 0- 4- 3 0-3-8 Pi 440 ` 1766# 3.50" 1766# 3.50" 22-2-8 2-8-8 3-11-8 11-1-8 17 16 IS 14 40-0-0 3 12 I 10 I COSMETIC PLATES () N(1 4)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma ro n des Systems Bracing shown on this drawing is net erection bracing, uind bracing, portal bracing or similar bracing which is a part of the building design and which mug be considered by the building deiigna. Bracing shown is for lateral support of wss members only o reduce buckling length. Provisions mug be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the ovaall soncture may be required. (Sec HIB-91 of TPO.For specific wss bracing rcgoircm sm contact building designer.(Tross Plate Institute. TPI is located at 533 4005 MARONDA WAY D'Oneftio Drive. Mattison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE trWS0068 367 Medawar L Chtduct* FL 32766 In Scale = 0.1540 Eng Job: WO: SUNIV40 Dwg: TI: A2 Dsgnr:TLY Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/PBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis rrOrale race: a.: kaaa-a.Unkna+a \savuntzaun+ravxouwaun+ + vtna..r+n Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:A3 Qty:2 I DESIGN INFORMATION This design is for an individual building component and has been based an infomation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications atdror designs f ished to the wss designer by the client and the coneemess or accuracy of this information as it may relam to a specific project and me" no responsibility or exercises m control with regard to fabrication, handling. shipment and instillation of trusses. This miss, has been designed as an individual building component in accordance with ANSI?PI 1-2002 and NDS-02 o be incorporated u pan of the building design by a Building Designs (registered architect or professional enginm). µrhea reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the dau shown are in agreement with the local building codm local climatic records for wind or show loads, project specifications or special applied loads. Unless shown, miss has not been designed for storage or occupancy loads. The design assumes compression chords (top or botmir) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are Out fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' is c. Connector plates shall be manufactured fm 20 gauge bat dipped galvanized steel mcerime ASTM A 653, Grade 40. unless othcrvisc shown. FABRICATION NOTES Prior to fabrication. the fabriotor shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, trots or distoned grain. Members shall be cut for tight firing wood to wood hearing. Connector plates shall be located on both faces of the miss with nails fully imbedded and shall be s)m. about the joint unless otherwise "wet. A Sx4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run puallel w the plate length specified. Double cuts on web members shaft men at the cenmiid of me webs unless Otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain handling and/or erection aresscs. This miss is not to be fabricated with fire rerardant treated lumber unless otherwix shown. For additional information on Quality Conlml Fetes W ANSUTPI 1.2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling. Installing and Bracing'. HIB-91. Tmisses are to be handled with particular arc during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding misses in a straight and plumb position and for resisting lateral forces scull be designed and installed by othm. Careful handling is essential and erwion bracing is always required. Normal preamimuq' action for misses requires such imporary bracing during installation between misses to avoid toppling and dominoing. The supervision of nation of trusses shall be under the control of persons experienced in the installation of trusses. Professioml advice shall be sought if needed. Concentration of ennstnaction loads grater than the design Inds shall nor be applied to trtuscs at any lime. No loads other than the weight of the erectors shalt be applied to nsses until aRer all futcning and bracing is completed. TC: 2x 4 SP #1 D 2x 8 SP #1 D 3- 5,5- 9 BC: 2x 6 SP #2 2x 6 SP #1 D 15-16,13-15 WB- 2x 4 SP #3 2x 4 SP #2 6-15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 1766 -2 -847 B Pin 39-10- 4 1 1767 0 -845 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -3256 0.26 A 20-19 2883 0.59 2- 3 -3061 0.26 A 19-18 2714 0.51 3- 4 -3475 0.15 A 18-17 3506 0.49 4- 5 -3892 0.14 A 17-16 3903 0.55 5- 6 -3840 0.15 A 16-15 5384 0.88 6- 7 -7509 0.36 A 15-14 7406 0.95 7- 8 -6974 0.35 A 14-13 5413 0.61 8- 9 -6955 0.26 A 13-12 5587 0.98 9-10 -5865 0.42 A 10-11 -6066 0.63 A GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span-0.62/764-1.22/387 15 Horiz. 0.26 0.51 NA Max DL Deflection L/787 - -0.60 Long term deflection factor = 1.50 1 5-3-2 0-4-3 1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. WndLod per ASCE 7-02, C&C, V- 125mph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. encl L. 30.0 ft W. 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0" 22- 2- 8 26- 2-12 Webs Brace Pt Joint to Joint 1/2 6-16 Bracing shown is for visual purposes only. 1X4 continuous lateral bracing attached with 2- 11d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 14'. WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2-19 223 0.09 C 6-15 4726 0.87 C 3-19 426 0.14 C 15- 7 835 0.27 C 3-18 1058 0.34 C 7-14 -622 0.14 C 18- 4 -611 0.24 C 8-14 -406 0.07 C 4-17 561 0.18 C 14- 9 1697 0.54 C 17- 5 -218 0.09 C 13- 9 1658 0.53 C 5-16 -87 0.06 C 13-10 270 0.08 C 16- 6 -3429 0.68 C Joint Locations=====_ ......... 1) 0- 0- 0 8) 26- 7- 3 15) 24- 5- 0 2) 4-11- 4 9) 31- 0- 0 16) 22- 2- 8 3) 9- 0- 0 10) 34- B-15 17) 17- 6- 8 4) 13- 4-13 11) 40- 0- 0 18) 13- 4-13 5) 17- 8-10 12) 40- 0- 0 19) 9- 0- 0 6) 22- 0- 8 13) 30-10- 8 20) 0- 0- 0 7) 24- 6-12 14) 26- 7- 3 In -Plant Quality Assurance with Cq= 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 1,6,14,15 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--3256/1445,2-3--3061/1340, 3-4=-3475/1568,4-5--3892/1713,5-6--3840/1699, 6-7--7509/3088,7-8=-6974/2894,8-9=-6955/2883, 9-10--5865/2415,10-11--6066/2626, BOT CHORD 20-19--1213/2883,19-18--1023/2714, 18-17=-1344/3506,17-16--1482/3903, 16-15-2034/5384,15-14=-2796/7406, 14-13--2033/5413,13-12=-2322/5587, Webs 2-19--205/223,3-19--96/426, 3-18=-426/1058,18-4--611/304,4-17--189/561, 17-5=-218/161,5-16--87/30,16-6--3429/1356, 6-15=-1786/4726,15-7--282/835,7-14--622/230, 8-14=-406/222,14-9--653/1697,13-9--579/1658, 13-10=-148/270, 9-0- 0 22-0-0 9- 0-0 1 2 3 4 5 6 7 8 9 10 11 6.00 6.00 Q. I fl AU 800 "A" 112Wb0 I LiiL T 4-10-3 0-4-3 4-0-4 0-3-8 1766# 3.50" 1767# 3.50" 22-2-8 -2-8 6-5-8 119-1-8 I 20 19 18 174000 6 15 1413 21- - COSMETIC PLATES (2)3X6R 41130 (R-11-11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Lmaro n des Systems Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for Iacml support of truss membm only to reduce buckling length. Provisions must be made to anchor latml bracing at ends and specified locations derennined by the building designer. Additional bracing of the overall smicture may be required. (See HIB-91 ofTPI).For specific miss bracing requirements contact building designer.(Tmss Plate Inaitme. TPI is localed at 583 4005 MARONDA WAY D'Onafn'o Drive, Madison. Wisconsin 53719). Sanford, FL. 32771 407) 32t-0064 Fa: (407) 321-3913 TOMAS PONCE P.E. LICENSE =0050068 367 Medol PL ChOuotn. FL 32760 Scale = 0.1364 Eng Job: WO: SUNIV40 Dwg: TI: A3 Dsgnr:TLY Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DP: 1.25 O.C.: 2- 0- 0 SC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 Ds£ v4.7.21-11761 Design: Matrix Anaiysls rroZare taco: a xxas &- Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:A4 Qty:6 DESIGN INFORMATiON TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the=__===========Joint Locations ..............= This design is for an individual building component and 2x 8 SP #1 D 3- 6,6-10 composite result of multiple loads. 1) 0- 0- 0 9) 28- 8- 0 17) 24- 2- 8 has been based on information provided by the client The BC: 2x 8 SP #1 D This 3-PLY Hip Master designed to carry 2) 4- 1- 0 10) 33- 0- 0 18) 20- 0- 0 designer disclaims anyraponsibility for damages as a WB: 2x 4 SP #3 7' 0" open jacks (no webs) across center 3) 7- 0- 0 11) 35- 5- 6 19) IS- 8- 0 resulloffaulty orincorrect information. specifications2x 4 SP #2 7-16 and Hip Jack Truss framed to BC 4) 11- 4- 0 12) 40- 0- 0 20) 11- 4- 0 and/or designs furnished to the wss designer by the client and the corteemess of accuracy ofthis information as it All COMPRESSION Chords are assumed to be WndLod per ASCE 7-02, C&C, V. 125mph, 5) 15- 8- 0 13) 40- 0- 0 21) 7- 0- 0 may rclatetoaspeci0cpmjmtand accepts no continuously braced unless noted otherwise. H. 21.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 6) 20- 0- 0 14) 32- 9- 0 22) 0- 0- 0 responsibility orcaercisesnucontrol with regard to 3-PLY TRUSSI fasten w/3"x 0.120" nails in Bld Type- encl L. 30.0 ft w= 40.0 ft Truss 7) 24- 2- 8 15) 28- 8- 0 fabrication. handling. shipment usdinstallation ofmaga. staggered pattern per nailing schedule: in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf 8) 25-11- 6 16) 25-11- 6 This truss has been designed as an individual building ft. WEBS- 2 per ft Impact Resistant Covering and/or Glazing Req------------ TOTAL DESIGN LOADS ------------ component in accordance with AN5lrrPl 1- 2002 and TC- 2 per ft. BC- 2 per NDS-02to beincorporated aspan ofinebuilding design Repeat nailing as each ply is applied. Supported span based on int. wind zone. Uniform PLF From PLF To by a Building Design. (registered architector Distribute loads equally to each ply. Bracing Schedule: TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 professional engines). when reviewed for approval by ----MAX REACTIONS PER BEARING LOCATION----- Chords Max O.C. From To TC Vert L+D -100 7- 0- 0 -100 33- 0- 0 the building designer. the design loadings shown must be checked to be sure that the datashown ate inagc-. 1 X-Loc BSet Vert Horiz Uplift Y Type BC 48.0" 24- 2- 8 26- 2-12 TC Vert L+D -46 33- 0- 0 -46 41- 0- 0 with the local building coda local climatic records for 0- 1-12 1 3644 0 -1421 B Pin Bracing shown is for visual purposes only. BC Vert L+D -40 0- 0- 0 -40 7- 0- 0 wind orsnow loads. project specificatiomorspecial 39-10- 4 1 3638 0 -1421 B H Roll In -Plant Quality Assurance with Cq- 1 BC Vert L+D -87 7- 0- 0 -87 33- 0- 0 applied loads. Unless shown wss hat-1 been designed PROVIDE UPLIFT CONNECTION PER SCHEDULE In -Plant Quality Assurance, per BC Vert L+D -40 33- 0- 0 -40 40- 0- 0 for storage or occupancy loads. The design assumes compression chords( top a bottom) me continuously •WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr sec. 3.2.4 of TPI-1-02, for joint(s): Concentrated LBS Location braced by sheathing unlmotherwisespecified. wbse 2-21 223 0.02 C 17- 7 -9549 0.52 C 7,15,16 BC Vert L+D -559 7- 0- 0 bottom ch rdsininsionme.1fully braced laterally by. 3-21 924 0.10 C 7-16 13643 0.84 C FORCES (lb) - Max Compression/Max Tension BC Vert L+D -559 33- 0- 0 properly applied rigid ceiling. they should be braced at a 3- 20 3500 0.37 C 16- 8 3236 0.35 C TOP CHORD 1-2=-7560/2923,2-3--7480/2707, ..TC. .. FORCE..CSI. Cr ..BC. .. FORCE..CSI. maximum spacing of IP-w o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized gtel 20- 4 -1683 0.09 C 8-15 -2982 0.16 C 3-4--9544/3466,4-5--11151/4079, 1- 2 -7560 0.19 A 22-21 6733 0.23 meeting ASTM A 653, Grade 40. unless otherwise shown. 4-19 1883 0. 20 C 9-15 -1080 0.06 C 5-6e-11776/4314,6-7--11104/40691 2- 3 -7480 0.19 A 21-20 6722 0.21 19- 5 -783 0.05 C 15-10 4965 0.53 C 7- 8--22622/8265,8-9 19337/7020, 3- 4 -9544 0.11 A 20-19 9679 0.29 FABRICATION NOTES 5-18 717 0.08 C 14-10 4607 0.49 C 9-10 19231/6966, 10-11 14846/5338, 4- 5 -11151 0.12 A 19-18 11215 0.34 Prior tofibruation.the fabricator shall review this 18- 6 241 0.02 C 14-11 521 0.06 C 11-12=-14458/5503, 5- 6 -11776 0.12 A 18-17 11790 0.34 drawing to verify Nat this drawing is in conformance with 6-17 -866 0.05 C BOT CHORD 22-21--2571/6733,21-20.-2388/6722, 6- 7 -11104 0.13 A 17-16 15790 0.67 the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepanciaue -------- GLOBAL MAX DEPLECTIONS--------- 20-19=-3532/9679,19-18=- 4116/11215, 7- 8 -22622 0. 44 A 16-15 21897 0.74 to be put in writing before cutting or fabrication. Plata LL TL 18-17--4333/11790,17- 16--5782/15790, 8- 9 -19337 0.42 A 15-14 14516 0.55 shall not be installed over knotholes. knots or disbarred in./Ratio in./Ratio Jnt(s). 16-15--8008/21897,15-14=-5131/14516, 9-10 -19231 0.21 A 14-13 13301 0.43 grain. htembemshall hecut for light filling woodwwood I.Span-0.61/770-1.21/389 16 14-13--5034/13301, 10-11 -14846 0. 41 A bearing. Connector plates shall be located on bah faces of the tmss with nails fully imbedded and shall be s m.about Horiz. 0.18 0. 36 NA Webs 2-21--37/223,3-21=-111/ 924, 11-12 -14458 0.45 A thejoi tunless, otherwise show. A 5x4 plate is 5- wide x Max DL Deflection L/788 = -0.60 3-20=-1338/3500,20-4--1683/821, Along. A6x3plat, is6"wides8'lung. Skits (hot.) Long term deflection factor a 1.50 4-19=-699/1883,19-5--783/458,5-18--253/717, nor parallel to the plate lengla specified. Double cum on 3 PLYS REQUIRED 18-6=-177/241,6-17=-866/333,17-7--9549/3602, web members shall meet at the centroid of the webs unless 7-16--4957/13643,16-SN 40/3236 otherwise shown. Connector plate sizes arc minimum Lineal Footage %= 67Q.7 7-- sizes based on the forces shown and may need to be I I I I Iincreasedforcertainhandlingand/or cation suesses. ) 2 3 15 4 ± 1 L ? 7-5 7 . j 9 10 11 12 This muss is not to be fabricated with fire retardant treated 14 110 e r" lumber unless otherwise shown. For additional a information on Quality Control refer to ANS11TP] 6.00 6.00 I-2ooz 10x10 6x8 6x8 10x10 6x8 6x8 3x6 8x10 PRECAUTIONARY NOTES All hexing and cation recommn: ndatians ate .o be 2x4 2x4 17 followed in accordance with' Handling. Installing and - 5X8 Bracing'. HIB-91. Tuzus ate to be hulled with 4-3-2 0-4-3 0- 4- 3 3- 10- 3 particular care during banding and bundling, delivery and 5x6 6x8 Sx8 installation to avoid damage. Temporary and permanent N 12X 12 m bracing for holding masses in a straight and plumb position and lira resisting lateral forces shall be designed 6x8 6x8 6x8 12x 12 and instilled by others. Careful handling is essential and 1 Ox 10 0 I- 3.Q08_ 14 erection bracing is aluuys required. Normal praautionaq 1- 8- action for trusses requires such temporary bracing during installation between massy to avoid toppling and dominoing. The supervision of section of trusses shall be 2. 0- 4,. 0- 3-8 under the control of pc ams experienced in the --" installation ruusses. Professional advice shall be sought 3644# 3.50" 3638# 3.50" if needed. Concentration of construction loads greater than 24-2-8 8-1 6- 9- 10 7- 3- U the design loads shall not be applied to misses at am'time . No loads other than the weight of the erectors scull be 22 21 20 19 8 7 6 i S 4 13 applied to --until after all fastening and bracing is 1-10-10 40- - 0 1- completed. R-Il-ll) 559.8# 559.8# (R-11-11) COSMETIC PLATES ( 2)3x6 (4)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1347 WARNING: Eng Job: WO: SUNIV40 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: fig' TI: A4 Maronda Systems Bracingshown.".budnwingis not eectionbracing. wind bracing.Pont] bracing or similar bracinguhichisapan of Dsgnr:TLY Chk: 9/15/2005 the building design and which must. be considered by the building design.. Bracing shown is for lateral support of mass members only to reduce buckling length. Provisions mug be made to anchor lateral bracing at ends and specified ons TC Live 16.0 iy 8 f Lb r DF : 1. 25 lk locatidetermined by the building designer. Additional bracing of the overall gmcmre may be required. (See HIB- 91 NZ) TPq.Fm specific truss bracing requirements, comact building designa.(Tmss Plate institute. TPI is located in 593 Pl t DF : 1.25 4005 MARONDA WAY DOmfroDrive. Madison, Wisconsin 53719). TC Dead7.0 psf O.C.: 2- 0- 0 Sanford, FL.32771 BC Live 10.0 psf TPI-(407) 321-0064 Fast (407) 321-3913 /FBC-04 TOMAS PONCE P.E. UCENSE NW50068 SC Dead 10. 0 psf Code: FLA 367 MadaMon iL Oudlaota. FL 22766 TOTAL 43.0 psf v4 . 7 . 21-11762 Design: Matrix anaiyaau ra.a . e...aa: v.: aces•»-•,•,.1 ec,. sec,.... s ...._. ._. ....__.._ _ _ e Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:B Qty:5 ' I DESIGN INFORMATION This design is for an individual building component and has ban based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications ardror designs f ished to the truss designer by the client and the corecmCst or accuracy of this information as it may relate re a specific project and accepts on responsibility or exercises no control with regard to fabrication handling. shipment and installation of trusses. This truss has bean designed as an individual building component in accordance with ANSlrTPI I-2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered architat 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 ate in agecntmt with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, on. has no. been designed for storage or Occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not Polly braced laterally by a Properly applied rigid ceiling. they should be braced at a maximum spacing of 117-W o.c. Connector plates shall be manufactured from 20 gauge but dipped galvmiacd steel metering ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before tuning or fabrication. Plates shall not be installed over knodmlcs, knots or disroned grain. Members shall be cut for tight Fining wood to wood bearing. Connector plate, shall be located on both faces of the truss with nails full imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x a long. A 6xg plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid ofthe webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to he increased for certain handling and/or cation stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANS11TPI 1-2002 PRECAUTIONARY NOTES All bracing and erection recommendations we to be followed in accordmue with 'Handling. Installing and Bracing'. HIB-91. Trusses are to be handled with particular arc during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding uusses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and ere,tion bracing is always required. Nomtal precautionary action for musses requires such temporary bracing during installation berwm trusses to avoid toppling and domiooing. The supmision of erection of trusses shall be under the control of persons experienced in the installation oftrusses. professional advice shall be sought if nailed. Concentration of corwructiun 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. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAR. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 955 0 -516 B Pin 20- 8- 0 1 955 0 -516 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 7 -294 0.19 C 7- 4 -294 0.19 C 7- 3 718 0.23 C MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V= 125mph, H. 21.0 ft, I= 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type= encl L- 40.0 ft W. 21.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1357 0.28 A 8- 7 1179 0.92 2- 3 -1088 0.26 A 7- 6 1179 0.92 3- 4 -1088 0.26 A 4- 5 -1357 0.28 A Joint Locations== ------ ======= 1) 0- 0- 0 4) IS- 5-12 7) 10- 6- 0 2) 5- 6- 4 5) 21- 0- 0 8) 0- 0- 0 3) 10- 6- 0 6) 21- 0- 0 In -Plant Quality Assurance with Cgaa 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--1357/670,2-3--1088/546, 3-4--1088/546,4-5--1357/670, HOT CHORD 8-7 513/1179,7-6--513/1179, Webs 2-7=-294/255,7-3--212/718, 7-4=-294/255, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.20/999-0.39/609 7-8 Horiz. 0.02 0.05 NA Max DL Deflection L/999 = -0.19 Long term deflection factor - 1.50 10-6- 0 10-6-0 i I 2 3 4 6.00 -6.00 4x6 955# 8 " 955 00" 21-0-0 g 7 6 I-9 21-0-0 1-9 1- 1- ) 1- 1' EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Mararo n des Systems Bracing shorn on this dmwing is not erection bracing. wind bracing. ponal bracing car similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral suppon of truss embers only to reduce bucUing length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall swnure may he required. (Sec HIB-91 of TPl).For specific truss bracing requirernrnts, contact building desigma.(Truss Plate Instirule. TPI is located at 593 4005 MARONDA WAY D'Onofrio Drive. Madison Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 9r0050068 367 Medallion IL CMduota, FL 32766 5-7-3 Scale = 0.2793 Eng Job: WO: SUNIV40 Dwg: TI: B Dsgnr:ECH Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TnrltaT_ Al n erf re 7 91_1174' Design: Matrix Analysis PrOr11e Fatn: ooa \ sus. a v Naua.nuaaa a v \n.yaas Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:B1 Qty:l . I DESIGN INFORMATION This design is for an individual building componem 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 wss designer by the client and the correctness or accuracy of this information as it may retire W a specific project and accepts no responsibility or exercises no convol with regard to fabrication, handling. shipment and installation of musses. This wss has been designed n an individual building component in accordance with ANSlfrPl 1-2002 and NDS-02 to be incorporated as pan ofthe building design by a Building Designer (registered archilml or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building coda local climatic records for wind or snow bads. project specifications or special applied loads. Unless shown truss has nor been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of Is-0' o.c. Connector plates shall be manufactured from 10 gauge but dipped galvanized stecl meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall rniew this drawing to verify that this dewing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed ov. knotholes. lurou or distorted grain. Members shall be cut for right fining wood to wood bearing. Conrhwor playa shall be looted on bah faces of the Inns with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 50 plate is 5' wide x a' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) mn parallel to the plate length specified. Double cuts on web members shall man at the cetnruid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need m be increased for cm+in handling ardror erection stresses. This wss is not m be fabricated with fire esadam .-led lumber unless otherwise shown. For additional i0 m mion on Quality Control If. to ANSI/fPl 1.2002 PRECAUTIONARY NOTES All bracing and erection recommendation are m be followed in accordance with "Handling. Installing and Bracing'. HIB-91. Trusses arc m be handled with panicular art during banding and bundling, deliver) and installation to avoid damage. Temporary and permanent bracing for holding asses in a straight and plumb position and for resisting lateral fortes shall be designed and installed by when. Careful handling is essential and erection bracing is always required. Normal prccaulionoe action for musses requires such tempmrary bracing doming installation between trusses to avoid toppling and dominoing. The supervision oferection of musses shall be under the control of pennon experienced in the installation of musses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design londs shall net be applied to trusses at any time. No loads other than the weight of thc erectors shall be applied to musses until after all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq- 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1391/728,2-3.-1169/615, 3-4--1000/606,4-5--1165/613,5-6.-1390/7281 HOT CHORD 10-9 571/1213,9-8.-369/997, 8-7.-572/1212, Webs 2-9.-242/232,9-3.-94/342,3-8.0/6 8-4--93/343,8-5.-244/234, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.15/999-0.29/813 7-8 Horiz. 0.02 0.04 NA Max DL Deflection L/999 - -0.14 Long term deflection factor - 1.50 5- 3-15 0-4-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H. 21.0 ft, I= 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type- encl L. 40.0 ft W. 21.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1391 0.27 A 10- 9 1213 0.62 2- 3 -1169 0.25 A 9- 8 997 0.50 3- 4 -1000 0.18 A 8- 7 1212 0.62 4- 5 -1165 0.25 A 5- 6 -1390 0.27 A Joint Locations=====__ ===__== 1) 0- 0- 0 5) 16- 2-12 9) 9- 0- 0 2) 4- 9- 4 6) 21- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 21- 0- 0 ` 4) 12- 0- 0 8) 12- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 955 0 -537 B Pin 20- 8- 0 1 955 0 -537 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2- 9 -242 0.12 C 8- 4 343 0.11 9- 3 342 0.11 C 8- 5 -244 0.12 3- 8 6 0.00 C 3-0-0 1, 9-0-0 1 2 3 4 5 6 6. 00 6.00 Pq 955ft 0" 955 00" 21-0-0 10 9 8 7 1_g 21-0-0 -1-9 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: LMaronda Systems - shown on this drawing ism cnrion bracing. wind boring. ponal bracing or similar bracing which is a pan of the building design and wfiich must be considered by the building designer. Boeing shown is for lateral suppon ofwss membtrs only m reduce buckling length. Provisions must be made to anchor lateral bracing at cods and specified ili locations determined by the building designer. Additional bracing of the overall s ours maybe required. (Sec HIB-91ofTPp.For specific muss bracing requitememq contact building designer.(Trun Plate Institute. TPI is located at 583 4005 MARONDA WAY D'Onofrio Drive. Madison Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 90005OD60 367 MedaIDon R, thadnots. FL 32766 4-10-3 Scale = 0.2793 Eng Job: WO: SUNIV40 Dwg: TI: B1 Dagnr:ECHit Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 osf v4.7.21-11764 Design: Matrix Anaiysis ironies racn: a.;%..sa-uvn xna+arc ws+aao vava...-.v x.. w...+v... s •V^ Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:B2 Qty:l ' I DESIGN INFORMATION This design is for an individual building component and has been based on information pm ided by the client. The designer disclaims any responsibility for damages as a result of Gully or incorrect information, specifications vdror designs famished as the wss designer by the client and the corrcmess or accuracy of this information as it may relate to a specific project and accepts no responsibility or exeeisa no control with regard to fabrication, handling. shipment and installation of uusses. This crass has been designed as an individual building component in accordance with ANSI?PI 1.2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered architect or pmfessionai engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow bads, project specifications or special applied bads. Unless shown, wss has not been designed for storage or occupancy loads. The design assumes compression chords (sup or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully bnccd laterally by a properly applied rigid ceiling. they should be braced w a m r,imam spacing of IO-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel mining ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this dewing is in conformance with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall not be installed ova knotholes, lmou or distoncd grain. Members shall be car for light fining wood to wood hearing. Connector plates shall be located on bah f of the truss with its fully imbedded and shall be sin. about the joint unless otherwise shown. A 5a4 plate is 5' wide a 4- long. A 6a8 plate is 6' wide a 8' long. Slots (holes) run pwalld to the plate length specified. Double cuts on web rumbas shall meet at the camoid ofthe webs unless otherwise shown. Connector plate sizes are minimum si7a based on the forces shown and may need to be increased for catain handling anwor section stresses. This wss is not to be fabricated with fire rauclant treated lumber unless otherwise shown. For additional information on Quality Conwl refa to ANSI?PI 1.2002 PRECAUTIONARY NOTES All bracing and section recommendations we to be followed in accordance with 'Handling. I --ling and Bracing'. HIB-91. Trusses are to be handled with particular cane during banding and bundling. delivery and installation to avoid damage. Temporary and pannment bracing for holding ems es in a straight and plumb position and for resisting latml forces shall be designed and installed by others. Careful handling is essential and enation bracing is always required. Nomul pnecautionmy action for trusses requires a cb temporary boxing during imiullnion her- wsses to avoid toppling and dominoing. The supervision of action ofwsses shall be under the control of persons experienced in the installation oftrusses. Professional advice shall be sought ifneeded. ceded. Concentration of construction loads gn ouct than the design loads shall not be applied to trusses at amtime. No loads otha than the weight of the sectors shall be applied to wsses until after all fastening and bracing is completed. TC: 2x 4 SP #2 2x 6 SP #2 3- 4 BC: 2x 6 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 3- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V= 125mph, He 21. 0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- encl L- 40.0 ft W- 21.0 ft Trues in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--3415/1091,2-3--3357/913, 3-4-- 3054/791,4-5--3344/914,5-6--3398/1096, BOT CHORD 10-9--930/3000,9-8--788/3013, 8-7=- 933/2985, Webs 2- 9=0/168,9-3--47/975,3-8=-4/46, 8-4=- 48/985,8-5-0/167, 4- 3- 15 0- 4- 3 PEI 1874# 8. 00" 7-0- 0 1: Plate( s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. This 1- PLY Hip Master designed to carry 7' 0" open jacks (no webs) across center and Hip Jack Truss framed to BC In -Plant Quality Assurance with Cq- 1 In -Plant Quality Assurance, per sec. 3. 2.4 of TPI-1-02, for joint(s): 1,3, 6 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1874 0 -607 B Pin 20- 8- 0 1 1864 0 -607 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 3415 0.31 C 10- 9 3000 0.56 2- 3 - 3357 0.52 C 9- 8 3013 0.74 3- 4 - 3054 0.77 C 8- 7 2985 0.60 4- 5 - 3344 0.53 C 5- 6 - 3398 0.31 C 7-0- 0 e:====...... ==Joint Locations=====__________ 1) 0- 0- 0 5) 17- 0-12 9) 7- 0- 0 2) 3- 11- 4 6) 21- 0- 0 10) 0- 0- 0 3) 7- 0- 0 7) 21- 0- 0 ` 4) 14- 0- 0 8) 14- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 14- 0- 0 TC Vert L+D -46 14- 0- 0 -46 22- 1- 9 BC Vert L+D -40 0- 0- 0 -40 7- 0- 0 BC Vert L+D -87 7- 0- 0 -87 14- 0- 0 BC Vert L+D -40 14- 0- 0 -40 21- 0- 0 Concentrated LBS Location BC Vert L+D -559 7- 0- 0 BC Vert L+D -559 14- 0- 0 WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 2- 9 168 0.05 C 8- 4 985 0.32 9- 3 975 0.31 C 8- 5 167 0.05 3- 8 46 0.01 C GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.19/999-0.37/633 4-3 Horiz. 0. 04 0.07 NA Max DL Deflection L/999 - -0.18 Long term deflection factor • 1.50 7-0- 0 6.00 6.00 f-1 1864# 8. 00" 3-10- 3 21-0- 0 Ir 10 9 8 7 1-9 21-0-0 -1-9 1- 1- ) 559.8# 559.8# du- 1- ) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.2731 Maronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 9100SOD68 367 MedalBon tL Chuluoto, FL 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 net erection bracing. wind bracing. ponal bracing ar similar bracing which is a pastor the building design and which mesa be considered by the building designs. Bracing shown is for lateral support Orman members only to reduce buckling length. Provisions mug be made to anchor lateral bracing at aids and specified locations determined by the building designer. Additional bracing of the overall gructurc may be required. (Sec HIB-91 of TPO. For specific wss bracing requirements. contact building dsigna.(Tmss Plate Instimle. TPI is located at 593 D'Orofrr' o (hive, Madison. Wisconsin 53719). Eng Job: WO: SUNIV40 Dwg: TI: B2 Dsgnr:ECH Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analyses erotiLe earn: : aaa-wn5nvancwwnxova.ay.v v sa..o.,.v. . .r.^ DESIGN INFORMATION Tbia design u for an individual building component and her been bared no mf xtesso o provided by the clam. The designer d-W- any reryms3tlity for dawgea as . esult of 6ulry oc iocenect infmnatioq specif cariom mdtor designs fivnisbed Or the truss designer by the client and the correctness or ac—y of this inf—facts as it may ream to . specific project and accepts no respomrLility, or eseciw no control with regard to fabrication, handling, shipmrm and installation of rattan. this coma has been deigned ss an individual building conI in accord— with ANSVf411.1995 and NDS-97 Or be incorporated ss put of the building design by a Building Designer (registered architect or professional engineer). When re ie ed for approval by the building design, the design bcinga shown must be checked to be cone that the dare shown art in agreemm with the local building codes, local climatic records for wind or scow in.&. project specification+ ce special applied In.&. Unless .boon trues; has non been designed fan storage or occupancy loads. The design armrest cmpressioo chords cop or bec o n) art continuously braced by sheathing unless otherwise specified. Where bottom chords in tension sea nor fidly braced Laterally by. propefy applied rigid crilimR they should be braced at a maimum spacing of ld4' ..e. C ,m pl.- A." be assoacomed 6om 70 gauge ha dipped gat ...iced meal mecting ASTM A 653. Grad, 40. unlesf therwise shows FABRICATION NOTES Prim to Gbneatim the 4briutn shall review this drawing to verify that this drawing is in conformnce with th fahricamts plain and to ...ire . continuing responsibility for such vorifintion Any discrcpaocus are, m be put in writing bcfmc nutting or fabrication Plates shall Our be installed over knothole, knots ar dammed grain. Members shall be an for tight fining wood m wood bearing. Connector plates shall be located on both faces of the trans with roils filly imbedded and shag be sym .boon the join unless otherwise show. A 5N plate is 5' wide a 4' Imhg A 6s8 plate is 6' wide a 8' long. Sim (holes) roan paulid to the pate length specified. Double ram on web menmers hall over a the acmcd of the webs rules+ cab— shows Connector plate sires eta ®nimm, a ,.ibasedo0 the form show and my need to be increased for carob h-di' m and/or erection armor. This onus is m1 m be fabricated with Bm retardant treated Ember unless otherwise shown For additioml infomatioo on QaHry Crawl refer to ANSVTPI I-1995 PRECAUTIONARY NOTES All bracing and ensboo neonumcodatiuns are m be followed in accordance with 'Handling, lnsalling and BraciW . HB- 91. Truces are robe hurdled with putieuhr care during banding and bundling, dcbvery and msamrion to. void damg,. Terpanry act peammm bracing for holding mow in . might and phnnb position and for resisting Lateral form thall be deigned and installed by odor. Careful haelbug is essential and erection bracing is always required Normal p-surbomry action for mow rtcluvu tuck rco4oruy bracing thming installation between trmaw or avoid toppling cad do®oiog. The stpervnivo of erection of muses shore be steer the corral of pennon aspericocc b the i .all — of onus. Pmfessioml chic, .hall be sought if -dcd Cooretmarion ofcomwc ion toads greater than the design loads shall col be applied to musses at any time. No bads other dun dsc weight of the crcmn thall be applied Or trusses until after W fastening and bracing is cO pktc& Customer:10# UPLIFT D.L. WO:SUNIV40 TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 8 SP #2 2x 4 SP #3 4- 7,2- 3 2x 4 SP #2 2- 5 All'COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. TC. ...FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 417 0.28 A 0- 3 87 0.14 COSMETIC PLATES ( 4)2X4 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for wind. WndLod per ASCE 7-02, C&C, V- 125mph, H= 21. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= part L= 40.0 ft W= 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-222/471, HOT CHORD 0-3=-67/87, Webs 0- 1=-67/127,0-4=-6/13, 0-2=- 441/233,3-2=-99/240, T 2- 0- 12 811, 3- 10- o FIK 1 2 6.00 3Y6 T 2- 0- 12 t 4 8Y14 302# I5 0.0" 139#p1.50" 3-10- 0 4 3 L 4- 1-8 L EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRANING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems H—.b°w m-i—wer ° -ma bra ehisapQtof the budding design and which ram be considered by the building deigns. Swing show u far btenl stpporr Of tram memb- only m ,,d,- buckling length. Pm isions teas be rode m anther Lateral bracing at ends and specified locations dcteronncd by the budding design. Additional bracing of the men) sntetore my be required. (Sm IHB-91 of 771).For specific ono brsebg requhmews. comer building dnip=4Tmn Plate insdm . TPI is located al 583 D'Omfio 400S MARONDA WAY Drih,,Madhoo.Wisconsin 5370)• Sanford, FL- 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000SM66 391 MEDALLION CHULUOTA,FL. 32766 TI:C Qty:4 ` Unbalanced load case(s) have been checked. Joint Locations 1) 0- 7- 0 3) 3-11-12 - 2) 3- 11-12 4), 0- 7- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 7- 8 1,1 302 88 -419 B Pin 4- 0- 12 1,1 139 0 -245 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(e). I.Span 0.02/xxx 0.01/xxx 4 Horiz. -0. 02 -0.03 NA Max DL Deflection L/xxx = -0.02 Long term deflection factor = 1.50 Scale = 0. 2152 Eng Job: WO% SUNIV40 DKg: TI: C Dsgnr:TLY Chk: 9/13/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 paf Code: FLA TOTAL 43. 0 psf v4.7.21-1469 Design: Matrix Analysis Prot lie Pates: G:\lee-a+OA\eorxknow- %--uokauawa.vwswv--..a--- --v-•r-- DESIGN INFORMATION not design is fern tod d al building component and has bee. based on fon n— provided by the cbeen. The deaip . dirclaim+.oy responsibility Cor damages as result of faulry or incorrect inforroatiaq Wceifieuiom a&or deigns furnished to the truss designer by the client and the correctness or accuracy of this inforwtim as it may ,lacc to a specific project and accepts m respoteu a eaercixs no onmol with rtgard to fabriation, handhivg, shipment and lostaWdon of arms. Ibis trim has been designed as m individual bt Iding cos poseur in -eeoadanee with ANSVrPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Design. (registered -hi- or professional mgincer). When reviewed for approval by the building daigner, the design bsdings shown ma- be checked to be mere that the dasa shown are in -gre.rem with the local building codes, local cliwtic records fm wind or -row, toms, project specifications or special applied loads. Unless dtowq Doss has rot been designed fa storage or occupancy loads. The deign assume eongression cbords top or bonom) art cootimmly braced by sheathing unless otherwise apecifed. Where batten chords fat tension are cur finny braced buterany by a try applied rigid ailing, they -bonld be bead as . =-;m m spacing of 10-0' o.c. Conoecmr plates shaU be monfacturcd from 20 gauge bow dipped plvanvsd veal sneering ASTM A 653, Gr.4 40, onku otherwise shown. FABRICATION NOTES Prior to 6bvatiee, the fib-sestor, shall review this dewing to verify that this dewing is in confer®nce with the fabrik.wes plans and to realist a com;ming re.pmsthaity for such verification. Any discrepancies ate to be put in wrideg before cutting or fabrication Plases shall not be installed over knotholes, knots or divesMem divestedgrain. bers er shallben f tight fitting wood to wad bearing. Connector plains shall be located on both foes of the cum with nails fully ®bedded and 0.11 be sym about the joint unless otherwise shown. A 5.4 plate is 5' wide a 4' long. A 6.8 plate is 6' wide a 8' long. Slots (bole-) run parallel to to plate length specified Double caw on web ..be. hail meet as the centro;d of the webs colas otherwise shown. Conscens plate sires are mn;mnm sins based on a,. fords shown and may need to be increased for certain laodl; og antra cr.don .noses. This cum is ore to be fabricated with fire rct rdaa treated bobea unless otheewise shown. For additional Wor®don on Quality Control refer to ANSUTPI I-1995 PRECAUTIONARY NOTES All baring and erecdon rem®neodmom area to be followed in accordance with'Hsodling, Installing and Bracing. NIB-91. Tntsse art to be handled wish particular care during banding and bundling, delivery and iwtalladm to avoid dansags. Tenpwary and pervananr bracing fa holding tunics in a straight and plumb position and for rcsitting lateral force shall be deigned .cad installed by others. Cartfim ba-11; is essential led e-adoo bracing is always required. Noel precaudmary seven for messes rtquves such tennpoary bracing during installation between true to avoid toppling and domiming. The supervision of erection of teas. -hall be under the control ofpersons ergte-ienced m the i-.tl tion of comes. professional advice shall be sought if needed. Concentration of convro lo ads greater than the deign loads slog not be applied to truces -t my tirrc. No loads other than the -,& of the crate. shall be applied . maul until after all faro ivg and bracing is -ittlead Customer:10# UPLIFT D.L. WOfSUNIV40 TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 8 SP #2 2x 4 SP # 3 47 7,2- 3 2x 4 SP # 2 2- 5 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined lopdcases have been considered in this design. TC. ...FORCE..CSI. Cr ..BC. ..FORCE..CSI, 1- 2 477 0.28 A 0- 3 87 0.14 COSMETIC PLATES (4) 2X4 MULTIPLE LOADCASES -- This design is the , composite result of multiple loadcases. Right End vertical designed for mind. WndLod per ASCE 7-02, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rztes 1.0 Bld Type= part Tr 40.0 ft W= 4.1 ft Truss in END zone, TCDL= 4.2 pef, BCDL= 6.0 paf FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-222/477, HOT CHORD 0- 3— 67/87, Webs 0-1=- 67/127,0-4=-6/13, 0-2=-44l/ 233,3-2=-99/240, 1-0-7 11-2-3 4- 1- 8 r ` 302# I5 00" 139#1.50" 3-10- 0 4 3 4- 1-8 EXCEPT AS SHOWN PLATES ARE MiTek MT20 i Maronda Systems 111, 4005 MARONDA WAY Sanford, FL 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE 00050OW 361 NFDALLION CHULUOTA. M. 32166 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing down on this drawing is not aeetion bracing, wind basing peal bracing or t mix brining wbrb is . pan car ibe building deign . cad which cum be cm-ieeed by the building d.igoa. Bracing shown is fa lateral support of cum me,c- airy to icduce bmldmg leng i rovisims cum be n.de to .nchor la eral loam g n ad..nd apse fad bc.dms deter®ned by the b Tding desig er. Additional braclog of the overall masons may be rnpsoed (See UM-91 of 7Pl).For' yecif. Doss b- sqg requt4s ma, contact building dcsige-j use Plate leatio s , TPf is Incited at 583 D'Omfrio Drive, Madison. Wi- os;n 53719). . TI:C Qty: 4 Unbalanced load case( s) have been checked. Joint Locations 1) 0- 7- 0 3) 3-11-12 2) 3-11- 12 4) 0- 7- 0 In -Plant Quality Assurance with Cgea 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type O- 7- 8 1,1 302 88 -419 B Pin 4- 0-12 1,1 139 0 - -245 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 02/xxx . 0.01/xxx 4 Horiz. -0.02 - 0.03 NA Max DL Deflection L/xxx an -0.02 Long term deflection factor en 1.50 T NUUS OSB SHEATHING NOTE: TRUSS SHIPPED TO FIELD IN TWO SEGMENTS. ATTACH IN FIELD USING 7/16" OSB SHEATHING NAILED W/81) NAILS @.4"o. c. AT ALL CONTACT SURFACES Scale a 0. 2152 Eng Job: NO: SUNIV40 Dwg: TI: C Dscgnr:TLY Chk: 9/13/2005 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 paf . Plt DF: 1. 25 O.C.: 2- 0- 0 BC Live 10. 0 psf TPI-02/FBC-04 BC Dead 10. 0 paf Code: FLA annmliT. Are 0 oaf vd-7-21-1469 Design: Matrix Analysis Prorile Patn: G: \T ee-..ox\wrx \nvraswva,a kayss c+ .. •.• •.- - - a Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:H Qty:2 • I DESIGN INFORMATION This design is for an individual building component and has ban based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications ardlor designs furnished to the truss designer by the client and the corcmess or accuracy of this information as it may relate to a .pecir. project and accepts; no responsibility or exercises tw control with regard to fabrication. handling, shipment and installation of trusses. This wss has born designed as an individual building component in accordance with kNSVTP1 1-2002 and NDS-02 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 choked to be sure that the data shown are in agamect with the local building codes, local climatic records for wind err loads, projectloaprojectspecifications or special applied loads. Unless shown, wss has nor been designed for sumage or occupancy loads. The design assumes compression chords (top or botom) arc continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of Is-0' oe. Connector plain shall be manufactured from 20 gauge hot dipped galvanized steel crecting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication the fabricator shall "view this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed ova knodnolcs knots or disimned grain. Members shall be at for right fitting wood to wood bearing. Connector plain shall be looted on bah faro of the truss with ntails fullimbedded and shall be s'm. about the joint unless otherwise shown. A Sx4 plate is 5' wide a 4- long. A 6xg plate is 6' side x 8' long. Slots (hales) mn parallel to the plate length specified. Double cuts on wcb members shall mcd at the ccntruid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fort" shown and may need to be increased for certain handling and/or cation stress". This muss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1.2002 PRECAUTIONARY NOTES All bracing and oration recommendations are to be followed in accordance with 'Handling. Installing and Bracing'. HIB- 91. Trusses ace to be handled with particular ore during banding and bundling, delivers' and installation to avoid damage. Temporary and permanent bracing for holding misses in a straight and plumb position and for resisting lateral forces shall be designed aM installed by others. Careful handling is essential and erection bracing is always required. Normal prmwiotu - action for truss" requires such temporary bracing during installation between misses to avoid toppling and domirnoing. The supervision oferection of wss" shall be under the control of persons experienced in the installation of misses. Professional advice shall be sought if rtcded. Concentration of mnwnnction loads greater than the design loads shall nor be applied to trusses at any time. No loads other than the weight of the cecmrs shall be applied to misses until after all rastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H= 21. 0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. encl L= 30.0 ft W- 9.8 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 206 0.07 C 4- 3 -152 0.25 C 2- 4 826 0.27 C 4-3- 7 0- 3- 14 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 285 281 -592 B Pin 6-11- 0 1 536 0 -325 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 613 0.46 C 6- 5 -754 0.25 2- 3 123 0.36 C 5- 4 -752 0.33 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.10/791 0.10/791 2-1 R.Cant. 0.00/999 0.00/-717 3 Horiz. -0. 01 -0.02 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 9-10- 1 T_ 2 4. 24 285# 0. 00" 9-10- 1 6 5 1- 6 2 9-10- 1 R1- 6- 0) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Maronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE ra0050068 367 MedalYon / L 6Naduotar FL 32766 536# 2. 50" WA, N114U: 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 nor erection bracing. wind bracing. ponal bracing or similar bracing which is a pan of the building design and which must be considered by the building design. Bracing shown is for lateral suppon ortruss mambas only to reduce buckling length. Provisions must be made in anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall swctme may be required. (Sec HIB-91 ofTPH.For specific wss bracing requirements contact building designa.(Truss Plate Institute. TPI is located to 533 D'Onofrio Drive. Madison Wisconsin 53719). Joint Locations =e=====__====== 1) 0- 0- 0 3) 9-10- 1 5) 5- 3-12 2) 5- 3- 12 4) 9-10- 1 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+ D -11 -1- 6- 2 0 0- 0- 0 TC Vert L+ D 0 0- 0- 0 -88 9-10- 1 BC Vert L+ D 0 0- 0- 0 -76 9-10- 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2--607/613,2-3=-50/123, BOT CHORD 6- 5--754/560,5-4--752/549, Webs 5-2 37/206,2-4=-603/826, 4-3--152/ 23, 3 2x4 3- 9- 10 Scale = 0.3093 Eng Job: WO: SUNIV40 Dwg: TI: H Dsgnr:ECH Chk: 9/15/2005 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10. 0 psf TPI-02/FBC-04 BC Dead 10. 0 psf Code: FLA TOTAL 43.0 Dsf v4.7.21-11767 Design: Matrix Analysis rrozile race: s.: aasna-a,wav xs.a,an sv+vauosw..w.-a v, s.wa•. wee..+ s •ram^ Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:H1 Qty:2 • l DESIGN INFORMATION This design is for an individual building component and has been based on information provided by [be client. The designer disclaims any responsibility for damages as a result of faulty or inconM information. specifications and/or designs famished to the wss designer by the client and the correctness or accuracy of Nis information as it may nine to a specific project and accepts no responsibility or exercises no control with regard to fabrication. handling, shipment and installation ofwsses. This truss has been designed as an individual building component in accordance with ANSI?PI 1-2002 and NDS-02 an be incorporated as pan of the building design by a Building Designer (rcgistaed arohite t or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked an be sure that the data shown arc in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, wss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continuously braced by sheathing unless otherwise specified. Where bottom chords in reaction we not fully braced laterally by a property applied rigid ceilin& they should be braced at a maximum spacing of I V-o' tote. Connector plates shall be manufactured from 20 gauge boa dipped galvanized steel mcaina ASTM A 655, Grade 40, unless othwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not he installed over knotholes, knots or distoned grain. Members shall be cut for tight fitting wood to wood bearing. Connector plates shall be looted on both faro of it. a- with roils fully imbedded and stall be sxn. about the joint unless otherwise sMvvn. A Sits plate is 5' wide a 4• long. A 6x8 plate is 6' wide a 8' long. Slots (holm) ran parallel to the plate length specified. Double cuts on web members shall men at the c,mmid of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for cenain handling and/or action stzesser. This truss is not to be fabricated with fire retardant neared lumber unless otherwise shown. For additional infomration on Quality Control refer an A.x1SMI I-2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'llardling. Installing and Bracing', HIB-91. T.- ace 1. be handled with particular tart during banding and bundling, deliven and installation to avoid damage. Temporary and permanent bracing for holding trusses; in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Nomul paeeutioaorY action for wsses requires such acnapm try bracing during installation between trusses to avoid toppling and dominating. The sopervision of erection of trusses shall be ands the control of persons experienced in the installation of rises. Professional advice shall be sought if needed. Concentration of convnsclion foods greater than the design loads shall red be applied 10 Fusses at ..'time. No loads other than the weigh, of the erectors shall be applied ao trusses until after all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. wndLod per ASCE 7-02, C&C, V= 125mph, Har 21.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type= encl L- 30.0 ft W= 9.8 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 206 0.07 C 4- 3 -152 0.25 C 2- 4 826 0.27 C 4-3-7 0- 3-14 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 285 281 -592 B Pin 6-11- 0 1 536 0 -325 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 613 0.46 C 6- 5 -754 0.25 2- 3 123 0.36 C 5- 4 -752 0.33 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.10/791 0.10/791 2-1 R.Cant. 0.00/999 0.00/-717 3 Horiz. -0.01 -0.02 NA Max DL Deflection L/999 - 0.00 Long term deflection factor = 1.50 9-10- 1 r__ 2 4.24 285# 0.00" 9-10- 1 6 5 1-6-2 9-10- 1 R1- 6- 0) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Maronda Systems 400S MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE oMSOD68 307 MedaMm rk Cts3rots. FL 32766 536# 2.50" WA"1I'd V: 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 er etion brucing, wind brazing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of wss members only to reduce buckling length. Provisions mull 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 HI8-91 ofTPI). For specific truss bracing requirements contact building designer.(Truss Plate Inaitum TPI is located at 583 WOooftio Drivc, Madison Wisconsin 53719). Joint Locations =e========..... 1) 0- 0- 0 3) 9-10- 1 5) 5- 3-12 2) 5- 3-12 4) 9-10- 1 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -11 -1- 6- 2 0 0- 0- 0 TC Vert L+D 0 0- 0- 0 -88 9-10- 1 BC Vert L+D 0 0- 0- 0 -76 9-10- 1 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2a-607/613,2-3=-50/123, BOT CHORD 6-5--754/560,5-4=-752/549, Webs 5-2=-37/206,2-4 603/826, 4- 3--152/23, 3 2x4 3- 9-10 Scale = 0.3093 Eng Job: WO: SUNIV40 Dwg: TI: H1 Dsgnr: ECH Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O. C.: 2- 0- 0 TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 vsf v4.7.21-11768 Design: Matrix Analysis rror.aae raw: I: sec ac-uvw IA rvI—. I.— -'r., s.a.,-v --w^ Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:H2 Qty:2 • I DESIGN INFORMATION This design is for an individual building component and has been based on information prm ided by the client. The designer disclaims any responsibility for damages ax a result of faulty or imonect information, spcfifcatioas and/or designs furnished to the truss design= by the client and the co -mess or accuracy of Nis information as it may relate to a specific project and accepn ne, responsibility or exercises no control with regard to fabrication, handling. shipment and installation oftrosses. This truss has been designed as an individual building component in accordance with ANSMI 1-2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engine=). When mewed for approval by the building designer, the design loadings shown must be chocked to be sure that the dau shown are in agreement with the local building codm local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) arc continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are nor fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of I(Y-0' o.c. Connector plates shall be manufactured from 20 gauge but dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator shall review this drawing to verify that this drawing is in mnformarce with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be instilled over knotholm knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Connector pules shall be located on bah faecs of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x a- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) tun parallel to the plate length specified. Double cuts on web members shall me= at the c-uoid ofthc webs unless otherwise shown. Connector plate sizes tie minimum sizes based on the losers shown and may need m be increased for ceruin handling and/or erection shaves. This truss is -1 to be fabricated with fire retardant heated lumber unless otherwise shown. For additional information on Quality Control refer to ANSIlfPI 1-2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with *Handling. Instilling and Bracing'. HIS-91. Trusses are to be handled with particular pre during banding and bundling. deliver) and installation to avoid damage. Temporary and parmanernt bracing for holding - in a straight and plumb position and for resisting lateral forcm shall be designed and installed by others. Careful handling is essential and erevion bracing is always required. Normal prep utionam action for trusses requires such temporary bracing during insulation her.- ux- to avoid toppling and dominoing. The supmision oferection of trusses shall be under the control of persons experienced in the installation oftrusses. Professional advice shall be sought if needed. Carcemnation of construction loads grpmr 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 wss= until after all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 6 SP #2 0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 2 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1354 0.71 C 1- 5 -1480 0.48 2- 3 -184 0.38 C 5- 4 -1476 0.39 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.10/xxx 0.10/xxx 5 R.Cant.-0.01/-122-0.02/-62 4 Horiz. -0.02 -0.03 NA Max DL Deflection L/xxx = 0.00 Long term deflection factor = 1.50 4-3-7 0- 3-14 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. WndLod per ASCE 7-02, C&C, V. 125mph, H. 21.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 30.0 ft W. 9.4 ft Trues in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--1110/1354,2-3=-184/91, BOT CHORD 1-5.-1480/1061,5-4.-1476/1068, Webs 5-2=-23/187,2-4--902/1403, 4-3--314/272,0-0--365/259, Joint Locations= ....... ======= 1) 0- 0- 0 3) 9- 4- 8 5) 5- 3- 5 2) 5- 3- 5 4) 9- 4- 8 6) 0 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -11 -1- 6- 2 0 0- 0- 0 TC Vert L+D 0 0- 0- 0 -83 9- 4- 8 BC Vert L+D 0 0- 0- 0 -72 9- 4- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 268 288 -584 B Pin 6- 7-12 1 457 0 -320 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 5- 2 187 0.06 C 4- 3 -314 0.09 2- 4 1403 0.42 C 9-10- 0 L I I 1 2 3 4.24 0- 4-15 268# 0.00" 9- 4- 2.12 457# 2.50" 9-4-8-4-88 R1- 6- 0) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma ro n des Systems B acing shown on this drawing is nor erection brazing, wind bracing. portal bracing or similar bracing which is a pan of the building deign and which must be considered by the building designer. Bracing shown is for lateral support of wss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure maybe required. (Sec HIB-91 of TPI)For specific miss bracing requircmenu, contact building designer.(Tmss Plate lismitotq TPI is located at 593 4005 MARONDA WAY D'Omfrio Drive. Madison. Wixomio 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 Madafon PL Chin tea. FL 32744 I I 2- 0-11 2- 2-10 3- 9-10 0-1-14 1-8-01-7-0 Scale = 0.3919 Eng Job: WO: SUNIV40 Dwg: TI: H2 Dsgnr:ECH Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.21-11769 Design: Matrix Analysis rroaiae race: .,...,.,.. . Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:J Qty:16 e I 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 of ineorrat information. specifications asdror designs fumished to the wss designer by the client and the cortecmess w accuracy of this information as it may relate to a specific project and accepts no ezponsibility or exercises no control with regard to fabrication. handling. shipment and installation of vsses. This no has been designed n an individual building component in accordance with ANSIrrPI 1-2002 and NDS-02 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 cherkd to be sure that the data dawn we in agreement with the local building coda local climatic records for wind or snow loads project specifications or special applied loads. Unless shown, muss has not been designed for storage or occupancy loads. The design assumes compression chords (nap or bottom) we continuously braced by sheathing unless otherwise specified. Where bottom chords in tension ace not fully braced laterally by a properly applied rigid ceiling they should be braced at a maximum spacing of 10'-0' O.C. Connector plats shall be anufanurd from 20 gauge hot dipped galvanized steel mating ASTM A 633, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing in verify Out this drawing is in conformance with the fabricames plans and in realize a continuing responsibility for such verification. Any discrepancies are to be pm in writing before cutting or fabrication. Plates shall not be insulld over knotholes, knots m distoned grain. Members shall be cut for tight fining wood to wood bearing. Connector plates shall be located on both faces or the tout with if, fullimbedded ad shall be sym. about the joint unless otherwise shown. A 5x4 plate is V wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slors (holes) run parallel to the plate length specified. Double cuts on web members shall mat at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes baud on the farces shown and may need to be increased for certain handling mWor section suesses. This no is not in be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI?PI I- 2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followd in accordance with "Handling. Installing and Bracing'. HIB-91. Trusses ace ro be handled with particular art during banding and bundling, delivery and installation to avoid damage. Temporary and pemramsm bracing for holding noes in a straight and plumb position and for raining lateral fortes shall be designed and installed by others. Careful handling is essential and crarion bracing is always required. Normal precautionary action for musses requites such temporary bracing during installation between noes to avoid toppling and dominaing. The supervision of erection of musses shall be under the control of persons experienced in the installation of nzsa. Professional advice shall be sought if rnecdd. Concentration ofixammuetion loads greater than the design loads shall not be applied to musses at any time. No loads other than the weight of the cree,ors shall be applied in trusses until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 164 0.34 A 1- 4 -549 0.38 2- 3 -179 0.32 A GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.10/787-0.20/403 4-1 Horiz. 0.00 -0.01 NA Max DL Deflection L/827 - -0.10 Long term deflection factor - 1.50 4- 3-15 0- 4-3 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V- 125mph, H. 21.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. encl L= 30.0 ft W- 7.0 ft Trues in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2--144/164,2-3--179/149, BOT CHORD 1-4--549/235, Webs 2-4--271/634, 7- 0-0 1 2 6. 00 Joint Locations==-====e=====_ 1) 0- 6- 8 3) 7- 0- 0 5) 0- 6- 8 2) 3- 9- 4 4) 7- 0- 0 In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 294 484 -291 B Pin 6- 11- 4 1 103 115 -223 T Pin 6- 11- 4 1 255 0 -315 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2- 4 634 0.19 C 3 C/ L: 6-11- 4 103# 1.50" pq N 294# 3.50" 255H 1.50" 7- 0-0 5 4 I 1 19 t. 7-0-0 L 1 7) n EXCEPT AS SHOWN PLATES ARE MiTek MT20 Maronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fars(407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 267 Meds0lon FL t2wksista. FL 32764 WPL N1NU: 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 nor crecnion bracing. uind bracing, portal bracing or similar bracing which is a pan of the building design ad which must be considered by the building designer. Bracing shown is for lateral appon of wss embers only to reduce buckling length. Provisions must be made to anchor Intel bracing at ends and specified cations determined by the building designer. Additional bracing ofthe overall structure may be required. (See HIB-91 of TPI).For specific must bracing requircmenm contact building designer.(Tross Plate Instimm TPI is located a1583 D' Ooofrio Drive, Madison Wisconsin 53719). Attach with (3) 16f1 Toe -Nails 3- 10- 3 Attach with (4) 16f1 Toe -Nails Over 3 Supports Scale = 0.4323 Eng Job: W0: SUNIV40 Dwg: TI: J Dsgnr: ECH Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43-0 nsf v4.7.21-1177( Design: Matrix Analysis Yip Z l as roc cat:: x.: xa naa-uvn kn an xvxau=xp=ara.-av y.a y, a. c,y,n• a tya.y... Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SLTNIV40 TI:J1 Qty:4 ` ' DESIGN INFORMATION This design is for an individual building component and has ban based on information provided by the client. The designer disclaims any responsibility far damages as a result of faulty or incorrect information. specifications and/or designs famished to the wss design by the client and the conamess or accuracy of this information as it may relate to a specific project and accepts no responsibility or exacisa no control with regard to fabrication. handling. shipment and installation of trusses This wss has been designed its - individual building component in accordance with ANSI/TPI 1-2002 and NDS-02 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 climatic records for wind or snow loads, paject specifications or special applied loads. Unless shown. wss has not been designed for storage or occupancy loads. The design assumes companion chords (op or bottom) are continuously braced by sheathing unless whawie specified. NTae bottom chards in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies we to be put in writing before cutting or fabrication. Plata shall not be installed ova knotholes knits or disoned grain. Members shall be cut for right fitting wood to wood bearing. Connector plates shall be located on bah faca•s of the wss with veils fully imbedded and shall be sat. about thcjoint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) ran parallel to the plate length specified. Double cuts on web members shall racer at the centroid of the webs unless otherwise shown. Connector plate sizes we minimum sizes hued on the forces shown and may need to be irareased for certain handling and/or election stresses. This wss is not to be fabricated with fire retardant treated lumber unless othawiw shown. For additional information an Quality Control refer in ANSlrrPI 1-2002 PRECAUTIONARY NOTES All bracing and section recommendations are to he followed in accordance aid, 'Handling. Installing and Bracing'. HIB-91. Trusses are to be handled with particular ©re during banding and bundling. deliver and installation to avoid damage. Temporary and permanent bracing for holding cusses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Caalbl handling is —,ial and erection bracing is always required. Normal p=utimur action for cases requires such temporary bracing during installation between masses to avoid toppling and domiroing. The sopmision of erection of vuaes shall be under the control ofpersons experienced in the installation of roses. Professional advice shall be sought if needed. Concenmtion of construction loads grata than the design loads shall not be applied to trusses at amtime. No loads other than the weight of the sectors shall be applied to trusses until after all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2. 4 SP #2 WB: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 174 0.36 A 1- 4 -570 0.37 2- 3 -183 0.33 A GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.10/812-0.19/409 4-1 Horiz. 0.00 -0.01 NA Max DL Deflection L/828 = -0.09 Long term deflection factor - 1.50 3- 10- 3 0- 4-7 241# 3.50" Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V- 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. encl L. 40.0 ft War 7.0 ft Trues in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-144/174,2-3--183/147, BOT CHORD 1-4 570/234, Webs 2-4=-269/659, 6- 11- 8 r 6.00 6- 11- 8 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Fo READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: n d a Systems Bracing shown on this drawing is net erection bracing. wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is fro lateral support oftruss members only to reduce buckling length. Provisions muss be made to anchor lateral bracing at ends and specified at locations determined by the building dnignet. Additional bracing of the ovaall structure may be required. (Sec HIB-91 of TPO. For specific truss bracing requuamms. contact building designa.(Truss Plate Institute. TPI is located at 583 4005 MARONDA WAY D'Onofria Drive. Madison, Wisconsin 53719), Sanford, FL. 32771 407) 321-0064 Fax (407) 32JL-3913 TOMAS PONCE P.E. LICENSE aa0050068 367 Meda®on FL OudnotIN FL 32766 Joint Locations -------_.....__ 1) 0- 6- 8 3) 7- 0- 0 5) 0- 6- 8 2) 3- 9- 4 4) 7- 0- 0 In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 241 501 -205 B Pin 6- 10-12 1 103 113 -231 T Pin 6- 10-12 1 253 0 -327 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2- 4 659 0.20 C C/ L: 6-10-12 103# 1.50" 2x4 Attach with (3) 16d Toe -Nails 3- 10- 3 Attach with (4) 16d Toe -Nails 253# 1.50" Over 3 Supports Scale =0.4623 Eng Job: WO: SLTNIV40 Dwg: TI: J1 Dsgnr: ECH Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf D. C.: 2- 0- 0 TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.21-11771 Design: Matrix Analysis Protile Path: C:\TEE-LVK\Worx\UODs\b'uN1v9O\bUNCUKT i v\.ai.prx Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:J2 Qty:4 ' I 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 resuh of faulty or incorrect information. spccificatiom and/or designs famished to the truss designer by the client and the cornmess or accuracy of this information as it may relate to a specific project and accepts to responsibility or exercises no control with regard to fabrication. handling. shipment and installation of uussa. This truss has been designed as an individual building component in accordance with ANSlrrPI 1-2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered architect or prufessioml engineer). When reviewed for ppro, A 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 codm local climatic records for wind or snow loads, project sperificatiom or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assuma compression chords (top or bottom) we ominously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling they should be braced at a muimum spacing of 10111' a c. Connmmr plus shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 633. 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 verification. Any discrepancies are to be put in writing before tuning or fabrication. Plata stall not be installed over knotholm knots or distorted gain. Members shall be em for tight fining woad to wood bearing. Connector plats shall be looted on bah fans 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 6d plate is 6' wide x g' long. Slors(holm) mn parallel to the plate length specified. Double cuts on web members shall meet at the centruid of the webs unless otherwise shown. Connector plate sizm arc minimum sizes based on the forces shown and may need to be increased for certain handling 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 rcfn to AN511TPi I.2oo2 PRECAUTIONARY NOTES All bracing and nation recommendations are to be followed in accordance with *Handling. Installing and Bracing'. 1118.91. Trusses are to be handled with particular one during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding musses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Cucful handling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between susses to avoid toppling and dominoing. The supervision of nation of trusses shall be under the con"] of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall rw be applied to louses at any time. No loads other than the weight of the erectors shall be applied to tmssa until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-52/9, BOT CHORD 1-3-0/0, 3- 3-15 0-4-3 t Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. encl L= 30.0 ft W= 5.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -52 0.64 A 1- 3 0 0.52 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.14/xxx 0.05/xxx 3-1 Horiz. 0.00 0.00 NA Max DL Deflection L/xxx - -0.09 Long term deflection factor = 1.50 5-0-0 2 6.00 C/L: 4-11- 4 112# 1.50" 266# 3.50" 103# 1.50" 5-0-0 4 3 5.0-0 L7 Rl- I- 7) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: M a eon des Systems Bracing shown on this drawing ism erection bracing. wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support oftruss members only to reduce buckling length. Provisions mum be made to anchor lateral bracing at ends and specified locations dnennined by the building designer. Additional bracing of Oar overall structure may be required. (Sec HIB-91 of ... For specific truss bracing requirements, contact building desigue.(Truss Plate Institute, TPI is located at 593 400S MARONDA WAY Donofrio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE S-WSOD68 367 Meda®on PL Chultaotaa, FL 32744 Joint Locations==== 1) 0- 6- 8 3) 5- 0- 0 2) 5- 0- 0 4) 0- 6- 8 In - Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 266 193 -393 B Pin 4- 11- 4 1 112 148 -274 T Pin 4- 11- 4 1 103 0 -45 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Attach with (3) 16d To I Nails 2- 10- 3 Attach with (2) 16d Toe -Nails Over 3 Supports Scale =0.4304 Eng Job: WO: SUNIV40 Dwg: TI: J2 Dsgnr: ECH Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Proziie Pacn: moans k-wnk ounce.+ %x ... zva a . w ka Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:J2A Qty:4 DESIGN INFORMATION This design is for an individual building component and has been based on infomution provided by the client. The dnig— disclaims any responsibility for damages as a result of faulty or incorrect infrmation, speeifiealiom andror designs funtished to the truss designer by the client and the coneemess or accuracy of this information as it may relate to a specific project and accepts no responsibility or exercises on control with regard to fabrication, handling, shipment and installation of trusses. This wss has been designed as an individual building component in accordance with ANSVTPI 1.2002 and NDS42 to be incorporated m pan of the building design by a Building Designer (registered architect or professioml engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown we in agreement with the local building codes. local climatic records for wind or scow loads, pmjml specifications or special applied loads. Unless shown truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bosom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension we not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 104Y o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 633, 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 verification. Any discrepancies we to be put in writing before cutting or fabrication. Plates shall not be installed over kmgmles. kmm or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Connector plates shall be located on bah faces of the truss with nails full) imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 619 plate is 6' wide x 8' long. Slots (holes) ton parallel to the plate length specified. Double cum on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes we minimum sizes based on the forces shown and may need to be increased for certain handling and/or erection stresses. This wss is not to be fabricated with fire retard= treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSlrrpl 1-2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to, be followed in accordance with'Handling, Installing and Bracing'. 11I13.91. Tmsses are to be handled with particular care during banding and bundling, del4cry and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and erasion bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between musses to avoid toppling and domiming. The supervision of erection of musses shall be under the control of persons experienced in the insullation of wsses. Pmfessional advice shall be sought if nodded. Concemration of construction loads greater than the design loads shall not be applied to tnssses at any time. No loads other than the weight of the erectors shall be applied to tmssn until aftn all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--52/9, BOT CHORD 1-3.0/0, 3- 3-15 0-4-3 f Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CSC, V. 125mph, H. 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. encl L- 30.0 ft W= 5.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -52 0.64 A 1- 3 0 0.52 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.14/xxx 0.05/xxx 3-1 Horiz. 0.00 0.00 NA Max DL Deflection L/xxx - -0.09 Long term deflection factor a 1.50 0-0 Joint Locations ------==--. --- 1) 0- 6- 8 3) 5- 0- 0 2) 5- 0- 0 4) 0- 6- 8 In -Plant Quality Assurance with Cq- 1 " MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 266 193 -393 B Pin 4-11- 4 1 112 148 -274 T Pin 4-11- 4 1 103 0 -45 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 2 6.00 C/L: 4-11-4 Attach with (3) 112# 1.50" 16d Toe\ails 2-10- 3 Attach with (2) P16d Toe -Nails 266# 5.00" 103# 1.50" 5-0-0 4 3 I-1-9 A, 5-0-0 R1- 1- 7) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: CMaronda Systems Bracing shown on this drawing is not erection bracing- wind bracing. ponal bracing of similar bracing which is a pan of the building design and which muss be considered by the building designer. Bracing shown is for lateral support ofwss members only to reduce buckling length. Provisions mug be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall gmcmre maybe required. (See HID-91 of TPI)Yor specific muss brazing requirements. contact building designa.(Tmss Plate Institute. TPI is located a1583 4005 MARONDA WAY DOnoffio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407)321-0064 Fax(407) 321-3913 TOMA-S PONCE P.E. LICENSE aa0050068 367 Meda®on FL Ondmis, FL 32766 Over 3 Supports Scale = 0.4304 Eng Job: WO: SUNIV40 Dwg: TI: J2A Dsgnr:ECH Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA mnmalr A'1 A woF vA 7 11_11111 Design: Macrix anaiyeie rays.aaa raw: w-- v -----w..•—••• - .--- r—^ Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:J2B Qty:4 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the muss designer by the client and the correctness or accuracy of this information as it may «late to a specific project and accepts no responsibility or exertises no control with regard to fabrication, handling, shipment and installation of uu— This muss has been designed as an individual building component in accordance with ANSVTPI 1-2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered architect err professional enginces). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building coda local climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown, muss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bomim) are continuously 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 lq-o' o.c. Comecmr plates shall be manufactured from 20 gauge hot dipped galvanized reel Ming ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies me to be put in writing before cutting or fabrication. Plates stall not be insulled over brotholes knits or distorted grain. Members shall be cut for tight fining wand to wood bearing. Connector plates shall be looted on both fates of the thus with nails full imbedded and shall be sym. about thejoim unless otherwisc shown. A 5a4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (hales) run puallcl to the plate length specified. Double cuts on web members shall meetae the cenmuid of the webs unless otherwise shown. Contractor plate sizes are minimum sizes based on the fortes shown and may need to be increased for certain handling and/or action stresses. This muss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Ouality Control refer to ANSI/fPl 1-2002 PRECAUTIONARY NOTES All bracing and action recommendations we in be allowed in accordance with "Handling. Installing and Bracing'. HIB-91. Trusses are to be handled with particular are during banding and bundling, deliver) and installation to avoid damage. Temporary and permanrnl bracing for holding musses in a straight and plumb position and for resisting lateral forts shall be designed and insulled by others. Careful handling is essential and erection bracing is alums required. Normal protautionary action for trusses requires such temporary bracing during installation between musses to avoid toppling and domiming. The supmision of action of musses shall be under the control of pcisous experienced in the installation of trusses. Professional advice shall be sought if rtetded. Concentration of ennstrtxtion loads greater than the design loads shall rot be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to musses until Act all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 Sip #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-52/0, BOT CHORD 1-3--25/24, 3- 3-15 0-4-3 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 266 203 -389 B Pin 4-11- 4 1 113 151 -274 T Pin 4-11- 4 1 103 0 -46 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 5-0-0 I 2 Joint Locations--===_-------_- 1) 0- 9-15 3) 5- 0- 0 2) 5- 0- 0 4) 0- 9-15 WndLod per ASCE 7-02, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type- encl L- 30.0 ft W= 5.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -52 0.65 A 1- 3 -25 0.52 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.16/xxx 0.04/xxx 3-1 Horiz. 0.00 0.00 NA Max DL Deflection L/xxx - -0.12 Long term deflection factor - 1.50 6. 00 C/L: 4-11- 4 113# 1.50" 3.00 0-3-8 1 1 H 266# 3.50" 103# 1.50" 5-0-0 y 4 3 I-I-9 5-0-0 RI- 1- 7) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: CM:aronda S ys t e MS Brxing shown on this drawing is r a erection bracing, wind bracing, portal bracingor similar bracing which is a pan of the building design and which muss be considered by the building desigtra. Bracing shown is for lateral suppon of truss members only m reduce buckling length. Provisions must be made W =hot lateral bracing at ads and specified locations daemnined by the building designer. Additional bracing of the overall structure maybe required. (See HIB-91 of TPI).For specific from bracing requirernents, comet building designa.(Truss Plate Institute, TPI is located at 583 4005 MARONDA WAY 90mfrio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE aarOOS0068 I67 MedmWon FL gatduota, FL 32760 Attach with (3) 16d Toe -Nails Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.4907 Eng Job: WO: SUNIV40 DWg: TI: J2B Dsgnr: ECH Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O. C.: 2- 0- 0 TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 osf v4.7.21-11774 Design: Matrix Analysis t'rOr sin + a w ,Y Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:J4 Qty:4 DESIGN INFORMATION This design is for an individual building component and has been baud on information firm'idd by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications arnNan designs Pomishd to the wss designer by the client andathe corramess or accuracy of Nis information u it may relate to a specific project and accepts no responsibility or exercises no control with regard to fabrication, handling. shipment and installation oftrosss. This miss has bean designed as an individual building component in accordance with ANSl1TPl 1-2002 and NDS- 02 in be incorporated as pan of thc building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loa& project specifications or special applied loads. Unless shown wss has not bear designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless othcrwiu specified. Where bottom chords in tension see not fully braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-0' o,c. Connector plates shall be anufactmed from 20 gauge hot dipped galvaniad steel marina ASTM A 657. Grade 40. unless otherwikc shown. FABRICATION NOTES Prior to fabrication. the f lidwor shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vecifncatian. Any diurcpuncia are to be put in writing before cutting or fabrication. Plata shall not be installed over katothelm knots or distorted grain. Members shall be cut for tight fitting wood 10 wood bearing. Connector plates shall be lo©led on bah faces of the tmss with mils fully imbedded and shall be s)m. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6%9 plate is 6' wide x V long. Slots (holes) run parallel to the plats length specified. Double cutson web members shall men at the cruid of the webs unless otherwise shown. Connector plate sizes are minimum sizes baud an the foxes shown and may need to be increased for certain handling and/or erection susses. This truss; is not to be fabricated with fire retardant trend lumber unless otherwise shown. For additional information on Quality Control refer to ANSMI 1.2002 PRECAUTIONARY NOTES All bracing ad erection recommendations sec 10 be Followed in accordance with "Handling. Installing and Bracing'. HI8 91. Tmsss sec to be handled with particular are during banding and bundling. delivery ad installation to avoid damage. Temporary and permanent bracing for holding trussn in a straight and plumb position and for resisting lateral foam shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for musses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection ofmasses shall be under the control of persons aperiencd in the installation of trusses. Professional advice shall be sought if n ded. Co= LnItionof construction loads grater than the design loads shall nnot be applied to uncaes at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-6/31, HOT CHORD 1- 3=0/0, Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H= 21.0 ft, I. 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- encl L. 30.0 ft W= 3.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 31 0.24 A 1- 3 0 0.19 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio 'Jnt(s). I.Span 0. 02/xxx 0.01/xxx 3-1 Horiz. 0.00 0.00 NA Max DL Deflection L/xxx . -0.01 Long term deflection factor . 1.50 2- 3-15 0- 4- 3 1 t 3- 0- 6. 00 Joint Locations=====__....•.•• 1) 0- 6- 8 3) 3- 0- 0 2) 3- 0- 0 4) 0- 6- 8 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 181 119 -279 B Pin 2-11- 4 1 67 92 -169 T Pin 2-11- 4 1 62 0 -27 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE C/L: 2- I 1- 4Attach with (2) 67# 1.50" 16d Toe -Nails 1-10-3 181# 3.50" 62# 1.50" 1. 3-0- 0 4 11-1- 9 3- 0-0-9 3-0-0R1- 1- 7) 3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a ron des Systems B acing shown on this drawing is nogerection bracing. wind bracing. portal bracing or similar bracing which is a pan of the building design ad which must be considered by the building designer. Bracing drown is for lateral suppon of truss embers only to reduce buckling length. Revisions must be made to anchor lateral bracing at ends and specified locations daermiad by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO.For specific win bracing requirements. contact building designer.(Truss Plate Institute. TPI is located at 593 4005 MARONDA WAY D' Omfn'o Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE 100050008 367 MedaMm IL gaaduotar FL 32766 Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.5116 Eng Job: WO: SUNIV40 Dwg: TI: J4 Dsgnr: ECH Chk: 9/ 15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 nsf v4.7.21-1177° Design: Matrix Analysl6 --a.— rns.aa: ....... .••. . •r•^ Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:J4A Qty:4 - I DESIGN INFORMATION This design is for an individual building component and has ban based on information pro ided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications andfor designs fumishcd to the muss designer by the client and he conecmess or accuracy of this info mation nit may relate to a specific project and accepts no responsibility or exacises no control with regard to fabrication. handling, shipment and installation of musses. This miss has been designed as an individual building component in accordance with ANSIrrPI I-2002 and NDS-02 1. 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 drat the data shown ace in agreement with the local building codes, local climatic records for wind or snow loads. pojmt specifications or special applied loads. Unless shown. muss has nor been designed for storage or occupancy loads, The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. What bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 101-0' o.c. Connector plain shall be manufactured from 20 gauge hot dipped galvanized stecl meeting ASTM A 633, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing w verify that this drawing is in co rtmonannce with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall not be installed over knotholm knot: or distorted grain. Mcmbcn shall be cut for tight fitting wood to wood bearing. Connector, plate shall be looted on bah faces of the truss with it, full, imbedded and shall be sea. about the joint unless otherwise shown. A 5x4 plate is 5' wide x P 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 urea at the cenuuid of the webs unless otherwise shown. Corrector plate sizes ace minimum sizes based on Lh forte shown andmay Deed to be ircrcased for certain handling anhor section sveses. This truss is not In be fabricated with fire netandam vested lumber unless otherwise shown. For additional information on Quality Control refer to ANSVrPI I- 2002 PRECAUTIONARY NOTES All bracing and section recommendations are to be followed in accordance with -Handling. Installing and Bracing'. HIB-91. Trusses ace to be handled with particular cart during banding and bundlin& deli%cry and installation to avoid damage. Temporary and permanent bracing for holding musses in a straight and plumb position and for resiAing lateral forces shall be designed and installed by others. Careful handling is essential and erection bracing is alma)s required. Normal precautionary action for misses requires such temporary bracing during installation betwee0 trusses to avoid toppling and domiming. The supervision of amtion of musses shall be under the control of persons experienced in the installation of tmnes. Professional advice shall be sought if needed. Contcentmtion of mnstrumion loads greater than the design loads shall nor be applied totrnassts al myrime. No loads other than the weight of the erecters shall be molied to musses until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be ( narked on truss. Shim or wedge if necessary to achieve full bearing. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-6/31, BOT CHORD 1-3.0/0, Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. wndLod per ASCE 7-02, C4C, V. 125mph, H= 21.0 ft, I. 1.00, Exp.Cat. B, Kzt• 1.0 Bld Type. encl L. 30.0 ft W= 3.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 31 0.24 A 1- 3 0 0.19 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.02/xxx 0.01/xxx 3-1 Horiz. 0.00 0.00 NA Max DL Deflection L/xxx = -0.01 Long term deflection factor = 1.50 3- 0-0 1 2 6. 00 C/ L:2-11-4 67# 1.50" 181# 8.00" 62# 1.50" 3- 0-0 4 3 1- 1-9 3-0-0-1-9 3-0-00 RI- 1- 7) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma roe des Systems Bracing shown on this doming is tot crtction bracing. wind bracing. portal bracing or similarbracing which is a pan of Ne building design and which must be considered by the building designer. Bracing shown is for lateral support of muss manbers only to «duce buckling length. Provisions must be made to anchor lateral bracing at sods and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). For specific uuss bracing requirements contact building desigoe.(rross Plate Institute. TPI is located at 583 4005 MARONDA WAY D'Onofrio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE ,005006E 267 Modafaa PL CMdtwb, FL 32796 Joint Locations .... =------.... 1) 0- 6- 8 3) 3- 0- 0 2) 3- 0- 0 4) 0- 6- 8 In -Plant Quality Assurance With Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 181 119 -279 B Pin 2-11- 4 1 67 92 -169 T Pin 2-11- 4 1 62 0 -27 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Attach with ( 2) 16d Toe - Nails 1-10- 3 Attach with ( 2) 16d Toe - Nails Over 3 Supports Scale = 0.5116 Eng Job: WO: SUNIV40 Dwg: TI: J4A Dsgnr:ECH Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 psf V4.7.21-1177( Design: Matrix Analysis Profile Path: C:\TEE-LUK\WOrx\JODs\BUN1Vq U\BUNBUKY 1 V\J9A.prx Job: SUNBURY I V Customer:10# UPLIFT D.L. WO: SUNIV40 TI:J4B Qty:4 • DESIGN INFORMATION This design is for an individual building component and has been baud on inforstution prm'ided by the client. The designer disclaims any responsibility for damages as a result of faulty or iocoral information, specifications mWor designs famished to the wss designer by the client and the correctness Or accuracy of this Information as It may relate to a specific project and accepts no responsibility or exercises no control with regard to fabrication, handling. shipment and installation ofhusses. This truss has been designed as an individual building component in accordance with ANSVTPI 1.2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). What reviewed for approval by the building designer. the design loadings shown muss be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow bads. Project specificatimur or special applied loads. Unless down. wss has not beat designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' oc. Connector Plata shall be manufactured from 20 gauge hot Blipped ylvani,ed s eel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plain and to realize a continuing responsibility fw such vaiftcation. Any discrepa ria are to be put in writing before tuning or fabrication. Plata shall not be installed ova knotholes. knots or distond grain. Member shall be cur for tight fitting wood to wood bearing. Connector Plata shall be located on both faces of the truss with it, fully imbedded and stall be svm. about thejoint unless otherwise shown. A 5x4 plate is 5' wide a a' long. A 6xg plate is 6' wide a g' long. Slott (holes) inn parallel o the plate length specified. Double cuts on web members shall rum at the cenhoid of the webs unless otherwise shown. Connector Plate sizes see minimum sizes based on the forces shown and may need to be increased for chain handling adlor erection stresses. This truss is not to be Gbricated with fare retardant heated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI?PI I.2oo2 PRECAUTIONARY NOTES All bracing and erection rmommedmions arc to be followed in accodarcc with 'Handling. Installing and Bracing'. HIB-91. T.— are o be handled with particular arc during banding and bundling, deliver) and installation to avoid damage. Temporary and permanenl bracing for holding trusses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and oration bracing is always required. Normal preeamiormq action for trusses requires such temporary bracing during imullmion between trusses to avoid toppling and dominoing. The supervision of erection of mosses shall be under the control of persons experiead in the installation of m sscs. Professional advice shall be sought if needed. Concensmlion of coomntnion loads greater than the design loads skull not be applied to trusses at any time No loads other than the weight of the eraon shall be applied to mosses anti[ after all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--32/0, BOT CHORD 1-3--14/14, 2- 3-15 0-4-3 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 181 126 -276 B Pin 2-11- 4 1 68 94 -169 T Pin 2-11- 4 1 62 0 -28 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 3-0-0 2 6.00 C/L: 2-11- 4 68# 1.50" 3.00 0- 3- 181# 3.50" 62# 1.50" 3-0-0 — 4 3 L I- 1-9 V 3-0-0 L RI-17) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Marrondes Systems Brazing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral suppun of truss members only to reduce buckling length. Provisions mast 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. (Sec HIB-91 of TPI).For specific truss bracing rcquitemrnts, contact building designa.(Tross Plans Intrinsic, TPI is located at 593 400S MARONDA WAY D'Onofiio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE 00050068 367 MeddBa+ FL Chtshlota. FL 32766 Joint Locations=.===__________ 1) 0- 9-15 3) 3- 0- 0 2) 3- 0- 0 4) 0- 9-15 WndLod per ASCE 7-02, CCC, V- 125mph, H. 21.0 ft, I= 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type- encl L= 30.0 ft W. 3.0 ft Truss in END zone, TCDL= 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -32 0.24 A 1- 3 -14 0.19 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.02/xxx 0.01/xxx 3-1 Horiz. 0.00 0.00 NA Max DL Deflection L/xxx = -0.02 Long term deflection factor - 1.50 Attach with (2) 16d Toe -Nails Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.5947 Eng Job: WO: SUNIV40 Dwg: TI: J4B Dsgnr: ECH Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O. C.: 2- 0- 0TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA mnmaT. Al n e,af .zed 1 7T _T T 7711 Design: Matrix Analysis r .o ra— x.: t.esn-a.vn .........v. . . N,+...y.,. Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:J6 Qty:4 ' DESIGN INFORMATION This design is form individual building component and has been based on information provided by the client The design. disclaims any responsibility for damages as a result of faulty of inconcel information, specifications and/or designs furnished to the mass designs by the client and the coacmess or accuracy of Otis information as it may relate In a specific project and accepts no responsibility or exercises no control with regard to fabrication. handling. shipment and installation of wss. This wss has been designed u an individual building component in accordance with ANSIIfPI 1-2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered architect ar professional engineer). what r icwcd for approval by the building daigner. the design loadings shown must be checked to be sure Out the data shown are in agreement With the local building coda. IM3I climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has rot beam designed for sausage or occupancy loads. The design assumes; compression chords (top or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chards in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of I0'-0' oc. Connector plata shall be manufactured from 20 gauge hot dipped galvanized oat 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 fabricatuls plans and to realize a continuing responsibility for such verification. Any discrepancies we to be put in writing before cutting or fabrication. Plates shall not be installed ova knotholes. knots or diooned grain. Members shall be cut for tight riming wood to wood baiting. Connector plat. shall be located on bah faces of thi truss with mails fully imbedded and shall be ram, alroul thcjoint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6.8 plate is 6' wide x 8' long. Slots (holes) man parallel to the plate length specified. Double cum on web members shall men at the cenmaid of the webs unless whawise shown. Connector plate sizes are minimum sizes hosed on the forces shown and may need to be imeased for certain handling and/or election blesses. This mass is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI?PI 1.2002 PRECAUTIONARY NOTES All bracing and amtioo recommendations tie to be followed in accordance with "Handling, Insaalling and Bracing'. HIB-91. T.— arc to be handled with particular airt during banding and bundlin& delivery and installation to avoid damage. Temporary and Panamint bracing for bolding masses in a straight and plumb position and for resisting lateral forces stall be designed and inoalled by others. Careful handling is ctuntial and erection bracing is always required. Nomad precautionary action for masses requires such temporary bracing during installation berween trusses to avoid toppling and dominoing. The supervision of action of wss. shall be under the control of pawns experienced in the installation of mosses. professional advice shall be sought if needed. Concentration of wnssrtnction loads greater than the design loads shall not be applied to muses at anY time. No loads other than the weight ofthe actors shall be applied to masses until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-2/11, BOT CHORD 1-3-0/0, Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 21.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- encl L- 30.0 ft W- 1.0 ft Truss in END zone, TCDL. 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 11 0.03 A 1- 3 0 0.02 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor - 1.50 Joint Locations ......... 1)0-6- 8 3) 1- 0- 0 2) 1- 0- 0 4) 0- 6- 8 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 95 40 -158 B Pin 0-11- 4 1 23 32 -58 T Pin 0-11- 4 1 21 0 -7 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 11 T 1 2 6.00 C/L: 0-11- 4 Attach with (2) 23# 1.50" 16d Toe -Nails 0-4-3 3x4 T 0-10- 3 1- 3-15 F Attach with (2) 16d Toe -Nails 95# 3.50" 2141.50" 1r 4 3 1- 1-9 L 1-0-0 y RI- 1-7) EXCEPT AS SHOWN PLATES ARE MiTek MT20 FMaronda WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Systems Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or simile bracing which is a part of the buildiag design and which moo be considered by the building daigna. Bracing shown is fa lateral support of mass members only to reduce buckling length. Provisions mum be made to anchor lateral bracing at ads and specified locations determined by the building designs. Additional bracing of the overall oructure maybe required. (Sec HIB-91 of TPI).For specific mass bracing requirements. contact building daigna.(Tmss Plate Institute, TPI is located at 585 4005 MARONDA WAY UOaofn'o Drive, Madison Wisconsin 5I719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE SsMSO068 367 MedaMian FL Oulkilota. FL 32766 Over 3 Supports Scale = 0.6279 Eng Job: WO: SUNIV40 Dwg: TI: J6 Dsgnr: ECH Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 SC Live 10.0 psf O. C.: 2- 0- 0 TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA mnmAT. dZ n . F .ee 7 7T_11I77c Design: Matrix Analysis rroriie races: kaa uses v.. x... nv n a a vacua. yes ac Job: SUNBURY i V Custoner:10# UPLIFT D.L. WO:SUNIV40 TI:J6A Qty:4 e ' DESIGN INFORMATION This design is for an individual building component and has been baud on information prmided 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 cormmess or accuracy of this information as it may relate to a specific project and accepts on responsibility or exercises on control with regard to fabrication, hulling, shipment and installation of trusses. This muss has been designed as an individual building component in accordance with ANSI?PI 1-2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). K'hen reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown we in agreement with the local building codm local climatic rmords for wind or snow loads project specifications or special applied loads. Unless shown. truss has our been designed for storage or mcupuncy loads. The design assumes compression chords (op or bottom) ace continuously braced by sheathing unless otherwise spmifted. Where bottom chords in tension ace not fully braced laterally by a properly applied rigid ceiling, they should be braced a a maximum spacing of Ity-0' o.c. Connector plates shall be manufactured from 20 gauge but dipped SA—i-d aal mining ASTM A 653. Grade 40. unless othmwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plus and to realize a continuing responsibility for well verification. Any discrepancia arc to be pat in writing before cutting or fabrication. Plates shall nc1 be installed over knotholes, knots or distoned grain. Members shall be cut for tight fitting wood io uood bearing. Connector plates shall be lomled on bah faros of the toss with toils fully imbedded and shall be svm. about the joint unless otherwise shown. A 5x4 plate is P wide x a- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) mn parallel to the plate length specified. Double cuts on web members shall men at the cenuoid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on doe forces shown ad may need to be increased for c=handling and/or erection stresses. This truss is rot to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Conmel refer to ANSI?PI 1.2002 PRECAUTIONARY NOTES All bracing and mention relomme ndations we to be followed in accoda ce with 'Handling. Instilling and Bracing'. HIB-91. Tmsus we to be handled with particular cane during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding musses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is asentid and erection bracing is always required. Nomul prmulimutry action for trusses requires such temporary bracing during invallarion between musses to avoid toppling and dominoing. The supervision of erection of musses shall be under the control of persons experienced in the installation of musses. Professional advice shall be sought if needed. Concentration of consinanion loads gtta cr than the design loads shall ram be applied to Imsus at anv time. No loads other than the weight of the crmors shall be applied to musses umil after all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-2/11, BOT CHORD 1-3-0/0, EXCEPT AS SHOWN PLATES ARE MiTek MT20 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 21.0 ft, Ier 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- encl L- 30.0 ft W. 1.0 ft Truss in END zone, TCDL- 4.2 psf, BCDLer 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 11 0.03 A 1- 3 0 0.02 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 . 0.00/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 a 0.00 Long term deflection factor - 1.50 17I1 1 2 6.00 C/1.: 0-11- 4 23# 1.50" 0-4-3 3x4 r H 95# 8.00" 21# 1.50" L 1-0-0 V TT1 4 3 v 1- 1- 9 v 1-0-0 v RI- 1- 7) e;ere.-------Joint Locations—....r,r,====_ 1) 0- 6- 8 3) 1- 6- o 2) 1- 0- 0 4) 0- 6- 8 In -Plant Quality Assurance with Cqe 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 95 40 -158 B Pin 0-11- 4 1 23 32 -58 T Pin 0-11- 4 1 21 0 -7 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Attach with (2) 16d Toe -Nails T 0-10- 3 Attach with (2) 16d Toe -Nails OF WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: M a ro n d a Systems Bracing shown on this drawing ism erection bracing, wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support ofmuss 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).For specific muss bracing requuemrn¢ contact building designer.(Tmss Plate Institute. TPI is [mated at 583 4005 MARONDA WAY DOmfrio Drive Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE i+0050068 367 Med215on PL Cfrrbaota, FL 32766 Over 3 Supports Scale = 0.6279 Eng Job: WO: SUNIV40 Dwg: TI: J6A Dsgnr:ECH Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Prorlie ratn: c: \rstz-wac\worn\dws\aunavvv \auarnvaz 1 v\Joa.prx Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:J6B Qty:4 • DESIGN INFORMATION TC: 2x 4 SP #2 This design is for an individual building component and BC: 2x 4 S P f 2 has been based on information provided by the client The Bottom chord live loads based on designer disclaims any responsibility for damages as uninhabitable areas without storage result of faulty or incorrect information.specifications loaded concurrently per IRC-00 R301.4. and/or designs furnished to the truss designa by the client and the conamessoraccuracy ofNisinformation asit MULTIPLE LOADS -- This design is the may relate to a specific project and accepts no composite result of multiple loads. responsibility or eccrcisea no con"[ with regard to This trues is designed to bear on multiple fabrication, handling, shipment and installation of trusses. This truss has been designed u m individual building supports. Interior bearing locations should component in accordance with ANSIIfPI I-2002 and be marked on truss. Shim or wedge if NDS-02 to be incorporated u pan of the building design necessary to achieve full bearing. by a Building Designer (registered architect or ..TC. .. FORCE ..CSI . Cr ..BC. .. FORCE .. CSI . professional engineer). what reviewed for approval by1- 2 -11 0.03 A 1- 3 -4 0.01 the building designer. the design loadings shown must be checked to be sure that the data shown we in agreement with the total building codm local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design aswmes compression chords ( top or bonom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a pmpedy applied rigid ceiling, they should be braced at a mayimum spacing of I01-0- o.c. Conan, plates shall be mufxtured fmm 20 gauge hot dipped galvanised steel meeting ASTM A 652. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify, that this drawing is in conformaret with the fabricator' s plans and to realize a continuing responsibility for web verification. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall not be installed ova knotholm knots or distorted grain. Members shall be cut for tight fining wood m wood boring. Connector plate shall be located on bah faces of the sttrss with nails fully imbedded and shall be sm. about thcjoint unless otherwise shown. A Se4 plate is 5' wide x 4' long. A 6ag plate is 6' wide a g' long. Slots (holes) mn parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimum 1-3-2 sizes based on the forces sbown and may need to be increased for certain handling and/or action stresses. This wss is not to be fabricated with lure retardant treated lumber unless otherwise drown. For additional information on Quality Control refer to ANSI1TPI I-2002 PRECAUTIONARY NOTES All bracing and section recommendations are to be followed in accordance with *Handling. Installing and Bracing'. HIB- 91. Trusses are to be handled with p tsicvlar care during banding and bundling. delivery and installation to avoid damage. Temporary and parnment bracing for holding musses in a straight and plumb position and for resisting lateral forces gull be designed and installed by others. Careful handling is essential and erection bracing is always required. Nom it precamiomn action for trouts requires web temporary bracing during insallation between musses to avoid toppling and domincing. The wpavision of action of musses shall be under the control of persons experienced in the installation oftrussa. Professional advice shall be sought if needed. Cc= Italian ofeonvrunion loads greater than the design loads shall ens be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to musses until after all fastening and bracing is Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1- 12 1 89 43 -174 B Pin 0-11- 4 1 23 35 -63 T Pin 0-11- 4 1 21 0 -13 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Joint Locations..= 1) 0- 9-15 3) 1- 0- 0 2) 1- 0- 0 4) 0- 9-15 WndLod per ASCE 7-02, C4C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 1.0 ft W. 1.0 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-11/0, BOT CHORD 1-3=-4/4, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 2-1 Horiz. 0. 00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 1-0- 0 1 2 6.00 C/L: 0-I1- 4 Attach with (2) 23# 1. 50" 16d Toe -Nails T 3x4 0-8- 1 0-4- 3 002-222 Attach with ( 2) 16d Toe - Nails 3.00 0-3- 8 H 89# 3. 50" 21# 1.50" L• ITT zl 43 L 1- 0- 0 L• 1-0- 0 110-I1- I1) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OP THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a ro n des Systems Bracing shown on this drawing is war erection bracing. wind bracing. portal bracing err similar bracing which is a pan of the building design tad wfiicb must be considered by the building designer. Bracing shown is for lateral wppon ormu mambas 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 ofLhe ovaall structure may be required. (Sec HIB.91 oITPII.Fm specific wss bracing requirernenta contact building designer.(Truss Plate Institute TPI is located at 583 400S MARONDA WAY D'Omfrio Drive Madison, Wisconsin 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 100050060 267 Medaflion tL CMduolati FL 32766 Over 3 Supports Scale = 0.7438 Eng Job: WO: SUNIV40 Dwg: TI: J6B Dsgnr:TLY Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/ FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 psf v4.7.21-11780 Design: Matrix Analysis PrOzlie Patn: e::\inn- con\asorx\wale \otrna vvv\wnaurta i vwoa.prx Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:JA Qty:5 DESIGN INFORiNIAT10N This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy ofthis information as it may relate to a specific project and accepts no responsibility or exercises on control with regard to fabricaion, hulling shipment and installation of"—. This truss has been designed u an individual building component in accordance with ANSI?PI 1-2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered architect or proRsional ceginea). what reviewed for approval by the building designa. the design loadings shown must be chaked to be sure that the daa shown we in agreement with the local building codes, local climatic records for wind or snow loads, pmjmt specifications or special applied loads. Unless shown, truss, has not bear designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sheathing unim otherwiu specified. Where bottom chords in tension ace not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o c. Connector plates shall be anufactated from 20 gauge hot dipped galvanized saw meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing tesponsibilhy for such verification. Any discrepancies we to be put in writing before cutting or fabrication. Plates shall not be installed ova knorholes. knots or distorted grain. Members shall be an rot light fitting wood to woad boring. Connector plates shall be localed on bah faro of the truss with roils fullimbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x a' long. A 6x8 plate 6 6' wide x 8' long. Slots (holes) ton parallel to the plate length specified. Double cuts on web members shall mat at the carmoid ofthc webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the fotes shown and may need to be increased for certain handling andzor erection stresses. This truss is oat to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSUfPI 1- 2002 PRECAUTIONARY NOTES All bracing and section recommendations we to be followed in accordance with'Handling. Installing and Bracing'. HIB-91. Trusses we to be handled with particular care during banding and bundling. deli%cry and installation to avoid damage. Temporary and pna rmarl bruing for holding trusses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and erasion bracing is always required. Normal prmutiomq action for trusses; nquires such temporary bracing during installation Mweat trusses to avoid toppling and dominoing. The supervision of erection of tmsscs shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concemration of connarucsion Inds greater than the design loads shall nor be applied to trusses w anv time. No loads other than the weight of the erectors shall be applied to u as until after all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 164 0.34 A 1- 4 -549 0.38 2- 3 -179 0.32 A GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.10/742-0.20/380 4-1 Horiz. 0.00 -0.01 NA Max DL Deflection L/780 - -0.10 Long term deflection factor = 1.50 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H= 21.0 ft, i= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type- encl Lw 30.0 ft W= 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-144/164,2-3=-179/149, BOT CHORD 1-4--549/235, Webs 2-4w-271/634, 294# 8.00" 2 6. 00 7- 0-0 5 1- 1-9 7-0-0 R1- 1- 7) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Ma non der Systems Bring shown on this rimming is not erection bracing. rind bracing. portal bracing or similar bmcing which is a pan of the building design and which must be comidered by the building designer. Bracing shown is for lateral support of"u al members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designs. Additional bracing of the overall structure may be required. (Sec HIB-91 of TPI).For specific truss bracing requirements contact building desiper.(Tmss Plate Institute. TPI is located at 593 4005 MARONDA WAY WOoofrio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE v0050068 367 Medaffiof5 rL asuimfar FL 32766 w=== w==w===w==Joint Locations ===w=a-==eww... 1) 0- 6- 8 3) 7- 0- 0 5) 0- 6- 8 2) 3- 9- 4 4) 7- 0- 0 In - Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 294 484 -291 B Pin 6- 11- 4 1 103 115 -223 T Pin 6- 11- 4 1 255 0 -315 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2- 4 634 0.19 C 3 C/ L: 6-11- 4 103# 1.50" N 255# 1.50" 4 Attach with (3) 16d Toe -Nails 3- 10- 3 Attach with (4) 16d Toe -Nails Over 3 Supports Scale = 0.4323 Eng Job: WO: SUNIV40 Dwg: TI: JA Dsgnr: ECH Chk: 9/15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O. C.: 2- 0- 0 SC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.21-11783 Design: Matrix Analysis -'aaa ve ; .,c .aesea-uvn .ova n.. wss o. w w.a. . ...•.....•• .w • _ Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:JB Qty:6 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a rault of faulty or incorrect information. specifications and/or designs furnished to the wss daigna by the client and the coreemas or accuracy of this information as it may relate to a specific project and accepts no responsibility or exercises no control with regard to fabrication, handling. shipment and installation of musses. This mon has been designed u an individual building component in accordance with ANSlrrP1 1-2D02 and NDS-02 w 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 we in agreement with the local building coda. local climatic records for wind or snow bads. project specifications or special applied loads. Unless shown. miss has rot been designed for storage or occupancy loads. The design assuma compression chords (top or bottom) we continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced literally by a properly applied rigid ceiling. they should be braced at a maximum spacing of Io'-0- o.c. Connector plates shall be manufunned from 20 gauge hot dipped galvanized heel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before tuning or fabrication. Plata shall not be inwalled over Imodrola. knots or distoned grain. Members shall be cut for tight fining wood to wood bearing. Connector plates shall be looted on bah facia of the truss with nails fullimbedded and shall be symabout the joint unless otherwise shown. A 5x4 plate is 5' wide x 4-long. A 6x8 plate is 6' wide x 8' long. Sloss (holes) ton parallel to the plate length specified. Double cuts on web members shall meet at the cenwid ofthe webs unlas otherwise shown. Connector plat sizes ace minimum sizes based on the forces shown and may need to be increased for certain handling anNor erection stresses. This truss is rot to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control ter" to ANSIffPI 1-2002 PRECAUTIONARY NOTES All bracing and section recommendations we to be followed in accordance with'Handling. Installing and Bracing'. HIB- 91. Tmncs sec to be handled with particular ore during banding and bundling, deliscn' and installation to avoid damage. Temporary and permanent bracing for holding musics in a straight and plumb position and for resisting lateral fortes stall be designed and installed by others. Careful handling is asential and erection bracing is always required. Normal precautionary action for trussa requira such temporary bracing during insullaion between busses to avoid toppling and domiaoing. The supmision of erection of trusses shall be under the control of persons experienced in the installation of to issa. Professional advice shall be sought if needed. Concentration of mrntruction loads greater than the deiign loads shall sat be applied to muses at any time. No loads other than the weight urine erectors sha11 be applied to mosses until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 449 0.34 A 1- 4 -1111 0.43 2- 3 - 466 0.27 A WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI 2- 4 1053 0.32 C 4- 3- 15 0-4- 3 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. In - Plant Quality Assurance with Cqe 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1- 12 1 239 762 -154 B Pin 6-11- 4 1 157 -334 -348 T Pin 6-11- 4 1 258 0 -324 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Cr PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 0- 3- 8 239# 3. 50" 7-0- 0 2 6. 00 7- 3. 00 5 I- 1- 9 7-0-0 Rl- 1- 7) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF TNIS DRAWING 70 HB CISIgpI TO ERECTING CONTRACTOR. BRACING WARNING: M a ro n d a Systems B acing drown on th s drawing is eta erection bracing, wind bracing. ponal bracing or similarbracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of wss members only toreduce buckling length. Provisions most be made to =hot lateral bracing at ends and specified locations determined by the building designer. Additional bracing ofthe overall structure may be required. (See HIB-91 For specific truss bracing requirements, contact building desipn.(Tmu Plate Institute. TPI is located at 583 4005 MARONDA WAY D' Ornofrio Drim Madiso4 Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE a0050068 367 MadmPlon FL Chtdaotaa FL 32766 err.=Joint Locationsr,a=====________ 1) 0- 9-15 3) 7- 0- 0 5) 0- 9-15 2) 3-10-15 4) 7- 0- 0 WndLod per ASCE 7- 02, C&C, V. 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= encl L- 30.0 ft W- 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/ or Glazing Req FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2-- 265/449,2-3--466/271, BOT CHORD 1-4 1111/494, Webs 2-4 449/ 1053, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.11/ 725-0.21/371 4-1 Horiz. -0.01 -0. 02 NA Max DL Deflection L/ 762 - -0.10 Long term deflection factor - 1.50 3 C/L: 6- 11- 4 157N 1.50" N 258# 1.50" 4 Attach with (4) 16d Toe -Nails 2- 2- 1 Attac , ith (4) 16d Toe -Nails Over 3 Supports Scale = 0.4239 Eng Job: WO: SUNIV40 Dwg: TI: JB Dsgnr- ECH Chk: 9/ 15/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 Dsf v4.7.21-1178, Design: Matrlx Analy619 -r i.ere ra e.sa. ..: xaasc,- uvw moves., y., v..=.a.,.... v y.aw . _. . . .a,... Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:JC Qty:2 ` DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, spocifir. ions andror designs famished to the wss designer by the client and the correcmss or accuracy of this information As it may relate to a specific project and accepts w responsibility or exacises no control with regard to fabrication, handling, shipment and installation of wsses. This wss has ban designed as an individual building component in accordance with ANSI/TPI 1-2002 and NDS-02 to be incorporated as pan orthe building design by a Building Designer (registered Architect or professional enginces). When reviewed for approval by the building designer, the design loadings thrown must be checked to be sure Wert the data shown tie in agretment with the local building codes- local climatic records for wind or srww loads, project specifications or special applied loads. Unless shown. wss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) we continuously braced by sheathing unless otherwise specified. What bottom chords in tension tie not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of I(Y-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized Aral meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies we to be put in writing before tuning or fabrication. Plates Shall not be installed ova knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Connector plats shall be located on both faro of the truss with nails fully imbedded end shall be ).. about thejoint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) mn parallel to the plate length specified. Double cuts on web members shall into a the cenuoid of the webs unless otherwise shown. Connector plate sits Are minimum sizes based on the forts shown and may need to be increased for certain handling andfor erection stresses. This wss is out to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1.2002 PRECAUTIONARY NOTES All bracing and erection recommendations we to be followed in Accordance with'Handling. Instilling and Bracing% HIB-91. Trosses Are to be handled with panicular care during banding and bundling. deliver and installation to avoid damage. Temporary and permanent bracing for holding musses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Cueful handling is essential and elation bracing is always required. Normal preeaulionary Action for trusses requires such temporary bracing during installation between crosses to avoid toppling and domin Bing. The supervision of erection of ten s shall be under the comrol of persons experienced in the installation of trusus. Professional advice shall be sought if needed. Concentration ofmrmrtetion loads grealcr than the design loads shall net be applied to intsscs at an) Ii=. No bads other than the weight of the craters shall be applied in wsss until afta all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 wB: 2x 4 SP #3 2x 4 SP #2 0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--227/146, BOT CHORD 1-3.-341/186, Webs 3-2=-87/575,0-0.-213/21, 4- 3-15 0-4-3 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 348 421 -373 B Pin 6-10-12 1 288 0 -476 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.38/xxx 0.10/xxx 3-1 Horiz. -0.01 -0.02 NA Max DL Deflection L/xxx . -0.29 Long term deflection factor . 1.50 7-0-0 6.00 3.00 0-3-8_ 3488M 33.50" 6-8-8 4 1- 1- 9 RI- 1- 7-0-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO BRECIING CONTRACTOR, BRACING WARNING: M a ro n d a Systems Bracing shown on this drawing is nor election bracing, wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of wss membm only m 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).For specific wss bracing requirements contact building designa.(Tmss Plate hutimre. TPI is located at 583 4005 MARONDA WAY DOmofrio lawn Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MMSOD68 367 Medallion FL Cladootae FL 32766 0 11 A 2 Joint Locations............... 1) 0- 0- 0 3) 6- 8- 8 2) 6- 8- 8 4) 0- 0- 0 WndLod per ASCE 7-02, CSC, V. 125mph, H. 21.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- encl L. 30.0 ft W. 6.7 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -227 0.76 A 1- 3 -341 0.64 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 3- 2 575 0.20 C 2- 2-15 3-10- 3 0- f 10 1- 8-14 288# 2.50" 3 Eng Job: Dwg: Dsgnr:ECH Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0.3637 WO: SUNIV40 TI: JC 9/15/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA vA 1 91-117R' Design: Matrix Analysis Proxiie Facn: U:Ninn-Lu&xnorRNuoou%aunxvvvxounouna a .ka+...ka Job: SUNBURY I V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:V1 Qty:l ' DESIGN INFORMATION TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. Joint Locations=====__________ BC: 2x 4 SP 02 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 4- 0- 0 5) 0- 0- 0 This design is for ri individual building component and has ban based on infornation provided by the client. The MULTIPLE LOADS -- This design is the continuously braced unless noted otherwise. 2) 2- 0- 0 4) 4- 0- 0 designer disclaims any responsibility for damages asa composite result of multiple loads. In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- result offaulty orinwrratinformation. speciftc.ions Wnd Lod per ASCE 7-02, C&C, V. 125mph, FORCES (lb) - Max Compression/Max Tension X-Loc BSet Vert Horiz Uplift Y Type andor designs famished to the wss designer by the client H= 21.0 ft, I= 1.00, Exp. Cat. B, Kzt= 1.0 TOP CHORD 1-2=0/14, 2-3=0/14, 0- 0-12 1 54 38 83 B Pin and theconamessormcurwyofthisinfomationasit may relate maspai0cproject and acccpuno Bld Type. encl L- 30.0 ft W- 4.0 ft Truss BOT CHORD 1-3-0/0, 3-11- 4 1 54 -38 83 B Pin responsibility or exercises no control with regard to in END zone, TCDL- 0.0 psf, BCDL- 0.0 psf TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. PROVIDE UPLIFT CONNECTION PER SCHEDULE fabrication.handling. shipment and installation ormoex. Impact Resistant Covering and/or Glazing Req 1- 2 14 0.05 A 1- 3 0 0.03 GLOBAL MAX DEFLECTIONS--------- This no has been designed as an individual building 2 - 3 14 0.05 A LL TL component in accordance with ANSI/T?l 1-2002 and in./Ratio in./Ratio Jnt(s). NDS-02 to be incorporated as pan ofthe building design by a Building Designer(registered architect or I.Span 0.00/999 0.00/999 3-1 professional engineer). When reviewed for approval by Hori. 0.00 0.00 NA the building designer, the design loadings shown must be M Maxchecked tion L/999 = DL Deflection 0.00 to be sure that the Eta shown tie in agreement with the local building codm local climatic records for Long term deflection factor 1.50 wind or snow loads, project specifications or special applied loads. Unless shown. no has out been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) tic continuously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of I0,0' o.c. Connector plats shall be manufactured from 20 gauge bog dipped galvanized steel 2-0-0 2-0-0 meeting ASTM A 653, Grade 40, unless otherwise shown. i 2 3 FABRICATION NOTES Prior to fabrication, the fabricator shall review this 6.00 -6.00 drawing to verify that this dewing is in confomtaoce with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fabrication. Plata 4X6 mall not beinstalledoverknotholmknotsordistortedgrain. Members shall be cut for tight fitting wood to wood bearing. Connector plats shall be loaned on both lazier of the truss with nails full) imbedded and shall be ssm. about the joint unless otherwise shown. A 5x4 plate is S- wide a a- long. A 6x8 plate is 6- wide x 8' long. Slots (holes) 3x4 3x4 mn parallel to the plate length specified. Double cuts on 1-0-0 1-0-0 web members mall meet at the cenuoid of the webs unless otherwise shown. Conmctor plate sizes are minimum r• '- sizes based on the forces shown and may need to be increased for ceruin handling and/or cation stresses. This no is rot to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refs to ANSVfPI 1-2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accondancc with'Handling. Installing and Bracing'. HIB-91. Tmsses tie m be handled with panicular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanrng bracing for holding asses in a straight and plumb position and for resisting lateral forces mall be designed and installed by others. Careful handling is essential and cerr ion bracing is always required. Norval prmutiorurY action for trusses requires such temporary bracing during instillation between asses to avoid toppling and 54H 1.50" Stud ® 2- 0- 0 54# 1.50" dominoing. The supervision of ere lion of wsses shall be underthe connl of persons experiencod in the insallation of trusses. Professional advice shall be sought if n.dd. Conncemmtion of constnaction loads greater than 4-0-0 the design loads shall rid be applied to trusses at an) time. No loads other than the weight of the acclors mall be 4 applied to masses untilallerallfasteningandbracingis5EXCEPTASSHOWNPLATES ARE MiTek MT20 F WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: M a ro n d a S ys t e m s Bracing shown on this dewing is rid erection bracing, wind bracing. portal bracing or similar bracing wfiich is a pan of the building design and which must be considered by the building designs. Bracing shown is for lateral soppon oftruss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ads and specified localions determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO.For specific truss, bracing requirements. contact building designes.(Tmss Plate Institute. TPI is located at 583 4005 MARONDA WAY D'Ooofsio Drive. Madison. Wisconsin 33719). Sanford, FL. 32771 407) 321- 0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE MOOSO068 367 MedalSon L Clsadaob, FL 22796 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf Scale = 0.8648 WO: SUNIV40 TI: V1 9/ 15/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.21- 11784 Design: Matrix Analysis rroriae racn: c: terser-wnkwra k.auus oust. a Y+s,wsaa.os.ry a a . vow-te— Job: SUNBURY i V Customer:10# UPLIFT D.L. WO:SUNIV40 TI:V2 Qty:l A DESIGN INFORMATION This design is far an individual building component and has ban based on information pre, idcd by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect infomution, specifications and/or designs furnished to the muss designer by the client and the corrameas or accuracy of this information as it may relate to a specific project and accepts no responsibility or exeaisn no control with regard to fabrication. handling shipment and installation of musses. This muss has been designed as an individual building component in accordance with ANSlrTPI 1-2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered -hitat or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be chocked to be sure that the data shown we in agreement with the local building codes. local climatic records for wind or snow loads, pmjmt specifications or special applied loads, Unless shown. muss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bosom) arc continuously braced by sheathing unless otherwise specified. Where bottom chords in tension arc nor fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of Is-0' o.e. Connector plates shall be manufactured from 20 gauge bon dipped galvanized steel mining 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 fabricaloes plans and to realize a continuing responsibility for such vmintion. Any discrcp-cim are to be put in wTising before cutting or fabrication. Plata shall not be installed over knodnoln. loom or distance! grain. Members shall be cut for tight fining wood to wood bearing. Connector plain shall be looted on bah faro of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 50 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slam (holm) mn parallel to the plate length specified. Double cum on wab members shall mea m the cennid of the webs unless otherwise shown Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for cmain handling ad/or section stresses. This muss is not to be fabricated with fill rcurdaut treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI?PI 1.2002 PRECAUTIONARY NOTES All bracing and section recommendations are to he followed in accordance with "Handling. Installing and Bracing'. HIB-91. Trusses are to be handled with particular ore during banding and bundling. deliyen and installation in avoid damage Temporary and permanent bracing for holding muss in a straight and plumb position and for resisting lateral fortes shall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for mosses requires such temporary bracing during installation bc%cm musses to avoid toppling and domincing. The supervision ofetection of musses shall be under the control of persons experienced in the installation ofwmn. Professional advice shall be sought if needed. Concentration of oonnstnrmion loads greater than the design loads shall nor be applied to misses at any lime. No loads other than the weight of the erectors shall be applied to musses until after all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CaC, V. 1251I911, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- encl L- 30.0 ft W- 8.0 ft Truss in END zone, TCDL- 0.0 psf, BCDL- 0.0 psf Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.03/999 0.03/999 3-2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 Analysis based on Simplified Analog Monanl . All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance With Cq- 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--69/66,2-3=-69/66, BOT CHORD 1-5-0/0,5-3-0/0, Webs 5-2--149/293, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -69 0.44 A 1- 5 0 0.09 2- 3 -69 0.26 A 5- 3 0 0.09 Joint Locations= ..._=_==== 1) 0- 0- 0 3) 8- 0- 0 5) 4- 0- 0 2) 4- 0- 0 4) 8- 0- 0 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 108 36 -155 B Pin 7-11- 4 1 108 -36 -155 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 5- 2 293 0.13 C 4-0-0 1, 4-0-0 1 2 3 6.00 2-0-0 108M 1.50" 6 EXCEPT AS SHOWN PLATES ARE MiTek MT20 4x6 2x4 Stud @2-0-0 8-0-0 5 6.00 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: M a ro n des Systems Bracing shown on this drawing is lies erection bracing_ windbracing. portal bracing or similar bracing which is a pan of the building design and which mum be considered by the building designer. Bracing shown is for lateral suppon of miss members only to reduce buckling length. Provisions mum be made to anehor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISm HIB-91 TPp. For specific nss bracing requirements. contact building designa.ITmss Plate Institute. TPI is located at 593 4005 MARONDA WAY DOmofrio [rim Madison. Wiscomin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE CIO050068 3671Aada18on FL Clxduots, FL 32766 4 Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf 108# 1.50" 2- 0-0 Scale = 0.6773 WO: SUNIV40 TI: V2 9/ 15/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4. 7.21-1178° Design: Matrix Analysis Protlle Fatn: c: \-rl:a-LOA\worx\slave\wnavYtr \auaauxz • v\vc.prx