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126 Wheatfield Cir - BR06-003219 - SFH (A)Li *Glt: +'s, PERMIT ADDRESS I SUBDNISION CONTRACTOR jA PERMIT # OG DATE O C--T Al ftWADDRESS955Q; PERMIT DESCRIPTION L t Q L)4&Fl 327MPERMIT VALUATION a 3q4 • D O PHONE NUMBER 0- A 01.4: - 1?1.,SQUARE FOOTAGE PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR .. MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE City of Sanford i Certificate of Occupancy This is to certify that the building located at 126 Wheatfield Cir for which permit number 06-3219 has heretofore been issued on September 13, 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: R. Addison Engineering & Planning: D Richards Public Works: M. Watson Utilities: Date 01/23/07 12/22/06 12/14/06 R. Blake 12/21/06 Fire Department: Conditions (if blank, no conditions apply) Maronda Homes Q)3 `-n . 01/26/07 Property Owner Building Official a Date BP210U01 CITY OF SANFORD 1/26/07 Application Miscellaneous Information Maintenance 15:31:20 Application number . . . . 06 00003219 Parcel Number 32.19.31.518-0000-0140 Address 126 WHEATFIELD Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information HISB 9/13/06 Y 1.NOC ON FILE, EXPIRES ON 02/20/07, HISB 9/13/06 Y 2.SLAB ON FILE HISB 9/13/06 Y 3.ONE STORY, TWO BATH HISB 12/19/06 Y CO SIGN OFF: HISB 12/19/06 Y P&Z: DR 12.22.06 HISB 12/19/06 Y PW:MW 12.14.06 HISB 12/19/06 Y Util: RB 12.21.06 HISB 12/27/06 Y final f/s on file Bottom F3=Exit F6=Add F12=Cancel SMITH DRAFTING & SURVEYING INC. P.O. Box 4518 DeLand, Florida 32721 Phone (386) 734-7047 Fax (386) 734-4248 CTornua. v // , 2006 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot /4 ; Celery Lakes Phase 1 A; Plat Book 67, Pages 98 and 99; Public Records of Seminole County, Florida. aka: /Z6' ; Sanford, Florida 32771 Dear Madam or Sir; This is to certify that the residence constructed at the above referenced property and address meets or exceeds the requirements of "Sec. 6-7. Finish Floor Elevations" of the City of Sanford Building Code. Respectfully; Stanley smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATIO14 CERTIFICATE OMB No. 1660.0008 Exoires February 28.2009 Federal Emergency Management Agency National Flood Insurance Program mportant: Read the instructions on pag SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name Po(!cy urrlbt3r A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Niue t State ZIP Code A3. Property De scription (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT/4- , CBGEQY Z-AKES.- .9-s,E IA-, A.er6bo•c 67 046Es 3•099 SE•/bL6 COri TY FLO,Q/Of1 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) ffrvcccF/cY14&-siAFNTA9L A5. Latitude/Longitude: Lat. Long. Horizontal Datum: NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate Is being used to obtain flood Insurance. AT Building Diagram Number A8. For a building with a crawl space or enclosure(s), provide AS. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) NA sq R a) Square footage of attached garage _A2QQ ± sq ft b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage AIenclosure(s) walls within 1.0 foot above adjacent grade A walls within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 4 4 sq in c) Total net area of flood openings in A9.b iQ sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name ti Community Number B2. County Name B3. State C/TY Off' J`AMFD.P /2029 / OL G'o N TY Fl.e/OA B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood B9. Base Flood Elevatlon(s) (Zone E Date Effective/Revised Date Zone(s) r AO, use base flood depth) 2//7CO065 AAe. /7, /995 AP,Q/L / 7 195-5 X' NA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In Item 89. FIS Profile FIRM Community Determined Other (Describe) ^ 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 _ - CBRS • OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: Construction Drawings' Building Under Construction' t9 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, ARIA; AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item A7. Benchmark Utilized SAP Vertical Datum AlayPI•929 Conversion/Comrrlents -1 _ Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ ,_[.9,jg_G ® feet b) Top of the next higher floor feet c) Bottom of the lowest horizontal structural member (V Zones only) feet d) Attached garage (top of slab) OS feet e) Lowest elevation of machinery or equipment servicing the building Describe type of equipment in Comments) (41C Ca«vQsssaa 9"_ feet f) Lowest adjacent (finished) grade (LAG) 1tg feet g) Highest adjacent (finished) grade (HAG) 9.O feet meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puhrlo 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. Name r............. PLACE SEAL iiERF- FFAAA Fnrm R1_11 Fnh. nn, 100a Caa ra—rca cirla fnr rnnrinioalinn Renlaces all orevlous editions IMPORTANT: In these spaces, copy the cor Building Street Address (including Apt.. Unit, Suite, Z6 WHEA T_/EL1 C City State ZIP Code 5AAJ,=/a/2O/L/O/q 32 onding information from Section A. Bldg. No.) or P.O. Route and Box No. For Insurance Company Use: Policy Number Company NAIL Number 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. Signature udre Check here if attachments SECTION E-'$UILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For 7ones AO and A (without BFE), complete Items E 1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A. B, and C. For Items E 1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E I. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent . grade ( HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) Is feel meters above or below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is 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, 6, and E are correct to the best of my knowledge. Property Owner's of Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments 1 Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B. C (or E), and G of this Elevation Certificate. Complete the applicable item(s)'and sign below. Check the measurement used In Items G8. and G9. G1. [) 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 dale of the elevation data in the Comments area below.) G2. A community official completed Section E for a building loc6led 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 68. Elevation of as -built lowest floor (including basement) of the building: _ feet meters (PR) Datum G9. BFE or (In Zone AO) depth of flooding at the building site: feet meters (PR) Datum Local Official's Name Title Community Name Telephone Signature Date Comments Check here if attachments FEMA Form 81-31. February 2006 Replaces all previous editions CITY OF SANFORD PERMIT APPLICATION Permit # : ( "- Job Address: Description of Work: Historic District: _ t- ( Total Square Footage Zoning: Value o Work: $ Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration _4,/_ Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial Occupancy Type: Residential Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) Contractor Name & Phone & FaxlLa Bonding Company: Address: Mortgage Lender: _ Address: Architect/Engineer: Address: 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 theissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. 1 understand that a separatepermitmustbesecuredforELECTRICALWORK, 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 PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property tha ay be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management d' ricts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lie aw, FS 713. t.v. . Signature of Owner/Agent Date Print Owner/Agent's Name Signature ofNotary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: UTIL: FD: Special Conditions: Rev 03/2006 Signature of ?ptfactor/Agent uate p UalesYhasse4: - Print Contractor/Agen 's Name SignV.id tl tary-State of Florida MUC-9M OF nDRIDA Kenya K. Lindsay Co sston # DD5416 8 Expires; APR, 18, 2010 Contractor/Agent is 0- Personally Known to 1CT Y Ad de Co., U1c. Produced ID ENG: BLDG: COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75122 BUILDING PERMIT BER: ` A`i I7'1 COUNTY NUMBER: UNIT ADDRESS: N MIl e TRAFFIC ZONE: I qJRISDICTION: 06 CITY OF SANFORD SEC: TWP- RNG: PARCEL: SUBDIVISION: ' 40/TRACT- PLAT BOOK:(,' PLAT BOOK PAGE:qI BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NA ADDRESS: DATE: - ." ` U(o 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 # d TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 $ 705.00 ROADS COLLECTORS NORTH 0 dwl unit $ 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 d`wl unit 54.00 1 54.00 SCHOOLS CO -WIDE 0 dwl unit S1,384.00 1 1,384.00 AMOUNT DUE $ 2,143.00 STBZF. MENT . r2 RECEIVED BY Li /'t L: SIGNATURE - PLEA E PRINT NAME) 1 DATEJNOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMtLY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2- APPLICANT 4,-COUNTY NOTE`** h 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 TH•E" 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******************** R9 - RECtivcu CITY OF SANFORD PERMIT APPLICATION JUL 2 5 2006 Permit # : Jz Date: June 12, 2006 Job Address: 126 WHEATFIELD CIRCLE LOT 14 CELERY LAKES PHASE IA Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $89,394.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service— # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2.468 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: J 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 permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance ofa 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. F_ r OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 7/24/06 SignLureofO ner/Agent Date V Russell Keith Summers Print Owner/Agent's Name 7/24/06_ of Florida Date 7/24/06 Signatu ofCo -tor/Agent Date Print Contractor/Agent's Name 7/24/06_ of Florida Date v.................. FULLERTOIV JEANJ1.... NE F.................ULLERTO....... 4 iIvJEAN'NINE CcmmM DD0460484 V p 4 CammrO 000460484 z'.,,, ti¢ I C • i.aa 8110/2009 800ri32-4254: n` ° C as a/to/20o9i; ` tnru (600 32-4254: r; aft + tnru 4;Orr Inc Inc,, Ft., „,,. Notary A58n . 5 o r?;d Flor,de Notary Assn. 3 ... Oi3ii IXj'c`nt is _X_ Personally Known to Me or Contractor/Agent is 3.. ...... X_Personally Known to Me or Produced ID Produ/ced ID APPLICATION APPROVED BY: Bldg: Zoni • i Z7 vv Utilities: 8 FD: Initial & ate) Initial & Date) Initial & Date) (Initial & Date) Special Conditions: vTi L NorGlec jn.2 ,L o 2 CITY OF SANFORD PERMIT APPLICATION JUL 2 4 MRPermit #: Date: Job Address: %D w/_% u, LOT Description of Work: Sinele Family Residence Historic District: Zoning: Value of Work: Permit Type: Building Electrical X Mechanical _ Plumbing Fire Sprinkler/Alann Pool Electrical: New Service — # of AMPS 150 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 N Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: 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: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a pennit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a pennit and that all work will be perfonned to meet standards of all laws regulating construction 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: 1 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 applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of pennit is verification that I will notify the owner of the property JUL 2 4 V SignatureofOwner/Agent Date Russell Keith Summers Print Owner/ gcnt's Name I!- 2 4 2006 1, Signature Notary- to of Florida Date FUG:-E7'G. u4: a„1 9 0 ' eC 4s1 4.'ti•. Owncr/Agent is _X_ Personally Known to Me or rcments of Florida LieoY FS 713. lul a 4 20V Date R EC0000726 Print Contractor/Agent's Name rl=4 JUL 2 4 2006 at r f Notary -State f Florida , ... Data............ Contractor/Agent is _X_ Personally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Initial ' Date) (Initial & Date) Special Conditions: Utilities: FD: Initial & Date) (Initial & Date) CITI' OF SANFORD PERMIT APPLICATION 1' I I 2 y qw, Permit # : Date: Job Address: w LOT / / Celery Lakes Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building_ Electrical Mechanical X Plumbing w Fire Sprinkler/Alarm Pool Electrical: New Service — # o MPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs Fl, 32714 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a pennit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities s h as water management districts, state agencies, or federal agencies. Acceptance of pen -nit is verification that I will notify the owner of the property of the r it ments of Florida Lien Law, FS 713. Signature of Owner/Agent Date Signature of Contractor/Agent Date Russell Keith Summers Print Ow er/Agent's Name i2 4 2005 to of Nota State of Florida Date lEAN.INF RT or16043A 6 IW2009 d t03o)432-4254- F Owner/Agent'is°_X_-Personally Known to Me or GARY CARMACK CAC043900 Print Contract /Agent's Name 1Plo 2 Sr azure Notary tale of Florida Date Contractor/Agent is _X.... Peisonall yKnown to Me or Produced ID Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: Initial Date) (Initial & Date) (Initial & Date) Special Conditions: Initial & Date) Permit # : Date: CITY OF SANFORD PERMIT APPLICATION AL ? ry Job Address' W 7 1 GHQ-. LOT /er Celery Lakes Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building - T Electrical Mechanical-- Plumbing _X_ Fire Sprinkler/Alarm T Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non-RcsidepttAl Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures IIYP # 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: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Police Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit trust be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional pennits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance ofpermit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 s AL 2 4 Signature of Owner/Agent Date Russell Keith Summers Print Oyvn v/Agent's Name Sign ure i`AWary-State of Florida Date L RTUiv C ., J :.7140,,b4 L tG': )JS l. ...... Owner/ Agent is _X_ Personally Known to Me or Signal of Contractor/Agent Date JULIA CREESE CFC1426702 Print Contactor/Agent's Name a e of Nota -State of Florida Date w I:It Lua e, 1800r432.42a4; Contractor/ Agent is _X_ Personally Known to Me or Produced ID _Produced ID APPLICATION APPROVED BY: Bldg: Zoning: InitiaMate) ( Initial &Date) Special Conditions: Utilities: FD: Initial & Date) (Initial & Date) City of Sanford "The Friendly City" PP o Engjneering Permit .-.. _ - Application for f-IPpi. H 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-r: `.Nay Utilization Driveway THIS APPLICATION IS SUBMITTED BY: PROPERTY OWNERS)/APPLICANT: APPLICANT NAME: RUSSELL KEITH SUMMERS FIRM: MARONDA HOMES INC., OF FLORIDA ADDRESS: 955 KELLER RD. STE. 1500 - ---- -- ALTAMONTE SPRINGS, FL 32714 _____-----,---------_.----•— Date: _-- —.-. PHONE: 407-475-9112 FAX: 407-475-9115 1. PROJECT LOC TION OR ADDRESS: 2. TITLE OF APPROVED DEVELOPMENT PLANS: — APPROVAL DATE: 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS 17J 4. PROPOSED ACTIVITY: N', Driveway Installation I-.-- Aerial Installation L-1 Underground Utilities IJ Bore and Jack J Open Cutting of Roadway Sidewalk Installation i__ 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, SIORMWATER 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 Applicant Signature •'' ' Date: 1111 7 4 HILA OFFICIAL USE -ONLY Application No:: —_---------•---- Fee: .--_.___._-- Date: - Reviewed: Public Works __. DATE: — Utilities _..___... Approved: Engineering -- _... - ---- - ----------..-- ---- ---_ DATE: -------- - — Engprmt.pd1 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: COVK42B 14CL3 ADDRESS: 126 WHEATFIELD CIRCLE CITY, STATE: SANFORD, FL OWNER: MARONDA HOMES CLIMATE ZONE: CENTRAL I. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number ofunits, if multi -family I 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 2008 ft' 7. Glass type I 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) 168.0 ft' b. SHGC: or Clear or Tint DEFAULT) 7b. Clear) 168.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 208.0(p) R _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1180.0 ft' b. Frame, Steel, Adjacent R=1 1.0, 278.0 ft' _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 2158.0 ft' b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 200.0 ft b. N/A Builder: Permitting Office: Permit Number: Jurisdiction Number: MARONDA HOMES A*J © LO'-3: 611500 12. Cooling systems a. Central Unit Cap: 42.5 kBtu/hr SEER:13.00 _ b. N/A c. N/A 13. Heating systems a. Electric Heat Pump Cap: 42.5 kBtu/hr _ HSPF:7.90 _ b. N/A c. N/A 14. Hot water systems a. Electric Resistance Cap: 50.0 gallons _ EF: 0.92 _ b. N/A PLANS !' tr°rtk1C c. Conservation credits pCITYOF5,ht'Jk-DHR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits PT, _ CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermosta MZ-C-Multizone cooling, OFFICEMZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 26544 PASSSSTotalbasepoints: 29607 !-1 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: 1111 2 ME I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: i 1 I 1 La n 9 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: OF THE STq CIO v i rreaormnant glass type. r-or actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLR3SB v4.0) FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 2008.0 25.78 9317.9 Single, Clear SE 1.0 6.0 48.0 61.07 0.96 2824.3 Single, Clear SW 1.0 6.0 48.0 56.99 0.96 2633.3 Single, Clear SE 1.0 8.0 40.0 61.07 0.99 2423.8 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 731.7 Single, Clear NW 1.0 6.0 16.0 40.72 0.97 632.7 As -Built Total: 168.0 9245.8 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 278.0 0.70 194.6 Concrete, Int Insul, Exterior 4.1 1180.0 1.18 1392.4 Exterior 1180.0 1.90 2242.0 Frame, Steel, Adjacent 11.0 278.0 1.00 278.0 Base Total: 1458.0 2436.6 As -Built Total: 1458.0 1670.4 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Adjacent Wood 18.0 2.40 43.2 Exterior 20.0 4.80 96.0 Exterior Wood 20.0 7.20 144.0 Base Total: 38.0 124.8 As -Built Total: 38.0 187.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 2008.0 2.13 4277.0 Under Attic 19.0 2158.0 2.82 X 1.00 6085.6 Base Total: 2008.0 4277.0 As -Built Total: 2158.0 6085.6 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 208.0(p) 31.8 6614.4 Slab -On -Grade Edge Insulation 0.0 208.0(p 31.90 6635.2 Raised 0.0 0.00 0.0 Base Total: 6614.4 As -Built Total: 208.0 6635.2 INFILTRATION Area X BSPM Points Area X SPM = Points 2008.0 14.31 28734.5 2008.0 14.31 28734.5 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: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 38276.4 Summer As -Built Points: 39288.2 Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) DM x DSM x AHU) sys 1: Central Unit 42500 btuh ,SEER/EFF(13.0) Ducts: Unc(S),Unc(R),Gar(AH),R6.0(INS) 39288 1.00 1.09 x 1.150 x 1.00) 0.262 0.950 12238.4 38276.4 0.4266 16328.7 39288.2 1.00 1.250 0.262 0.950 12238.4 EnergyGaugeT" 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: , , , 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 2008.0 5.86 2118.0 Single, Clear SE 1.0 6.0 48.0 10.59 1.02 519.4 Single, Clear SW 1.0 6.0 48.0 11.59 1.01 562.4 Single, Clear SE 1.0 8.0 40.0 10.59 1.01 428.7 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear NW 1.0 6.0 16.0 14.97 1.00 239.1 As -Built Total: 168.0 1984.9 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 278.0 1.80 500.4 Concrete, Int Insul, Exterior 4.1 1180.0 3.31 3899.9 Exterior 1180.0 2.00 2360.0 Frame, Steel, Adjacent 11.0 278.0 2.60 722.8 Base Total: 1458.0 2860.4 As -Built Total: 1458.0 4622.7 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18.0 4.00 72.0 Adjacent Wood 18.0 5.90 106.2 Exterior 20.0 5.10 102.0 Exterior Wood 20.0 7.60 152.0 Base Total: 38.0 174.0 As -Built Total: 38.0 258.2 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM Points Under Attic 2008.0 0.64 1285.1 Under Attic 19.0 2158.0 0.87 X 1.00 1877.5 Base Total: 2008.0 1285.1 As -Built Total: 2158.0 1877.5 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 208.0(p) 1.9 395.2 Slab -On -Grade Edge Insulation 0.0 208.0(p 2.50 520.0 Raised 0.0 0.00 0.0 Base Total: 395.2 As -Built Total: 208.0 520.0 INFILTRATION Area X BWPM Points Area X WPM Points 2008.0 0.28 562.2 2008.0 -0.28 562.2 EnergyGauge® 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: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 5480.1 Winter As -Built Points: 8701.1 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),Unc(R),Gar(AH),R6.0 8701.1 1.000 1.078 x 1.160 x 1.00) 0.432 0.950 4465.6 5480.1 0.6274 3438.2 8701.1 1.00 1.250 0.432 0.950 4465.6 EnergyGaugeTm 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: , , , 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 9840.0 50.0 0.92 4 1.00 2460.00 1.00 9840.0 As -Built Total: 9840.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 16329 3438 9840 29607 1 12238 4466 9840 26E4 PASS y04 TF1E ST4 O cc v arN, 16 O EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 600A=2004 EnergyGauge® 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 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 regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. DA-Z,d U I Mt:K 1'Kr_0t KIV I Ivt mtAJUKtb (must be met or exceeded by all residences.) 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. EnergyGaugeT" DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.5 The higher the score, the more efficient the home. ELECTRIC.... I . New construction or existing New 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned Floor area (ft') 2008 ft' 7. Glass type I 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) 168.0 ft' _ b. SHGC: or Clear or Tint DEFAULT) 7b. Clear) 168.0 ft' 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 208.0(p) ft b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1180.0 ft' _ b. Frame, Steel, Adjacent R=11.0, 278.0 ft' _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 2158.0 ft' _ b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 200.0 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. : t t t 'I j, Builder Signature: / f, o Date:' Address of New Home: k_ , ,- City/FL Zip: Cap: 42.5 kBtu/hr _ SEER: 13.00 _ Cap: 42.5 kl3tu/hr _ HSPF: 7.90 Cap: 50.0 gallons EF: 0.92 PT, _ 04 -V14E srgT o NOTE: The home's estimated energy petformance 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 EPA/DOE EnergyStarTmdesignation), your home may qualifyfor energy efficiency 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 wwwfisec.ucf.edufor information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department ofCommunity Affairs at 8501487-1824. 1 Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. tnergyGauge® (Version: FLR30 v4.0) 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: COVK42B 14CL3 ADDRESS: 126 WHEATFIELD CIRCLE CITY, STATE: SANFORD, FL OWNER: MARONDA HOMES CLIMATE ZONE: CENTRAL 1. New construction or existing New _ 2. Single family or multi -family Single family 3. Number of units, if multi -family I _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned Floor area (ft2) 2008 ft2 7. Glass type I 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) 168.0 ft2 b. SHGC: or Clear or Tint DEFAULT) 7b. (Clear) 168.0 ft2 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 208.0(p) ft b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1180.0 ft2 b. Frame, Steel, Adjacent R=1 1.0, 278.0 ft2 _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 2158.0 ft2 b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 200.0 ft b. N/A Builder: Permitting Office: Permit Number: Jurisdiction Number: MARONDA HOMES SAOFbrd_ O (o 6q 12. Cooling systems a. Central Unit Cap: 42.5 kBtu/hr _ SEER: 13.00 _ b. N/A c. N/A 13. Heating systems a. Electric Heat Pump Cap: 42.5 kBtu/hr _ HSPF:7.90 _ b. N/A c. N/A 14. Hot water systems a. Electric Resistance Cap: 50.0 gallons EF: 0.92 _ b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits PT, _ CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, pLA14S r{ yL VMZ- H-Multizone heating) CITY OF SkKfORD Glass/ Floor Area: 0.08 Total as -built points: 26544 PASS cTotal base points: 29607 PA S I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: 1 DATE: I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/ AGENT: DATE: ilil 7 4 "OP :° 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: 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® ( Version: FLR3SB v4.0) OF THE ST,q)FO AN qp O FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points 18 2008.0 25.78 9317.9 Single, Clear SE 1.0 6.0 48.0 61.07 0.96 2824.3 Single, Clear SW 1.0 6.0 48.0 56.99 0.96 2633.3 Single, Clear SE 1.0 8.0 40.0 61.07 0.99 2423.8 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 731.7 Single, Clear NW 1.0 6.0 16.0 40.72 0.97 632.7 As -Built Total: 168.0 9245.8 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 278.0 0.70 194.6 Concrete, Int Insul, Exterior 4.1 1180.0 1.18 1392.4 Exterior 1180.0 1.90 2242.0 Frame, Steel, Adjacent 11.0 278.0 1.00 278.0 Base Total: 1458.0 2436.6 As -Built Total: 1458.0 1670.4 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Adjacent Wood 18.0 2.40 43.2 Exterior 20.0 4.80 96.0 Exterior Wood 20.0 7.20 144.0 Base Total: 38.0 124.8 As -Built Total: 38.0 187.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 2008.0 2.13 4277.0 Under Attic 19.0 2158.0 2.82 X 1.00 6085.6 Base Total: 2008.0 4277.0 As -Built Total: 2158.0 6085.6 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 208.0(p) 31.8 6614.4 Slab -On -Grade Edge Insulation 0.0 208.0(p 31.90 6635.2 Raised 0.0 0.00 0.0 Base Total: 6614.4 As -Built Total: 208.0 6635.2 INFILTRATION Area X BSPM Points Area X SPM = Points 2008.0 14.31 28734.5 2008.0 14.31 28734.5 EnergyGauge® DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3S6 v4.0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:. , . PERMIT #: BASE AS -BUILT Summer Base Points: 38276.4 Summer As -Built Points: 39288.2 Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) DM x DSM x AHU) sys 1: Central Unit 42500 btuh ,SEER/EFF(13.0) Ducts: Unc(S),Unc(R),Gar(AH),R6.0(INS) 39288 1.00 1.09 x 1.150 x 1.00) 0.262 0.950 12238.4 38276.4 0.4266 16328.7 39288.2 1.00 1.250 0.262 0.950 12238.4 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 I ADDRESS: , , , 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 2008.0 5.86 2118.0 Single, Clear SE 1.0 6.0 48.0 10.59 1.02 519.4 Single, Clear SW 1.0 6.0 48.0 11.59 1,01 562.4 Single, Clear SE 1.0 8.0 40.0 10.59 1.01 428.7 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear NW 1.0 6.0 16.0 14.97 1.00 239.1 As -Built Total: 168.0 1984.9 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 278.0 1.80 500.4 Concrete, Int Insul, Exterior 4.1 1180.0 3.31 3899.9 Exterior 1180.0 2.00 2360.0 Frame, Steel, Adjacent 11.0 278.0 2.60 722.8 Base Total: 1458.0 2860.4 As -Built Total: 1458.0 4622.7 DOOR TYPES Area X BWPM Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Adjacent Wood 18.0 5.90 106.2 Exterior 20.0 5.10 102.0 Exterior Wood 20.0 7.60 152.0 Base Total: 38.0 174.0 As -Built Total: 38.0 258.2 CEILING TYPES Area X BWPM Points Type R-Value Area X WPM X WCM = Points Under Attic 2008.0 0.64 1285.1 Under Attic 19.0 2158.0 0.87 X 1.00 1877.5 Base Total: 2008.0 1285.1 As -Built Total: 2158.0 1877.5 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Slab 208.0(p) 1.9 395.2 Slab -On -Grade Edge Insulation 0.0 208.0(p 2.50 520.0 Raised 0.0 0.00 0.0 Base Total: 395.2 As -Built Total: 208.0 520.0 INFILTRATION Area X BWPM Points Area X WPM = Points 2008.0 0.28 562.2 2008.0 -0.28 562.2 EnergyGauge® 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: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 5480.1 Winter As -Built Points: 8701.1 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),Unc(R),Gar(AH),R6.0 8701.1 1.000 1.078 x 1.160 x 1.00) 0.432 0.950 4465.6 5480.1 0.6274 3438.2 8701.1 1.00 1.250 0.432 0.950 4465.6 EnergyGaugeT" 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: , , , 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 9840.0 50.0 0.92 4 1.00 2460.00 1.00 9840.0 As -Built Total: 9840.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 16329 3438 9840 29607 1 12238 4466 9840 26544 PASS OF SHE STq EnergyGauge'" 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: " " " 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. 6A-ZZ V 1 F1tK F'KtS(.;KIV I IVt MEAtSURE5 tmUSt be met Or exceeded by all residences.) 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. EnergyGaugeT" DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.5 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New 2. Single family or multi -family Single family 3. Number of units, if multi -family 1 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned Floor area (ft') 2008 ft' 7. Glass type 1 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) 168.0 ft2 _ b. SHGC: or Clear or Tint DEFAULT) 7b. (Clear) 168.0 ft' 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 208.0(p) ft b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1180.0 ft' _ b. Frame, Steel, Adjacent R=11.0, 278.0 ft' _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 2158.0 ft' _ b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH: Garage Sup. R=6.0, 200.0 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. Builder Signature: I '/ _,"J , , Date: ' U L 2 4 20V Address of New Home: E._--- City/FL Zip: Cap: 42.5 kBtu/hr SEER: 13.00 Cap: 42.5 kBtu/hr HSPF: 7.90 Cap: 50.0 gallons _ EF: 0.92 _ PT, _ FOR THE STgT O.o t,I, COD W-E 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 86for a US EPA/DOE EnergyStarTmdesignation), your home may qualify for energy efficiency 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 ofCommunity Affairs at 8501487-1824. I Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. knergyGauge© (Version: FLR3SW v4.0) Lpgend ofS mbols and Abbreviations: Boundary Line Big. Bearing Contedine Calc. Calculated Right-ol-way Line C.B. Concrete Block Overhead Utility Line Ch. Chord Easement Lino Conc.: Concrete A Central Angle Const.: Construction ARC Arc Length c/s Concrete Slab Bik. Block Elov. Elevation Boundary Survey: GAO LS-P'A94 P&,41n106E E,osE..Eurs O' !/riLi ry SEi/r c1T \ T ar REROD: Steel Reinforcing Rod Fidd Field Measured P.C.P. Permanent Control Point Fnd. Found P.I. Point of Intersection Gov't.: Government P.L.S. Professional Land Surveyor L.B. Licensed Business P.O.B. Point of Beginning O.R. Official Records P.O.C. Point of Commencement Pav'L Pavement P.R.C. Point of Reverse Curve P.C. Pant of Curve P.R.M. Permanent Reference Monument P.C.C.: Point of Compound Curve P.S.L Point of Street Intersoction A/ 8910349"/ 7.C-5- (P So• oo ' Per s Fro 0/LA/N.OLE E,«MENT { I 1 32' 3• Go jw•• AT/d•- •.-" 5' L r - 9,6µf P.T. Point of Tangency R Radius R.L.S.: Registered land Surveyor R/W Right-of-way Sec. Section S/r Septic Tank T.B.M.: Temporary Bench Mark W/ With NJ 3. 6z'y s Fisr _.: ii•.- _ $O-OO'PUr F.acio 11.E-,... I•- ./ 06-..3B'r>s E• N/f. 30'/7 s.'a o. Erro Q..sFnb. NAiL. .. _ — ., . 1:SFc r,A/Au '• , . •. ; ' :'' ...:.. aS."Ti A/LTJ.Ie .s-z9.9 - ' .lP.s o EATF/6L C/RGLE P s c"O ' Fv. i9+ iocP'7-A7- SfO_'- 24',46PH.aar />Ar!'r. /Z'Gow.e. Aol IW20) SG2/O T/OitJ LpT / j CEGE Py LAL( .5 //ASE / j 1SUeOi i5/cu/ i o/20/N6 To /%%AP /N IOLAT Z O{C 67, /Oi4GE5 .9B ,.4AJ0 .9.9 j !/BG/G .Q6Co Q05 O/ SEi!/.OLE uvrY, LO/OA, CERTIFIED 10: /Y%A 2l NOA $' 1 hereby cenify that this map depicts a survey performed under my supeivi• 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 386) 734.7047 (386) 789.2855 St y E. Smith ered Land Surveyor DRAWN BY: SE S/TN REVISIONS: Number 3736 CREW CHIEF: NOT VALID UNLESS SEAL IS EMBOSSED AL - Note: No instruments of record reflecting easements, limilalions, owner - DATE: %NlJAGY / % Z006 ships, reservations, restrictions and/or right•ol-ways, it any, have been pro- vided to this surveyor, except as shown. No underground installations or WO a _ po36- 26 utilities have been located, except as shown. I-gg.nd of FNmbols and Abbreviations: REROD: Stool Reinforcing Rod Boundary Line Big. Bearing Field Field Mbasured P.C.P. Permanent Control Point P.T. Point of Tangency Contedine Calc. Calculated Fnd. Found P.I. Point of Intersection R Radius Right-ol-way Line C.B. Concrete Block Gov't.: Government P.L.S. Professional Land Surveyor R.L.S.: Registered Land Surveyor Overhead Utility Line Ch. Chord L.B. Licensed Business P.O.B. Point of Beginning R/W Right-of-way Easement Lino Conc.: Concrete O.R. : Official Records P.O.C. Point of Commencement Sec. Section 0 : Central Angle Const.: Construction Pav't.: Pavement P.R.C. Point of Reveiso Curve S/T Septic Tank ARC Arc Length Us : Concrete Slab P.C. Point of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bench Mark Blk. Block Elov. Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W1 With Boundary Survey; T.e cr G' - PirAbE Five. 5/8 %P/ ,JO. oo ' P> Fern " Fivp• "PEAao tN 1 W Co: u uGN- 09 wN g uQ E >, o a 2s u c n'•o FLEAuu Lu ° -5 E 60 v E a u E u N 0iu0f\ucQoaN o gg`,xL1 w U c"ie o ua u o v nl 0 '>- .c ° p/lAiA A6E ' A,g,EiyE•TS 0, 5.o'. fJSEi/GtlT FAvo. 8'i 6"PGl7 Go G•. - AT/d• r i PevPt?S-Z- A.* 7- A 0 m N ti a PLANS REVIEWED g CITY OF SANFORD C J OFFICE 5' L 4f t 14- 42 j µ,1 l /+vA70'+iQF.AQLiG 1.!'...r.. v., r. ..1•..,(..;I g••-...:-/w•:J' •• . .'y A. N NI S3.6z'y s Fc ..-- _ $0:00'P+r iFario-y+.--.. •-./06.,38'Ggr>iFi o rA451 NA,1 i - Wr:4 VA.: ; . ; .. F....:.. f ter'° "vs aJdritA L /A/G *' 7.;i6, Gs-249 ' fP's P L"6ATF/6L G/RGLE ° 7 , Ls Ti 9g; 1So'R 2-0'y6PAYAaaTP.9d'rW'Z'I: 9--Avrr-,e iOG/v'A7 PL. LoT /4 j CEGE f?Y Gg .s /BHA sE /4 4 To vP /N J /O JGES iB A ,9 9 j !/G/G 26co.¢O5 OF SE,/A oL p/M/TYj FLOC/Of>', CERTIFIED 10 /`2C NOh- Ail. >& I hereby certify [hat 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 luchnical standards set forth by the Florida Board of Professional Land Surveyors in Chapter 6113117.6, Florida Administrative Code, pursuant to Suction 472.027, Florida Statutes. SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND. FL DELTONA, FL St ey E. Smith 386) 734.7047 (386) 789.2855 Florid gistered Land Surveyor ertificate Number 3736 NOT VALID UNLESS SEAL IS EMBOSSED DRAWN BY: REVISIONS: CREW CHIEF: SCALE: '_ ' Note: No instruments of record reflecting easements, limitations, owner - ships, reservations, restrictions and/or right-ol-ways, if any, have been pro- DATE: cT INVA,GY / % z006 vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. NO " - p036- 06 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 14 Subdivision: CELERY LAKES PH.1A Property Address: 126 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). x 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. 0 h. Square footage table showing footages: Garages/Carports 397 S.F. Porch(s)/Entry(s) 63 S.F. Patio(s) S.F. Conditioned structure 2,008 S.F. Total (Gross Area) 2,468S.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. x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: MONDAY, June 24, 2006 SIGNATURE: I 'r. I(By.Owner/ or AuFhorized Agent) 1jellIIIlgIl11IIIill IIIll IIIll I1Ill 1IIll 113IrlIll IIill I"Ill MARUNNE M104_j tIERK tr CIRWIT LWRT a c oo W In M IL. 4M O W J W O y W 0 LU WZ g0a MOWS W i W W Z Z j0ZOYQLUi o u'rn a v C n v a 3EN>INULE CI. iUYW 061E8 Rg 04201 Qpg) CLERK" S 0 2006027712 RE V)lil) l:U 01101.414 RN RRUIliUI Nli Ft E:`i 10- W REQnRUL'U BYt h0den 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 14 126 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. 1st 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 KErW Su MERS THE CORRECT PHASE # Maronda Homes, Inc. of Florida Vice President - Construction Sworn to jand subscribed before me this 20TH day of FEBRUARY, 2006. lic JEANNIIJE FULLERTOIv p • Ccmm# OD0460464 C: cpim 8/1012009 r : Fund -Li thru (800)432.42540 Florida Notary Assn. Inc 6 CERTIFIED COPY MARYANNE MORSE CLERK Of CIRCUIT COURT SE Ui". FIORIDA BY f+1YY C RK FEB 2 0 2006 Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 367 Medallion PL. Chuluota, FI. 32766 FL PE # 50068, Desian Criteria: TPI Design: Matrix Analvsis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 126 6CLO1403 14-3 WHEATFIELD ORO-6CL COVK4 LEFT CIR COVINGTON K 4 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 I Run Date I Drawing I Truss ID I Run Date I Drawing I No. of Eng. 47ReviewedReviewedDwos: Layout 09/20/05 11 09/16/05 Roof Loads- V 07/27/05 J 1 A 09/16/05 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 10.0 psf BC Dead: 10.0 psf HIP 07/27/05 J26 09/16/05 A 09/16/05 J2C 09/16/05 Al 09/16/05 J3 09/16/05 A2 09/16/05 J4 09/16/05 Total 43.Opsf A3 1 09/16/05 J5 1 09/16/05 A4 09/16/05 J6 09/16/05 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" A5 09/16/05 J7 09/16/05 A6 09/16/05 V1 09/16/05 A7 09/16/05 V2 09/16/05 OFI= IE pLANS REVIEWED CITY OF SANFORD A8 09/16/05 V3 09/16/05 A9 09/16/05 V4 09/16/05 63 09/16/05 V5 09/16/05 64 09/16/05 V6 09/16/05 65 09/16/05 V7 09/16/05 66 09/16/05 67 09/16/05 68 09/16/05 69 09/16/05 C3 09/16/05 D 09/16/05 D1 09/16/05 D2 09/16/05 F 09/16/05 F1 09/16/05 G1 09/16/05 G2 09/16/05 G3 09/16/05 H 09/16/05 H 1 09/16/05 INV # DESC ONTY Fg 0 3 2006 DATE: 18331 THD26 18330 THD28-2 18360 SKH26R 18361 SKH26L 18363 JUS26 18370 THJ26 2 SEAT PLATES 124 p 0 A co imimimimimimimimimi II- 1 Imom INI1 HO In 1 Illl i -- j 1Vl runci SYs' rn5 IIII I ' A I NUMBER: COVK4 I I i 114 CUSTOMER: B NAME: COVINGTON D•• DATE: PITCH: 61`12 • c• . N FEB 0 3 2006 H 15-9-1 S u m r- a ry Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, I-NSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° tr f soo rbilr +ofthein tallerfbuildar b lnocontractor IicenSedcontractor. c rorerschoncontractorltoorooerlvrecerve unload Mare handle. rnstalland c efal 1 t c nnected od trusse to orotect Irfe end arooerty The installer nust exercise the same high degree of safety awareness as with any otherstructuralnaterial. TPI does not intend these recommendations to be interpreted as superiorotheprojectArchlfect's or Engineer's design. specification for handling, installingandbracingwoodtrussesforaparticularrooforfloor. These recommendations are lko—ii.F4it+P PYnerience of leading technical personnel in the wood 1Cn0017jh' s r t ink t .a.t •`i .i• ,.-,' i Q '• .t` a P.Iy•, 1 , it ;y'±;;:1 n 1 F I:.t . I y,¢7 ' rY : to . c . 1 :;io 4io . n 1 0 '.e'pA3 d'yy` TRUSS PLATE INSITWTE 683 D'Onofrio Dr., Suite 200 Madison, Wisconsin 537.19 608)833-5900 . truss industry, but must, due to' tha .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 recommendation's andinformationcontainedhereinbybuildingdesigners, installers, and others. Copyright O by Truss Plate Institute, Inc. All rights reserved. This document or any partthereof -must not be reproduced in any form without written permission of the nuhlisher. Printed in the United States of America. STORAGE sses'Shoa7 Ctiicfri e oraurlvn:.>i!•L ries0491 r> erratn vranri eSn1NIa1C BOG IL1 8uSe's;, yy7.....,; ,_•`,-;..;w Hc'''-:r.?.:-ir.,c rr.' x.:i 7;:,r:::.sc 7 G+1'w.i.:.a.e: :;sblmg1'f.i.t`.!iP „1}Wum--_ M. ^t'».•,: w ,T}AT17Trli3l,'Q?'?iuisses flrecl'siv.Qt aicali s-fitou`I`,•.3ybe';, I •u:,+. 1. Y ' OiYr Y,r3r•' braced'Eo prsvent ittag rtfipptn i`"t• G, qa J/•4+^,Si45W .. li:Vallr 1`L1.2.,19!u F:.!cW:Sti'R!•I3.i1:C5.' i }j ' 13pi qlGE,i3+pAiam or n lestiupriy"a£Ftuafess' rM1[ao!b"d4^. ti.,ir.}a.1 F sl.•.`"•{'irb rn + "Ypllr="ii-_2r4. vr,rc.;FE?•-.q:.:.. rppE"hrace3?Domn' reabalailssurifitbtuaclie. G •rc.S•'+rv2"•r Mte.d:':-Aizr:Pli;.t ep`latre tagat a .ntoratapDstfiion;:::t.=+;. IFy d'/aNwfi'fA¢f. N4Hd7l8RRRl'Mk.:•,:Y•••;'!fM 0.•,j"t'rTf^ W-. agsses ia•,,.__fSaRPAWaMjtJV;A'11a'a eraaas%a 1c be:srtb•' Frame Approximatelyximately Approximately Tag ag Ya truss length Una ine truss length Truss spans less than 301. Uftil the attar Spreader Bar sling Toe In etc. Toe In wei( Less than or equal to 60' Tag. . Line Spreader Bar Toe In Toe In Approximately to y.,truss length Less than or equal to 60' t' TLtru Tag Une tiri'''1/ ltylr 1 a3r it i (t dD o lll _ l- 0 . %uil; nL [" f i r e yy,,,,,•,„ f•it l o1—I.rr If-.. v r iilhfl'1 t 't ,yT'( u i.''a'7+fitfl1rt• \ ,., i o tit o , -i'ia. _ ..irvr,pp1 a'5i6it i{)+k-, X .9• il? (t,•: •i„, a ..c.,{,1 Strongback/ 10, I ___AP OXIMmatelY _I r y3 to '/4 truss length Greater than. 60' Tag f Line Strongback/ A10, 1 10' SpreaderBar At or above mid --height Tag Line NP{.,i unnno,cry th to 3/,truss length Greater than 60' Typical vertical7GroundBr\acc attachment Typical horizontal tie member with multiple atakaa (HT) • . Y4ruaa of bra oup of trueae EB) Frame 2 12 4 or gieater L ------ DF - Douglas Fir -Larch Sp - Southern Pine HF - Hem -fir SPF - Spruce -Pine -Fir L)j- - tjougitst. HF - Hem -Fir sp - Southern Pine SPIF - Spruce -Pine -Fir R N, x Frame 3 12 4 Or greater Bottoi at eac sparing as TOP CnLPru Ujagul I.. — ---- -V- ORAN ACC 0 CHORD SPAGfJG D 20 T— 1 Is 0 I 7 ssionai engineer 1- ! Mail Ir, lt6 spF - Speube-Pine-Fir All lateral braces lapped at least 2 trusses. CHORD.71 Cross bracing repeated at each end of the building and at 20' Intervals. E ur•' r y• i. 1F8 " Q• •1 •' Vc ;.r ..TOPIT t CHORD yw,sL...r,.iaR C 1)R, I GONAL'BRAGE IN1MU ItAT.ER I BRACE SPACING . DB3 SPA'N EPA 5' CppatEfJG(LBS , frusses'P,00d I 30° 7:?. Up to 32' Over 32' - 48' 6 4 Over 48' - 60' 48" 5' 4 2 ' Over 60' See a registered professional engineer DF -Douglas Fir -Larch SP -Southern Pine - HF - Hem -Fir SPF - Spruce -Pine -Fir 9 i i'2iC4%2x6 FEAR°/`LE Corrtinuous Top Chord Lateral Brac Required Top chords that are laterally braced can buckle togetherand couse collapse ifthere Iona diago- 10" nal bracing. Diagonal bracing should be nailed to the underslds of the top chord when purlino are attached to the topolde of the top chord Attachmer Required 20(D$ 07russes 2 y SpF/hF o.c • L The end r ry{r 1 diagonal brace t for cantilevered End diagonals are essent 1 be dupricactrussesmustbe- stability and must placed on vertical both -ends of the truss system. Webs in line with the support. c2 PARAL ':UiCRORDTrZU...... ?CHORD}; End diagonals are ss stability and must be dup is both ends of the truss system. 3p-(Des) 7g Trusses @2 o.c• 30" or greater I I 31/2" Trusses must have lum- ber oriented In the hori- zontal direction to use this brace spacing. Frame 5 O1"VA.—PG. IC -. M1NIMUM D AV BRACO I NOA1'MRIRA0O, giAEMGRBJlIV PA SRA itwts SP SP./DF4 .FIHF-*1 U to 24' 3/12 8. 1 17 12 Over 24' - 42. 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6Over 4 54' See a registered professional engineer DF - Douglas Fir -Larch tiv - bouinern rint: HF - Hem - Fir SPF - Spruce-PiFir Diagonal.brace also required on end verticals. PLUMB Truss Depth D( in) 1.2 3 or greater X0 All lateral braces lapped at least 2. trusses. Yl - FC5 I my, wbrii 6dut* bsult'i'K 0f IUI . APM L 0-: TION'TOLERAN' bt BOW1'U D(fI 12 1/ 4" 24" 1- 12" 2' 36" 3/ 4" 3' 48' 1" 4' 60;' 5' 7Z' IT, 61. 84" 1- 3/4" 7' 961, 2" Lesser of D/50or 2" Maximum plumb lumb MisplacementLine OUT -OF - PLUMB INSTALLATION TOLERANCES. i T L( in) 50" 1 / 4" 4.2' 100" 1/ 2" 8.3' I Str 3/4" 12.5'1 L(in) t Lesser of L/200 or 2" 20W 1 16.7' 250" 1 - 1 /4" 20.8' 300" 1 - 1 IZ' 25.0' OUT -OF - PLANE INSTALLATION TOLERANCES. Frame 6 AJ&rond-a Systems MAIZ01VDA GYMME 400 Mamn& Way Date: Aiarch 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: ' N7alley Trusses Sanford, FL 32771 407) 321.OW4 . Far (407) 321-3913 All valley2trusses labeled VT-1 thru 100 are covered under the general valley sheet provided inthetrusspacka.ne signed and sealed by the engineer of record. The connections are noted onthestructuralinfosheetoftheplans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to can at 407-321-0064. rerelT T . oilm4 Ponce, P.E. Date: 3) 5(o 3 t ttlacilftnF No. 005O053 b STATE G 4L/ Zr I O•N A L l Job: MARONDA SYSTEMS Customer: WO:VALLEY SET TI:T Qty:l ESIGN INFORMATION bi, dedra i. Rn = hdr.daal baidmg sompawem adhasbatsbasednnmfuoutiaopwidcdbyftdb"An 7110 deriper discl,®sany rn tl Imhof lbeRy In bsmrecr mtirrmarma diemdrmdnigmPorm:ad m the tree dden. b7dthecmrccmmor, jccruscy ofthis mMmaloo aIs Ime to aR—ific Pmjal ad accepts noTV" ToIT000'EBiq To ta.crse nn M6Mall or ousts.i+ 6bdc.;, bsdl'mg. ahpmeo k This trom has been desi T -'wdI%rIch&Tj ANSUTM 1-1993 & S mmp97 To m arcmdatse f" banding ddgo od NDS-97 o be hwa.pmad a p.so by. Beading pea®. (repn"d ..Wlem a p.rmlood srpsser} Wbm resiewd Ra sppo sl bytheWadingddpta. the ddgo InsdmOsha.o man he S <hakd to be ore mu an Its rawiththelocalb.iidmgands. dm ants. load, aits+ ade<,dom a <pamppliedsodaUolmshcwa. b>mhas ombeta ddgaadrmaarsgeInoccopaoc7mods. teedesign ammo aropr®oo <b rd, (top IT, boom) arc cootiodanybradbymendngmlmem..be rpmfid. Wb.eb000mcbadsintmtionareoo11SybredWmll, by aprap.y appbd rigid erTm' ,. a ., shoed bebrad aairoemsp,cmt or IIr.O' o.. Cannata Plan sbsB ba a mmoactard eum 20gauge hm diPpd eal.an;rd BredmewingASTMA453. G.& 44 ed— mherw(m shawv. FABRICATION NOTES Prieron rimicaioa the (Awicaot den -'Am Ibis drawbrg tov.ilj the Ibis dnwmg ITmincodbraee wins U,e hbrieamla pimaedTo retie eootioomgeponsibtfiry (m socb sorifimiaa Any di-9—ins netobepalI. writing bePore eoama In D'Wiadoo. Man1; shill as be innalld aver motI Itt dos adistmtd b pain. cn... i p be bid wboW lb— dbooing. Codma pleathehmswithoaibPoleIsoGddod and derll be a,rn seamFthejoinsnnlmotherwisedrown. A s,a Flee b s' wide a i 4' bog. A gag Plae b 6' wile a s, long. sloe (bole) Too redid to9, plus Into specified. DoeMe eau on i web members shag mm a the D.. ogre . -sirsqcubticotother.1se shoo. cadecta P1.3. sU. basil d the force shown andcosy nerd to be 1 b--d C. eerram hanAOg aadraerectim mmea. This fuse is am tobeObdcrid with The retadsm hold n mMmainn onQeallV 1.199s PRECAUTIONARY NOTES All bncm6 and ere.fon to®c l dcn+ere To bn foaowd In a Indcoc- wlm'Handtmg, maallhrg and. Bmi. . HID-91. Tr— an tobn bandM with p,tslsoln sum drrdng b,adlne ud badilag, ddhv7 oldirmallatinnmavoiddamageTesvpnaryoldPammm ' mcmg V. boding frame m . -do and plumb positma ad fix rdUW laced roaa shall bededpdadhauadbyno. C—M bmAmg i, msoti J and old bndog Ispand mats scoldnortrrasnrap'oa . hmallatmo b..ce Inssn to .sod lopplby and dommoiog. The mptsvb(oa oration of arise shah be olderPoenndolofpratamexp.reacd its the baWlamaofen,rsa Profrssinn,l ed.k. shall be mngd Uocodd. Co otortraUao or concosoctlon IV- von th- the dcsipt mils sbaa to be appl ed to trunna any tbm No mils olhc the the wd01of theshall bc mid to tratm -0 ana as g Id TOP CH0RD3`:__M_SP 2iT TRMRVMg ACI G NAILED FLAT TO EDGE BOT CHORDS: 2X4 SP 92 OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF WEBS: 2X4 SP 63 THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED VAL TIC MUST BE CONTINUOUSLY BRACED 8' O.C. SCAB OR TRANSVERSE BRACKING TO EXTEND BY ROOF SHEATHING UNLESS NOTED FOR 90% OF WEB LENGTH..2X8 BRACE REQUIRED WISE. ON ANY WEB EXCEEDING 14l. , COMMON VALLEY OTHERVALLEY MEMBERS TO BE SET PERPENDICULAR TO TRUSSES•BELOW. ITIS 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) tOd NAILS OR (1) 16d NAIL PER INTERSECTION, OR TWO FEET ON CENTER. VARIES UP TO NI2 DIAGONAL WEBS REQUIRED WITH SPANS GREATER THEN 28-0.0 0- 0-4 denotes ONE edge or.one face denotes BOTH edges or Both feces. — 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 CANTILEVERED UP TO TWO FEET. MONOVALLEY eorranlweteeuer YALLET 1RU664 TP.) I \ IF LESS THEN 3.0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. t 2x4 s 2x4 OR 5x8' OR 3x6 WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE . 4) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 4x8 41A w 48 2x4 . 2x4- 20 4x10 2x4 3x6 3x6 on 3x6 on 2x4 40 OR . 146 s 2x4 VALLEY MEMBERS AT 24' D.C. (TYP) IVARIES 12 MAX 6.0.0 O.C. (TYP) MAX 6.0.0.O.C. (TYP) MAX TRUSS SPACING BELOW IT 46' O.C. . SPANS UP TO 60.0.0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI .1-1995 WARNING: - ALL NOTES ON THIS SEERY. A COPY OF TeIS DRAWING TO Bl GI9>Q7 TO Q ERECTING CONTRACTOR. BRACING WARNING. KMaronda Systems S w"tMsdm.loe1,m—doob.& windb dng,portalbran,mdmllumsdot- beWsd So b 11d'mgddp and which mass be mnsid.d by the baid'mgddgoer. B—Ing shown Is or teal mpP.t or uaa mmbas only toreduce buckling Imgth. Provisions mots bemade o mcbmW.il bnciog sl soda and sPsafid m---- d..mivad by Ibe baild'mgdesigo.. Additlooal brscmg orthe meaall dortom may be rerrufid. (see HM"I of TP¢Fm sp.)Oc hw breing ra s6co) WI , amen ITRU&S ddper4Trmnot IEnitsw TPI is bard at 513 II ll 11ju flTuilyippp) 11 RTIN( GTRUSSES TYP.) IN 11 • VALLEY AREA, SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) VALLEY STRAPPING TO TRUSS BELOW' 0 4- D.C.. :. Cont.- Support Hag Job: Dwg: Degmx: TLY Chk: TC Live 16.0 psf TC Dead 7..0 psf BC Live 10.0 psf BC Dead 2.0 psf Studs A. 6-0-0 O.C. WOe• VALLBY SET TI: V'. 7/ 27/2005 Lbr DF: 1.25 PIt DF:'1.25 O. C.: 2- .0= 0. TPI- 02/FBC-04 Codes FLA v4. 1.21-4355 Deeiga: Matrix Analysis Profile Path: C:\TEE-LOR\Work\Jobe\MARONDA SYSTEMS\VT.prx Job: MARONDA SYSTEMS atomer: WO:HIPDETAIL 1'1 :nlr W6y:.L DESIGN INFORMATION Tbir deep h rW m hdi.idad b.ltdiar powrhnbcob..d mo WW=Llw Pttr.md b1 desipp difclaimf .07 repompV'37 fm dama;o armltofrkbywb-- mfMm 16,—'r"iom Walla dedps farttished mdtc nor desi®p bP the clietd ad be ee rc w .te+ .fmb bdbrmdw ph cry rdde m a spreifm pand .ceps+m respwpbBi4 fa ,apch.t- ee. ml wild t6pd to fabrkation. bsdlm6. ddlel -d maallsdooof Capes.• Thvtro>, hp Gem dedpd a m bdnidod bm'Idio6ampomeadmceodaace `^lb ANSVTPI 1-1993 and b tMS-97 to be lacmpmped o P of the be(ml-s dedp1 d)• . Bdldias paper (re&—*d rtdawt w vofessiwd m aaa4 Wbm -A—d (W .ppr— b9 . the b.Wij dedpa, me desip Io+dmO dotra most be bakdmb<nme th.l medpa abona R Fn rpemem i dty the fod bm7dm/ ends• lord cl'mrtkrcmm Itr rrdmmow k.d1l Po/m We" wfd" ppfid m>ds lldm thosru trap h.t mm1bem dmpdp} for +tong. or deep orator++ omprmim ebm (mD m bomm) Qe d FWac,d b7 sbcsddtr6 mdm otbe .'- sp¢1 j haltomtbmdt id Ic®oa m pm rbBahpby a t Pmpd7 . polddad - lbeymm be laud asdm® tpuwS of 104' O.C. fbomcmtO.U. s1d1 be Mdm.dlima20t-V bot mppd 6tl`'e9il 11 mcdmS ASTMA653. Gede 40. adm clbenrise ft- . ABRICATION NOTES Prior topbficplm4dmpbrkp , shad rmkw tbh drawle6 m te,ily11. Chit dnw'mE h1. molbrmmce w8b the fibr(e.mrs 0jw and 6 realize emdooio! reryombWrf fbrsoeb .rrifie+dm Ao7 db.V--dee p. m be pm 6 wdd.6 bet., -deg w rdakmbrnPromsddl mp be 6=11 ..ez laomors ke o w dipmmdInca Mpmbpt dmn be doll d loner `oa df d therm Came+ w b ad shill be qm abud he batw+tb mils kB71C m)nffmf fp omerwisemown. A daa alas h 3' wide a r ft A bar Plan h d• wide a I. "" Slmm (kda) rm puad m the pWe Imgtb spccldd. Dmame -0 w ill m®bag +bill mmf p dm eevvaid ortbe wrba .dm mhezwip dtonm. fSmetw plde si.. m m mew dm b.: d w the force 0" andmq oced m be imeamdfbf epam hmd11o6 -&w —d-mean. Tbis troy Isam m beMakstd wbb Poe rawdsm veatd Inm6v valmothvwimtdpwaFweddil}tttd imrmmpbm w QezIW Cmvdrear m ANSVfP1 a 1- 1995 PRECAUTIONARY NOTES. AB hrubti and Fee. r,, dpivm m lo be eed rollowd Ina_d,. wit R_a1q& bsWrwi Bncm6. HI& 91. Tramsm.4 lndd -T-d psrdmla tamdmiadbaWTemp" Id P"I imtdtadw m •mod dame;c bush, a. bold'ms v.amm . _,doand O1 b P°dd- and fbr ffdS&Slatpd rmcn d M be draped ad bmdidb7ocbmCmlmb-10-8 is es+mtid and e:mlwbndnE6.I 0 roq i.& Normal Fa—". q cdw Ibr vaporregabomcbtemp-" bneiatdmimf{ bmauadw bdw base m ..oid mpplbtd d domioaiv{. T, P'(Sia of pctiom ofbetas m.B be mdp the eomol of pe m-periraceddvii dill be swa ivddistiwof bapsPmfctaw+lV 1(orzdcdCovamrNwof,wrwrodw bads rrmaz than time. thc dedproamda0mabeapdhdwv.a p av7 No k.1caberd— the wcio of the eremn dd1 be rppOdro. "I aaln -Av all Gutmmi ad W-iS p HIPGIRDER Marvnda Systems 4005 MARONDA WAY Sanford, FL 32771 407) 321-0064 Fm (407) 32L-"13 TOMAS PONCE P. E. LICENSE MMSM60 I005 VANNESSA DR. OVIEDO FL 32766 Design: Matrix Analysis 2x BLOCKING. ADDED TO TOP CHORD OF 'STEP HIP TRUSSES TO .SHORTEN r—..rrr n A nn rC. W/ WARNING: READ ALL NOTES ON THIS SHEET. A COPY Of THIS DRANING TO BE GI'PEN TO EREC7INOCONTRACTOR. BRACING NARNINOa Bndmt sbawa w thb dn.t.9 h od pmloo bmdvswtad blade& pmml W dm{ m dmfiu buini whkb b . put of the bnBd'm; dap andwbkb mat 6e comdded b7 the b.imm6 desipc. B+ul°t thowo h Mlatail .eppmt of trap m®ben .d7to "d.. bukl'mI Imitb PmW= mast be made m amrIWei kwia` at mm ad tpa16d Imudvm Me mind4thebanddedpa. Addidecd bran{ mf the o.tz+S mvcmm may be fegmcsd (Set HO I of TPI).Far w-cifie tap k-w-piremmtt mad ba(mmi dedPl pp.(r= pe h-f-C Tn h laced a 5U Opa 6 Dri•4 M.9sM Wbccmum 62714 ' Profile Path: Cs\T) 3E-LOK\Work\Jobe\MAR0NDA SYSTMS\VT'-Prm Eng Job: Dag: DBgnr: TLY Chk: TC Live . 16.0 psf TC Dead 7.0' psf BC Live 10.0 paf BC Dead 2.0 p6f 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 Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:A Qty:5 ' DESIGN INFORMATION Thudesign isforan individual buildingeompoom and has been based onnformatme Prodded by theclient. The designer disclaims any responsibility fordamages sa rrsrh offaulty or incorrect inlbrmatioa specifications and/or designs Pomithed to the truss designer by the client and thecorrectnasor accuracyofthis information as it may relate to a specific project and accept no responsibility orexercises oncontrol with regard to fabrication, hardlittg shipment ad itsullnion oftrossa. This trim hasbeen daigoed asanindividual building component in accordance with ANSVrPI I-2002 and NDS-02 to beincorporated a part ofthe building design by a BuildingDesigner (rq*crtd architect or professional agitua} When reviewed fmapproval by the building designs. the design tidings sbowa must be chucked to be more that the data mown are in agreement with the local building cadet local climatic records lbr wind ormow loads. Project specifications m special applied load& Unless shown, toss has not been desigrxd fur storage oroccupancylands. The designasames car, . o chords (top or boom) are continuously braes by meaning nmess otherwise specific. Where bottom chords in tension are not fully brad laterally by a properly applied rigid ceiling they should be braced at a maximum spacing of lor-W ox. connector Plea shall be manufactured from 20 gang, ben dipped galvanized =1 meeting ASTMA 633, Grade 40. unless otherwise shown. FABRICATION NOTES Prior wfabrication, the fabmator mall review this drawing to verifythatthis drawing isin conformance with the fabricames plum and to realize a contineitrg raspatmbility for web verification. Any discrepanciesare to be pet in wtiting before cutting or fabrication. Plan mall can be installed over knotholes, knots m dissented grain. Member shallbe m fortightfitting wad to woodbearingConnectorplainshallbeloatdonbahfeatofthe tors withnails fully imbedded and shall be s5m abed thejoistunlessotherwiseshownA50plateis5' wide x4' bug A 6x8 plate is 6' wide a 8' bug. Slots (bola) non parallel to the plate length spesifid. Doable cats on web members shall meet at the cmroid of the webs unless otherwise shown. Caonector plate sizes are minimum sizes basedonthefortes mown andmay need to beincreased for certain handling and/or erection wean This was is cot to be fihricatd with fire retadans treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSVTPI 1- 2002 PRECAUTIONARY NOTES An bracing ad erection recommendations ace to befollowed in accoda ce with 'Handling. Installing and Bracing'. HID-91. Trusses are esto be handled with panientar am duringband -g and bundling delivery and mstallnion o avoid damage Tmpwary and permanm bracing for holding eusn in a straight and plumb position and fur resisting tataal forces shall be designed and installed by others. Careful handling is asmial and erection bracing is always required. Normal prmmionM actionforUtlsstSrequiressuchtemporarybracingduringinstanation between tmssa toavoid topplinganddominuieg. The supervision orcrectionof tmcashallbe underthecontrolofprmnsexperiencedintheimallaionof t mUMProlmaimud advice shall be tough: if add. caneem,atum of corWnction loads greater than the design wads shall not be applied to trtrsms stany time. No wads other than the weight of theerectorshall be applied to& rasa omit after all fastening ad bracing is completed. TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 8- 9,7- 8,6- 7 WE: 2x 4 SP #3 2x 4 SP #2 2- 8,4- 8,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Soria Uplift Y Type 0- 4- 0 1 1761 0 -819 B Pin 39- 8- 0 1 1761 0 -819 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..PORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 5232 0.52 A 10- 9 4756 0.78 2- 3 - 3714 0.51 A 9- 8 4750 0.89 3- 4 - 3714 0.51 A 8- 7 4748 0.86 4- 5 - 5231 0.52 A 7- 6 4755 1.00 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.53/876-1.04/444 7-8 Horiz. 0. 34 0.66 NA Max DL Deflection L/901 . -0.51 Long term deflection factor - 1.50 20-0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. Wndl,od per ASCE 7-02, CeC, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48. 0" 0- 8- 0 14- 2- 6 Webs Brace Pt Joint to Joint 1/2 2- 8,4- 8 Bracing shown is for visual purposes only. lX4 continuous lateral bracing attached with 2- 1ld 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. 6. 00 3.00 Face = 0- 2- 8 6x8 Joint Locations ............... . 1) 0- 0- 0 5) 40- 0- 0 9) 10- 6-14 2) 10- 6-14 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 5- 2 4) 29- 5- 2 8) 20- 0- 0 In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3. 2.4 of TPI-1-02, for joint(s)t 3 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2--5232/2045,2-3--3714/1493, 3-4-- 3714/1493,4-5--5231/2045, HOT CHORD 10-9.-1723/4756,9-8.-1711/4750, 8-7.- 1711/4748,7-6--1723/4755, Webs 9- 2.0/334,2-8.-1325/702, 8-3-- 880/2801,8-4.-1324/702,4-7.0/335, WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 9- 2 334 0.11 C 8- 4 -1324 0.85 2- 8 - 1325 0.85 C 4- 7 335 0.11 8- 3 2801 0.90 C 20-0- 0 6.00 3.00 10-6- 6 0-6- 6 Face = 0- 2- 8 as -off _ was-o 1761' 14- 2- 6 1761# 8.00" 20-0- 0 20-0-0 0 04" 401 0 6 0) 01, 8 COSMETIC PLATES'( 2)3X6-(12)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BB GIVEN TO BRBCTINO CONTRACTOR. B1iACING WARNING: Maronda Systems B a ° °°' °°b a°b°=B m b az°hs°e the buiblivg design ad atirh mast be considered by the buildingdaigna. Bracing mown is rot lateralmPPoss of nos tintonly toreduce buckling length. Provisions mess be made to anchor lateral bracing a ends and specified I ) wcaiom determined by thebuildingdesigner Additionalbracingof theoverall structuremaybe required. (Sec IUB-91 of TP1).pnr specifictruss bracing rqu rmem& comae building designa.(Tms Plate Imtimte TPI is loco cd a 583 400S MARONDA WAYWD-flio Drive. Madiras. wiseont;n 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE OWS0068 347 Meda"a FL Chtitsoh4 FL 32760 9) Scale = 0. 1539 Eng Job: WO: COVE4 Dag: TI: A Dsgnr:TLY Chk: 9/16/2005 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 Frotiie rain: s::\76a-con\wmrx\was\wvnw\a-vvs.naaas,r a w\n.yxas Job: COVINGTON E 4 Cuetomer:10# UPLIFT D.L. WO:COVR4 TI:A1 Qty:2 ' DESIGN INFORMATION This desigo is Inc m individual building compoom and has been basedminformaioo lamided bythediem. The designer disclaims soy resparabiliry for damages n a result offaulty or inemreci infWmnion. specifications andlor designs fhrois6d to the truss dccgoer by the client andthe currecmaa or au:mxy ofthisinformation as it may relate In specific project and accepts o0 respmnbiliry acamises oncontrol with regard In fabrication, handling, shipment and mssllsti aof trusses. This muss hasbeen designed asan individual building component in secordaoce with ANSVIPI 1-2002 and NDS-02 to be mcerpmued as pan of the building design bya Building Designer (registered architect or professional engineer). Wben reviewed fen approval by the building designer. site design btlings show most be cbeckad to be sore that the data hewn are in agreement with the local building codebed climatic records fen md orano. bads. project spemfcstions m specWapplied bads. Unless showy truss bas not been designed fm storage or cecupancy bads. The design azmmes compression chords (top or broom) are continuously braced by sheathing aWess otherwise specified. Where broom chords in tension m ram fully braced la tally by s properly applied rigidceiling. they should be braced a . maaim. m spacing of iu4n o.c Coonector pines shall be manont. ree from 20 gaoge hen dipped gAvaniaed .teed medi. g ASTMA 633. Grade 44 unless otherwise thew. FABRICATION NOTES Prim to fabrication. the famieafm man review this drawing to verily that this drawing is inennli munce with the fabricatofs plans and to realize a continuing rcapma' Ddiry for such verification. Any discrepancies m to be pm in writing befora cutting m fabrication. Plan mall rut be installedover Immboles, rum. or distortedgrain. Members mallbeadfen tight fitting woodtowend bearing. Connector plates shell be bated on both faces of the mute with nails "imbedded and mall be sym. shad the jointunless otherwise show. A 5x4 plan is 5' wide a 4' long A 6xg plate is 6' wide a 3' long. Slats (holes) run parallel to thepine length specified Double cuts on web members shall meet at the cemmid of the webs unless otherwise showy. Comretor plate sitsm minimum Noes bated m the flumesshowy and may need tube imlused fen certain handlingand/or eretim messes. This muss is out tobe fabricated with fire retardant trened lumber unless otherwise mown. Far additional wo-utimm Quality Cmmol refer to ANSVIP1 1.2002 PRECAUTIONARY NOTES An bracing and crectim recommendations m to be followed in accordancewith'Haodlieg. Installing and Bracing'. Hie- 91. Trusses are to be handled with Iuniadar ease during banding and h.odflin& dd.-y and installationto awid damage. Temporary and permanent bracing fen bolding mosses in . P,.i& and phumb position and fen resisting lateral forcesshallbe designed and installed by others. Careful handling isessential endmaim bracing is alwy)e requited. Normal preatmi mary action In, trusses requires such temporary bracing during InSWla m between musses to avoid mpphns and dominoin& lie mpmisam oferectionof n.ssesmanbe under theco mot of person, experienced inthe inswirtim oftrusum Professional advice mall be sought doweled. Cluumnand at of en-strmctm Inds grnter than the design Inds shag out be Vpt d m masts as time. No bads other thm e the wigbi oftheroamm , all be applied to woesuntil after all hstming and bracing is completed. TC: 2x 6 SP # 2 BC: 2x 6 SP #1 D 2x 6 SP #2 8- 9,7- 8,6- 7 WB: 2x 4 SP #3 2x 4 SP #2 2- 8,4- 8,0- 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- 4- 0 1 1761 0 -819 B Pin 39- 8- 0 1 1761 0 -819 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..PORCE..CSI. Cr ..BC. .. FORCE..CSI. 1- 2 -5232 0.52 A 10- 9 4756 0.78 2- 3 -3714 0.51 A 9- 8 4750 0.89 3- 4 -3714 0.51 A 8- 7 4748 0.86 4- 5 -5231 0.52 A 7- 6 4755 1.00 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( s). I.Span-0.53/876- 1.04/444 7-8 Horiz. 0.34 0.66 NA Max DL Deflection L/901 . - 0.51 Long term deflection factor . 1. 50 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58. 0 ft W. 40.0 ft Trues in INT zone, TCDL. 4. 2 psi, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O. C. From To BC 48.0° 0- 8- 0 14- 2- 6 Webs Brace Pt Joint to Joint 1/2 2- 8,4- 8 Bracing shown is for visual purposes only. IX4 continuous lateral bracing attached with 2- 1ld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 wTw 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'. Joint Locations ............... 1) 0- 00 5) 40- 0- 0 9) 10- 6-14 2) 10- 6-14 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 5- 2 4) 29- 5- 2 8) 20- 0- 0 In -Plant Quality Assurance with Cq. 1 in -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint({): 3 FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2.-5232/ 2045,2-3.-3714/1493, 3-4.-3714/1493,4- 5.-5231/2045, HOT CHORD 10-9.-1723/ 4756,9-8.-1711/4750, 8-7.=17ll/4748,7- 6.-1723/4755, Webs 9-2-0/334, 2-8.-1325/702, 8-3.-880/2801,8- 4.-1324/702,4-7.0/335, WEB. ..FORCE..CSI. Cr .WEB. .. FORCE..CSI. 9- 2 334 0.11 C 8- 4 -1324 0.85 2- 8 -1325 0.85 C 4- 7 335 0.11 8- 3 2801 0.90 C 20-0- 0 20-0- 0 1 1 2 3 4 5 6.00 6x8 Face = 0- 2- 8 3. 00 all 1761#" """ 14 2- 6 26- 0- n COSMETIC PLATES'( 2)3X6'(16) 2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHERT. A COPY OF THIS DRAWING TO Be GIVEN TO ERECTING CONTRACTOR. BRACING IINGn FMaronda Systems Bracing dhoan outthisdrawingisrotcrealmbracing. wind bmdn& penal bracing or similar beating which is pan of the lat Wing design andwhichmugbeconsideredbythebuildingdesigns. Bracingmown is fenlateral svppwt of mass members only toreducebuckling length. Provisions menbe made to anchor lateral bracing as ends and specified khc,O determined by me baHding desipa. Additionalbracing ofthe overallstructure may be required. (Slur InR-91 ofTPI).Por specificrum bracingmquiremeou& contact building dasgna.(Truss Plate Institute. TPI is located at 593 400S MARONDA WAY DOnellinDrive. M di> Wisconsin 53719). Sanford, FL. 32771 407) 321- 0064 Fax (41107) 321-3913 TOMAS PONCE P.E. LICENSE 11/0050068 307 Meda!Bon FL ChIAkOla, FL 22766 6.00 3.00 20- 0-0 10-6- 6 0-6- 6 Ftaacce = 0- 2- 8 cV 8-0 1761# 8. 00" 9) Scale = 0.1539 Eng Job: WO: COVR4 Dwg: TI: Al DBgnr:TLY Chk: 9/16/ 2005 TC Live 16.0 paf Lbr DF: 1.25 TC Dead 7.0 paf Plt DF: 1.25 o.C.: 2- 0- 0TPI- 02/FBC-04 BC Live10.0 pafBCDead10.0 paf Code: FLA Design: Matrix Analysis Frorlie Patna C:\7 KIs-LUA\WOrx\JODe\lVVA9 \lLV1Nti7"VN a Y\Al-prx Job: COVINGTON X 4 Cuetomer:10# UPLIFT D.L. WO:COVE4 TI:A2 Qty:2 I DESIGN INFORMATION This design is for an individual building eompooem and has been based on information provided by the dint. The design. disclaims any responmbility for damag. as a result offanity m incorrect information. specifications andlor designs fmmshed to the bass designer by the c6nd and the comcemm or accuracy of this information as it may rotate in specific project and accepts ou responsibility or aceeises ancom ml with regard to fabriation. handling, shipment and installation of uuves. This buss hasbeatdesigned aanindividual building compound in accordance with ANSVfPi 1-2002 and NDS-02m be inemp=Was patofthe building design bya Building Designer (registered arehivn or professional engine.). when reviewed for approval by the building design. Elie design loading show must be checked to be sure that the data shown are in agreement with the bW building cod., local climatic records for wi.dorsaw bads, project specifications orspecial applied bads. Unles, showA Ono but Out been designed for amage or occupancy bads. The design assomes compamino chords (lop or bomem) are c.minwsly bracedby sheathingadessotherwisespecified. wherebottomchordsintensionareomrallybracedlaterallyby + properly appliedrigid ceiling, they shouldbebraced a maximum spacing of 10'.W o.c. connector Plates shall be marrafacbred from 20 gage but dipped galvanized stud meeting ASTM A653. Grade 40. nlm othawise shoats FABRICATION NOTES Prim in fabrication. the fabrication shall review this drawing to verify that this drawing isin atnfbrno c with fabruatafs ptad ,m m ane6a a comineing re,pona'Ed:ry Verforsuch ification. Any dfnes arerepan[lto be pat in noting befall cutting or fabrication. plaint shall unt be installed ma knotholes. knots or dunned gain. Members shall bend for tight fining woodto Rood hearing. Connector Plates shall be located on both faces of the tamwithrails folly imbeddedandShall be sym. about thejointan'm otherwiseshoats. A 5x4 plate is5' wide x 4' bug. A 6xg plate is 6' wide x g' long. Sluts (bola) me parallel in the plate length specified. Double cats on wrhmembersshallcanesatthecndlmdOfthewebsanlmotherwise slat- ConEelOr plaae sizes all minim sizes basedon theforces sbow and may needto be increased fm certain handling and/or ereclioaArmes. This trust is notin be fabricated with fueretarda.t treated lumber mess otherwise show. For additional inrmmatin on Quality Council ref. to ANSlrrPl 1. 2002 PRECAUTIONARY NOTES All bracing and .ectin recommendations are to be followedinaccordancewith'Haadliug, Installing andtracing'. HlB-91. Trusses are in be handled with particularore during banding andburallin&ddiveryatid mstaliatbn in avoid damage Temporary and P.m - bracing for bolding tmaes in a straightand plumb position and forresisting lateralfort. shall be dmgted andinstalled by others. Careful handling is - at and erection bracing it almayt required. Normal pr.®mimaty action for trustees requires such temporarybracing dining installationbetaYen bastes to avoid toppling and domimmg. The supervision of.ection of bases shallbe ender the conbol of Persons alierieer ed in the installation of wars. Professionaladvice shall be sanght H needed. CorKswatin of oonstmebm loads grata thin the design bads stall not be applied to unions at soy done. No loads other than the weight of the eratms shall be applied to busses nail after a116--ing and bracing a TC: 2x 6 SP 92 BC: 2x 6 SP #1 D 2x 6 SP #2 8- 9,7- 8 WBr 2x 4 SP 83 2x 4 SP #2 2- 8,4- 8,0- 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- 4- 0 1 1761 0 -819 B Pin 39- 8- 0 1 1761 0 -819 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 5232 0.52 A 10- 9 4756 0.78 2- 3 - 3714 0.51 A 9- 8 4750 0.89 3- 4 - 3714 0.51 A 8- 7 4750 0.86 4- 5 - 5232 0.52 A 7- 6 4756 0.78 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span- 0.52/886-1.03/449 7-8 Horiz. 0. 33 0.65 NA Max DL Deflection L/912 . -0.51 Long term deflection factor . 1.50 Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CeC, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Trues in INT zone, TCDL. 4.2 pef, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48. 0° 0- 8- 0 14- 2- 6 BC 48. 0" 29-11- 0 39- 4- 0 Webs Brace Pt Joint to Joint 1/2 2- 8,4- 8 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 "Tat brace may be nailed flat to edge of web with 12d nails spaced 81 o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. 20-0- 0 6.00 3.00 6x8 m•... ..... Joint Locations ............ 1) 0- 0- 0 5) 40- 0- 0 9) 10- 6-14 2) 10- 6-14 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 5- 2 4) 29- 5- 2 8) 20- 0- 0 In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3. 2.4 of TPI-1-02, for joint(s). 3 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-5232/2045,2-3.-3714/1493, 3-4.- 3714/1493,4-5.-5232/2045, HOT CHORD 10-9.-1723/4756,9-8.-1711/4750, 8-7.- 1711/4750,7-6.-1723/4756, Webs 9- 2.0/334,2-8.-1326/702, 8-3.- 881/2802,8-4.-1325/702,4-7.0/334, WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 9- 2 334 0.11 C 8- 4 -1325 0.85 2- 8 - 1326 0.85 C 4- 7 334 0.11 8- 3 2802 0.90 C 20-0- 0 V.OQ 3.00 Face = 0- 2- 8 0-8- 0 _*40- 8-0 14- 2- 6 10-1-0 OO1e 1761 20- 0- 00- 20-0-0 10 9 40 0 6 a COSMETIC PLATESZ6)( 24)2X49) 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: Maronda Systems Bthracig wanthisd-.8fsm.e,ionb ng.w,adbracing.pom bracingasimutsrbracingw isxParOf e building design and which must be considered by the building designer. Bracing show is fora m support oft ass ca®ban only toreduce building length. Provisionmust be made inmob. Lateral bracing atcods andspecified locations determinedby thebaildivgdmgerr. Additional bracingofthe ovaaS nxmremayberepri ed. (Sne HIB-91 of TM.For specific banbracing regairumnds, comact bmild'mg dmga.(Tran plateInstimte. TPI is bctemd at 593 4005 MARONDA WAY D'Om6iu Drive. M disur. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 MadzMOn /L Chuk3ot2N FL l276Q Scale - 0.1532 Eng Job: WO: COVX4 Dwg: TI: A2 DBgnr: TLY Chk: 9/ 16/2005 TC Live 16.0 pef Lbr DF: 1.25 TC Dead 7.0 pef Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0pefTPI-02/FBC-04 BC Dead 10.0 pef Codet FLA Design: Matrix Analysis rroriie race: a::\+era-w&Nnora Nuuau%svvn%Ntw,xaev,wn .. wt,as.ya,a Job: COVINGTON R 4 Customer:1011 UPLIFT D.L. WO:COVR4 TI:A3 Qty:l ' DESIGN INFORMATION This design is for an individual building compoomt and hasbeen baud no information provided by the diem. The designer disclaims my responsibility for damages an a result ofruttyar incorrect informatim specifications mWor designs famished or the ones designer by the client and the correctness oraccuracy ofthis mformaim Anit may relate to a specific project and accepts on responsibility or a,misa no control with regard to fabrication. handling shipment and imullatioo oftrusses. This torn has been designed as an individual building compenm in accordance with ANSVfPI 1.2002 and NDS.02 to be mcorpor" as part of the building design by a Building Designer (regidacd architect or profemmalengineer). When tevicwadforapproval by the banding designer. the design loading mow9 mud be checked to be sort that the data sbow9 ate In agreement with the local building codes, local climatic records for wi.d or annwbads, pmjeer IpRIfK-lim, m apeeial applied bads. Umm showy neon has not been designed The storage oroccupancy bads. The design assumes camprmion chords (sup orbomm) are mm;mmsly braced by d hing unless otherwise specified. Wberabroomchordsintensionarenofullybracedtaaalyby a popeAy applied rigid cufin& they should be braced as maximum spacing of 101O' o.c. Connector plates shall be manufactured from 20 gauge hotdipped galvanized dal meeting ASTM A653. Grade 40. unless otherwise show. FABRICATION NOTES Prior to fabrication the fabricator shall miew this drawing to verify that this drawing is in mufmmanec with the fabricator's plans and to realize a continuing responsibility for mcb verificatim. Any discrepancies are to be pot in writing before tuning or fabrication. Plata shall our be installed over knotholes. knots or distorted gain. Members shall be at fm tight filling wood to woodboring. Connector plate shall be baud - bah taco of thetrusswith milsfully imbeddedand shall be s m about thejointnow otherwisesbo- A Sao plateis S' wide x 4' Img. A 6xg plate is6' wide a Be lung Slots (bola) ran parallel to the plate I:ngth specified Double con onwebmembersshallmeetathecenuoidofthewebsunlm otherwise show. Comtator plate sizes ate minimum sizesbased mthe forces mow and may acedto be increased (m cauin handling arworerection sumes. Ibis mass is not to be fabricated with fare retardant treated lumber unless otherwise al o . For additional msbrmatioo - Quality Control refer to ANS VfP1 t- 2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to beIblbwed in accordance with'Hanmimr lanalling and Bracing-. IDB-91. Trusses are to be handled with paaiadar are during bundiog and enmity. dclivay and installation to avoid damage Temporary and permanent bracing ran holding canes in a straight and plumb positionand for reading larcral forcesshallbe daigned and installed by others. C=fhl handling is mem al and erectiontracing is .Mays required. Normal prmutium ry cacao. for nassa requires such temporary bracingduringinstallation between banesto avoid toppling and domiming. Tbc supervision ofereetim oft asses shallbecoda the control of personsexperienced in theinstallation ofwssa. Profasimal adv ace mall be mugm it corded. Concentration ormadmm aa loads greater thanthedesigntoads shad not be applied to trussesat any time. No loads other than the wcighn of the erecbra shall be applied to bunts until aHer all fastening and bracing is TC: 2x 6 SP @2 BC: 2x 6 SP 01 D 2x 6 SP $2 10-11,9-10,8- 9 WE: 2x 4 SP # 3 2x 4 SP 02 2-10,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -833 B Pin 39- 8- 0 1 1760 0 -833 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..PORCE..CSI. Cr .. BC. ..PORCE..CSI. 1- 2 -5257 0. 51 A 12-11 4777 0.76 2- 3 -3841 0. 57 A 11-10 4776 0.86 3- 4 -3376 0. 28 A 10- 9 3369 0.43 4- 5 -3847 0. 56 A 9- 8 4773 0.86 5- 6 -5254 0. 51 A 8- 7 4774 0.76 WEB. ..PORCE..CSI. Cr . WEB. ..PORCE..CSI. 11- 2 302 0. 10 C 9- 4 1426 0.46 2-10 -1236 0. 73 C 9- 5 -1227 0.72 3-10 1422 0. 46 C 5- 8 299 0.10 3- 9 19 0. 01 C MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7- 02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type- encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/ or Glazing Reg Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 2-10, 5- 9 Bracing shown is for visual purposes only. iX4 continuous lateral bracing attached with 2- 3ld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace muattextend at least 90$ of web length 2x6 Brace required on any web exceeding 141. Cr--------GLOBAL MAX DEFLECTIONS--------- CLL TL C in./ Ratio in./ Ratio Jnt(s). C I.Span-0. 51/908-1.01/460 3-2 Horiz. 0.33 0. 64 NA Max DL Deflection L/ 934 . -0.50 Long term deflection factor . 1.50 n.........Joint Locations- .............. 1) 0- 0- 0 5) 29-11- 2 9) 20-10- 8 2) 10- 0-14 6) 40- 0- 0 10) 19- 1- 8 3) 19- 0- 0 7) 40- 0- 0 11) 10- 1-10 4) 21- 0- 0 8) 29-11- 2 12) 0- 0- 0 In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 4 FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2.- 5257/2111,2-3.-3841/1592, 3-4.-3376/1535, 4-5.-3847/1593,5-6.-5254/2111, HOT CHORD 12-11.- 1787/4777,11-10.-1781/4776, 10-9.-1038/3369, 9-8.-1781/4773, 8-7.-1787/4774, Webs 11-2.-9/ 302,2-10.-1236/669, 3-10.-458/1422, 3-9.-1/19,9-4.-458/1426, 9-5.-1227/668, 5-6.-10/299, 19-0- 0 2- 0- 0 19-0-0 1 2 3 4 5 6 6.00 -6.00 10-0-6 0- 6-6 3. 00 1 -3. 00 Face =a2-8 Face = a2-8 aa-o 8-0 1760# 1760# 8.00" 1760# 8.00" 19-1-8 9- 19-1-8 12 1 era a a 1. EXCEPTAS SHOi1R ' ikS ARE MiTek MT20 9) Scale = 0.1490 F WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Bag Job: g i WO: COVR4 TI : A3 FMaronda Systems ERECTING CONTRACTOR. BRACING NAR27I12 Smartgshowaonthis dtawiuglanot. .on bracingw; ndbnridn&po>bracing ormeih bracing w larpart ofthe building design and which mustbeconsideredbythebuildingdesigner. Bracing maws islbr lateral support of ban Dsgnr:TLY Cbk: 9 162005 members only to red., buckling length. Proviams cons' be made to anchor Is" bracing at ends and specified locations determined by the building designer. Additional Doting of six ma overall structure y bertquued. (SecHIB•91 ofTPI lar specific ones bracing raprhemems, wmact buildingdaguer.rfruss Plate institute, TPI is located at 593 DOwfrio Drive. Madison. wisranao 53719). TC Live 160 psf PTC Dead 7.0 pefBC Live 10.0 psf BC Dead 10.0 psf 1 TOTAL 43.0 psf Lbr DF : 1.25 P 1 t DF : 1.25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4 . 7 . 21-12336 4005 MARONDA WAY Sanford, FL.32771 407)32JL-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE tai0050068 307 Mk ' 111, FL CMrso* FL 32794 Design: Matrix AnalyBIS rroxiie racn: ws- k- Job: COVINGTON X 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:A4 Qty:1 ' DESIGN INFORMATION This design if to, an individual building component and hasbeen bald on info:mu w prosided by the diem. The designer disclaims any respasm ibility ror damage a a result offulry oriowereea information, :a«ifications and/or designs fimnisbd to six true designer by six client and the correctness or aecntacy of this informa6cm a it may rdsm m a specific project and accepts on responsibility or nercisn m control with regard m fabrication. handlingshipmm and msullatim of wen. Tbis cos has been designed n as idividlW building componat in accordance with ANSVrPi 1-2002 and NDS- 02 to be incorporated n part of the Wilding design by a Bnik iug Designer (,,ginned architect or professional cogixa} Wben revitwcd for approval by the building designer. the design btlin8 shown must be cbmkcd to be rose that the data mown sae in agre®m with the local building codes, local climatic records ran wind orscow bads project specification or specialapplied loads. Unlm mown, wee has cast been designed for storage or oaaparcy, loads. The design ass®a compression chords (top or broom) are cry braced by sbcohing unlm otherwisespecified. Where bottom chmds in tension aro nor Polly braced W sally by a properly applied rigid ceiling obey shouldbe braced at maximum spacing of to,-0' o.c. Connector plate shall be ma - famed fiom 20 gang, bon dipped gal raised sued mating ASTM A 653. Grade 40. unlm otherwise moan FABRICATION NOTES Prim m fabricadoo. the fabricator shall review this drawing to verity that this drawing In. in Cmrotmanee with the 1lhrictones plans and m r,W. a cwmiming raI I ility (to such verification. Any discrepancies are to be put in coshingbefore caning or fabricailm. Plates ball oot be imulid over kmtbolcs. knots or distorted grain. Members mall be m fm tightfining wood to wood boring. Connector plates shall be bated = botb 6ca of the nun withnails hliy imbedded and shall bet)mabotd the joinmlmotherwiseshowy. A Sx4 platisS' wide x 4' long A 6x8 plate is 6' wide x 8' long. Sloe (bolo) ran parallel to the plot length specified. Double cots on webmembersshallmceratthecentroidofthewebsunlessotherwise sbow. Connector plate sign at minimum sizes based on the forces sbown and may and to be iocmasd for,main handling adror erectionmorn This tons is occ m be fabricated with fire retardmc treated lumber odor otherwise mow. far additional intbrmstioo on Quality Cotwl refer to ANSVfPI 1-2W2 PRECAUTIONARY NOTES All bracing and erection recommendation are, to be followed inaccordancewith'Halffling. lnstapling and Bracing'. WD- 91. Trosn are to be handled with particular are during ending and Willing, delivery and installation m avoid damage T®pora:y ad permmmt bracing for Wlding crasser in a straight and ptmb position and for resisting lateral forces shall be designed and installed by others. Caefnl handling is men W and union bracing a always required. Normal precautionary action roe anew requires sash temporary bracing &,Wing insalluim between voles to avoid toppling and domiming. The mpwis;m oferectim orvosesshin be ader the controlof person experiencedin the mmlation ofwsses. Prorenional advice shall be amghl if needed. Con®wtien of com octamload: greater than the design Inds shall not be applied m crass to any time. No loads other than the weight of the erecton shall be applied to: crew anvil 0. all fastcnivg and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 10-11,9-10,8- 9 WB: 2x 4 SP 03 2x 4 SP 02 2-10,3- 9,5- 9 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- 4- 0 1 1760 0 -861 B Pin 39- 8- 0 1 1760 0 -861 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 5271 0.44 A 12-11 4781 0.77 2- 3 - 4168 0.52 A 11-10 4792 0.85 3- 4 - 3682 0.29 A 10- 9 3680 0.56 4- 5 - 4169 0.52 A 9- 8 4791 0.85 5- 6 - 5270 0.44 A 8- 7 4781 0.77 WEB. ..FORCE.. CSI. Cr .WEB. ..PORCE..CSI. 11- 2 226 0.07 C 9- 4 1502 0.48 2-10 - 945 0.67 C 9- 5 -944 0.67 3-10 1502 0.48 C 5- 8 225 0.07 3- 9 2 0.00 C 6.00 9- 1- 12 0-6- 6 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 pef, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 2-10,5- 9 Bracing shown is for visual purposes only. lX4 continuous lateral bracing attached with VN 2- lld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "Tw 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. Cr--------GLOBAL MAX DEFLECTIONS--------- CLL TL C in./ Ratio in./Ratio Jnt(e). C I. Span-0.47/981-0.93/497 3-2 Horiz. 0. 32 0.64 NA Max DL Deflection L/999 . -0.46 Long term deflection factor . 1.50 6-0- 0 c..0 Joint Locations............... 1) 0- 0- 0 5) 30-11- 2 9) 22-10- 8 2) 9- 0-14 6) 40- 0- 0 10) 17- 1- 8 3) 17- 0- 0 7) 40- 0- 0 11) 9- 1-10 4) 23- 0- 0 8) 30-11- 2 12) 0- 0- 0 In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3. 2.4 of TPI-1-02, for joint(s): 4 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-5271/2230,2-3.-4168/1819, 3-4.- 3682/1730,4-5.-4169/1818,5-6.-5270/2230, HOT CHORD 12-11.-1903/4781,11-10.-1902/4792, 10-9.- 1278/3680,9-8.-1903/4791, 8-7.- 1903/4781, Webs 11- 2.-23/226,2-10.-945/549, 3-10.- 486/1502,3-9.0/2,9-4.-485/1502, 9-5.- 944/551,5-8.-23/225, 17-0- 0 6.00 3.00 - 3.00 Face = a 2- 8 9-0- 6 0-6- 6 f Face = a 2- 8 0-8- 0 a 8-0 1760# 8. 0055 1760# 8.00" 17-1- 8 5-9-0 17-1-8 a 2 11 o 40-0- 0 04018 EXCEPT AS SH LATES ARE MiTek MT20 (R 9) Scale - 0.1536 Maronda Systems 400S MARONDA WAY Sanford, FL. 32771 407) 321- OD64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE ^WS0068 2i7 Made - ark FL Ctukaota, FL 22766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing mown mthisdrawinga um crecllon bndo& wind bracing, pond bracing or -nits bracing which is a pan of theWilding designand witich must be crosidcred by cbe Wildingdesgna. Bracing mow is for lateral snpyon of we membersonly torodoce bucklinglength. Provision must bemade to anchor lateralbracingat ends and specified locations determined bythebuildingdesigner. Additional bracing ofthe overallsomeonemaybe regoired. (See RIB-91 of TPI).For specificone b-ivg,,Wircmms contact bwiMmg desigoa.(Trws Plate Inaimta TPI is located to S93 Monftio Drive. Maeirom, Wisconsin 53719), Eng Job: WO: COVX4 DWg: TI: A4 Dsgnr:TLY Chk: 9/16/2005 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 v4.7.21-12337 Design: Matrix Analysle Proxiie ratn: l::\I"KG-LUA\WOIR\alODe\C.LVA9\C.VVLatilVs Av\A%.prx Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:A5 Qty:l I DESIGN INFORMATION This design is for an individual building composites and has been based on information provided bythe dial. The designer disclaims any responsibility for damages asa resultoffaultyor incorrect information. specifcatiom and/or designs Curoieded to the miss designer by the eliem and the correctness or accuracy of this information es it may relate to a specific project and wccpu an responsibility or exercises no control with regard to fabrication. handling shipment and installation ofmisses. This bass hasbeendesigned a - individualbuilding comp-, in accordance with ANSVrPi 1.2002 and NDS-02tobeincorporated as pmofthebuildingdesign by a Building Designer (registered architect or professional agiom). When reviewed for approval by the building designer. the design loadings shown must be checked to be sore Wen the data shown arc in agreement with the local building codes, local climatic records Car windorsnow loads. project specifcatiws in special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (nap or bona-) are comi-ously braced by sheathing -less, otherwise specified. Wore bottom chords in tension m our laity braced laterally by a property appliedrigid ceiling• they should be bracedaamaximumspacingof101-W o.c. Connector plates shall be ma -factored from 20gage her dipped galvanized steel mating ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to11.1ekaica the fabricator droll review this drawing to verify that this drawing is inconformance with the fabricatofs plans and to realize a sank-inlg responsibility for such verification. Any discrepancies m to be pm in writing before cutting or fabrication. Plates mall not be installed aver kootholes. knots or distorted pain. Membersshallbeend for tight fining wood in wood hearing. connector planes shall be located an both faro of the tom with nails rallyimbeddedandawl be s)m. about thejoint unless otherwise shown. A 5x4 plat is 5' wide a 4' long. A 6.8 plate is 6' wide a 9' long. Sloe (holes) rut parallel to the plate length specified. Double cuts an web members awl tom in the cenroid of the webs -less erwiseothshown. Coma tor plain Sim ere minimum sizes based an the fumes shown and may need to be increased for certainbinding and/or crclMn mines. This tress is riot tobe fibricaed with rba retardam ..it lumber unless otherwise shown. For additionalinformation on Quality Controlrefer toANSVRI 1. 2002 PRECAUTIONARY NOTES NI bracing and erection recommendations are to befollowed in accordance with 'Handling. Installing and Bracmg . HIB-91. Treaties are to be handled with particularcmduringbandingandhandling. delivery and imultationtoavoiddamageTemporaryandpamaatbracing for balding masses in a straight and plumb position and for resisting lateral fames shall be designed and installed by others. Cateftrl handling is essential and cation bracing is always required. Normal precautionary action fm misses reclaim inch temporary bracing during installation him- misses to avoid toppling and domincing. The supervision oferecti- orbassearhallbe under the control of persons experienced in the installation oftm m Profess; -al advice awl be moght if ceded. concentration of contractionload, greater than the design toad: shall not be applied to trusses at any time. No loads other than the wsight of the erecters shall be applied to basses mail after all fasteningand bracing is TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 9-10 War 2x 4 SP #3 2x 4 SP #2 2-10,3- 9,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAR. REACTIONS PER BEARING LOCATION----- X- Goes BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -882 B Pin 39- 8- 0 1 1760 0 -882 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 11- 2 194 0.06 C 9- 4 1569 0.50 C 2- 10 -593 0.47 C 9- 5 -592 0.47 C 3- 10 1569 0.50 C 5- 8 195 0.06 C 3- 9 -1 0.00 C 8- 1-12 0- 6-6 Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDLn 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-5238/2301,2-3.-4512/2016, 3- 4.-4013/1906,4-5.-4513/2016,5-6.-5237/2301, HOT CHORD 12-11.-1973/4740,11-10.-1979/4769, 10- 9.-1495/4012,9-8.-1979/4768, 8- 7.-1972/4739, Webs 11-2.-40/194,2-10.-593/410, 3- 10.-498/1569,3-9.-1/1,9-4.-497/1569, 9- 5.-592/410,5-8.-40/195, v Joint Locations ............... 1) 0-0- 0 5) 31-11- 2 9) 24-10- 8 2) 8- 0-14 6) 40- 0- 0 10) IS- 1- 8 3) 15- 0- 0 7) 40- 0- 0 11) 8- 1-10 4) 25- 0- 0 8) 31-11- 2 12) 0- 0- 0 In - Plant Quality Assurance with Cq. 1 In - Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 4 TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5238 0.40 A 12-11 4740 0.77 2- 3 -4512 0.42 A 11-10 4769 0.63 3- 4 -4013 0.67 A 10- 9 4012 0.82 4- 5 -4513 0.42 A 9- 8 4768 0.63 5- 6 -5237 0.40 A 8- 7 4739 0.77 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.54/865-1.06/438 4-3 Horiz. 0.31 0.61 NA Max DL Deflection L/889 . -0.52 Long term deflection factor . 1.50 15- 0- 0 10-0-0 15- 0- 0 1 2 3 4 5 6 6. 00 3. 00 6x8 6x8 6. 00 3. 00 8- 0-6 0 6 6 Face = 0- 2- 8 0- 8-0 _ a son 0 1760# 8.00" 17601# 8.00" 15- 1- 8 9-9-0 15- 1- 8 0 0 2 1 0 40- 0-0 7 0_ 40J R - 3- 9) (a 3- 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: mpp LarondaSystemsBracing".n-thisdrawingisnotrnedionbracing•wind °m g.p-al dnoaar i darbr gw uapanof the building deign am which mast be considered by the building designer. Bracing showfor 'am n islonoftmss member only to redact buckling length. Provisions mesa be made toanchor lat W bracingat ads and specified locations determined by the building designer. Additiow bracing of the overallstructure may be required. (See HI8-91 of TPI). Fmspecifc bass bracing requirements. contact building designer. ffress Plate Institute. TPI is located in 593 4005 MARONDA WAY VOnofrio Drive. Madison. Wiacansin 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 Mada6on FL Chfdoots, FL 32766 Scale en 0.1585 Eng Job: WO: COVK4 Dwg: TI t AS Dsgnr:TLY Chk: 9/16/2005 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 rrox-ts rat ern: a-:ksaa-uvn\-Vann uvru. vv.vvavw tv-vvsa.vava. - wta++.yas Job: COVINGTON R 4 Cuatomer:10# UPLIFT D.L. WO:COVX4 TI:A6 Qty:1 ' DESIGN INFORMATION This design is for an individual building comOouem and has been basil on information presided by the diem. The designer disclaims any raI " ility for damages es 11of faulty or incorrect information. specifcatims aoNor daigns furnished to the truss designer by the chin and the ewreemea or accuracy of this information as it may relate to aspecific project and accepts no responsibility or czacises nocontrol with regard to fabrication, handling dipmmt and =1211atioo ofmanta This truss has been resigned as an tudivitlual building compooem in accordance with ANSVTPI 1.2002 and NDS.02 to be inwpormed apm ofthe building design bya Building Designer (regsaedarchitectw pofessmal engnea). Wbm reviewed for approval by theballdmgdesgpa. thedesignInman shownmast be checked to be sure, that the data shown art in agreement with the local building codes, local climatic records for winda sow loads, project speciBcatiom orspecial applied bads. Unless mown, tress has rot been designed foramage oroccupancy bads. The design ass®o compression chords pop or bmont) are continuously braced by ch-hing unless otherwise specified. Where bottom chordsintension are not fully braced laterally bya popesty applied rigid ceiling they should be braced at marimam spacing of 117-0' o.c. connector plasm mall be manufactured from 20 grange sot dipped galvanized steel mewing ASTM A 633. Grade 40. adass otherwise shown. FABRICATION NOTES Prior w fabrication the fabricator mall renew this drawing m verify Wert this drawing is in conformance with the fabricames plans and to radii a locliming RSpoombmty for such verification. Any discrepancies are tobe patin writing before caning or fabrication. Plates mall rot be installed ova knotbolea, toots or diaoned gain. Members man for shallbetight fitting wood mwoodhearing plates shall be loan on both m hf> the tors with nailsfullyimbedded and mall besym. about We jointones emerwisemown. A 5a4 plateis 5- wide a 4' long A fag plate is W wide : g' long. Slots (boles) mat parallel to the plate length specified. Double cuts m web members shag mat at the camoid of Wewebs unless otherwise shown. Connector plate sizes are minimum ices based on the forces shown and may need to be Inereased ( br comb handling =&w erection stresses. This bin Is out to be fabricated with fire retardant bested lumber unless otherwise mown. For additional information on Quality Control refs to ANS VfPI 1- 2002 PRECAUTIONARY NOTES All bracing and erection recommendations are m be followed in accordancewith'Handling Installing and Bracing'. HID-91. Tmssa areto be handledwith patiodu Careduringbandingand bundling. delivery and imaostion to avoid damage Temporary and pssmanent bracing far holding creases to a straigm and plumb position and for raisinglateral forces shall be designed and imtalled by others. Careful handling is essemial and cratimn bracing u always re prrd. Normal preammomy aim far ba:sa regaira such tempmary bracing during imwlatim between tresses to avoid toppling and domiming. The sepa.is;m oferectionoftsnaes shallbe under the cam] of persons experiencedb the msallulooof tresses. Prefemmaladvice shall be sought it ncedtd. Conoco= m of onu= m load: grcKu than the design Inds &hall eat W applied to tread atany tint. No bads other than the weight of the sectors mall be applied to mites untilafa allfaAenmg and bracing is completed. TC: 2x 6 SP 02 BC: 2x 6 SP #1 D 2x 6 SP #2 10-12 WE: 2x 4 SP #3 2x 4 SP 02 3-11,5-11 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. MAB. REACTIONS PER BEARING LOCATION----- B-Luc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -892 B Pin 39- 8- 0 1 1760 0 -892 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 13- 2 192 0.06 C 11- 5 689 0.27 C 2-12 - 341 0.23 C 10- 5 1474 0.47 C 3-12 1473 0.47 C 10- 6 -341 0.23 C 3-11 690 0.27 C 6- 9 192 0.06 C 11- 4 - 301 0.09 C Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCH 7-02, CSC, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL- 4.2 pef, BCDL- 6.0 pef Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5205/2322,2-3--4757/2130, 3-4-- 4865/2240,4-5--4865/2240,5-6.-4758/2130, 6-7-- 5205/2322, BOT CHORD 14-13.-1997/4698,13-12--2013/4740, 12-11.- 1628/4242,11-10--1628/4243, 10-9-- 2013/4740,9-8--1997/4699, Webs 13- 2.-59/192,2-12--341/312, 3-12.- 525/1473,3-11--274/690,11-4.-301/287, 11-5-- 274/689,10-5--526/1474,10-6--341/312, 6-9-- 59/192, Joint Locations --------------- 1) 0- 0- 0 6) 32-11- 2 11) 20- 0- 0 2) 7- 0-14 7) 40- 0- 0 12) 13- 1- 8 3) 13- 0- 0 8) 40- 0- 0 13) 7- 0-14 4) 20- 0- 0 9) 32-11- 2 14) 0- 0- 0 5) 27- 0- 0 10) 26-10- 8 In -Plant Quality Assurance with Cq- 1 TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 5205 0.39 A 14-13 4698 0.76 2- 3 - 4757 0.43 A 13-12 4740 0.64 3- 4 - 4865 0.37 A 12-11 4242 0.66 4- 5 - 4865 0.37 A 11-10 4243 0.66 5- 6 - 4758 0.43 A 10- 9 4740 0.64 6- 7 - 5205 0.39 A 9- 8 4699 0.76 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(e). I.Span- 0.48/961-0.95/487 4 Horiz. 0. 31 0.62 NA Max DL Deflection L/989 - -0.47 Long term deflection factor - 1.50 13-0- 0 14- 0- 0 13-0-0 1 2 3 4 5 6 7 6.00 3.00 as 0 1760# 8. 00" 13-1- 8 9) 9- 0 c_o EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING r0 DH GIVEN TO HEAD ALLNOTESONT. BRACING NARNZNO: Mar a runderSystemsBracing shown on Ilan drawing ss erccum bracing wind braang penal baling ec similar bracing which a a Pan of We buildivg daigo and which rows fie masidered M We bnildiogdesigva. Bracing mown is for Iataal suppon of buss membersonly to reduceheckling length. Provisions most be made toanchor literal bracing at ends and specified beat ins daammed by the building desgoer. Additional brae log ofthe overall sancmre may be ttgaued (Sec ID11-91 of TM. Faspecific times bracing requinmema camact building designer.(Trwsa Rate msimte, TR is bcscd as sil 4005 MARONDAWAYD'OnufioDri.aMadison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE OW50068 307 Medzllon FL Chubsota, FL 22766 K-00 7- 0-6 0- 6- 6 3.00 Face = 0- 2- 8 0.8-0 1760# 8.00" 13- 1- 8 0 0 6- 3- 9) Scale o 0. 1585 Eng Job: WO: COVR4 Dwg: TI: A6 Dagnr:TLY Chk: 9/16/2005 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 paf Plt DF: 1.25 BC Live 10. 0 paf o.C.: 2- 0- 0 TPI-02/FBC- 04 BC Dead 10. 0 pef Code: FLA TOTAL 43.0 oaf v4.7.21-12339 Design: Matrix Analysis erotlle Yacn: G:\lals-4VA\NOCR\JVDe\LVYRY \l.Vv...... n w\nv.yax Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:A7 Qty:l I DESIGN INFORMATION This design is for an individual building component and has been baud on information provided by the diem. The designerdisclaims any respoutibility for damagesas a result offauhy or incorrect information. spmifrcatiom andlor designs furnished to the Moss designer by the cheat and the cm ocmen or accoracyofthis information As it MAY relate to aspecific project AM accepts no responsibility or meteises no control with regard to fabricationn, handling shipment and installation ofvases. This tress hasbeen desip dAs an individual building component in accordance with ANSVrPI 1-2002 and NOS-02tobeincorporated An pan ofthe buildingdesign bya Building Designer (registered Architect or professional engines). When reviewed forapproval by the building designer. the design loadings shown mat be chocked to be we that the data shown are in agreement with the local building coda. local climatic records forwindorwowbads, project ssecr6catiem a special applied bads Unless shows Muss bas our been designed for storage or occupancy bads. The design assumes compression chords (cop or bottom) ane continuously breed by sheathing adess otherwise specified. Wherebottomchordsintensionareoutfishybracedlaterallyby a properly appliedrigid ceiling. theyshould be braced atamaximumsatingofI(Y-W o.c. Co®ator pales shall be manofkamed from 20gunge ben dipped galvanized steel meeting ASTM A 653. Grade 4 unless otherwise sbown. FABRICATION NOTES Priorto fabrication. thefabricator shall renew this drawingto verify thatthisdrawingisincauforoo-cwith the fabricamis plansand torealize acontinuing responsibility fen such verification. Any discrepancies Are tobe put in writing bcfine cutting orfabrication. Plata hall no be installed over koutholes. knots or dinortd gain. Meubersdull beas far lightfittingwoodtowood hearing. Connectorplatesshall be bated onboth fans ofthetamwithruitsfillyimbeddedandshallbes5m. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4-long. A 6a8 plate is6' wide x 8' long. Sits (holm) man parand to the plate length specified. Double cots on web members shall meet at the ce moid of the webs unless otherwise shown. Connector (slate sizes An, mini Me sizesbased onthe lima shown and mayneedto be increased for certain handling a.d1or erection stresses. This truss is not to be fabricated with fire reudam treated lumber holm otherwise Abuse. For additional information on QualityControl refer to ANSVfPI I-2002 PRECAUTIONARY NOTES All bracing and erection recommendations Are to befollowedinaccordancewith'Handlin . Insulting And Bracing'. HIB-91. Truster °reto be handled with particular areduring banding andhandling. delivery and installation to avoid damage. Temporary and permanent bracingforholding Massa ina straight and plumb positionand forresistinglateral forest shall bedesignedandinstalledbyothers. Careful handling ae eM All and crcaion bracing isAlnmys required. Normal precautionary Action for wastes raryucs such temporary bracing doing installation bases Musa to Avoid toppling And dominoing. The supervisionoferectionofwastesshallbeunder the control of pasms experiencedin the an.,ion oftmsa. Professional advice shall be weght if needed. Conamnen of mnstneien Indsgrater than the design loadsshall not be appliedtotresses atAny dme Nobads other than the weight of the -tonsAhall be Applied to trusses umil After all faucct4 and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 3-13.4-12.6-12 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -901 B Pin 39- 8- 0 1 1760 0 -901 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 15- 2 180 0.05 C 12- 5 261 0.07 C 2-14 190 0.06 C 12- 6 1131 0.31 C 3-14 1415 0.45 C 11- 6 1419 0.46 C 3-13 1109 0.29 C 11- 7 190 0.06 C 13- 4 266 0.07 C 7-10 180 0.05 C 4-12 20 0.01 C Face = 0. 2- 8 MULTIPLE LOADS -- This design Is the composite result of multiple loads. WndLod per ASCE 7-02, CSC, V. 125mph, H. 15. 0 ft, 1. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 pef Imtpact Resistant Covering and/or Glazing Reg FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5113/2319,2-3.-5004/2239, 3-4.- 5480/2464,4-5.-5506/2476,5-6.-5506/2476, 6-7.- 5005/2240,7-8.-5114/2319, HOT CHORD 16-15.-1996/4597,15-14.-2022/4655, 14-13.- 1761/4481,13-12.-2163/5511, 12-11.- 1761/4482,11-10.-2022/4656, 30-9.- 1996/4598, Webs 15- 2.-78/180,2-14.-98/190, 3-14.- 533/1415,3-13.-417/1109,13-4.-253/266, 4-12.- 9/20,12-5•-241/261,12-6.-432/1131, 11-6.- 534/1419,11-7.-98/190,7-10.-78/180, Joint Locations ............... 1) 0- 0- 0 7) 33-11- 2 13) 17- 0- 0 2) 6- 0-14 8) 40- 0- 0 14) 11- 1- 8 3) 11- 0- 0 9) 40- 0- 0 15) 6- 0-14 4) 17- 0- 0 10) 33-11- 2 16) 0- 0- 0 5) 23- 0- 0 11) 28-10- 8 6) 29- 0- 0 12) 23- 0- 0 TC. ..PORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 5113 0.39 A 16-15 4597 0.99 2- 3 - 5004 0.42 A 15-14 4655 0.86 3- 4 - 5480 0.37 A 14-13 4481 0.65 4- 5 - 5506 0.35 A 13-12 5511 0.82 5- 6 - 5506 0.37 A 12-11 4482 0.66 6- 7 - 5005 0.42 A 11-10 4656 0.86 7- 8 - 5114 0.39 A 10- 9 4598 0.99 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.56/826-1.11/418 5-4 Horiz. 0. 33 0.66 NA Max DL Deflection L/849 . -0.55 Long term deflection factor . 1.50 11-0- 0 18-0-0 11-0-0 1 2 3 4 5 6 7 8 6. 00 3.00 6.00 3.00 6-0- 6 0- 6- 6 Face = 0. 2- 8 0.8- 0 0.8-0 1760# 8. 00" 1760# 8.00" 11-1- 8 17-9-0 11-1-8 6 15 4 3 12 1 io 0 0 a EXCEPTAS SHOWN PLATES ARE MiTek MT20 WARNING: BRAD ALL NOTES ON THIS SKEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING COl7TRACfOA. BRACING WARNING: LM arondaSystemsBracingshownithisdrawingisnotereerionbanyt wind bracing ponat bracing nc similar bracing wtich is A prat of ant the hoihlingdesignandatiichmustlotconsideredbythohoildingdrsigaer. Bracing thown is Ibr lateral wppon of ems Members only toreducebucklinglength. Provisionsmust be madetoAnchorlateral bracing at endsand specified locstiomdetermined by the building designer. Additional bracing of the overall stroctore may be required. (See HIB-91 of Tn) penspezifx onesbracing require-euy comae building d.4-.(Tras Mate isdo:M TM is located at 593 4005 MARONDA WAY DY3nofiio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OW50068 367 Medamon FL prduota, FL 32764 Scale = 0. 1585 Eng Job: WO: COVK4 Dag: TI: A7 Dsgnr:TLY Chk: 9/16/2005 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 v4.7.21-1234C Design: Matrix Analysis rrouats pursue 1. %. sn-ws.v.....,. xwv..o vv.v,..v xv..,. ......,.. .. s ..a,... Job: COVINGTON X 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:A8 Qty:l l DESIGN INFORMATION This dingo is for an in livid building compmm and has been baud on (nforemamn prwidrd by the diem. The daigoerdisclaims my respondbility for damagesu a remit ofrutty or incorrect information. specifiutioos udlor designs furnished to the over designer by the client tad the conectncs or aeconey of this mlMmatiao as it mayrelate toa specific project and accepts no responwbiliry or exercises on atmtl with regard to fabrication. h--n;nx shipment and installation oftrnaa. This ton bas beat designed as a mdividoal building compoom in accordance with ANSVTPI 1.2002 and NOS-02 to be incorporated as pat of the building design bya Boildiog Designer (registered architect a professional cog ccr) When revrMie wvd ffor appoval by the buildingdesigner. the design ^' shown must be checkedto besinethat the din show sic inagreement with the local boMag code, local climatic records for wind or mowloads. project $Wir-Ak m a sPeclal applied bads Unless td owas has notbeen designed fin storage or occupancy loads The design aanms eempressim chords (top or banom) ate comimmdy braced by Oewhing notes; otherwise specified. Where boom chords in tension ate not hilly braced laterally by a property applied rigidcc itt& they shmldbe bracedat amasimumspacingof10'.W o.c. Connector plums shall be mmnfacmred Bum 20 guge has dipped galvanized sled messing ASTM A 653, Grade 40. atlas otherwise show. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricates plans andto realize a cmtimbgrespombility for inch vam. i6catiAny diseMPmcisare, to be pm in writing heroes caning a nhrkstim. Plata shall m be installed oval oftles. knowor distorted gain. Membersshall be on for tight fining wood w wood bearing. Connectorplats shall be on bah ram of We tnw with nails hillyimbedded and shall besym show the jointoleo otherwiseshown. A 50 plate is 5' wide x r long. A 6x8 plate is 6' wide sg• long. Sim (bola) mot parallel to the plate length spcified lxnble cm on web member shall meet at the c tumid ofthe web$ undess otherwise showo. connector plate shall are minimum sines based on thetomesshownand may need to beimrataedfor certain hmdlmg andlor erection messes This no isumtobefabricatedwithfaterdadmtnestedZombaalasotherwise she- For additional information on Qmdily Oomrol Mier to ANSVrPi 1.20(12 PRECAUTIONARY NOTES All bracing and eroctim recce-caditiom are to be followed In accordancewithmNmdlms. h1Til1lm$ and aracine. wB-91. Toss sic w be handled with particularold dining bandingandbanalinbddi.vy and instillation to avid damage. Temporary ad permanent bracingfin bolding mosses, in a straight and plumb position and (br resisting Lateral ( byesshall bedesigned and installed by other,. carefol handling is essential and cream bracing a always Mquinal. Normal fMowimay actionfin mnsa repim min temporary bearing daring maillation between unsau to avid toppling and dtmimio& TLe mpuvisim of erection of vases sbaB bevnda theControl orpermns experienced in the innm all.doftta=:aProfeaieoal advice shallbesonghtJ,ded. Cow mnom of crostr ctano tuned; Vane thin the designInds shall ml be applied to trusses at any Limn. No loads other than the weight of theerector shag be applied tomassuntil afterallfastening and bracing a TC: 2x 6 SP #2 2x 8 SP 01 D 3- 5, 5- 7 BC: 2x 6 SP #2 WE. 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 MA%. REACTIONS PER BEARING LOCATION----- R-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -911 B Pin 39- 8- 0 1 1760 0 -911 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 17- 2 173 0.05 C 14- 6 633 0.20 C 2-16 386 0.12 C 6- 13 -459 0.09 C 3-16 1337 0.43 C 13- 7 1637 0.53 C 3-15 1637 0.53 C 12- 7 1338 0.43 C IS- 4 -459 0.09 C 12- 8 386 0.12 C 4-14 633 0.20 C 8- 11 173 0.05 C 14- 5 -274 0.05 C MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCH 7-02, C4C, V. 125mph, H. 15.0 ft. I. 1.00, Fxp.Cat. B, Hzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Coupreasion/Max Tension TOP CHORD 1-2.-4933/2273,2- 3.-5246/2344, 3-4.-6282/2765,4-5w-6942/ 3004,5-6.-6942/3004, 6-7.-6281/2765,7-8.-5246/ 2344,8-9.-4933/2273, HOT CHORD 18-17.-1953/4408,17- 16.-1991/4491, 16-15.-1912/4775,15-14.-2535/ 6365, 14-13.-2535/6365,13-12.-1912/ 4775, 12-11.-1991/4491,11-10.-1953/ 4408, Webs 17-2.-136/173,2-16.- 10/386, 3-16.-530/1337,3-15 622/ 1637,15-4.-459/284, 4-14w-205/633,14-5.-274/ 181,14-6.-205/633, 6-13.-459/284,13-7.-622/ 1637,12-7.-530/1338, 12-8.-10/366,8-11.-136/ 173, Joint Locations...w..=..•••_•• 1) 0- 0- 0 7) 31- 0- 0 13) 25- 6- 0 2) 5- 0-14 8) 34-11- 2 14) 20- 0- 0 3) 9- 0- 0 9) 40- 0- 0 15) 14- 6- 0 4) 14- 6- 0 10) 40- 0- 0 16) 9- 1- 8 5) 20- 0- 0 11) 34-11- 2 17) 5- 0-14 6) 25- 6- 0 12) 30-10- 8 18) 0- 0- 0 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -4933 0.40 A 18- 17 4408 0.93 2- 3 -5246 0.43 A 17- 16 4491 0.88 3- 4 -6282 0.26 A 16- 15 4775 0.68 4- 5 -6942 0.26 A 15- 14 6365 0.92 5- 6 -6942 0.26 A 14- 13 6365 0.92 6- 7 -6281 0.26 A 13- 12 4775 0.68 7- 8 -5246 0.43 A 12- 11 4491 0.88 8- 9 -4933 0.40 A 11- 10 4408 0.93 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt( a). I. Span-0.61/765-1.20/ 388 5 Horiz. 0.33 0.65 NA Max DL Deflection L/787 . -0.59 Long term deflection factor . 1.50 9- 0-0 22- 0- 0 9- 0-0 1 2 3 4 5 6 7 8 9 6.00 3.00 Face = 0- 2- 8 0- 8-0 1760# 8.00" 9- 1-8 9) 21-9-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 F WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO HRECTINO CONTRACTOR. BRACING NARKING: LMa ro n da Systems Bndng showncmthisA%tcT" is oat erection bearing. wind bracingpond bracing m curiaebrdng wrap is a pan d thebuilding design andwhl[h moat bt considered by the bnildbg dtagner. Bracing {how is mr lateralmppon of sins mmbas only toreduceboel)ing length. Provisions mug be made to a lateral bating atend; andspecifiedlocations determinedby the building designer. Additional bracing of theer aansvuctaemaybe rupuired. (SatMEI-91of TPQ.For sped& moss bracing repiremans. contact building daigner.(Tms Piste Iaaimte. TPI is located at 363 4005 MARONDA WAY DT3m0io Drive. Madison. Wireansin 53719) Sanford, FL. 32771 407) 321-0064 Fax (407) 321- 3913 TOf4AS PONCE P.E. LICENSE OWS0068 2i711- 1,111, FLClnbaota. Fl 32766 L.,D 6. 00 506 a6-6 3.00 Face = 0- 2- 8 V V O 8- 0 1760# 8.00" 9-1- 8 1io 0 18 RO- 3- 9) Scale = 0.1585 Eng Job: WO: COVR4 Dwg: TI: A8 DSgnr:TLY Chk: 9/16/2005 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 paf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA uesagn: rvacrix aaasyaaa r1..111a -- I- -. ..-. .---__ Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:A9 Qty:3 ' DESIGN INFORMATION thisdesignis for an individual buildingcomponent and has beenbad oninformative provided by thediem. The designer disclaims any responsibility for damages a a rankerrantry orinverrect information. specifications Wor designs femisbed to the no design. by the client and the co.amm or accuracy ofthis information a it may relate to a specific project and accepts no responsibilityor erercises nocontrol with regardto fabrication. handlingshipment and installation of ussnThis no has been designed a - individual building camponem in accordance .ith ANSVTPI 1.2002 and NDS- 02to beincorporateda pmof thebuilding designby aBuilding Designer (registered architect a pmfeamoal engine.) Wbw revivedforapprovalbythe buildingdesigns. the design loading shown mast be chocked to be are that the dau sbown are in agreement with the local building coda. local climatic records for wind ormow' loads. Project apeciftediwfor aprsialapplied loads. Unlcm shows tram has am been designed fe enrageor occupancyloads. The designassumes compression chords (top or bosom) are cootimowly braced by sbathing anless otherwise specified. where bottomchord: in tensionsare not hBy bested laterally by aproperly applied rigid ceiling, they should be braced a a maximum spacing of la-0' o.c. Connatm Plates shall be ma® futurd fits. 20 pugs hen dipped galvanized sued mating ASTM A 653. Conde 40. unless otherwise sbmm. FABRICATION NOTES Prior to fabrication. the fabricate shall review this awing to verify that this dnwivg is in ennloru ante with the fabr;cmes plans end ve rcatize a comino;ng responsibility for sorb verification. Any discrepancies ere to bepat in writing before tatting or fabrication. Plata ball not be imadled over knotboles, knots or diatoned gain. Mambas shall be em for tight fatting wood to wendbaring. Conmeaor plates shall be located an both has of the truss with naiufullyimbedded and dull begent. about the jointunlessotherwisesbowaA 5.4 plateis5' wide x4' long. A 6a8 plate is 6' wide x 8' lung. Sluu (bola) run paralld m theplate length specified. Doable cats on webmembersshallmeetatthecenmoidofthewebsunlessotherwise show. Connector plate sizes are minimum situ based onthe forces show and may Deed to beincreacd for certain handling amfor erectim anon. This lass is not to be fabricated with fire retardant trestd lumber unless otherwise above. For additional mfomation an Qm dhy Comol afar to ANSVrPI 1- 2002 PRECAUTIONARY NOTES All bracing and vectim recammendatiom ern to befollowedin -cardaDce with'HandI4 (mulling and Bsaci. e. HIS-91. Truax as to be badld with particular care duringbaling and bumming, delivery and imullatim to avoiddamage_ Temporary and permanent bracing for bolding Dusty in asmaighl and plumb position and for resisting lateral Nora shall be designed andinst"d by olden Careful handling is essential and ercctm bradng a always requirmd. Normal prn®mimary aim for trusses requires nee temporary bracmg dming iewlatim between notes to avtsld mppllug anddomineio& The supervision of aection of noesshall be order the control of personsexperienced in theinstallation of me professional advice shall be sought fnm& d Conamestian ofennatnaxiom load: paw than the design loads shall not be applied to massesat any time. No loads other than the weight of the erecmn shag be applied to aria omil after all fastening and bracing is completed. TC: 2x 6 SP #1 D 2x 8 SP #1 D 3- 6,6- 8 BC: 2x 6 SP #1 D 2x 8 SP #1 D 16-18,14-16,13-14 WE: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 3- PLY TRUSS[ fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-10130/3416,2-3.-12838/4063, 3- 4.-17186/5503,4-5.-20309/6509, 5- 6.-20443/6548,6-7.-20443/6548, 7- 8.-17223/5516,8-9.-12839/4063, 9- 10.-10129/3416, HOT CHORD 20-19--2999/8949,19-18n-3114/9440, 18- 17.-3783/12269,17-16er-5551/17671, 16- 15.-6459/20501,15-14.-5561/17701, 14- 13.-3782/12266,13-12.-3111/9427, 12- 11.-2999/8948, Webs 19-2.-899/260,2-18.-613/2696, 3- 18.-993/3354,3-17.-1697/5177, 17- 4.-1426/460,4-16.-909/2826,16-5.-558/174, 5- 15.-62/24,15-6.-470/145,15-7.-933/2913, 7- 14.-1406/453,14-8.-1710/5218, 13- 8.-991/3348,13-9.-615/2706,9-12.-892/258, 3 PLYS REQUIRED Lineal Footage . 248 T 4- 1-12 0-6-6 1 f Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. This 3-PLY Hip Master designed to carry 7. 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-02, CBC, V. 125mph, N. 15.0 ft, Ier 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 58.0 ft Wn 40.0 ft Truss 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. In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 3637 0 -1390 B Pin 39- 8- 0 1 3637 0 -1344 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -10130 0.24 A 20-19 8949 0.50 2- 3 -12838 0.26 A 19-18 9440 0.51 3- 4 -17186 0.16 A 18-17 12269 0.41 4- 5 -20309 0.21 A 17-16 17671 0.58 5- 6 -20443 0.20 A 16-15 20501 0.65 6- 7 -20443 0.21 A 15-14 17701 0.58. 7- 8 -17223 0.16 A 14-13 12266 0.41 8- 9 -12839 0.26 A 13-12 9427 0.51 9- 10 -10129 0.24 A 12-11 8948 0.50 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(a). I. Span-0.61/766-1.20/387 15-16 Boris. 0.25 0.49 NA Max DL Deflection L/784 . -0.59 Long term deflection factor er 1.50 ern..= Joint Locations ............... 1) 0- 0- 0 8) 33- 0- 0 15) 22- 7- 3 2) 4- 0-14 9) 35-11- 2 16) 17- 4-13 3) 7- 0- 0 10) 40- 0- 0 17) 12- 2- 6 4) 12- 2- 6 11) 40- 0- 0 18) 7- 4- 8 5) 17- 4-13 12) 35-11- 2 19) 4- 0-14 6) 22- 7- 3 13) 32- 7- 8 20) 0- 0- 0 7) 27- 9-10 14) 27-11- 6 TOTAL DESIGN LOADS ------------ Uniform PLP From PLP To TC Vert L+D -46 -0-10- 8 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 33- 0- 0 TC Vert L+D -46 33- 0- 0 -46 40-10- 8 BC Vert L+D -40 0- 0- 0 -40 7- 0- 0 BC Vert L+D -87 7- 0- 0 -87 33- 0- 0 BC Vert L+D -40 33- 0- 0 -40 40- 0- 0 Concentrated LEE Location BC Vert L+D -559 7- 0- 0 BC Vert L+D -559 33- 0- 0 WEB. .. FORCE..CSI. Cr WEB. ..FORCE.. 19- 2 -899 0.05 C 15- 6 -470 2- 18 2696 0.29 C 15- 7 2913 3- 18 3354 0.36 C 1-14 -1406 3- 17 5177 0.55 C 14- 8 5218 17- 4 -1426 0.08 C 13- 8 3348 4- 16 2826 0.30 C 13- 9 2706 16- 5 -558 0.03 C 9-12 -892 5- 15 -62 0.00 C 7- 0-0 26- 0- 0 7- 0-0 T. 1 2 3 4 bi p-1e CPI VS 7 8 9 10 6. 00 3.00 6.00 3.00 T 0- 6- 6 4- 0 6 Face = 0- 2- 8 0-8- 0 8-0 3637# 8. 00" 3637# 8.00" 7-4- 8 25- 3- 0 7-4-8 er -11 0 19 8 7 6 Al n- n 15 4 3 2 ltLin- R 9) b 559.8# EXCEPT AS SHOWN PLATES ARE MiTek MT20 Fsue WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING 111R. BRACING WARNING: Maronda Systems the d Boeing sb" man this drawioalamaere.lumbrew-Idb porWbracing a°milar°.dngwhisa lnl building design awiich mustbe considered by theboildmgdesig er. Bating shownisfor lafadatWPDrsDrumJ, membas onlytoreducehecklinglaughProvisionsmassbemadetoseelateralbracingatendsadspecifiedbcatiomAet.mimed by the building designer. Additional bracing of the overall ancmre maybe required. (Sec HIB-91 of TPI)Xor specificamlastingrequitemmzcontactbailingdesgner.(Tmm Plate [nstitme. TPI is located at 393 4005 MARONDA WAY D' oDofriDwimMadismWisconsin s3719). Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 010050068 ' 307 ModzOon FL Chullsots, FL 32764 IL SI. 0.02 0. 31 0. 07 0. 56 0. 36 0. 29 0. 05 559. 9# (110- 3- 9) Scale - 0.1547 Eng Job: WO: COVR4 DWg: TI: A9 Dsgnr:TLY Chk: 9/16/ 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/PBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 vsf v4. 7.21-12342 Design: Matrix Analysis rroxiie racn: .... w.vvnwxv.vv...... n wxn,.j-- Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:B3 Qty:l DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations 4 This deign if for an individual building compoamt and BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 27- 4- 0 11) 22- 7- 6 has been based on information prwidrd by the dlera. Th- WB: 2x 4 SP #3 This trues is designed to bear on multiple 2) 6- 4- 0 7) 33- 8- 0 12) 20-10- 8 desigoadisclaimsmyresponsibility for damages as. 2x 4 SP #2 3-13,15-15,9- 9 supports. Interior bearing locations should 3) 12- 8- 0 8) 40- 0- 0 13) 19- 1- 8 result orfanits. incorrect infmmniw'spccifuations 0- 0,0- 0 be marked on truss. Shim or wedge if 4) 19- 0- 0 9) 40- 0- 0 14) 9- 6-12 mWor designs furnished to the truss designer by the client ad the cem-Mess ornrnracyofthisinformation ait All COMPRESSION Chords are assumed to be necessary to achieve full bearing. 5) 21- 0- 0 10) 30- 5- 4 15) 0- 0- 0 - may relate to . specific project and -cpu no continuously braced unless noted otherwise. Bracing Schedule: In -Plant Quality Assurance with Cq. 1 responsibility or nscisea no conwl with regard to WndLod per ASCH 7-02, CQC, V. 125mph, Chords Max O.C. From To In -Plant Quality Assurance, per Gbrimen,hamlm&shipment and inwllnimorwssn H- 15.0 ft, I. 1.00, Exp.Cat. 8, Rzt. 1.0 BC 48.0• 0- 8- 0 14- 2- 6 sec. 3.2.4 of TPI-1-02, for Joint(o): This um hebeendwewithnedaniVrPl12Mdualhoimingcomponentiaccadaxe with A and Bld e. enel L. 58.0 ft W. 40.0 ft Trues Tip BC 48.0" 22- 5-10 27- 4- 0 3,6 t or the buildingNDSalmbeia«ponteaupanordubailaingdesign einINTzone, TCDL. 4.2 psf, BCDL. 6.0 pef Bracing shown is for visual purposes only. MAx. REACTION3 PER HEARING LOCATION----- byaBuimingDesigner(registered architat or Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension X-Los BSet Vert Horiz Uplift Y Type prof®omdmpocc)' When r`rnewedfor approval by TC. ..FORCH..CSI. Cr ..BC. ..FORCE..CSI. TOP CHORD 1-2.-1835/706,2-3.-1516/533, 0- 4- 0 1 840 0 -441 B Pin the building designer, the design loadings shown most be 1- 2 -1835 0.28 A IS- 0 1134 0.44 3-4.-83/419,4-5.-98/686,5-6.-410/1348, 22- 7- 6 1 2266 0 -904 B H Roll checked tobesuethat the datsshownaseinagcesomtwiththelocalWWingcodes. local climatic records lea 2- 3 -1516 0.43 A 0-14 1673 0.81 6-7.-634/363,7-8.-989/294, 39- 8- 0 1 600 0 -321 B H Roll wind orscow loWs.pojea specifications aspecial 3- 4 4190.38 A 14-13 921 0.67 HOT CHORD 15-0.-423/1134,0-14.-525/1673, PROVIDE UPLIFT CONNECTION PER SCHEDULE applied loads, Unless shown.truss has our been designed 4- 5 686 0.36 A 13-12 447 0.25 14-13.-132/921,13-12.-361/447,12-11.-756/593, WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. C for storage or oanpmey loads_ The design assemes 5- 6 1348 0.54 A 12-11 -756 0.49 11-10.-589/316,10-0.-181/911,0-9--226/727, 2-14 312 0.09 C 5-11 -1566 0.98 compression chods(top orboom) arecontinowsly braced by sheathingunion; otbawisespecified. Wit= 6- 7 -634 0.37 A 11-10 -589 0.64 Webs 2-14.-312/288,14-3.-185/806, 14- 3 806 0.26 C 11- 6 -864 0.49 bottom church in«nsimare not fully braced laterally bya 7- 8 -989 0.30 A10- 0 911 0.61 3-13.-996/567,4-13.-129/743,4-12.-1039/359, 3-13 996 0.75 C 6-10 861 0.28 property applied rigid cciling.they should bebraced na 0- 9 727 0.35 12-5.-214/762,5-11.-1566/648,11-6.-864/508, 4-13 743 0.24 C 10- 7 -372 0.10 maximem spacing of Ity-T c.c. Connector plates dull be mmnfwmredham 20page bar dipped galvmiaedsteel GLOBAL MAX DSPLBCTIONS--------- 6-10.-237/ 861,10-7.-372/304,0-0.-117/490, 4-12 1039 0.56 C 0- 0 490 0.39 mewing ASTM A 653. Grade 40. unless otherwise crown. LL TL 0-0.- 200/136, 12- 5 762 0.24 C 0- 0 -200 0.18 in./Ratio in./Ratio Jnt(e). FABRICATION NOTES I.Span-0.22/999- 0.60/436 13-14 Prior to fabrication. the fabricator shall review this Horiz . 0.04 0.08 NA drawing to keliy that this dnwwg is in cooformarce with Max DL Deflection L/689 . -0.38 the fabricator's pleas and to realize a continuing responsibility for each verification. Any diserepanr io.re Loa term deflectio factor 1. 50 9 19-0-0 Z- 0-4 , 19-0-0 1, to beput in writing before tatting or fabrication. Plates shall no be installed over knotholes. knoo or distorted 1 2 3 4 5 6 7 8 grain. Merobeers shall be cm for tight fining wood to wood bearing. Conneesm plaess shallbe lomledon barn rapes of6.00 6. 00 the truss with rails fully imbedded and shall be s)m. about thejointunlessotherwiseshown. A 5x4plate is 5' widex 8X 1st 4' long. A 6x8 plate is 6' wide a 8' long. Slog (holes) 5x6 mar parallelto the pwclength specified. Doable cuts on web members shall meet as the cemmid orthewebs unless otherwise shown. Connectorplatesinsarcminimumsizesbasedcmtheforcesshown and may need to be increased fun certain handling and/or erection anuses 3x4 This cross is net to be fabricated with fire rcudam owed 3x4 lumberamenalhawuehewn. For additional ivfomrnion on Quality Control refer to ANSVrPi 1.2002 10-3-3 10- 0-6 PRECAUTIONARY NOTES 6x8 6x8 All bracing and erectinn recommendations are to be 6x12 4x6 3x4 followed in accordance with'H-d ogInstalling and 3x4 Bracitte. HIB-91. Truan are to be handled with 5X8 3x4 particular care meting banding and bundling. deli dry and 3x4 4-7-60-6-6 nstal ilationto ."pia damage. Temporary and pe rumens 0-6-6 6x86x85x6bracingrunhomingmranin. straight and plumb 5x6 position and for resistinglatmlforceshallbedesignedandinstalledbyothers. Careful handling is aialand21 rationbracingisalwaysrequired. Normal praamiooary action fun woes requires such temporary bracing during 3.00 3.00 installation her%= mosses to avid toppling and dominning. The serpcsvu000 of auction of wan shall be under the coral of persons npaicscod in the 0-8-0 0-8- 0 8 0 installationof woes. Professional advice shall be sought 14-2-64-10- 6 12- 8- o Jam. Car retrminn of construction land, greater than be to trosses so time. 22 the design ladsshall om applied No loam other than the weigbr oftheerectorsshallbe8419- 1-8 9- OV 19-1-800r, applied to trusses anlil after an fastening and bracing is L l- i. in COSMETICPLATES (WQ%V-1n) 2X4 (4) 3X4 C/L: 22- 7- EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHERT. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems Bracing shown on this drawing nnot e> minnbr.a. wind bradn. poralbAdnam°milatbradngw isapart of the building design and which must be considered by the building designer. Bracing showis fun wend rapport of wet members only to reduce bottling length. Rovisiom man be made to anchor lateral bracingn ends and specifiedlocations determined by the building desigpa. Additional bracing of the overall structuremay be required ( See HIB-91 orTPl).For specific troy bracing requir®ats, contact building designa,(Tras Plate Imtimte. TPIislocateda $834005 MARONDA WAY Ir000fsioDries.Madison. W'sonsn5n19 Sanford, FL. 32771 407) 321-0064 Fair (407) 321-3913 TOMAS PONCE P.E. LICENSE d0050068 367 Medamon PL ChAwto. FL 32796 R0-11-12) Over 3 Supports Scale =0.1488 Eng Job: WO: COVR4 Dag: TI: B3 Dsgnr:TLY Chk: 9/16/2005 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: PLA TOTAL 43.0 vsf v4.7.21-12343 Design: Matrix Analysls Prorlle Yacn: n .%a- yc,c Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:B4 Qty:l DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations...= -------- This design is ruian individual building component and BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 28- e- 0 11) 22-10- B hasbeen handoninformation provided bythe client. TheWB: 2x 4 SP #3 This truss is designed to bear on multiple 2) 5- 8- 0 7) 34- 4- 0 12) 20- 6- 0 designer disclaim, my responsibility lbrdamages asa 2x 4 SP 82 15-15,9- 9,0- 0 supports. Interior bearing locations should 3) 11- 4- 0 8) 40- 0- 0 13) 17- 1- 8 Mull ofrutty Wincmrectiofmmatioaspecifications 0- 0,0- 0 be marked on truss. Shim or wedge if 4) 17- 0- 0 9) 40- 0- 0 14) 8- 6-12 andfor designs Iiwished to the muss designer by the client- and the cmreettrmor accuracy of this information as itAll COMPRESSION Chords are assumed to be necessary to achieve full bearing. 5) 23- 0- 0 10) 31- 5- 4 15) 0- 0- 0 may Mize to a specific project and accepts no continuously braced unless noted otherwise. Bracing Schedule: In -Plant Quality Assurance with Cq. 1 responsibility or e:mises no control with regard W WndLod per ASCH 7-02, C4C, V. 125mph, Chords Max O.C. From To In -Plant Quality Assurance, per fabrication. handling,shipment meiW31112i000ftstaes. H. 15.0 ft, I. 1.00, Hxp.Cat. B, Rzt. 1.0 • SC 48.0• 0- 8- 0 14- 2- 6 sec. 3.2.4 0! TPI-1-02, for joint(:): This truss has beendesignedasanindividualbuildingcomponentinaccord, ewith ANSVrPII. 2002and Bld Type. encl L. 58.0 ft W. 40.0 ft Trues BC 48.0" 20- 6- 0 27- 4- 0 6 NDS•o2 w be iacorpornrd as pmorthe building design inINTzone, TCDL. 4.2 pef, BCDL. 6.0 pef Bracing shown is for visual purposes only. MAX. REACTIONS PER BEARING LOCATION----- byaBuildingDecgner(regiaacdarchitector Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension X-Los BSet Vert Horiz Uplift Y Type profession, engineer). When reviewed for approval by TC. Cr ..BC. ..FORCE..CSI. TOP CHORD 1-2.-1430/523,2-3.-1147/365, 0- 4- 0 1 708 0 -380 B Pin the building designer. the design losdingf :brawn must be FORCE..CSI. 1- 2 -1430 0.23 A 15- 0 902 0.33 3-4.-182/730,4-5.-410/1439,5-6.-279/975, 20- 6- 0 1 2360 0 -987 B H Roll chocked tobesure that the datasbownareinagrcanotwiththelocalbuildingcodelocalclimaticrecordsfor 2- 3 -1147 0.32 A 0-14 1304 0.64 6-7.-977/278,7-8.-1266/439, 39- 8- 0 1 659 0 -355 B H Roll wind msnow loads, project specifications mspecial 3- 4 7300.40 A 14-13 631 0.51 HOT CHORD 15-0.-320/902,0-14.-369/1304, PROVIDE UPLIFT CONNECTION PER SCHEDULE Wind loads. uwessxlo"a°°sshas noibeen dmgnea 4- 5 1439 0.52 A 13-12 591 0.23 14-13.-260/631,13-12.-591/515,12-11.-812/608, WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. C roe storage loads. The design :awe 5- 6 975 0. 42 A 12-11 812 0.26 11-10.-381/461,10-0.-294/1156,0-9•-279/820, 2-14 293 0.06 C 11- 5 556 0.18 top eompressimehord,poporbonom),reeom;monsly n chunk; braced by sheathingWonodrwisespMificd. what 6- 7 -977 0.31 A11-10 461 0.52 Webs 2-14.-293/265,14-3.-180/748, 14- 3 748 0.24 C 11- 6 -890 0.64 bottom cboWs in iension are not fully braced laterally by. 7- 8 -1266 0.23 A 10- 0 1156 0.60 3-13.-870/514,4-13.-94/611,4-12.-1385/579, 3-13 870 0.62 C 6-10 174 0.25 properly applied rigid ceiling. they sboulabeencedata 0- 9 820 0. 29 12-5.-1300/543,11-5.-64/556,11-6.-890/523, 4-13 611 0.20 C 10- 7 -304 0.08 maximum spacing of 10'-W oc. Cm reetm plates shall be mmofactnredfrom 20gauge but dipped galvanized and GLOBAL MAX DEFLECTIONS--------- 6-10.- 191/774,10-7.-304/269,0-0.-66/358, 4-12 1385 0.87 C 0- 0 358 0.30 meeting ASTM A653. Grade 40. unless otbemise shown. LL TL 0-0.-87/ 293, 12- 5 1300 0.68 C 0- 0 293 0.25 in./Ratio its./Ratio Jnt(s). FABRICATION NOTES I.Span-0.14/999- 0.40/592 13-14 Prim to fabrication, the fabricator shall renew this Horiz . 0.03 0.06 NA drawing to verify that this drawing is in conformance with Max DL Deflection L/904 . -0.26 the fabricator'splans and to Malin acontinuing responsibility for arch verification. Aoy dixteparcie are Loa term deflection factor 4 1. 50 17-0-0 6-0-0 17-0-0 tobe put in writing before cutting or fabrication. Plain shall not be weaned ova knotholes, knits m dismnod 3 4 5 6 7 8grain. Member; ihall be m fortight fining woad to wood 1 2bem-mg. Comncmr plate stun be located on both fans of the tots: with rails fwy imbedded and awl be sym. about 6.00 6.00 the joint unless otherwise shown. A 5.4 plate is 5' wide a 4' long. A6x8 plate is 6' wide a8' long. Slots (boles) 5x6 mn parallel to the plans Iength specified. Double cou on 5x6 web members "I men a the cmmid of the webs anlm otherwise sbown. Com e'cmrplate size are mm<mmn dm based on the forces shown andmay need to be increased for certain handling andfor erection svesse. This ones is out to be fabricated with fire retardam treated 3x4 3x4 m lumber unless od-ise own. For additional mon cm Quality Control refs toANSVrPI1-2002 PRECA IONARY NOTES 9- 3-3 6x8 6x8 9-0-6 All bracing and era°on «mmmendati°°' ere in be 3x4 6x 12 4x6 6x12 3x 1 followed in accordance with'liandliny installing and Bracing'. HID-94 Trusses are to be handled with 3x4 1-6 3x4 particular are during banding and bundling. dclivwy and 0-6-6 6- 6 installation to avoiddamage. Temporsty andpermanentI 5x6 6x8 6x8 5x6 bracing for holding wan in. straight and plumb position and for raising lateal forte mall bedeignedandinstalled by oihm. Careful handling is essmial and erection bracing is alwa)s required. Normal precautionaryl`c 3.00 action for cm w salariessuch temporary bracing during installation bawea wssn to avoid toppling and domiroing. The 6povisi= of eratim of trues stun be 0-8-0 under theconwlofperronscxperierxodwthe o- 8- o installationof trusses. Professional advice malt be aught 14- 2- 6 6-10-0 r, 12-8-0 if needed. Coaoerittation ofmnsnrctlm load, grater than 70 236QfF3:50 o0rr Or design Imds mallram be applied to trusses at any time. 17-1-8 5-9-0 17-1-8 No loads other than the weight ofthc aatoa shall be applied to wss zlumilafterallfasenurgandbracingiseomplaed. I 5 0- 10.8 14340-0-0 1 100- a0i,8 20- 6-0 COSMETIC PLATESITOW-(402X4 ( 4)3X4 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 ron da Systems Babci shun m h s dtaw: ng ts net ammo braamg windMagog igm. braang m o n is booty which ts a pan o< the building design and which most be considatd by the building dmgma. Bracing mow isfordetailanpponoftunaMembersonlytoreducebucklinglength. Provisions must be made to anchor [metalbracingmends andepecifi d Imatwm dct miaW by die balding desigoa. Additimal bracing of the wall ummm may be spired. ( See HIB-91 of TPI).Fatspmirc wet bracing repiremmL cons t balding desigoa.(Tma Plan lositum TPI is located a583 4005 MARONDA WAY D'Omfrm Dave. Madismt Wisconsin 53719). Sanford, Fe. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 397 Medalion K 6lxdisota, FL 22766 12) Over 3 Supports Scale = 0.1535 Eng Job: WO: COVR4 Dwg: TI: B4 Dsgnr:TLY Chk: 9/ 16/2005 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. 21-12344 Design: Matrix Aaaiysis a•roiaats raw: a.: xaaa-a. a,:vx..a.a.x wv.,. xv.v.. v. vv.v,...w.v,,. - s •r•^ Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:B5 Qty:l ' DESIGN INFORMATION Thisdesign isforan individual buildingcomponent and has been bald on information provided by the diem. The chigoe, disclaims any responsibility for damages a a 11of faulty on ivcorrat information. specifications and/ar designs famished to the wen designer by the client and the correctness m accuracy ofthis information a it may relate en a specific project and accepts no responsibility aexemiso an control with regard to fabrication. handling mipmem and i.stdlation o! wan. This true hasbeen designed asan individual building component in accordance with ANSVIPI 1.2002 and NDS.o2to be imtorporated asputorthe building design by a Building Desig.w (registered architect m professional argue). When reviewed (or approval by the building dcsigoa. thedesign landings shown mast be checked to be sure that the data mow are in agre®m with the local building codes, local climatic records fin wind orsnow loads. project specifications m special applied bad. Unless show.. mass bas not been designed fin storage m ocaaPlacy bads The design a routes compression chords (tap orbosom) are continuously bracal by sheathing awns athawise specified. When bottom chards in tension we out fully braced 1aaa0y by a property applied rigid ccilimg. they should be braced u a maximum spacing of 10-0' O.C. Connector plates shall bemanufacturedfrom :0gauge tot dipped gatvanuad sred meeting ASTM A 653. Conde 40. unless otherwise shoal. FABRICATION NOTES Rion to fabrication. the fabricator shall revkw this dewing to verily that this drawing is in anformeece with the fabricators plans and to realize cOminoing responsibility fin such verification. Any discrepancies arc tobe pot inwriting before cutting or rabricasioa. Plan dull not be installedover knothole. knots m distorted grain. Membersshall be anfintight fitting wood to wood bearing Conneautplatesshallbe boredon both facesofthetmawithrailsrallyimhIIIIanddullbes)ux about thejoint ®leamhawise shown A 3x4 plateis5' widex 4' long A 6x8 plate is 6' wide a 8' bag. Slots (holes) run parallel re the pine length specified. Doable cuts on web member, dal meet at the ccuumid ofthe wells unless other i dawn Cannata plate sues are minimam sues bated an the !ones moan and may need to be increased fin certain handling and/or auction mesSer This wa is not to be fabricated with fate madam cleared lambs ales, otherwise mown. fm additional information no QualityComm, Mr. to ANSVrPI 1.2002 PRECAUTIONARY NOTES All bracing and erection recommendations asto be followed in accordance aith'Handling. lernalling and grating'. IDB.91. Trusses are to be (handled with particular rKduringbanding and bundlingdelivery and installation a avoid damage Temporary and Perm+ bracing far holding mosses in astraight and ld positionand fintraining lateral fortsdull be designed and installed by others. CaecPol handling is eaamial and era torebasing a always required. Normal prtvmionaryactionbrtradesrequiressuchtemporarybracingdaring installation Rearm ensuesto avoidtopplingand dominoiag The duper isio. ofelation ofasses mallbeunderthecontrolofpersonsexperiencedinthe nnsullation ofbanes. Professional advice shall be roaght if spaded. Conanuation of nomirnabn loads grata than the design ads mall not be applied tomasses at my time. No low other than the atigmorthe eccto rs "I be applied to woes until afta all fruming and bracmhg u complered. TC: 2x 4 SP 92 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 4-13,16-16,10-10 0- 0,0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCH 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1448/54712-3.-1222/413, 3-4.-107/527,4-5.-485/1506,5-6.-485/1506, 6-7.-144/638,7-8.-1091/344,8-9.-1321/480, BOT CHORD 16-0.-323/890,0-15.-398/1313, 15-14.-183/793,14-13.-453/374,13-12.-554/453, 12-11.-272/661,11-0.-338/1199,0-10.-288/824, Webs 2-15.-234/230,15-3.-146/607, 3-14.-732/462,4-14.-117/628,4-13.-1516/656, 13-5.-325/238,13-6.-1374/594,12-6.-103/583, 12-7.-759/475,7-11.-154/630,11-8.-241/231, 0-0.-86/384,0-0.-63/337, 8-3-3 0 6- 6 MULTIPLE LOADS -- This design is the composite result of multiple loads. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 14- 2- 6 BC 48.0" 20- 3- 0 27- 4- 0 Webs Brace Pt Joint to Joint 1/2 4-13 Bracing shown is for visual purposes only. lX4 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 2-15 -234 0.07 C 12- 6 583 0.19 C 15- 3 607 0.19 C 12- 7 -759 0.44 C 3-14 -732 0.42 C 7-11 630 0.20 C 4-14 628 0.20 C . 11- 8 -241 0.07 C 4-13 -1516 0.62 C 0- 0 384 0.31 C 13- 5 -325 0.12 C 0- 0 337 0.28 C 13- 6 -1374 0.98 C Joint Locations ............... 1) 00- 0 7) 30- 0- 0 13) 20- 4-12 2) 5- 0- 0 8) 35- 0- 0 14) 15- 1- 8 3) 10- 0- 0 9) 40- 0- 0 15) 7- 6-12 4) 15- 0- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 32- 5- 4 6) 25- 0- 0 12) 24-10- 8 In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 704 0 -381 B Pin 20- 4-12 1 2355 0 -1022 B H Roll 39- 8- 0 1 665 0 -361 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1448 0.21 A 16- 0 890 0.30 2- 3 -1222 0.27 A 0-15 1313 0.49 3- 4 527 0.32 A 15-14 793 0.43 4- 5 1506 0.60 A 14-13 -453 0.29 5- 6 1506 0.60 A 13-12 -554 0.31 6- 7 638 0.30 A 12-11 661 0.41 7- 8 -1091 0.27 A 11- 0 1199 0.46 8- 9 -1321 0.20 A 0-10 824 0.27 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.11/999-0.32/726 14-15 Horiz. 0.03 0.06 NA Max DL Deflection L/999 • -0.21 Long term deflection factor . 1.50 15- 0-0 10-0-0 15-0-0 1 2 3 4 5 6 7 8 9 6. 00 5x6 2x4 5x6 6. 00 3. 00 1 L_i.00 8- 0-6 a6 6 0- 8-14- 2- 6 L 7-1-0 L 12-8-0 __V 40- 8- 0 704# s.00" 15-1-8 5;J.50 r 4 15-1-8 665a80011 COSMETIC PLATES (4)3X6 (4(9hQ-T4')3X4 CIL: 20- 4-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SIiB1ST. A COPY OF TH18 DRAWING TO BE GZVffi7 TO BABCTIltO CONTRACTOR. BRACZNO wARNINO: Maronda Systems Bracing shown an u eram`iand aid bracing.paM. Bmin m similar wbracing whlcbifa parkof a the baildi. gdctigmandwhichmastbeconsideredbythebuildingdesgner. Bncivg mow is far lateral mppon of mate members onlytoreducebucklingIcVh. provisions mug be made to anchorlateral bracingat cons and specifind locations dctamioed by thebuildingdesigner. Additionalbracingof the overallRrectmemaybe requires. (SecM&91 of TPQ.fror specificmin bluing requinceemu, contact buildingdesig.er.(TrassPlate lagimte, Mis located er 583 4005 MARONDA WAYDronofrirtDrive. Madison. Wisconsin 33719). Sanford, FL. 32771 407) 321-0064 Fax (407) 32.1-3913 TOMASPONCE P. E. LICENSE sd0050068 307 Meda®on FL Gaisotae FL 32740 Over 3 Supports Scale = 0.1270 Eng Job: WO: COVR4 Dwg: TI: B5 Dsgnr:TLY Chk: 9/16/2005 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 Designs Matrix Anaiysis rrorrie razor .. wv -ya.x Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:B6 Qty:l DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations............... This design is for an individual building cumpoocm and BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 33- 6- 0 11) 20- 4-12 has been based on information provided by the client. The WE: 2x 4 SP #3 This trues is designed to bear on multiple 2) 6- 6- 0 7) 40- 0- 0 12) 13- 1- 8 designer disclaims any responsibility for damages ua 2x 4 SP #2 2-12,3-11,5-11 supports. Interior bearing locations should 3) 13- 0- 0 8) 40- 0- 0 13) 6- 6- 0 result offaultyorincorrect infbmaroarpaifiavom 6-10,14-14,8- 8,0- 0,0- 0,0- 0 be marked on truss. Shim or wedge if 4) 20- 4-12 9) 33- 6- 0 14) 0- 0- 0 andfor designs lhrmshd to the truss designer by the diem and the commas in accuracy of this informationn it All COMPRESSION Chords are assumed to be necessary to achieve full bearing. 5) 27- 0- 0 10) 26-10- 8 - my,dricm aspecific project -it accepeen continuously bracedunless noted otherwise. Bracing Schedule: In -Plant Quality Assurance with Cq- 1 responsibility in ameises no coatim with regandto WndLod per ASCE 7-02, C4C, V- 125mph, Chords Max O.C. From To In -Plant Quality Assurance, per fabrication, handling.shipment. ndimullationofwssea H- 15.0 ft, i. 1.00, Bxp.Cat. B, Rzt. 1.0 BC 48.0" 0- 8- 0 14- 2- 6 sec. 3.2.4 of TPI-1-02, for Joint(s): This miss hasbeendesignednaniMividualbuildingcompmminaccord ,nccwith ANSIrrPll- ZOOland Bld Type. encl L. 58.0 ft W. 40.0 ft Truss BC 48.0" 20- 3- 0 27- 4- 0 11 NOS-02 in be incorporated as panof the building design in INTzone, TCDL. 4.2 psf, BCDL- 6.0 psf Webs Brace Pt Joint to Joint MAX. REACTIONS PER BEARING LOCATION----- by a Building Designer (regiatadarchitect or Impact Resistant Covering and/or Glazing Req 1/2 3-11,5-11 X-Loc BSet Vert Horiz Uplift Y Type professional apnea). Whets reviewed for approval by FORCES (lb) - Max Compression/Max Tension Bracing shown is for visual purposes only. 0- 4- 0 1 748 0 -419 B Pin the building design. the design loadings shown must be ceateambesure thin Medata sbowvare inagreement TOP CHORD 1-2.-1538/625,2-3.-663/221, 1x4 continuous lateral bracing attached with 20- 4-12 1 2228 0 -964 B H Roll with the local building wa d.local climatic records fw 3-4.-425/1302,4-5.-425/1302,5-6.-492/317, 2- lId nails each member where shown.Bracing 39- 8- 0 1 708 0 -400 B H Roll wind or snow loads, project specifications or special 6- 7--1415/565. MUST be positioned to provide equal unbraced PROVIDE UPLIFT CONNECTION PER SCHEDULE applicdloads. Uolevmowatmss has not been designed HOT CHORD 14- 0.-387/951,0-13.-457/1375, segments OR 2x4 •T• brace may be nailed flat TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. f0f°mageoroccupancy loads. Thedmgnasmma comprmioosmrds(top inbouom)wecamiuondy 13-12.- 459/1383,12-11.-174/ 558, to edge of web with 12d nails a aced 8• uses 4 D 1- 2 -1538 0.41 A 14- 0 9510.29 braced byshawmgunless otherwise specified. Where 11-10.-263/400,10-9.- 404/1269,9-0.-403/1265, Brace must extend at least 90% of web length 2- 3 -663 0.45 A 0-13 1375 0.36 bottom sbadsintmvonare omfilly mscalnraybya 0-8.-354/885, 2x6 Brace required on any web exceeding 141. 3- 4 1302 0.79 A 13-12 1383 0.58 properly applied rigid ceil,o&they should bebraced na Webs 13-2.-3/202, 2-12.-818/514, WEB. ..FORCB..CSI. Cr WEB. ..FORCE..CSI. Cr 4- 5 1302 0.79 A 12-11 558 0.55 mammon spacing of la-W o.c. Comater Plates shall be 3-12--109/643, 3-11--1741/789,11-4--417/302, 13- 2 202 0.06 C 10- 5 595 0.19 C 5- 6 -492 0.38 A 11-10 400 0.52 manofcturcdfrom 20gauge but dipped galvanizdarm) meeting ASTM A 653. Grade 40. unless otherwise sbown. 11- 5.-1581/722,10-5.-97/595, 10-6.-873/536, 2-12 -818 0.58 C 10- 6 -873 0.61 C 6- 7 -1415 0.41 A 10- 9 1269 0.53 6-9-0/217,0-0--77/389,0-0--56/346, 3-12 643 0.21 C 6- 9 217 0.07 C 9- 0 1265 0.33 FABRICATION NOTES GLOBAL MAX DEFLECTIONS--------- 3-11 -1741 0.89 C 0- 0 389 0.32 C 0- 8 885 0.26 Met Usfabrissumn,the fabricatorshall reviewthis LL TL 11- 4 -417 0.12 C 0- 0 346 0. 28 C drawing mverily that this drawing isincoollormancewith in./Ratio in./Ratio Jnt(s). 11- 5 -1581 0.80 C the fabrics me. plans and in realize a continuing responsibilityfun such verification. Any discrepancies are I.Span-0.11/ 999-0.33/710 4-3 in be pat in writing before tatting or fabrication. Plato Hori z . 0.05 0.11 NA shall not be installed over tammles.tnmsordismned Max DL Deflection L/999 - -0.22 grain. Members shall becut fartight fining wood towood Long term deflection factor - 1.50 bearing. Conhraor plates shag be looted on bahfan of 14-0-013-0-0 the truss; with nails fay imbedded and shall be syn. abom 13-0-0 the joint alas otherwise shown. A 5x4 plateisS' wide x 6 74• king. A6x8 plate is 68 wide a 8' long. Slots (bola) 1 2 3 4 5 non panllel to theplarelengthspecified. Double cuts onweb members shall meet at the cenboid of the webs alas 6. 00 6.00 otherwise shown Connector plate sizes tic minimum sizes based on the forces shown and mayneed to be 5x6 jacne,ed forcerrainhandlingantraerectionatrerser. 5x6 2x4 This bass is not to be fabrieaud with ere rou loot nestslumberunlessotherwiseshownForadditionalinformationonQualityControlrefertoANSVrPI1.2002 PRECAUTIONARY NOTES 3x4All bracing ad ratinor: aims test oats ate m be 7- 3 43x47-0-6 followed m accordance with •Hi ming. Installing andBracing', HID-91. Trusserarc m behandledwith 3x4 6xI3x4 3x4particular ease during banding ad bundling delivesy and 0-6-6 3x44x80.6-6 I' imullatioo m mid damage. Temporary andpermanm5x65x6bracingfmholdingbanesin . straight and plumb z 2x4 position and faresistinglateralforcesshallbedesignedandinstalledbyothers. Carelhl handling is essential and e ration bracing is always required. Normal precautionary 3.00 action for banes requires such temporary bracing during imullatioo bawsen nano to avoidtoppling and domlrnming The supervision of cation ofbaaa shallbeaderthecontrolofpersonexperitrxe!d in the 0-8-0 0-8- 0 mtal ilatioonofbasses. Professionalad kc dullbe -SM if hheedad. Concentration of nhm uctianInds greater than 14-2-6 7- 1-0 ,, 128 0 the design kiada shall net toapplied trusses at airy time. 7 2228 001, No Iaads other than the weight of the erectors shall be 13-1-8 13-9-0 13-1-8 applied to basses until aft. all fasteniug and bracing is completed. 13 0-10, _ 2 40- 0-'O ° 0-IM COSMETIC PLATES W 3WI?402x4 (4)3X4 C/L: 2U- 4-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO 8R8CTIN0 CONTRACTOR. BRACING WARNING: Maronda Systems Ba osamwcsi' m.i uo,er too ioawi b n&postalig=. m nga b raw•no< the baildivg ehsp sad wtich nun be cmnsidad by the building eledgn. &acihng shown u fun Waal mppon of ban members only to reduce bucklinglength. Provisions most be made to anchorlateral bracinga endsand specifiedlocatiam dm mind bythebuildingdesign. Additionalbracing of the overallstructuremayberequired. (See HIR-91of TPI).Forspaife bonbracingnxpirmoos. cmacs building dcigua.(Tr %tietunimte. TPIislocated w 583 4005 MARONDA WAY Dvnoa; mDrive. Msdi:on. w aconsia 53719) Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000050068 367 Medallion FL Chuluots. FL 32760 R0- 11-12) Over 3 Supports Scale = 0.1513 Eng Job: WO: COVR4 Dag: TI: B6 Dsgur: TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DFs 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 oaf v4.7.21-1234E Design: matrix Anaaysaa unities rats,: ----.,-.vws..w•-•-- - .r- Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:B7 Qty:l I DESIGN INFORMATION This design isfor an individual building component and has been hosed on information provided by the client. The design. disclaims any responsibility fa damages a a result offaulty a incorrect information. specifications andror designs famished m the troy designer by the client and theemresmmm aceuncyofthis information as it may relate to a specific project and accepts ou responsibility orexercisesono control with regard m fabrication. handling, shipment and installation oftruss.. This tray hasbeen designed asan individual building component in accordance with ANSI/fPI 1-2002 and NDS-02 to be incorporated a pan ofthe building design bya Building Designer (regia.cd .chitector professional agiee.) When reviewed fa approval by the building design., the design loading shown mass be chucked to be sae 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 show,, arms bas art been designed far storage or occupancy bads. The design assamn compression chords (top or bamm) are continuously braced by muWmg onles aherwise specified. Where bottom chords in tension ate as fully braes laterally by a properly applied rigid ceiling they should be braced. a maximum spacing ofIOF-W oe. Connateplat. dull be manufactured from 20 gage boa dipped galvanized stecl meeting ASTM A 653. Grade 40. unless otberwiu shown. FABRICATION NOTES Rim m fabrication. the fabricator )hall review this drawing m verify that this drawing is in conformaace with the fabricaies plans ad to realize a comiwwg responsibility fro such verificadw. Any discrepancies are to be put in writing before tatting or fabrication. Plat. dull non be installed over luotbol., lower ordistorted grain. Membersshall be at fm tight timingwoodtowood bearing. Connector wns plumshallbelocatedonbothfaofthe trusswith nail: fully imbedded and shall be s)a. about the jointunlcs otherwisesbown. A 5x4 plate is 5' wide x 4-long. A 6.3 plate is 6- wide x g' long Sloss (bola) ran parallel to the plate length specified. Doable cuts on web members shall meet al the catroid of the webs .des otherwise Shawn. Connector plate Sim are minimum sizes based an the fortesshow, and may need to beiacreaeedfrocertain hadlnng imda erection mass.. This has is rot to be fabricated with rue reurdam treated Walter odor otherwise shown. For additional information an Quality Control refera ANSVrPI 1.2002 PRECAUTIONARY NOTES All bracing and cation recommemdatbm are to be followed in accordance with 'Handling (mulling and l stung'. In8. 91. Tray. are to be handled with Ica ar .a dining badmg andbadliag deli,ery ad installation w avoid damage. Temporaryand permanent bracing fro holding muses in a straight and plumbposition and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and erenim bracing is always required. Normal prmmimury, action fro cossesregain each temporarybusingdaring innallatiWbetween masses to avoid toppling am damming. The supervision of. cction of urns. shall be underthe control of, ap.ieacd in the installation ofcanes. Professional : trice shall be sought if nadd. Concentration of ara,a.ion loads greater than the design loam shall not be appliedto trusser at any tine. Noladsotherthe the woigm orthe erecto s man be applied m m nee mail afterall fastening and bracing is complacd. TC: 2x 4 SP # 2 BC: 2x 4 SP # 2 WB: 2x 4 SP # 3 2x 4 SP 02 3-14,6-12,17-17 9- 9,0- 0, 0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7- 02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/ or Glazing Req TC. ..PORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -1556 0. 33 A 17- 0 948 0.29 2- 3 -941 0. 30 A 0-16 1385 0.44 3- 4 592 0. 39 A 16-15 1405 0.47 4- 5 1667 0. 61 A 15-14 816 0.36 5- 6 730 0. 45 A 14-13 -627 0.30 6- 7 -808 0. 31 A 13-12 -793 0.36 7- 8 -1447 0. 32 A 12-11 696 0.34 11-10 1305 0. 43 10- 0 1288 0. 38 0- 9 889 0. 26 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.09/ 999-0.26/905 15-16 Horiz. 0.05 0. 10 NA Max DL Deflection L/ 999 a -0.17 Long term deflection factor . 1.50 6-3-3 0- 6-6 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. Bracing Schedule: Chords Max O.C. From To BC 48.0- 0- 8- 0 14- 2- 6 BC 48.0- 20- 3- 0 27- 4- 0 Bracing shown is for visual purposes only. MAE. REACTIONS PER BEARING LOCATION----- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 747 0 -430 B Pin 20- 4-12 1 2223 0 -962 B H Roll 39- 8- 0 1 711 0 -411 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. Cr 16- 2 139 0. 04 C 5-12 787 0.25 C 2-15 -580 0. 35 C 12- 6 -1269 0.90 C 3-15 602 0. 19 C 11- 6 576 0.18 C 3-14 -1179 0. 83 C 11- 7 -609 0.36 C 14- 4 756 0. 24 C 7-10 144 0.05 C 4-13 -1527 0. 65 C 0- 0 410 0.36 C 13- 5 -1397 0. 48 C 0- 0 371 0.32 C v6... __...Joint Locations ............... 1) 0- 0- 0 7) 34- 6- 0 13) 20- 4-12 2) 5- 6- 0 8) 40- 0- 0 14) 17- 0- 0 3) 11- 0- 0 9) 40- 0- 0 15) 11- 1- 8 4) 17- 0- 0 10) 34- 6- 0 16) 5- 6- 0 5) 23- 0- 0 11) 28-10- 8 17) 0- 0- 0 6) 29- 0- 0 12) 23- 0- 0 In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s)s 5,14 FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2.- 1556/678,2-3.-941/356, 3-4.-108/592, 4-5.-627/1667,5-6.-208/730, 6-7.-808/282, 7-8.-1447/619, SOT CHORD 17-0.- 401/948,0-16.-515/1385, 16-15--524/1405, 15-14.-68/816,14-13.-627/462, 13-12.-793/563, 12-11.-132/696, 11-10.-469/1305, 10-0.-462/1288,0-9.-369/889, Webs 16-2.-17/ 139,2-15.-580/426, 3-15.-135/602, 3-14.-1179/571,14-4 247/756, 4-13.-1527/685, 13-5.-1397/633,5-12.-266/787, 12-6.-1269/609, 11-6.-121/576,11-7.-609/439, 7-10.-12/144, 0-0.-118/410,0-0.-98/371, 11-0-0 18- 0-0 11-0-0 1 2 3 4 5 6 7 8 6.00 6.00 3.00 1 -3. 00 a8-0 74 i 14-2- 6 227 8 00-, 11-1-817- 9-0 10 t-12) COSMETIC PLATES (4)3B6 ( 44)2%4 (4)3%4 40- 0- Cat.: 20- 4-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVW TO ERECTING CONTRACTOR. BMCING WARNING: Maronda Systems Bracing mow, an thisdmwingisnae»ionbracing. wind bmdngportal bmcingmdm bracing w isa,ef the building design and which men be coo9d.d by the building designer. Bracing mown is fa lateral support of sus member only to reducebuckling length. Revisionsmast be made to anchor lateral bracing at ends and specified locations derrmioed by the (minding design.. Additional bracing of the oveal structure may be require& (Sec HIB-91 of TPI).For specific bon bracingregoiremats. contact building designer.(Trus Mare baisute. TPI is located to 513 4005 MARONDA WAY D'Oca io Drive. Madison.Wisco®n $3719). Sanford, FL_ 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000050068 307 Medadlon flee Chad wb4 FL 32764 12-8-0 6-0- 6 a6 6 8-0 12) Over 3 Supports Scale = 0. 1585 Eng Job: WOt COVR4 DWg: TI: E7 DBgnr:TLY Chk: 9/16/ 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 psfTPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Prorile racn: t.;:%wrin-w&\worxNjons Nwvav Nov inurvn A yNnr.prx Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:B8 Qty:l ' DESIGN INFORMATION This design is for an i"di.idnal bddiug componm and has been based on information prmided by the diem. The designer dischtims any rap-bility for damages as a result of faulty m incorrect mfmmnion. specifications and/or designs famished to the bass designer by the client and the co recmess or accaruy of this information as it mayrelate to aspecificpmject and accepts on responsibility or ameises on wmtol with regard to fabrication, handling shipment and incatir as ofbusses. This truss has been designed a an individual building component in accord with ANSVfPi 1-2002 and NDS-02 to be inempor er d a pat of the building design bya Building Desigoa (regiaaed architect or professional eogoter). When reviewed for approval by thebuildingdesigner. thedesign loadings shown most be chaked to be sure that the etas show are in agreement with the local building codalocal climatic records for wind or snow bads, project speciflcatioas or apecial applied loads. Unlm shows buss has nit been designed for storage or occupancy bads The design annmes companion chords (mp or bosom) are oomiwoasy b- od by sheathingudmotherwise specified. Whine bosom chords in tension are our fully braced worry by a property applied rigid ceiling. they should be braced at a maximum spacing of 10b' o.c. Comecmr plate shall be manufactured from 20 gauge hot dipped galvamzd suet meetingASTMA633. Grade 4Q unless otherwisemownFABRICATION NOTES Prior to fabricating the fabricator shall renew this drawlu$ to vmfy that this drawing is in conformancewith the fabricators plans and to realive continuing responsibility for such verific rim. Any discrepancies art, to beput in writing before cutting m fabrcadim. Rates shall not be installed over krntbola, knits or distorted grain. Members mallbem for tightfiningwoad to woodbearing. Connector plates shall be bested on both fans of the wss withnits fdy im1 11 andshallbe sym abom the jointads otherwiseshowsA5a4plateis5' widex 4" nog. Afall pore is 6' wide a 8' long. Sou (holes) me parallel to the plate length specified. Doable cats on web members shall men a the crnboid of the webs unlm otherwisemown. Cmunecmr plate sizes are minim sim based on the forces shown and may need to be inereawd fin cetain handling and/ormectimn acmes. This oass is not to befabricated with thereurdau owed lumberudm ol1e win sh- For addtmnlinformation on Quality Control refer to ANS VfPt 1.2002 PRECAUTIONARY NOTES All bracing and erection recommendations ere to be followed in wcordance with'Hmdlm$ Insulting and Bracing'. we-91. Trusses are to be handled with particular ears during barring and banning ddhay and installation to avoid da rage. Ternpmay and pmmaomt bracing for bolding trusses in a anaigd sad pbrmb position and for resisting Iatml forces mall be desgoad and installed by others Careful bandliog is -m at and means bracing is always required. Normal practummmy action for Doan requires such temporary bracingdoing onbmwem oaaam avoid toppling anddmminnis& The mpeavisionoferection of Dosses mallbe orderthecontrolof pawnsexperienced in the insullaioo ofmosses. Profasooal advice mall be soughttf needed. Cmxnualme ofmndt,m;nn toad: greater than the design Inds mall our be applied to trusses a any time. No loads other than the weigbr of the erectors mere be 1pplied toDanes anvil aBm all f rstmmg and bracing a completed. TC: 2x 6 SP #2 2x 8 SP #2 3- 5, 5- 7 BC: 2x 6 SP #2 wB: 2x 4 SP #3 2x 4 SP #2 0- 0, 0- 0,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wndcod per ASCH 7-02, CaC, V. 125m>ph, H. 15.0 ft, I. 1. 00, Exp.Cat. B. Rzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 pelf, BCDL. 6.0 pet Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1775/852, 2-3.-1401/615, 3-4.-707/252,4-5.- 570/1502,5-6.-575/1511, 6-7.-504/351,7-8.- 1258/544,8-9.-1657/794, HOT CHORD 18-17.-683/1586, 17-16.-689/1597, 16-15.-337/1270,15-14.- 272/619, 14-13.-402/418,13-12.- 271/1140, 12-11.-636/1490,11-10.- 631/1481, Webs 17-2.-17/120,2- 16.-331/330, 3-16.-205/611,3-15.- 763/398,15-4.-127/524, 4-14.-1902/866,5-14.- 354/215,14-6.-1696/783, 6-13.-145/539,13-7.- 858/434,12-7.-190/586, 12-8.-361/343,8-11.- 14/117, Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 14- 2- 6 BC 48.0" 20- 3- 0 27- 4- 0 Webs Brace Pt Joint to Joint 1/2 4-14 Bracing shown is for visual purposes only. 1X4 continuous lateral bracing attached with 2- 1ld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "I" 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. ..FORCH..CSI. Cr .WEB. ..PORCH.. CSI. Cr 17- 2 120 0.04 C 14- 6 -1696 1.00 C 2-16 -331 0.11 C 6-13 539 0.17 C 3-16 611 0.20 C 13- 7 -858 0.56 C 3-15 -763 0.50 C 12- 7 586 0.19 C 15- 4 524 0.17 C 12- 8 -361 0.12 C 4-14 -1902 0.79 C 8-11 117 0.04 C 5-14 -354 0.07 C Joint Locations ............... 1)--0--0--0 7) 31- 0- 0 13) 25- 6- 0 2) 5- 0-14 8) 34- 11- 2 14) 20- 4- 0 3) 9- 0- 0 9) 40- 0- 0 15) 14- 6- 0 4) 14- 6- 0 10) 40- 0- 0 16) 9- 1- 8 5) 20- 4- 0 11) 34- 11- 2 17) 5- 0-14 6) 25- 6- 0 12) 30- 10- 8 18) 0- 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 1 785 0 - 472 B Pin 20- 4-12 1 2116 0 - 896 B H Roll 39- 8- 0 1 748 0 - 454 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. PORCE..CSI. Cr ..BC. ..PORCE.. CSI. 1- 2 -1775 0.16 A 18-17 1586 0.31 2- 3 -1401 0.13 A 17-16 1597 0.31 3- 4 -707 0.10 A 16-15 1270 0.25 4- 5 1502 0.34 A 15-14 619 0.26 5- 6 1511 0.35 A 14-13 418 0.24 6- 7 -504 0.10 A 13-12 1140 0.23 7- 8 -1258 0.12 A 12-11 1490 0.28 8- 9 -1657 0.16 A 11-10 1481 0.27 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I.Span-0.05/999-0. 15/999 16-17 Horiz. 0.05 0.10 NA Max DL Deflection L/999 . -0. 10 Long term deflection factor . 1.50 9-0-0 22- 0- 0 9- 0-0 1 2 3 4 5 6 7 8 9 6.00 0-8-0P9 78 14 2- 6 211 9- 1- 8 21- Rb- 19 COSMETIC PLATE (4)3X ( 44)2X4 ( 4)3X4 40- CIL: 20- 4-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OP THIS DRAWING TO BE GIVEN TO ER11111 CONY10R. BRACING WARNING: Maronda Systems Brthadnga non dra is net °b windb„po,abruingm br ngw isa tof e baiWing dedgn and which most be considered by the building designer. Bracing shown is forIatml mppmt of ona member only to reduce buckling IcVb. Provisions must be madeto anchor Iateral bracinga ends andspecifiedmcations determined by thebeading designer. Additional bracing of the overall anxmre may be required. (SeeMR-91 ofTPD.Fm speeiticbass bracing requit®ms, contact heading dadtmm.(fress Pore Institute, TPI is located at 593 4005 MARONDA WAY Vom6ioDive. MadimaWiaansiu53T19)l, Samford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 347 MsFL Ch:iasts. FL 32766 1r.00 1 5-0-6 a6-6 Face = 0- 2- 8 0-8-0 9) Over 3 Supports Scale=0. 1558 Eng Job: WO: COVR4 Dwg: TI: B8 Dagnr:TLY Chk: 9/16/2005 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 Anaiyeie rrvsaao r.....: ..:ter.--w-t• .,.w.,----.,... _.... .. .. .,_ Job: COVINGTON X 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:B9 Qty:l DESIGN INFORMATION Tbudesign isfor anindividual building comFomem and has been basedminformation prot;dm by the dim. The designer disclaims any responsibility for damagea as s resultoffullyor incorrectinformasioo. spaificatiom mdfor designs furnished tothe truss designer by the slim and the correctness or se-cyorthis infarmatioo ait mayrdate to aspecific project and aaeptsno responsibility or exercise not control with regard to fabrication binding, shipment sad-sl-[Wm of [cozsa. This truss has been designed a m individual building componm in accordance with ANSVTPI 1-2002 and NOS-02 to be incorporated a part of the building design bya Building Designer (registered architect or pmressionsl coginea). when renewed rim approval by the building designs. thedesign loadingshown must be ducked to be aura that the data shown arc in agremm with the local building codm local climatic records for wind or mow bads. project spocifleatiom or special applied loads. (lmess shown, truss has out been designed for storage or occupancy loads. The design assumes compression chords (cop or boaom) are continuously braced by shwhiv unlessothewise specified. wberc boom chords in tendon are not folly braced laaally by a property applied rigid ceiling they should be braced a a maximum spacing of 10,0' o.c. Connector plates shall be en- faetured noon 20 gauge bon dipped gsty mind nod mining ASTM A 653. Grade 44 unless otherwise grown. FABRICATION NOTES Prior to fabrication. the fabricator shall renew this drawing to verify that this drawing is in coufoece"ce with the fabricators plans and to regime a continuing re onsibility for such verification. Any discrepancia m to be pat in writing before coning or fabrication. Plata shall can be installed over knotholo, knots or diaoned grain. Membms gall be m for tight fttling wood to wood baring Connector plate shall be looted on both fans of the uuvwithunits fully- imbedded andshall be a) -..bum the jointunlessotherwise shown. A 50 plate is5' wide a C long A 6a8 pine is 6' wide a k' tang. Sims (boles) son parallel to the plate length specified. Double cots on web mmbm shall min a the cermnid of thewebs maim otherwise shown Connector pine sizes are minimum eV2s based on the fasces shown and may need to be mcressed for certain handling and/orsection erases. This am is not to be fabricated with fire retaedam viand lumber unless otherwiseshown. For st"60oal information - Quality Control refer to ANSMI 1. 2002 PRECAUTIONARY NOTES AB bracing and erection reeommendalons M to befollowed in accordance with 'Hmdlmg. Installing and Bracing'. NIB-91. Trusses ell to be handled with particular arc during handing and bonding dcr cryand installation to avoid damage. Tmp.,.y and pcsmanens bracing nor bolding aussa to a straight and plumb position and for rmsting lateral soma shall be designedand installed by others. Careful handling is asemial and L= bracing is always required. Normal prtautio ary actionforcraarryuGasmhtmpomybracingduringmsullaiot between trusses to avoid toppling and domiming. The mpovision of nationof anssesshall be made, the control orpenons experienced in the insmiaion oraussa. Professional advice shall be sought if vended. Corccmratim ofmnenmiot loads grater than the design loads shall not W applied to creases a any time. No loam other than the weight ofthe ereaara shall be soolied to son lu, until ants all fastening and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP 02 WE: 2x 4 SP #3 2x 4 SP #2 3-15,4-14,7-13 0- 010- 010- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C6:C, V. 125mph, H. 15.0 ft. I. 1.00, EXp.Cat. B, Xzt. 1.0 Bid Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-1825/931,2-3.-1813/847, 3- 4.-1243/478,4-5.-503/1368,5-6.-509/1377, 6- 7.-1022/372,7-8.-1689/785,8-9.-1725/881, HOT CHORD 18-17.-757/1616,17-16.-772/1649, 16- 15.-585/1649,15-14.-256/1122, 14- 13.-171/902,13-12.-529/1537, 12- 11.-727/1557,11-10.-713/1527, Webs 17-2.-36/103,2-16.-36/159, 3- 16.-220/622,3-15.-586/354,15-4.-53/424, 4- 14.-2283/1016,5-14.-285/212,14-6.-2039/919, 6- 13.-70/439,13-7.-725/405,12-7.-207/599, 12- 8.-49/171,8-11.-31/100, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.08/999-0.23/999 4-3 Horiz. 0.06 0.12 NA Max DL Deflection L/999 . -0.15 Long term deflection factor . 1.50 7- 0-0 1 2 3 6. 00 T 4- 1-12 0- 6.6 1 f Face = 0- 2- 8 0- 8-0 81, """ 14-2-6 - 7- (- R 7 16 RI& 1- 9) COSMETIC PLATES (4)3X6 (44)2X4 (4)3X4 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. Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 14- 2- 6 BC 48.0" 20- 3- 0 27- 4- 0 Webe Brace Pt Joint to Joint 1/ 2 4-14,6-14 Bracing shown is for visual purposes only. 1X4 continuous lateral bracing attached with 2- lid 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 17- 2 103 0.03 C 14- 6 -2039 0.71 C 2- 16 159 0.05 C 6-13 439 0.14 C 3- 16 622 0.20 C 13- 7 -725 0.62 C 3- 15 -586 0.50 C 12- 7 599 0.19 C 15- 4 424 0.14 C 12- 8 171 0.05 C 4- 14 -2283 0.85 C 8-11 100 0.03 C 5- 14 -285 0.05 C 26- 0- 0 4 5 6 2015$- 3 50D7-1- 2 5 - 9- 0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHENT. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems Br>nsamwnonthi,mawwingisnerm d etbracing.•indbrangpor,albr>tgncribr acing wh ichthe buildingdmigo and which man be considered bythebuilding designer. Bracing shown is (bylateralsuppon croon members; onlyto reduce bnckting length. Psovisioa must be made to anchor lateral bracing a ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sec MR-91 ofTPl).Fw specific tutu bracing roquumms. counter building desigua.(Tros Fleeloeitum TPI is located at 533 4005 MARONDA WAYaoton;o Drive. Madimt. Wisconsin 53719). Sanford, FL. 32771 407) 322-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE 0e0050068 307 Meda(Don Ft Chubmts, FL 32760 Joint Locations ............... 1) 0- 0- 0 7) 33- 0- 0 13) 26- 0- 2 2) 4- 0- 14 8) 35-11- 2 14) 20- 4- 0 3) 7- 0- 0 9) 40- 0- 0 15) 14- 1-14 4) 14- 1- 14 10) 40- 0- 0 16) 7- 1- 8 5) 20- 4- 0 11) 35-11- 2 17) 4- 0-14 6) 25-10- 6 12) 32-10- 8 is) 0- 0- 0 In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2. 4 of TPI-1-02, for joint(e): 4,6,14 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 818 0 -504 B Pin 20- 4-12 1 2015 0 -823 B H Roll 39- 8- 0 1 785 0 -487 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1825 0.17 A 18-17 1616 0.33 2- 3 -1813 0.15 A 17-16 1649 0.33 3- 4 -1243 0.22 A 16-15 1649 0.36 4- 5 1368 0.38 A 15-14 1122 0.36 5- 6 1377 0.38 A 14-13 902 0.33 6- 7 -1022 0.22 A 13-12 1537 0.34 7- 8 -1689 0.15 A 12-11 1557 0.30 8- 9 -1725 0.16 A 11-10 1527 0.30 7- 0-0 7 8 9 6.00 12- 8-0 T 0-6- 6 4-0-6 f I Face = 0- 2- 8 8-0 9) Over 3 Supports Scale = 0.1585 Bag Job: WO: COVX4 Dwg: TI: B9 Dsgnr:TLY Chk: 9/16/2005 TC Live 16. 0 pef 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 rfWWRT. A7 n -. v -A 1 11_1IAAC Design: matrix nnaiysxa : as,.a.. -..a„ .. Job: COVINGTON R 4 Customer:10# UPLIFT D:L. WO:COVR4 TI:C3 Qty:l DESIGN INFORMATION TC: 2x 4 SP #2 [] : Plate(s) OFFSET from joint center. The .............. Joint Locations ............... r This design istb„oindividual building wmpmmand BC: 2x 4 SP tl D Joint Detail Report must be included 1) 0- 0- 0 4) 14- 9- 5 7) 12- 4- 0 has been based on udermuen pm.iaed by thediew. The WE: 2x 4 SP $3 with any submittal, inspection, and/or 2) 5- 0- 0 5) 19- 8- 0 8) 5- 0- 0 dmgoa disclaims anyrerponsibility for damage a a WDG: 2x 4 SP #2 fabrication documentation. 3) 9-10-11 6) 19- 8- 0 9) 0- 0- 0 resch of ished. infomu on.spxiby,. MULTIPLE LOADS -- This design is the Right End vertical designed for wind. TOTAL DESIGN LOADS rd/ m designsfamishedto in tressdesispaby die cfiant------------ ------------ and the covamm on accaracy of thisinformatim of it composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, Uniform PLP From PLP To may relate to specifx Project and accept. no All COMPRESSION Chords are assumed to be H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 TC Vert L+D -46 -0-10- 8 -46 5- 0- 0 res, bilirymmemisanocoundwith regard to continuously braced unless noted otherwise. Bld Type. encl L. 58.0 ft W. 19.7 ft Trues TC Vert L+D -77 5- 0- 0 -77 19- B- 0 fibrie.umbzdl t&swpmmmamswlanmofn°sses' This 1-PLY Hip Master designed to carry in INT zone, TCDL. 4.2 psf, BCDL- 6.0 pef BC Vert L+D -40 0- 0- 0 -40 5- 0- 0 This tens hasbeen designed a an individual building Compooant maccordance withANSM11-2002ad 51 0' open jacks (no webs) across center Impact Resistant Covering and/or Glazing Req BC Vert L+D -67 5- 0- 0 -67 19- 8- 0 NDSa2mbemcmpmaadnPan ormebuiwingdesign and Hip JackTruce framed to BC Supported span based on int. wind zone. Concentrated LBS Location by eo01din oaiger(ugsaedncbitector In -Plant Quality Assurance with Cq. 1 - Bracing Schedule: BC Vert L+D -255 5- 0- 0 Profmion- cag°eer} Wbmr ewedfbrapprovalby In -Plant Quality Assurance, per Webs Brace Pt Joint to Joint ----MAX. REACTIONS PER BEARING LOCATION----- thebuilding designer. tW desiga loadings showy muss be makcd to be mra that the data She" are in ageemm sec. 3.2.4 of TPI-1-02, for joint(s): 1/2 4- 6 X-Loc BSet Vert Horiz Uplift Y Type with the local bailaingcodes. local cfm,ucramdsfor 4,6,8 Bracing shown is for visual purposes only. 0- 4- 0 1 1407 -117 -436 B Pin wind or anew bads. Project specifications; m-acid FORCES (lb) - Max Compression/Max Tension ® iX4 continuous lateral bracing attached with 19- 6- 0 1 1434 0 -434 B H Roll applied loads. Uelm sbrwu truss has not been designed TOP CHORD 1-2.-2253/678,2-3.-2024/565, 2- lld nails each member where shown.Braeing PROVIDE UPLIFT CONNECTION PER SCHEDULE for storage or occepaacy bads. The design assama enter ioochords (top orboncu)are cm»irnaasly3-4.-2454/673,4-5.0/59, MUST be positioned to provide equal unbraced ..TC. ..PORCE..CSI. Cr ..BC. ..PORCE..CSI. braced byshewhinguulmotherwise specified. Whore BOT CHORD 9-8.-557/1946,8-7.-784/2544, segments OR 2x4 "T' brace may be nailed flat 1- 2 -2253 0.62 C 9- 8 1946 0.78 bommchords inunsion=not fully braced laterally by. 7_6 598/1843, to edge of web with 12d nails spaced 8• o.c. 2- 3 -2024 0.41 C 8- 7 2544 0.94 Properly Wiedrigid cdtin&they should bebraced er' Webs 2-8.-78/796,8-3.-608/256, Brace must extend at least 90% of web length 3- 4 -2454 0.40 C 7- 6 1843 0.84 im u spacing of IO-0' o.c. Co®atm platesshall be rea-frmrea6am20pophotdipped galvanimdsud3-7.-134/164,7-4.-112/907,4-6.-2134/692, 2x6 Brace required on any web exceeding 141. 4- 5 59 0.33 C meeting ASTM A 653. Grade 44 unless omawise sbowa 6-5.-158/ 100, .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr--------GLOBAL MAX DEFLECTIONS--------- 2-8 796 0.26 C 7- 4 907 0.29 C LL TL FABRICATION NOTES 8- 3 -608 0.34 C 4- 6 -2134 0. 45 C in./Ratio in./Ratio Jnt(s). Prim to fabrication, the fabricator dull reviewthis 3- 7 164 0.05 C 6- 5 -158 0.13 C I.Span-0.19/999-0.38/594 7-8 drawing to verify that this drawing is in ==bon rce with Horiz . - 0.04 - 0.08NA he fthruncesplamand tord'aarnminews Max DL Deflection L/999 . -0.19 responnbiliry fbr such verification. Any diserepmcia use to be pm in writing befm cooing or fabricatim Pine Long term deflection factor 1.50 shall out be installed ova knotholes, lams or diaonod grain. Members shall be ern for tight fining wood to wood boring. Connatm phaes.h.H be lomtdcobothfan of tenjoin, win arils fir» is mhmall be s5an .boa 5-0-0 14- 8- 0 the join anlm otherwise shown own AA 5 Sal plate is 5• wide a 4' long. A bag plateis 6' wide xg' bag. Sots (bole) 1 2 3 4 5 ton pasaud to the plate length specified. Double men on web members shall meet athecenwidofthewebsunlessotherwisemown. Connectorplate sizes are minimnot F6.00 sim bared onthe forces shown and may need to be incicased for certain bm "ing and/0, elation mina. This sass is non tobe fabricated with freer -lane arced 4x6 3x4 4x6 20lumbercalmotherwiseshown. For aea;tiosud mfmatation ooOnahty Control refer to ANSVfPI 1. 2002 PRECAUTIONARY NOTES An bracing and nation recommendations ere to be 3-0-6 folbw ed in accordmcc with •Hmaling. Installing and 3-3-3 2-10- 3 Bracing, M.N. Trusses m to be handled with 0- 6- 6 15x6 particular are during Wading and budhag, dethcry and msWlarion to .w)d damage Tempmary ad pamances bracingforholding trusses in a straight and plumb aFIR Position and an resisting lateral Ruca sball be designedand inaal)td by odnm Caefal handling is menial and 3x4 6x8 4x6 erection bracing is always required. Narmdply action forwssn revues sacb temporary bracing during iaunati= bawem uasses to .void toppling and Arm; in& The supervision of oration of trusses mall be coda the control of. ; experienced in the m"Istioo ofbasso. Professionaladviceshallbe soogbt if noded. Coomntion of construct- bads gots, theca thedesign bads mail not be good to tmsys at any time. d. m No load. other ththe wci& of tW erector. shahW 1407# 8.00" 1434# 4.00" applied to tmue cmil after .B faaen;ng and bracing a 19-8-0 wmplesed. 9 8 7 6 10 19-8-0 EXCEPT AS SHOWN LA44PARB MiTek MT20 255'3# Stale = 0.2965 WARNING: Eng Job: WO: COVR4 READ ALL NOTES ON THIS SHE4r. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRA11 WARNING: Dwg: TI: C3 Laronda Systems aen°is°°nb w°°&b m a B,rbngwapanof DB :TLY Cbk: 9/16/ 2005 the building design and which moat be consideredbythe building chips. Bracing mown is wrherdsupportortmas mtso only to ruse hackling length. Provisions moat be made to aacbm lanai bracing at des and specified TC Live 16 .0 s f Lbr DF: 1.25 In, iarer eeerm;ned by theWilding designs. Additional braciag of themash structure may be required. (Sat )BB-91 P ofTPq.Fmspar(xaoa bracingropiremmmcmtaa WiWingeaipa.(TensPWclmtimm TP1is located a5a3 Plt DF: 1.25 4005 MARONDA WAY o'Gmfrb Drive Maditoo. Wisconsin 53719). TC Dead 7.0 pa f O.C.: 2- 0- 0 Sanford, FL.32771 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TPI-02/PBC- 04 BC De TOMAS PONCE P.E. LICENSE OWS0068 ad 10. 0 psf Code: FLA 367 Made-, FL Chukwta, FL 32766TOTAL43.0 psf v4.7.21-12350 Design: Matrix Analysis rrousea s. Job: COVINGTON X 4 Customer:100 UPLIFT D.L. WO:COVX4 TI:Dl, Qty:2 I DESIGN INFORMATION This design is for an individnal building component and has been lased on wfor®tion prmided b) the diem The designer disclaims any responsibility for damages as a result offaulty orinow. ifmmatian, spcci6catiom andlor designs (mmzhed to the boss designer by the clients and the cortamm or secaracy of this informative as it may rdae to a speeifm project and accepts on responsibility or aemixs vecontrol with regard to abricatio , haadtivg sbipmant and imallaion oftrurses. This mass has been designed as an individtul building comPoaem in,eemdaoee with ANSVrPI 1.2002 ad NDS-02 to be incorporated as put ofthe building dingo bya Building Designer (registered architect or professional engineer). Wban reviewed (or approval by the building design=. the design loading abo.w must be cbxkad to be sure that the data mown are in apeman with the Weal building coda local climatic records Car vi.dor anew' load; project µxcificatims or sp-W applied bads. Unless mouA ouss has am been demgned ra amp oroceupaney wads. The dmp assumes corrKemon chords (mp or bomm) are continuously braced by d=daag unlm odwwisc spacficd Wherebottomchowintension .renot fullybraced laterally by a porpeny applied rigid wilin& they should be braced at amaiimnmspacingof10-0' o.c. Connector plates sbae be mevefscimed tram 20 pop hot dipped galvanind steel meeting ASTM A 653. Grade 406 unless otherwise shows FABRICATION NOTES Prior to fabrication, the nbrkatm shall rmim this drawing to verify that this drawing is in cmformmcc site the fabricators plms and to realize a cvetmaing resI l Dityfor meh verification. Any dixsepaacia ate to be put in writing before enuW orfxb&.6 n. Plates shall our be wWld ever knotmles, ktsots or distorted gain. Members shall be as for tighr fining wood to wood baring. Cormmor plan sba l be loatd on both Coon of the trusswith milssly imbedded ad shall bea)m. about the joint unless otherwise mown A 5.4 plan is S wide a 4' Img. A 6s8 plate is 6' wide a 8' long. Sim (boles) urn parallel to the plate Ica& specified. Double cats on web members shall mot at the catroid of thewebs unless th oerwiseshown Cmmtor plate sines are minimum lino basedonthe fumes show andmayneedtobeine msed for cabin hm6ns and/oresutim stresses This truss is out to be fabricated with rw rNwm treated lumber veless otherwise shown. For additional information on Quality Controlref= to ANSVI71 1.2002 PRECAUTIONARY NOTES All bowing and erection roux meodatiam are to be waowed in accordance with'H-Virg. Imallmg aod Bracing'. HIB- 91. Trunes are to be handled with partialu are during Coming and bundling. dcliseryand installation to avoid damage Tempoary, and Permanent bracing for balding mosses ina straightadplumb Positionand for resistiog larval forces aha11 be designed and installedbyothers. Cmet61handliog is taentfal nodaction banding is Jwa), rrymrM Normal weern emery action Cot musses regaim such temporary tusew bring installation between wan to avoid toppling and dominating. The mMvitineof aecwnerfwssCashall beunder theControl of Pamm -Terimud inthe rmbllatlonof mosses. Professional since mall be songbl if mn&d COOOCOmailon of cunmect"m Inds gemer than the design load, mall roc be applied to IrmSn at any time. No load, miter than the weigh of the erectors mall be apdied to busses until all= all fastening and boring is complaed. TC: 2x 4 SP t#2 BC: 2x 4 SP 02 WE: 2x 4 SP 93 2x 4 SP $2 8- 8,6- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2.- 1319/1168,2-3.-1124/875, 3-4.-1124/875, 4-5.-1319/1168, HOT CHORD 8-0.- 657/821,0-7.-942/1195, 7-0.-942/1195, 0-6.-657/821, Webs 2-7.-159/ 357,7-3.-409/768, 7-4.-159/357, 0-0.-293/337,0-0.-293/337, 4- 5 3 0- 6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCH 7- 02, CBC, V. 125mph, H. 15.0 ft. I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 66.0 ft W. 14.7 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 -1319 0. 30 A 8- 0 821 0.28 2- 3 -1124 0. 29 A 0- 7 1195 0.31 3- 4 -1124 0. 29 A 7- 0 1195 0.31 4- 5 -1319 0. 30 A 0- 6 821 0.28 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.12/ 980 0.10/999 4 Horiz. -0.05 -0. 10 NA Max DL Deflection L/ 999 . -0.03 Long term deflection factor . 1.50 6.00 4x6 7- 4- 6. 00 3.00 1 -3. 00 Joint Locations ............ • 1) 0- 0- 0 4) 11- 0- 0 7) 7- 4- 0 2) 3- 8- 0 5) 14- 8- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 8- 0 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- - X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 671 0 -631 B Pin 14- 4- 0 1 671 0 -631 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. 2- 7 357 0. 10 C 0- 0 337 0.30 7- 3 768 0. 25 C 0- 0 337 0.30 7- 4 357 0. 10 C 3- 0-13 4- 2-6 671#• I{{8 00" 671# 8. 00" r, 7-4-0 ,, 7-4-0 , 8 7 6 10- 14-8-0 10 o-II-12) 0- 11-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale en 0.3410 WARNING: Eng Job: WO: COVX4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwgf TI: D1 ERBCTING CONTRACTOR. BRACING WARNING: CMaronda Systems dngmownon thisdnwi`gisnaaecumbrwiu& i dl<ade& wbacingorsimBarbracing tkbI,.I=of Dsgar:TLY Chk: 9/16/2005 the building design andwhichmotbeconsideredbythebuildingdesigra. Bracingsbo n is for lateral supportof warmembers only toreduce buckling length. hovisiom mot be made to anchor Lateral bracing at ads and spetifld TC Li16 . 0 B f Lbr DF : 1.25 lecu. determined by the buildingdesigner. Additional bracingof the overall mxLive mremayberequired. (See HIS-91 P of TPI). gxdre truss bracing r quiremems. contact buildingdmp,a.(Tass Plate Institute. TPIislocal at 593TC Dead 7.0 pef P 1 t DF : 1.25 4005MARONDAWAY D'Ow(rio Drive. Madison. Wisconsin 53719) O.C.: 2- 0- 0 Sanford, FL 32771 BC Live 10. 0 pef 407) 321-0064 Fax (407) 321- 3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE rd0050068 BC Dead 10.0 pef Code: FLA 367 Medalion PL GWdkwta, FL 32764 ITOTAL 43.0 Psf v4 . 7 . 21-12351 Design: Matrix Analysis rroille raens arsvavrs s. .tun. yen Job: COVINGTON R 4 Cuatomer:10# UPLIFT D.L. WO:COVR4 TI:D2 Qtyt5 I DESIGN INFORMATION This design is furan individnal building eompoomt and has been based on mforemion presided by the diem. The designer disclaims any responsibility for damages a a result of faulty or incorrect mfmmation. R-ifications aodror design farmshed to the tress designer by the client and the cmrmtnas or accuracy of this information a it may relate to . specific projectand accept; - responsibility or arercises ee comet with regard to fabrication. handling. shipment and inssallatm ofmosses. This arms has been designed as an individual building component in accordance with ANSVTPI 1.2002 and NDS-02to be incorporated a pan of the building design by a Building Design (regiucrod architect or prefimional engineer). When reviewed Ibr approval by the building designer. the design Ioadings sbown most becheckedtobesorethatthedatashownare, in agreement with the local building codes loth climatic records for wind or snowloads. project specification orspecial applied bads. Unless shoum arms has out been designed for storage oroccupancy bads. The design assumes compression chords (top or bosom) are continuously braced by sheathing mless otherwise specified. Where bosom chordsintension art u tfully braced laterallyby a properly applied rigid ceiling they should be braced at . maimvm spacing of IOA' o.c. Common planes shall be manufactured Goan 20gaugebendipped galvanized steel coming ASTM A 657. Grade 44 unless otherwise shown FABRICATION NOTES Rimto fabrication thefabricator shall reviewthis awing toverifythatthis drawing isin confmmanoewith the Gbricamfs plansand to rcalirs a Cominuingresponsibility for mcb verificnim. Any discrepancies art to bepusin writingbefore cutting or fabrication. Plates than one be installed over toorholes, keels or dinned grain. Members shall be mfor light fining woodtowood bearing. Connector planshallbelocatedon bothOnesofthe tom with nails Polly imbedded and shall be sym. abous the joinsodesotherwiseshow. A 5a4 plateis 5' wide x V long. A 6a8 pore is Vwide a 8' long. Slots (boles) ran parallel to the plate length specified. Double cuts on web members shall meet at the cenvoid of the webs unless otherwise shown. Connector (slate sin are minimum sins based on the forms shown and may need to be iurreased for cenam handling andlorerection messes. This tress is not tobe abrica cadwith funmardam treatedlumber unless otherwise show. For additional information on Quality Cannot refer to ANSMI 1-2002 PRECAUTIONARY NOTES AB bracing zed eratmo recommendations are to be fulbwd'm accmdmce with'H..Mi.& Insialltng and Bracing'. H18- 91. Trussesarc to be handled with particular care during bendingandband' n& def%=y and installationto avid damag_ Temporary and permanm bracing for holding tresses in . straight and plumb position and for res-inlateral forces shall be designed and installed by others. Careful handling is essmial and ermion bradng is alwa2s required. Normalprecamiomry coon for wares regn'nes subtemporarybracingduring inullatme betweentresses to avid toppling and dominoing. The mpervision of erectionof trussessbalibeunderthecontrol of persons a sperienoed in theinstallation ofwises. Professional advice shall besought if needed. Concentration of -ro nrpio. loads greater than the design lords shall out be applied to trusser .tany time. No bads otbe, thanthe weight of the eratonshall be appliedto mossesuntil after W fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP 03 2x 4 SP #2 8- 8,6- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1276/ 775,2-3.-1071/576, 3-4.-1068/575,4- 5.-1211/781, HOT CHORD 8-0.-422/ 795,0-7.-609/1157, 7-0.-616/1081,0- 6.-375/650, Webs 2-7.-170/247, 7-3.-249/715, 7-4.-107/261,0- 0.-194/325,0-0.-248/394, 4- 5- 3 0-6- 6 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCH 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Bzt. 1.0 Bld Type. encl L. 66. 0 ft W. 14.3 ft Truss in INT zone, TCDL. 4. 2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req TC. ..F0 CE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -1276 0.23 A 8- 0 795 0.27 2- 3 -1071 0.24 A 0- 7 1157 0.32 3- 4 -1068 0.25 A 7- 0 1081 0.27 4- 5 -1211 0.30 A 0- 6 650 0.28 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( s). I.Span-0.08/999- 0.15/999 4-3 Horiz. 0.05 0.10 NA Max DL Deflection L/999 . - 0.07 Long term deflection factor . 1. 50 Joint Locations............... 1) 0- 0- 0 4) 11- 0- 0 7) 7- 4- 0 2) 3- 8- 0 5) 14- 4- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 4- 0 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- - x-Loc BSet Vert Horiz Uplift Y Types 0- 4- 0 1 657 - 8 -439 B Pin 14- 0- 0 1 616 0 -376 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. .. FORCE..CSI. 2- 7 247 0.07 C 0- 0 325 0.29 7- 3 715 0.23 C 0- 0 394 0.38 7- 4 261 0.08 C 7-4-0 7-0- 0 1 2 3 4 5 6.00 4x6 Z.00 3- 0- 13 3.00 - 3.00 0_ 8_0 -4-0 657# 8.00" 616N 8. 00" 7-4-0 7-0- 0 8 7 6 p_ 14- 4-0 0- 11-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Lmaronda Systems)_ 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 307 Medallon /L ChAwtr4 FL 32760 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg: ERECTING CONTRACTOR. BRACING WARNING: Bracngshownonthisdining is arm ermine bnKin& wind brcng. Fatal Mating or similar brad.& utich is a part of Dsgnr : TLY Chk : niece building design and Stichmostbemniderodbythebuildingdc4=. Bnci.& thew is fbs tsteral anI of tress TC Li16 . 0 a f Live P mmbrn only to reducebmktmglength' Provisions mustbemade to anchor lateral bracingatendsand specified ture mybe repired. (SMB-91 locations determined by the building designer. AdditionalbracingoftheoverallstructureofTPI).Fw specific trussbracing rcquumerm contact building designer.(Tma Plate Innimta TPI is located ar 583 TC Dead 7.0 pa f D'Oneftio Drive. Madison Wisconsin 53719). BCLive10.0 pef BC Dead 10.0 pef 4-2- 6 Scale = 0.3313 WO: COVR4 TI: D2 9/16/2005 Lbr DF: 1.25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/ FBC-04 Code: FLA Design: Matrix Analyeis rrvaa-aer raw: a. rvans-wnvnvanv...v+v. v...,•..v............,.. .. ems..-•r-^ Job: COVINGTON X 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:F Qtytl I DESIGN INFORMATION This design is for an individual building component and has been basedoninformationprovidedbythe diem. The designer disclaims any responsibility for damages as a result of faulty a incorrect information, specifications aoNor designs famished to the suss designer by the cliem and the correcras or accuracy ofthis information as it may relate to aspecific project and accepts no responsibility or aercises no control with regard to fabrication, handlw& shipment and insullatton of torn. This uusshasbeen designed as an individual building component in accordance with ANSUTPI 1.2002 and NDS-02 tobe iocapmacd aspan ofthe building design bya Building Designer (registered architect or professional engineer). Wbm reviewed for approval by the building designer. the design loadings shown men be checked to be some that the dau shown arc in agreement withthe local building codes. local climaticrecords foe wind or mow, loads. project specifications or special applied loads. Unless showy truss has om 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 clads in tension are nor fully braced laterally by a properly applied rigidceiling theyshould be braced at a maximum spacing of I0'4' o.c. Connector planes shall be mannfacmred from 20 gauge but dipped galvanized sled mMinx ASTM A 653. Cade 40. odes otherwise sbowta. FABRICATION NOTES Rim to fabrication. the fabricator shall review this drawing to verify that this drawing is in coolbunem ce with the fbricator's plansand Wrealia a continuing responsibility forsuch verification. Any discrepanciessee to be put in writing before tuning or fabrication. Fierier dull not be installed over kmWoles. knots or distorted grain. Membersshall be em for light fining woodto wood baring. Connector plates dtall be looted onbah fans of the rnsswithnails fullyimbeddedandshall be s)m badthe joint unless otherwiseshown. A ha plate is 5' wide x V long A fail pine is 6' wide x 8' long. Stou (bola) nnu parallel to the plate length specified. Double cos on web members shall meet m the aneroid of the webs alasotherwise shown. Connecter plate tiza are minimum sim based on the forces clown and may need to be incrased for certain handling and/orerection sreses. Thistrot is tot to befabricated with fire randm crated lumber unlm otherwise sbown, For additional information on Quality Control refer to ANSVIPI 1-2002 PRECAUTIONARY NOTES Ail bracing and oration recommendations are to be followed in accordancewith *Handling. Insulting and Bracing'. HIB-91. Trnses see to be handled with partisdac are during banding andbundling deinv) and insullatiooto avoid damage. Temporary and permanent bracing for bolding ruses in a might and plumb position and forraistinglateralforcesshallbedesignedadimuBdby others. Carefal balling is asmtial and erection bracing is always required. Normal pmmmetary action for trusses requires path temporary bracing daring imallatioo bawten rasa to avoid topplinganddominoing. Theopmision of erectionof wanshall beunderTheconuoi of penmenaepi-din the insullmim of maua_ Professional advice shall be soaght If neodoi Correounion of mnstroar, Inds Vestathan the design Toads shall era be applied to tnessees to any rime. No bads other, than the weight of the erectors shill be applied to uvsses umil and all fmacuing ad bracing is completed. TC: 2x 4 SP #2 BC: 2x 6 SP #2 WB: 2x 4 SP 03 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. part L. 66.0 ft W. 7.9 ft Truss in END zone, TCDL. 4.2 pef, BCDL. 6.0 pef TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 116 0.11 A 13-12 39 0.15 2- 3 219 0.12 A 12-11 101 0.16 3- 4 283 0.09 A 11-10 101 0.09 4- 5 280 0.10 A 10- 9 101 0.10 5- 6 162 0.08 A 9- 8 101 0.17 8- 7 39 0.16 MULTIPLE LOADS -- This design is the composite result of multiple loads. L. and R. End verticals designed for wind In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Horiz Uplift Y Type 1- 2-12 1 420 0 -638 B Pin 7- 3- 8 1 363 0 -542 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 13- 1 -144 0.07 C 10- 4 57 0.01 C 1-12 160 0.05 C 9- 5 250 0.06 C 12- 2 223 0.06 C 8- 6 299 0.09 C 11- 3 159 0.04 C 7- 6 -360 0.11 C GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). L.Cant. 0. 00/999-0.01/999 1 I.Span 0. 02/xxx 0.02/xxx 9 R.Cant. 0. 00/999 0.00/999 6 Horiz. 0.01 0.01 NA Max DL Deflection L/xxx . 0.00 Long term deflection factor . 1.50 3-11-8 3-11-8 1 2 3 4 5 6 6.00 -6. 00 4x6 2x4 m......... Joint Locations ............... 1)0- 0- 8 6) 7-11- 8 11) 2- 0- 0 2) 1- 3- 4 7) 7-11- 8 12) 1- 3- 4 3) 2- 0- 0 8) 7- 3-12 13) 0- 0- 8 4) 4- 0- 0 9) 6- 0- 0 5) 6- 0- 0 10) 4- 0- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-98/116,2-3.-140/219, 3-4.-136/ 283,4-5.-135/280,5-6.-124/162, HOT CHORD 13- 12.-29/39,12-11.-51/101, 11-10.-51/ 101,30-9.-51/301,9-8.-51/101, 8-7.-29/ 39, Webs 13-1.- 144/134,1-12.-82/160, 12-2.-144/ 223,11-3.-44/159,10-4.-44/57, 9-5.-100/ 250,8-6.-153/299,7-6.-360/307, 420# 1.50" 363# 1.50" 7-11-0 13 12 11 10 9 8 7 CANT: 1- 2- 0 -10 8-0-0 -10 CANT: 0- 6-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 ( 0-11-12) ( 0-11-12) Scale = 03245 WARNING: Eng Job: WO: COVR4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Dwg: TI: F Mns ded Bracing sbown on this drawing is net erection Macing wind bring portal bracing orsimilar bracing which is a pun of DB r : TLY Chk: 9 / 16 / 2 0 0 5 a eon daSystemsetthebuildingdeignandwhichmastbansde"d by the building designer. Bracing shown is far laeral support of truer members only toreduce buckling length. Provisions men be made to anchor lateral bracing s ads and speeispecifiedTC Li16 . Q H f Lbr DF : 1.25 locatioac minby dx building designer. Additional bracing of the overall structure may be regnhLivee& (Sec P of TPI).Por specifictrunbracing requiremcnM contactbuilding dmgnct.(Truss Fine hsstinne. TM is located to 383 Pl t DF : 1.25 4005 MARONDA WAYD'OmGictDrive.Madison.Wisoncn53719). TC Dead 7.0pBf O.C.: 2- 0- 0 Sanford, FL.32771 BC Live 10.0 pef 407)321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMIIS PONCE D.E. LICENSE 0i0050068 BC Dead 10.0 pef Code: FLA 367 Meda®on /L Oudasetm, FL 22760 1 TOTAL 43.0 of V4 .7 .21-12353 Design: Matrix Analysia rrorlae raen: ':saran-a. v.Art...%uvun tt.vrn+xx.vv aa..save. w +xr .yes,. Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:F1 Qty:5 ' DESIGN INFORMATION This design is fm an individual building cumpmem and hasbear bradon mfmmalw )raidedbythe diem TLe designer disclaimsany responsibility fat damage a a matt ofvanityat incorrect iofbrmaion, specifications andJ« designs Poraisbcd W the tram designer by the client and the correctness or acenncy ofthis information a it may relateto a specific project and accepts no responsibility or aercises an consul with regard m fabrication, handling, shipment and installationofavatars. This tress ben beat designed a a individual building component in accordance with ANSVrPI 1.2002 and NDS-02 to be brarpmned as pat of the building design by , Building Designer (reghta.d archiacs or professional apnea). When reviewed fm approval by thebuilding desigaa. thedesign badinp drown man be checked tobe farethat the data drowo are in -9-cal with the local building codes, local climatic records fm wind or mo. bids, prajai specificatiwf «specW applied bads. Unless shown. arm has Out been designed for storage orOccupancy loads. The design a55ama compression chords (top at bottom) ara Continuously braced by sheathing unless otherwise spcifieat Where ban chords in terra are ear fully braced laterally by a property applied rigid ceiling they should be braced n , maximum spacing of10141' o.c. Comecr« plates:hall be facetted from 20garage hatdipped galvanise steel meeting ASTM A 653, Grade 40. ealess otherwise drown. FABRICATION NOTES Primto fabrication, the rabricam shallreview this drawing m verify that this dewing is in coafmmaoce with the rabricames plans and to realize a continuing responsibility rat such verification. Any discrepancies are tobe pat in writing before cutting or fabrication. Plate dull not be installed ova knotholes, knots m distorted gain. Members dull beant fat tight fittingwoodto wood haring. Coaneerat plates shall be looted on both fates at the mass with mitt filly imbedded and shall be s5m show thejoint unless otherwise sbuau A 50 plate is 5' wide a 4' long. A 6u8plate is6' wide a g' long. Slots (boles) rat parallel mthe plate length specified. Doable catsan wab members shall meet a the camoid ofthewebs unless otherwise dawn. Comeau, plate Sizes are minimum sim based on the loran shown and may Deed to be ionased fat cauin handling aodfat section strcaa. This tress is tent to be fabricated with fat rCladam treated lumber artless oshawise thews. For additiaml informal= an Quality Control refs to ANSMI 1-2002 PRECAUTIONARY NOTES ADbracing and election recammadatl0ns are to be lb0o%vd In accordance witb'Handliag, Inraiim8and Bracing'. MR-91. Tresses are to behandled with partiernLr ore during badin andbu dling, ddi eryad mrallamu m avod damage. Tempmny and paminat bracing fat holding trnOn in a straight and plumb position and for resisting marl f«ca shall be designed and mnalled by oshem Cadblhandling is - at and action bracing aatavy, requital. Normal preaDi naryaction fatrmsesrequhosuchtemporarybracingdm;ngimallatim bem- troves to avoid toppling and dommoing. The sapervisim of aetim of tresses shall be and. theanalofpersonsexperiencedintheinstallationof aatses. Pmfaniomladvice shall be smghl if mead. conocmadonofannma;m Inds greata than the design Imesshall not be applied to trusser to any time. No bads other than the weight of the amors shall be applied to asses until after all fanming and bracing is TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the Joint Locations ... =........... BC: 2x 4 SP #2 composite result of multiple loads. 1)0- 0-8 3) 7-11- 8 5) 4- 0- 0 WE. 2x 4 SP #3 WndLod per ASCE 7-02, CBC, V. 125nph, 2) 4- 0- 0 4) 7-11- 8 6) 0- 0- 8 WDG: 2x10 SP 02 H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 In -Plant Quality Assurance with Cq. 1 All COMPRESSION Chords are assumed to be Bld Type. part L. 66.0 ft W. 7.9 ft Truss MAX. REACTIONS PER BEARING LOCATION----- continuouslybraced unless noted otherwise. in END zone, TCDL. 4.2 psf, BCDL. 6.0 pef X-Loc BSet Vert Horiz Uplift Y Type FORCES (lb) Max Compression/Max Tension TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2-12 1 420 0 -638 B Pin TOP CHORD 1-2.-243/329,2-3.-232/309, 1- 2 329 0.16 A 6- 5 190 0.15 7- 3- 8 1 363 0 -542 B H Roll HOT CHORD 6-5.-142/190,5-4.-142/190, 2- 3 309 0.16 A 5- 4 190 0.10 PROVIDE UPLIFT CONNECTION PER SCHEDULE Webs 5- 2.-34/90, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr GLOBAL MAX DEFLECTIONS--------- 5-2 90 0.03 C LL TL in./Ratio in./Ratio Jnt(a). I.Span 0.03/xxx 0.02/xxx 4 Horiz. 0. 01 0.03 NA Max DL Deflection L/xxx . 0.00 Long term deflection factor . 1.50 2-9- 3 0- 640 j, 3- 11- 8 3-11- 8 1 2 3 q 420# 1. 50" 6. 00 4x6 6. 00 N 363# 1. 50" 2-6- 6 41 7- 11- 0 6 5 4 0-10- 8 8-0-0 0-10- 8 CANT: 1- 2- o (110-11-12 CANT: o- 6-12 RO-11- 12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.5841 WARNING: Eng Job: WO: COVR4 READ ALL NOTES ON THIS SHEET. A COPY OP THIS DRAWING TO BE GIVEN TO BRECTINO CONTRACTOR. BRACING WARNIHO: Dug: TI: F1 FMaronda SystemsBradngshowwmd! ingisa«em'dd..d yfficbebr.deg.p«er.B-i boviseedoa. 'a a pan Ds r:TLY Chk: 9/16/2005 hoild gdesignandw« aab<m eredbyt boild gdesgna.Ear g awn n app«:aftraa m®ban only lo `emate buckling length. Previsions man be made m anchor lateral bracing at ems am specified TC Live 16.0 B f Lbr DF : 1.25 1 )jlocations deami«d by the building deagna. Additional bracing of the overallaocmre may be required. (Sec 10B.91 P of TPI). rwspmifc antsbating requir®ens, amact beiklina dedsm.(Tma PLac bvmmTPI is located n 5g3 TC Dead 7.0 ps f P 1 tDF : 1.25 400S MARONDA WAY vommnDdva.Madism.Wi a5»19 O.C.: 2- 0- 0 Sanford, FL. 32771 BC Live 10.0 pelf 407) 321- 0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE OWSOD68 SC Dead 10.0 pelf Code: FLA 307 Meda6on Ft Chukbots4 FL 22766 1 TOTAL 43.0 psf v4 .7 .21-12354 Design: Matrix Analysis rrozua raen: a.:kaafa-a,vn F.vzawua,nt.... t%.w...va-- - vote+.ran Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:G Qty:l I DESIGN INFORMATION This design a for an mdividnal building eomponedl and has been baud on information provided bythe dim. The designer disclaimsany responsibility for damages a a result of fanity or ineorrett information. specifications and/ordesigns Pomissed to the bass designer by the client and the correctness or accuracy ofthis inlbrmation asit may relate to a specific project and accepts no responsibility or exercises no control with regard to fabrication, handlin& shipment and inzullatioo ofmesa This truss has been designed as so individual building component in accordance with ANSYTH 1.2002 and NDS-02 to be incorporateda panofthe building design by a Building Daigna (registered architect or professional cggioces). When reviewed for approval by the buildingdesigner. the design loadingsshow mustbecheckedtobesmethatthedatasbowoareinagrcemm with the local building codeslocal climatic records for wind ormow bads. project specifications or special applied loads. Unless show. torn has rat been dmgbed for storage or occupancy loads. The design assumes compression chords (sup orbobom) an eomimousy braced by sheathing unless otherwise specified. Where bottom chords in tension are nut fully braced laterally by properly appliedrigid ceilingthey shouldbe braced at a maximumspacingofls-O' o.c. Connector plates shall be mamfactored from 20 gauge bed dipped galvanized =1 meeting ASTM A 653. Grade 40. unless otherwise show. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verily that this drawing is in conformance with the fabricators plansandto realize acontinuing responsibility for such verification. Any discrepancies are to be put in writing before tatting or fabrication. Plates shall not be insalld over kmthola, knots or distorted grain. Members shall be out for lightfitting wood to woodhearing. Connector plates shall be looted oo both for of the unn with mtb fully imbeddedand shall besym. about the jointunless otherwise sbowzx A 5.4 plate is 5' wide a V long. A 6xg plate is 6' wide x 8' long. Slots (bola) ran pam"cl to the plate length specified. Double cuts on web members shall meet a the commid of theweb; onleas otherwise show. Connector plate Sim are minimum sizes based on the forces show and may need to be increased for certain handling adlor auction stresses. This crass is out to be fabricated with foe retardant created lumber unless otherwise show. For additional information - Quality C'ommlrcf. to ANSMI 1. 2002 PRECAUTIONARY NOTES An bracing and erection roco -A-,mns are to be fbllowcd in accordance with 'Han cling. Installing and Bracins . HIB-91. Trusses arc to be handled with paticulu ere during banding and bundling. delivery and installation to avoiddamage. Tcmpnuy andpermabmt bracing for bolding uassel in astraight and Ptomb position andfor resisting lateral fosses shallbedesignedand imulled by others. Careful handling is essential and erection bracing is alwa)s required. Normal pmoutimary action for base raloi es such temporary bracing during insullation between cranes to avoid toppling and dominum& The snpavision of auction of canesshallbe under the control oft experienced in the installation ofunnes. Professional advice Wall be sueght if nodded Coommsumn of eorwrostm lnsds greater than the deign loads shall out be applied to trusses at am. time. No loads other than the weight of the uccton shall be applied to trusses until all. all fastening and bracing is TC: 2x 4 SP i2 BC: 2x 4 SP 52 WB: 2x 4 SP U3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1- PLY trues designed to carry 0' 0w span framed to TC one face 0' Ow span framed to TC opposite face This trues has not been designed for ROOF PONDING. Building designer mast provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 1- 0 90 0.15 C 1- 3 10 0.00 C 0- 4 45 0.33 C 3- 2 104 0.33 C 3- 8- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. L. and R. End verticals designed for wind WndLod per ASCE 7-02, C&C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 4.7 ft W. 4.4 ft Truss in END zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.0/124, HOT CHORD 0-4.-8/2,4-3.-7/126,0-0.-12/45, Webs 1- 0.0/90,0-4.0/45,1-3.-3/10, 3-2. 0/104, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.05/878 0.03/999 2-1 Horiz. 0. 00 0.00 NA Max DL Deflection L/999 • -0.02 Long term deflection factor . 1.50 3x6 4- 0- 0 5-0- 0 1 2 3x4 3x4 4-0- 0 84 -116 ' 0" 1. 5- 0-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 F WARNING: READ ALL NOTES ON iHIB SHHET. A COPY OF T21I6 DRANINO TO BE OIV@7 TO SRBCTINO CO2TIRACTOR. BRACING NARNINO: M a ron daSystems Bracing shown c this drawing s rot amino busing wind bracing portal bracing m similar bracing which s a pan or the building design ad which mast be considered bythe buildingdesigner. Bracing show is for lateral support of truss membersonlymreducebattlinglength. Provisions man bemade to anchor lateral bracing a adsadspecified locations determined by the buildingdesigner. Additional bracing of theoverallstructure mayberequirci (SeeMB-91 of TPl). Forspecific wet bracing regnvmms, counsel building desigm.(irun Plate Inaitum TPI is located as 583 400S MARONDA WAY DrOcofiio Drive. Madimn, Wisconsin 53719J Sardord, FL. 32771. 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 90005OD68 367 Medallon / L Ctaduota4 FL 32746 Joint Locations ............... 1) 0- 3- 8 3) 4- 8- 8 2) 4- 8- 8 4) 0- 3- 8 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To In -Plant Quality Assurance with Cq. 1 MA%. REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Horiz Uplift Y Type 0- 2- 2 1 0 0 -85 B Pin 4- 4- 8 1 0 0 -116 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 124 0.19 C 0- 4 -8 0.05 4- 3 126 0.05 Scale = 0. 3387 Sag Job: WO: COVR4 Dwg: TI: G Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 paf Lbr DF: 1.25 TC Dead 7.0 paf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live10.0 paf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43. 0 clef v4.7.21-1235° Design: Matrix Analysis rrorlle rasa: .. w .hy Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:G1 Qty:l ' DESIGN INFORMATION This design isfor animividaal building mmponew and has beenbaud aninformation prmided by theclient. The designer disclaims any responsibility flat damages a a result offaulty aincorrect information. specifications mdfor designs fvrvisned to the truss designer by the client and the cmrecmm or accuracy of this information as it may rdue to aspecific project and aaepu m responsibility or exescisn Oncoastal with regard in fabricatma. handling. shipment and iasallation oftrusses. This suss has been designed as an individual building compooens in accordance with ANSVFPI 1.2003 and NDS-02 tobe incorporated as panofthe buildingdesign by a Building Designer (registered architect or professional engineer). When reviewd for approval by the building desigoes. the design badmP mows man be chocked to be fare thin the data shown ere in age®ent withthe local building codes. local climatic records for windor, scow bads. pojeet specifications orspecial applied bads. Unlesssbova am hasnot been designed for storage or occupancy bads. The design essumus compression chords (top or bottom) arc continuously braced bysheathing unless otherwise specified. Where bottom chordsin tension arc rot fully braced laterally by properly applied rigid ceiling. they should be braced n a mnimum spacing of 10'-0' o.c. Comator pima shell bemanufacturedform20gaugebutdippedgalvanizedueel meaina ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator mall revive this drawing to verify thin this drawing is in conformance with the fabricators plans and to Malice acontinuing responsibility foe such verification. Anydiscrepancies sra in be putin writing before caning or fabrication Plate mall not be installed ova knotholes, knots or distorted grain Mambasmall be an for tight fittingwoadto wood bearing. Connector plats %hail be looted an both fam of the vita with nails fWly imbedded NO mall be sym. about thejoint aalenotherwise mown. A U4plate is 5' wide a 4' long. A 60 plate is 6' wide x 8' long. Sloe (bole) onoparallel to the plate leag r specified. Doable can on web member shall meet in the cenuoid of tho webs calm otherwise shows. Cormatm plate sizes are -in; am sizes basedan theforces shown andmayneedto be mcraned fmcatain handl n aaNw erectbo suenes This truss; is not to be fabricated with fore ramdan treated lamba miler Otherwise sbown. For additional infmminion an Quality Control rarer to ANSVFPI 1.2002 PRECAUTIONARY NOTES An bracing and erection recommendations use to be followed in accordance with'Hartiling. Installing and Bracing'. 11113-91. Trussesme mbe handled with particular oreduring bandingand dulling. deliseryand installation to avoid damage. Temporary and permanent bracing for bolding trusses in a straight and plumb position and for resisting lateral forces mall be designed and installed by other. Careful handling is essential and auction brain; is always segnirod. Normal prtomiorury. action fortrussesrequires such temporary bracing during installaion between crosses to avoid toppling and domiums& The supervisionof nationoftrussessba0 be miler the coastal of proms caperitecad inthe installation of tresses. professional adviceshall be smgln if nm&d. Coorontratim of moansaim Inds Pater than the dcup Wads shag not be applied to trusses at any time. No loads other than the weight of the sectors shall be applied to crosses omit after all fasiming and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 GBL. 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. L. and R. End verticals designed for wind This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. WEB. ..PORCE..CSI. Cr .WEB. ..FORCE..CSI. 12- 1 85 0.26 C 9- 4 123 0.61 11- 2 167 0.77 C 8- 5 170 0.77 10- 3 118 0.61 C 7- 6 62 0.30 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(a). I.Span 0. 00/999 0.00/999 6-5 Horiz. 0.00 0.00 NA Max DL Deflection L/999 a 0.00 Long term deflection factor - 1.50 10- 8- 0 1 2 3 4 5 6 3-8-8 3x6 4-6- 0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCH 7-02, C4C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- encl L- 14.7 ft W. 10.1 ft Truss in END 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--82/112,2-3--80/107, 3-4--80/ 107,4-5--80/107,5-6--80/107, HOT CHORD 0- 12--119/34,12-11--77/92, Cr 11-10- 0/0,10-9-0/0,9-8-0/0,8-7-0/0, C Webs 12- 1--56/85,11-2--101/167, C 10-3-- 90/118,9-4--92/123,8-5--97/170, C 7-6-- 34/62,0-0-0/0, 12 11 10 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEST. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING OONT 1OR. BRACING WARNING: FMaronda Systems Bnwingshownanthisdrawingisnotercata>t ionbr,ng.windbrpotil bracingo<omBnbracing; whichisthebuilding design and which mast be considered by the building designer. Bracing shows is forlineal support of con members only toreduce bmkling length. Provisions mug be made to anchor lateral bracing in cads and specified 0 bcatime, determind by the building designer. Additional bracing of theoverall smrcase may be requited. (SeeMB-91 of Tpl).Fw specific truss bracing regoinmms, contactbuilding desigoa.(frou Flue Institute TPI is located at 583 4005 MARONDA WAY DDoorrio Drive Madison. Wisconsin 53719). Sanford, FL. 32771 407) 32JL-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 Medamon FL Ch tuota, FL 32706 Joint Locations-.--er-er---er--er 1) 0- 3-8 5) 8- 4- 8 9) 6- 4- 8 2) 2- 4- 8 6) 10- 4- 8 10) 4- 4- 8 3) 4- 4- 8 7) 10- 4- 8 11) 2- 4- 8 4) 6- 4- 8 8) 8- 4- 8 12) 0- 3- 8 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-hoc BSet Vert Horiz Uplift Y Type 0- 2-12 1 106 74 -74 B H Roll 10- 3-12 1 71 -107 -59 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCH.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 112 0.07 A 0- 12 -119 0.05 2- 3 107 0.06 A 12- 11 92 0.04 3- 4 107 0.04 A 11- 10 0 0.03 4- 5 107 0.05 A 10- 9 0 0.03 5- 6 107 0.05 A 9- 8 0 0.03 8- 7 0 0.02 4-0- 0 Scale = 0.3998 Sag Job: WO: COVE4 Dag: TI: G1 Dsgnr:TLY Chk: 9/ 16/2005 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 vrorile raen: _:%aan- wnvnvaavuuaan va.vvsv+vwvsvays. A ii-h- Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:G2 Qty:l ' DESIGN INFORMATION This design is for an individual building cempooem and has been based on information provided bythe dices. The design- disclaims anyresponsibility for damagesas a result of fully or incorrect information, specification and/ or designfurnished to the trues designer by the c6em and the corrections or accuracy of thisinformation as it may relate to a specific project and accepts no responsibility or exercises on centralwith regard to fabrication handling mipmem and installation of trusses. This con has been designed as an individual building component in accordance with ANSLrrPl 1-2002 and NDS- 02 to be incorporated as part of thebuilding design by . Building Designer (registered architect or professional engineer). Wben reviewed for approval by the building designer. the design b.dings shown must be checked to be sure that We data mown are in agreementwith the local building codes. local climatic records for wind orsnow bads. project specification orspecial applied bads. Unless shown truss has not been eksgood for stmage m occupancy bads. The dctigu assumes compression chords (sup or bottom) .re cminonly braced by sheathing unlea otherwise specified. Where boom chords in erosion are can fully braced laterally by a properly applied rigid ceiling they should be braced d a maximum spacing of Id-0' o.c. Corrector plates shall be manufactured from 20 gauge but dipped galvauined nod meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication, the fabricator shall mew this drawing to verify that this drawing is in conformance with the fabricator's plansand to realizeacontinuity responu' bility for such verification. Any discrepancies are to be put in writing before tatting or fabrication. Plan mall ono be installed ova knotholes, knots or disronod grain. Members shall be cot for tightfilling wood to woodbearing. Connector plates shall be k- on bah fans of the trueswith nails fully imbeddedand mall be sym. abed the jointtdessotherwise mown A 50 pine is5' wide a a' long. A 6xg plateis 6' wide x g' long. She (bola) run parallel to the plate length specified. Double cuts on web members mall meet at the cmroid of theweb$ unless otberwise sbow x Connector plate sizes arc minimum tiara based an the Ibrees mown and may need to be increased for certain hurdling and/or erection saesw. This truss is oat to be fabricated with l ret rdam owed lumber unless mberwise shown. For additumal information on Quality Control refer to ANSIrrPI 1. 20M PRECAUTIONARY NOTES All bracing and erection reeommeodation are W befbBowed in accordance with'Randling. Intsfiog andBracing'. HIB-91. Trusses are to behandled witb particular are during banding and bundling, delnery and installation to awid dzmage. Temporary and permanent bracing for bolding tmsso in a straight and plumb position andIbr resisting lasual forces shillbedesignedand installedby others. Carelbl handling is essmial and ration bracing is always required. Normal prmnionary action forwsmrequiressuchtemporarybracingduringinstallationbetween anon to avoid toppling and domioning. The mpa lion of erection of uoues awl be under the control of pnsons experiencedin the installation of tmsan Professional advice mall be sonot if needed. Concentrationof censtuclam, bads greater than the design bads shall not be applied to Iraeres at any time. No bade other tban the weight of the erectors shall be applied to trusses until a8a all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP 02 2- 4 GBL: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. L. and R. End verticals designed for wind This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Trues moat be marked to prevent UPSIDE DOWN erection. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 119 0.35 A 0- 6 11 0.05 2- 3 107 0.35 A 6- 5 108 0.24 5- 4 142 0.24 3-8-8 3x6 4-0- 0 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. In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 2-12 1 76 0 -78 B Pin 4- 8- 0 1 652 0 -627 B H Roll 10- 0- 8 1 214 0 -178 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 1- 0 125 0.16 C 5- 2 446 0.13 C 0- 6 120 0.32 C 2- 4 108 0.03 C 1- 5 -171 0.11 C 4- 3 166 0.33 C 10-8-0 Joint Locations=ew......... 1) 0- 3- 8 3) 10- 4- 8 5) 4- 8- 0 2) 5- 2- 4 4) 10- 4- 8 6) 0- 3- 8 WndLod per ASCE 7-02, CeC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. part L. 20.0 ft W. 10.1 ft Truss in END zone, TCDL. 4.2 pef, BCDL. 6.0 pef FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-82/119,2-3.-80/107, HOT CHORD 0- 6.-8/11,6-5.-81/108, 5-4.-132/ 142,0-0.-59/45, Webs 1-0.- 47/125,0-6.-47/120, 1-5.-171/ 135,5-2.-319/446,2-4.-43/108, 4-3.-104/ 166, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 03/780-0.08/752 4-5 Horiz. 0.00 0.01 NA Max DL Deflection L/999 . -0.05 Long term deflection factor . 1.50 1L I0-8- 0 L 1 7 6 5 4 C/L: 4- 8- 0 COSMETIC PLATES (24) 2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHRET. A COPY OF THIS DRAWING TO BB GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Maronda Systems Bracingsbownonthisdrawingisnceer ion long.wind bradn&pon braeingm°m bmin<w hisapan of elm building design and whichmostbe consideredby the buildingdesigoa. Rraciagshownisfor Iatad soppon of trees m®bononlyto reduce bucklinglength. Provisions must be made to mchor'am bracing a ends and specified bcasiom determined by the building designer. Additional bracing of the overall muctmc maybe required. (See RIB-91 of rm).For specific sum bracing nem quirems. contact building designa.(Truncoe a Plate InstitmTPI located at 593 4005MARONDAWAYDOoolri0 Drive. Madison Wiseonsia 53719} Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 307 Medz®on K Cfaduotae FL 22766 4-0-0 Over 3 Supports Scale - 0.3579 Eng Job: WO: COVR4 Dwg: TI: G2 Dsgnr:TLY Chkr 9/ 16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 pef 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 Profile Patn: c:\Tun- Lux\worx\JODe\kvvK%\t-vvinwKuv a %\uA.prx Job: COVINGTON X 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:G3 Qty:l ' DESIGN INFORMATION This design is for en individual building wmponmt and has bear based oninformation pmvided by the diem. The design. disclaimsany responsibility for damages asa raultofrutty or incorrect information. simificatiom and/or designs furnished to the tNfl designer bythe clim and the cartames a accuracy of this information as it may relate to aspecific project and acceptson responsibility a nertis ion control with regard to fabrication. handling shipment and installation ofcr uei This uess has been designed as an individual building mmponem in accordance with ANSVfPI 1-2002 and NDS-02 to be incorporated a part of the building design by a Building Designer (registered architect or professional arginea). When reviewed for approval by the building desipna. the design loadings sb- must be checked t be we that the data sbuwo art In agreement with the local building codes, local climatic records for wind or tonv bads, project specifrcatiom. special Wind bads. Unlesssbown. tresshasout beardesigned ranstorage or occupanry, bads. Thedesign assama compression chords (top or human) are enntimat"y braced by sheathing odor otherwise specified. Where bottom chords in tension are rot fully brand laterally bya properly applied rigid ceiling they should bebrad a amaximumspacingofIm-0' ox. Connector plus shall be manufactured from 20 gauge boa dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise showy. FABRICATION NOTES Prim to rbrication, the fabricator shall revimw this dewing to verify that this drawing is in cwfarmuce with the fabricates plus and to realize a Continuing rapo¢stbiliry fro sack verifrcation. Any diserepaacies sec to be put in -itiug before coming or fabrication. Plata dull not be installed ova knotholes keno or distorted grain. Membersshall beat for tight finingwoodto wood bearing Contectr plates shall be Iocated on both faces d the trusswith sitsfully imbcddd and wall be s5m. aboutthejointonlmotherwisesbown. A 5a4 plateis 5' widea a- long. A 6sg Plate is 6- wide x g' long. Slots (bola) run parallel t the Plate Icngtb specified. Doable cuts m web members shall meet at the cu mid of the webs mlm oahawix dawn. Connector plate sizes are minimum sizes based on the fortes shown and may need to be increased for certain handling and/or erection tuna. This truss is not tbe fabricated with rue retwdam traded lumber odor otherwise ihuwm. For additional information onQuality Control rtr. t ANSMI 1.2002 PRECAUTIONARY NOTES An bracing and marine neamIDeodatbns are t be rollWd in accordance with Handling Installing and Bracing'. MR-91. Trussesare tobehandled with particular areduring Wiling and bundling delivery eel installation to avoid damage. Temporary and permmm bracing for bolding vusses in a straight and plumb position and for resistinglateral forte shall bedesigned and installed by others. Careful handling iseamial and aeaion bracing a always required. Normal precautionary action for unr ses ruptira such temporary bracing during inuallatiou between trusses t avoid toppling and dominoing. The mpetvision of election ofummes (ballbe nnder the control of pmnnseaperieacd in the installation ofbnssa. Proressional advice shall be sought if laded. Cmncentratinn of o rstruc ou loads g=ta than Waft shal thedesignlnot be applied to tmsse, at any time. No loads other than the weight of the erectra shall be applied toa trussuntilama all fastening and bracing is N,tcd- TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #3 GBL: lac 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCH 7-02, CaC, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 20.0 ft W. 4.4 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 1- 0 249 0.23 C 1- 3 -30 0.02 C 0- 4 189 0.38 C 3- 2 276 0.40 C COSMETIC PLATES ( 12)2X4 MULTIPLE LOADS -- This design is the composite result of multiple loads. L. and R. End verticals designed for wind This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. elope to drain). Truss must be marked to prevent UPSIDE DOWN erection. FORCES (lb) - Max Compreasion/Max Tension TOP CHORD 1-2.-88/124, DOT CHORD 0-4.-20/25,4-3.-84/114, 0-0.- 140/112, Webs 1- 0.-75/249,0-4.-28/189, 1-3.- 30/24,3-2.-102/276, 3x6 3- 8- 8 4-0-0 5-0- 0 1 2 2x4) 4- 0- 0 I&V LV 213# 8.00" 5-0- 0 4 3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: RBAD ALL NOTES ON THIS SHRRT. A COPY OF THIS DRAWING TO BB GIVEN TO RRRCTINO CONTRACTOR. BRACING WARNING: Maronda SysteMS eracing s wann°is not on wind bracing. pmnlbracing o<°m bngw isapart of the building eesip and winch ma, be, by the building de4m. Beningsbowm is fat W end support of trussm®hers onlyto reduce buctling length. Provisions mug be made t amber lateral bracing as ends ad specified locations daamiaed by the building designer. Additionalbracing of the overall strucnne maybe required. (Sec HIB-91 of TPI).Fw specific antsbracing requir®ms, comet building designer. f iron Plate latitate, TPIis located a 593 4005 MARONDA WAY Dnnoflio Drive. Madimnn. Wixonsin 53719) Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 MedaBat FL Chukwtn. FL 32764 Joint Locations ............ 1) 0. 3-8 3) 4- 8- 8 2) 4- 8- 8 4) 0- 3- 8 In -Plant Quality Assurance with Cq. 1 MA%. REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Horiz Uplift Y Type 0- 2-12 1 183 0 -219 B Pin 4- 4- 8 1 213 0 -300 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 124 0. 45 A 0- 4 25 0.12 4- 3 114 0. 18 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.11/ 439 0.10/528 2-1 Horiz. 0.01 0. 02 NA Max DL Deflection L/ 999 • -0.02 Long term deflection factor . 1.50 Scale = 0.3985 Sag Job: WO: COVR4 Dwg: TI: G3 Dsgnr: TLY Chk: 9/ 16/2005 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 rroruer raw: v.:ka eta -a. .vntaanvua'uovw.n-. ta.v. aa.vava. w .'w v- Job: COVINGTON X 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:H Qty:l I DESIGN INFORMATION This design is for = indlvidmat building component and hasbeen basedtin information prosidrd by theclient. The design. disclaims any respomobi ity fordamages as. emit offaulty or incorrect information. specifications mWor designs farnished to the nun designer by the client and the correctness or accuracy of thisinformation as it may relate to a specific project add accepts on responsibility or aercisa on control with regard to fabsicnim handling, shipment and imaltw of trusses. This buss hasbeen designed asanindividual building cumrnnem in accordance with ANSVrPI 1.2002 and NDS-02to be incorporated n pastofthebuildingdesign by a Building Designer (registered architect or professional engine.). when reviewed fed approval by the building designer. the design loadings shown most be checked to be sin that the data shown are, in agseemm with the loth building coda, local climatic records for wind or — bads. project specificationsmspecial applied loads. Unless shown aver bas can ben designed forstorage or occopaucy bads. The design assama enmprmion chords (top or bottom) are continuously braced by meatbing calm otherwise specified. Where bottom chords in tension m our fully braced'"m ly bya properly applied rigid ceiling. they should be braced at a maximum spacing of 10-0' o.e. Connector plan shall be mannfactured form 20 gangs hen dipped galvanized steel meeting ASTM A 653. Crrsde 4 maim otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator mall review this drawing to verily that this drawing is in conformance with the fabricators plans and to realize a continuing respmabitiry fedinch verification. Any discrepancies an to be put in writing before cutting or fabrication. Plata mall sins be installed — knotholes, knots m dinmted grain. Members shah bean for tight fitting wood to wood bearing. Connector Plan shall be bated on both fans of the bra with nails fully imbedded rand dull be sym. sham the joim unless otherwise shown. A Sae plate is 5' aide a 4' bmg. A 6x$ plate is 6' wide a 9" long. Ski. (bola) red parallel tothe plate length specified. Double cuts on web members mall men a the centruid ofthe websunlm otherwise shown. Connector plate siza m minimum size based cm themrcesshown and may need to beincreased fed caseinhanni,g anNm erection anma This cress is orsto be fabricated with foe retardaoe treated lumber unless otherwise mown. For additional Wb enation - Quality Control refer to ANSVfP1 1. 2002 PRECAUTIONARY NOTES All bracing and erection recommendaiom an to be followed inaccordancewith 'Handling. installing and Bracing MB-91. Tresses m to be handled with particular acre inninghanding and bundling. delivery and instalhninn to avoid damage. Te nporay ad p.mment bracing fed holding trussa in astraight and plumb position and for resisting Lateral lima shallbe designedand installed by others. Cmful handling is enential and erection bracing is always required. Normal prwmiowy Karon fed tmaam rccpim such temporary bracing during installation between treaa to avoid toppling and 6= 0 ing The mperveaoa of erectionof uussashallbe Oder the control of, caperiersd in the installation of wan Professionaladvice shall be aught iftreaded. Cmceommon of nnntnraion lollspater than the design loads mall not he applied to trusses a my time. No bads other than the weight of the .ecurs mall be applied to nusan omil after all 6--i-g and bracingis TC: 2x 4 SP #2 BC: 2x 4 SP #2 wB: 2x 4 SP 03 WDG: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCH 7-02, C&C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, &zt. 1.0 Bld Type. encl L. 40.0 ft W. 7.0 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 3- 2 199 0.15 C 3-3- 1 0- 6- 2 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- 5- 11 1 105 225 -521 B Pin 6-10- 14 1 186 0 -253 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 93 0.88 C 4- 3 81 0.55 Cr--------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.33/218 0.33/218 2-1 Horiz. -0. 06 -0.16 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 Joint Locations ............... 1) 0- 0 3) 7- 0- 2 2) 7- 0- 2 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -11 -1- 5- 0 0 0- 0- 0 TC Vert L+D 0 0- 0- 0 -56 7- 0- 2 BC Vert L+D 0 0- 0- 0 -24 7- 0- 2 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-66/93, BOT CHORD 4-3-0/81, Webe 3- 2.-124/199, 7-0- 2 1 2 4.24 105# 1131" 7-0- 2 W Attach with ( 3) 16d Toe - Nails 2-11- 14 Attach with ( 2) 16d Toe - Nails M 186# 2. 50" I1-5- 0 7-0-2 5-07-0-22 R) EXCEPT AS SHOWN PLATES ARE MiTek MT20 FMaronda WARNING: BRAD ALL NOTES ON THIS SHEET. A COPY OP THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Systems Bracing shown on this drawing ls not erectionbracing, wind bracing. portal bracing m similar bracingwinch a a pail oftbs building designand which must beconsideredbythe buildingdesigner. Bracing show is firlateral support of mornmembersonly to reduce buckling length. Provisions must be made to amchor lateral bracing at ends and specified locations dose esioed by the building desiper. Additional bracing of the overallone = may be r.ry've& (SeeRBB-91 of TPI) Forspedr : trvn bracinS mpk®ors. roman Mdld'mg dcdpa.(Trtm Red Imimte, TPI is bested 0583 4005 MARONDA WAY D000ftioDrive. Madison. Wismonstin53719} Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE OWS0068 307 MednWon FL Chutlaatar FL 32760 Scale = 03966 Sag Job: WO: COVR4 Dwg: TI: H DBgnr:TLY Chit: 9/16/2005 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 0.0 psf TPI-02/FBC-04 BC Dead 10. 0 psf Code: FLA Designs Matrix Analysis Yrorlle Yar:aa e::\166-4VR\.,OCR\JaDa \LVYRw \e.VYa.n W1 Va Rw\n.p— Job: COVINGTON R 4 Cuatomer:10# UPLIFT D.L. WO:COVR4 TI:H1 Qty:2 I DESIGN INFORMATION This design is 1m an individual building eomponter and hasbeen basedon information provided bythe denseThe design. discisims any responsibility fro damages as . volt of iseby or iOCmrert mforummem. specifications andlor designs famished to the tress designer bythe client and the correctness; or accuracy of [hisinformation esit may mine to a specific project and accepts w responsibility or esercises no ennbol with regard to fabrication, handling shipment and mswistion ortrusso. This buss has been designed a an indivimal building component in word with ANSVfPi 1.2002 and NDS-02 to beincorporateda panofthebuildingdesign by a Building Designer (registered -hit-, or professional engineer). When reviewed fro approval by the building designer, the design loadings shown must be checked to be tare that the data sbown are in agreement with the local baildmg coda, local climatic records for wind m stow bads, project specifications orspecial applied loads. Unless shown truss has non been designed for storage or occupscry loss. The design assumes compressioncbords (topor bottom) arc continuously lord by meatbin; odds otherwise spaifid. Wbere bmmt chow in reaction are not fully braced laterally by a property applied rigid ceiling they should be braced a a mas®um spacingof10'-0' o.c. Comectm Plates shill be manufactured fimn 20gangs butdipped galvanized need meeting ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prim to fabrication. the hbrieatm shall review this drawing to verify that this drawing is in coufmmanue with the fabricatorsplansand torealizea continuing resI Iifity fro such verificama Any disacpaocies are to be put in writing before tatting or fabrication. Plata mill our be installed over kmthotec toots or dinoned grain. Members shall be em fmtight fillingwood towood bearing. Connector plates mall be looted oo both faro of the trust with Dail. fully imbedded and mall be sjm. about thejointunlessotherwisemown. A 5x4 plateis 5' wide a 4' long. A 6xt plate is 6' wide x 8' long. Slots (bola) ton Parallel to the Plate length specified. Double cuts on web members shall meet as the cenuuid ofthe webs unless otherwise mown. Cemector plate situ are minimum sizes baudmthe fortes sbowm and may need tobe increased for certain hadlmg andrm erestim SU03MLThistrussisnottobefabricatedwithfoeretardantReared lumber unless otherwise mown. For additional information m Quality Control rcf. to ANSMI I.2002 PRECAUTIONARY NOTES All bracing and creation ranmmcndatinns ere tobe fnuowed inaccordance with'Handling 1-0ing and Bracing'. H19•91. Trusses are to be handled with particular careduring banding andbundling ddi.ery and installation to avoid damage. Temporary and permanent bracing for bolding woes in a maight and plumb position and for raining lateral forces sball be deigned and installed by others. Careful handling is essential and eaim bracing is always required. Normal preomimvy action for trusses requiressuch temporary bracingduring installation between uvsse, to avoid toppling and domiming. The supervision of .eetim ofbusses shall be under the control ofpersons esperiacd inthe inswissim orowssa. Professional advice mall be smgbi if tmod. Cmcenann m of en69merlm lmda gresta than the design loads mall rob be applied to trusses n anydone. No bads other than theweightofthe.ectors shall be aoolid to trusses until after .11 fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP 43 2x 4 SP #2 0- 0 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. MA%. REACTIONS PER BEARING LOCATION ----- Lac BSet Vert Horiz Uplift Y Type 0- 5-11 1 231 308 -582 B Pin 9- 8-13 1 396 0 -335 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 78 0.02 C 4- 3 -262 0.09 C 2- 4 1255 0.38 C 1- 0 -373 0.19 C 4-5-7 a6-z 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, C6:C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 40.0 ft W. 9.8 ft Trues in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Reg Supported span based on int. wind zone. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-811/1198,2-3.-174/89, HOT CHORD 1-0.-966/468,0-5.-1339/760, 5-4.-1342/770, Webs 5-2.0/78,2-4.-630/1255, 4-3.-262/154,0-0.-295/252,1-0.-373/287, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span 0.12/884 0.12/884 2-1 Horiz. -0.01 -0.03 NA Max DL Deflection L/999 . 0.00 Long term deflection factor o 1.50 10- 3- 9 4.24 2.12 Joint Locations ............... 1) 0- 0- 0 3) 9-10- 1 5) 4-11- 1 2) 4-11- 1 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 -38 9-10- 1 In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(e): 2,4 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1198 0.55 C 1- 0 -966 0.21 2- 3 -174 0.36 C 0- 5 -1339 0.21 5- 4 -1342 0.31 T T 2-5-0 2- 6-15 4 2 1- 6-14 0-1-4 4-2-0 0-11-5 23IN 11.31" 396# 2.50" 9-10- 1 , 6 5 4 l- 6- 2 9-10- 1 EXCEPT AS SHOWN PLATES ARE MiTek MT20 ( RI- 6- 0) Scale = 0.2887 WARNING: Eng Job: WO: COVR4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dog= TI i H1 Maronda Systems Er ngshown on this wingis not e ienbrscingmind bes cing,ponalbrnam°milarhrscingw hisapa,of Da :TLY Chk: 9/16/2005 the buildingchipandwbichmustbeconsideredbythebuildingdesigner. Bracingmown is fmlateral supportofum rmembersonly to reduce buckling length. Provisions must be made to mbor lateral bracing .t end. and specifiedTC Li16.0 s f Lbr DF : 1.25 Iocatiom determined by the building designer. Additional bracing of the overall structure may be require. (See FOB•91 Live P 0 Tpl).Fer specific suss bring rerprvememi contact buildingdesipor.(Trnss Plate lanimmTPI is located at 593 TC Dead 7.0 p8 f P 1 t DF : 1.25 4005 MARONDA WAY votoain or m Madisua Wisconsin 53719). O. C .: 2- 0- 0 Sanford, FL. 32771 BC Live 0.0 pSf 407) 3=-0064 Fax ( 407) 32JL-3913 TPZ-02/PBC-04 TOMIIS PONCE P.E. LICENSE t70050068 BC Dead 10.0 pef Code: FLA 367 Medaoon FL Ctrdsaotsa FL 32760 TOTAL 33.0 PSf v4 . 7 . 21-12360 Design: Matrix AnalySiS vroxiia ra Ln: env +sassy.,. Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:J1 Qty:12 ' DESIGN INFORMATION This designisforanindividual building component and has beenbased oninfomation provided by the diem. The desi gn. disclaims any responsibility for damages at a result of finhy or incorrect infomatioe. specifications and/or design furoissod to the truss designerby the clim and the -tow or accuracy ofthis information asit may relate to aspecific project amaccepts no responsibility or -ises no control with regard to fabrication, handling. shipmm and in tallatim ofcrosses. Thistronhas been designed a en individual building component in accordance with ANSVTPI 1-2002 and NDS-02 tobe incorporated aspan ofthebuildingdesign by Building Design. (registeredarchitect or professional engine.). When reviewed for approval by thebuilding designer. the design loadings mown mum be cbecked to be sure that the data shown art in agrecu m with the local building codes, local climatic reads for wind or snow bads. Project specifications or special applied loads. Unless shown truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continuously braced by sbeathing unlessotherwise: specified. where bottom chordsintorsion are not fullybraced twenlly by a property applied rigid ceiling. they mooed be braced at a main- spacing or 10 -0' o.c. Comneior plats mall be manofaemrcd from 20 gauge butdipped galvanized meet mating ASTM A 653, Grade A mnhm otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator mall review this drawing to verify mat this drawing is in conlommce with the fabricators plans and to realize a continuing responsibility for such verification. Any dimrepancin ere, tobe pat inwriting before cutting or fibrkatioa Pena mall not be installed over knotholes, knots or dimoned grain. NImbm shall be m for light fining woad to wood bearing. Connector plate shall be located on both hoer of the tram with nails full' imbedhd and shall be sym. about the joint unless otherwise mown. A Sxa plate is 5' wide a 4- long. A 6xg plate is 6' wide a Se long Slots (boles) ron parallel to the plate length specified. Double cuts no web members mall meet a the cmmid ofthe webs unless otherwise mown. Connector plate slap are minimum sine basedonthe foe. shown and may needto be mcre, for -fain hcidlicts and/or.atioo stresm. This truss is oat to be fabricated with Ere retardam treated lumber unless otherwise sbown. For additional infomaion no Quality Coowl refer to ANSVTPI 1.2002 PRECAUTIONARY NOTES NI bracing and erection recommendations are tobe followed in arcadmcewith'Flaodlivg Installingand Bracing. HIB-91. Image; are to be handled with pamKidar care during banding and bundling. delivery and inmaBation to rind damage Temporary and permmm bracing for holding trusses ina straight and ptamb position and for resisting tnml races mall be deigned and installed by others. Carole hamling isessm al and ation bracing is always required. Norval preaoiamry action 0m trusses requiressuch temporary bracingduring installation between trusses to avoid toppling and domiming. the snp.vislon ofrratino ofvnsscs mall be onoa the rmmrot ofperson experienced in the installation oftrusses. Professional advice shall be sought iftxcded. Co nocmntino of conmrnGino loads greater than thedesign loam shall not be applied to nnSYf at any tiny. No loads other tbm the weight ofthe .eon mall be applied to trusses mail aft. allfastening and bracing is TC: 2x 4 SP #2 BC: 2x 6 SP 92 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. ..PORCH..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 503 0.35 A 1- 4 -1072 0.26 2- 3 -375 0.27 A WEB. ..PORCE..CSI. Cr .WEB. ..PORCE..CSI 2- 4 1015 0.31 C 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- 4- 0 1 260 682 -187 B Pin 6-11- 4 1 140 -244 -322 T Pin 6-11- 4 1 247 0 -313 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Cr PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 7-0-0 6.00 3.00 Joint Locations ............... 1) 0- 4-13 3) 7- 0- 0 5) 0- 4-13 2) 3- 8- 7 4) 7- 0- 0 WndLod per ASCB 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 40.0 ft W. 7.0 ft Trues in INT zone, TCDL. 4.2 pef, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-263/503,2-3.-375/211, HOT CHORD 1-4.-1072/421, Webs 2-4.-375/1015, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.06/904 0.01/999 2 Horiz. -0.01 -0.01 NA Max DL Deflection L/999 . -0.04 Long term deflection factor . 1.50 C/L: 6-11- 4 140# 1.50" 0-8-0 I I 260# 8.00" 247# 1.50" 7-0-0 1, Attach with (4) 16d Toe -Nails 2-5-6 Attach with (4) 16d Toe -Nails L1-0-0 ter 7-0-0 L , 110-1141) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Over 3 Supports Scale = 0.4278 WARNING: Eng Job: WO: COVR4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: Jl Bracing shown onthis drawing a out cretin bracing, wind bracing, portal bracing or similar bndng which is a pan of Dsgnr : TLY Chk : 9 / 16 / 20 0 5MarlystemstheboikiMdesigsmdwtkhmambncmas;bytbcbai nggdea er.Bn inSft% i,Bm eralaappa,nTmm mmbm Only to reduce baekling length. Provisions must be made to anchor la1.a1 bracing a ends andspecified Incaieass determined by thebuilding dc6pa. Additional bracing Of theoverall structure may be required. (See I119-91 TC Live 16.0 psf Lbr DF : 1.25 of TPI).Fa spairx tram bracing r.Iairmms coma. building de6pa.(Tnm Pore hmimta TW is located a 333 Pl t DF : 1.25 4005 MARONDA WAY D GmBioDrive. Madiroawseo n5»19> TC Dead 7.0 pef O.C.: 2- 0- 0 Sanford, FL. 32771 BC Live 10.0 psf 407)321- 0064 Fax (407) 321-3913 TPI-02/FBC-04 TOM/lS PONCE P.E. LICENSE w'OOSOOGB BCDead 10.0 psf Code: FLA 367 Medal5m FL Chubsots, FL 32764 ITOTAL 43.0 psf v4 . 7 . 21-12361 Design: Matrix Analysis rroille racn: cx\166-Wfl\nVLa\JVDtl \I.VYpw \bVYl..... a w\ua.. yeas Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:J1A Qty:2 ' DESIGN INFORMATION This design is for an individual building eompmem and has been based ouinformation prmided by the diem. 7be designer disclaims any responsibility for damages as a 11offaulty orincorrect information. specifeatiom andlor designs furnished to the tmss design= by the clients and the correctness or accuracy of this information as it may relate to aspecific Project and accepu our responsibility m etescises mcontrol with regard to fabrication. handling shipment and installation ofomsses. This tray has been designed as an individual building componas in aaordanee with ANSVTPI 1-2002 and NDS-02 Inbe inc=pmatcd a pan ofthe buildingdesign by a Building Designer (mencrcd architect or pmfessiocal engmm). When reviewed for approval by the building designer. the design loadings shown must becheckedtobeserethatthedatashownarcinagreement with the local building codes local climaie roads for windor mow bads Project gasifeatiomorspecial applied bads. Unless sbowox tracs has Ise been draped forsanrage or occupaney bads. Thedesign mama compression chords (mp or boomm) are comimmusty braced bysbcaWiog unlessotherwise specified. Where bottom chordsin torsion are net fully braced Waally by. Property applied rigid ceiling they should be braced to a masimam spacing of lO4' o.c. cbnneeta plea mall be maoufactmed from 20 gauge her dipped gal -in d steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Rion to fabrication. the fabricum shall review this drawing m vairy that this drawing is in con with the fabricator's plans and to realia a com-g respooabitity for such verification. Any diserepmcies arc to be pat in writing before caving or fabrication. Plates shall not be installed over knotboles toots or distorted grain. Members stall bean to, tight fining wood or woodbearingConnectorPlanesshallbebatedonbahPassof the oneswithoaib folly imbedded andshallbesym. show thejoim nodes, otheswiu slow. A 5.4Plate is S' wide a 4' long A 6s8 plate is 6' wide a 8' long. Slou (bola) run Parallel In the plate length specified. Double cuts ouwebmembenshallmeetatthecaemidofthewebsunless otherwiu shown. Comnector plate situ are mivimrun sins basedone theforcessbbwo and may need to be inan for certain harming andlm erection stresses. This moss isram to be fabricated wild floe reurdem netted lumber unless otherwise sbowv. For additional information on Quality Cmtrbl refs to ANS VfPI 1.2002 PRECAUTIONARY NOTES NI bracing and erection recommendations are to be followed in accordance with 'Handling Insulling and Bracing% HIB-91. Trusses are to be handled with Particular ore during Wading and bundling ddi%=y and installation to -id damage. Temporary and pamanas bracing for holding creates in a straight ad plumb position and Ibr resisting Waal fumes shall be desingecd and installed by others. Carefel handling is c-tial and emafan bracing is alwayi required. Normal Precautionary action foronsanrequires Lochtemporary bracingduring installation between massesto -id toppling and dominoing. The mpavisincof esectiooof ouseashall be under the control of pesousexperienced in the installation of unsses. Professional advice shall be sought if needed. Corzemrasmn of mnvnvi e Imds gsemer than the design bads shallnot be applied to trussesat any one. No bads other than the weighs of the ecctora shag be applied to uesses until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP 02 wB: 2x 4 SP #3 2x 4 SP #2 0- 010- 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.-206/98, HOT CHORD 1-0.-555/356,0-3.-285/164, webs 3-2.-85/565,0-0.-195/18, 1- 0.-226/287, 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 MAR. REACTIONS PER BEARING LOCATION----- R- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 342 436 -366 B Pin 6- 10-12 1 288 0 -484 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 3- 2 565 0.21 C 1- 0 287 0.43 Joint Locations............... 1) 0- 0- 0 3) 6- 8- 8 2) 6- 8- 8 4) 0- 0- 0 WndLod per ASCH 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rat. 1.0 Bld Type. encl L. 40.0 ft W- 6.7 ft Trues in INT zone, TCDL. 4.2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -206 0.72 A 1- 0 -555 0.37 0- 3 -285 0.41 Cr-------- GLOBAL MAX DEPLHCTIONS--------- C LL TL in./ Ratio in./Ratio Jnt(a). I. Span-0.10/117-0.19/390 3-0 0-" Piz. -0.01 -0.02 NA Max DL Deflection L/156 - -0.09 Long term deflection factor . 1.50 7- 0-0 1 2 6. 00 3. 00 3428 8.00" 3- 1)-3 2- 6-4 2-2-6 1- 6-2 1 288# 2.50" 6- 8-8 4 3 1- 0- 0 ,, 7-0-0 0 - 11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO 11, 111 CONTRACTOR. BRACING NARNII: Dwg_ FMarondaSystemsBracingshownonthisdrawingisnoranaaimnbracingwindbracingpoundbracingordmilubracingwisichisapanofDsgnr : TLY Chk : theWildingdesignandwtichmassbeconsideredbythebuildingdesigner. Bracing shown isfa leer :oppon ofnomembers only to reduce heckling length. Provisions must be made to ancbor Weal bracing at eel: and specified TC Li16 . 0 psf locations detamiedbythebeildmgdesigner. Additional bracing of the overallsmetmLive emay berequire& (SecHIB-91 P of TPI}Foc specific mass bracing requirements, contact buiding designa.(Trass Plate Institute TPI is located at 533 TC Dead 7.0 psf 4005 MARONDA WAYMDnofricrDrive. Madison, Wiswmin53219). Sanford, FL. 32771 BC Live 10.0 psf 407)321-0064 Fox(407) 321-3913 BC Dead 10.0 psf TOMAS PONCE P.E. LICENSE OWS0068 367 Meds" FL q::dnata , FL 32746 1 TOTAL 43.0 PHI WO: COVK4 TI: J1A 9/ 16/2005 4-a6 Scale = 0.4278 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA Designs Matrix AnalyBIS rroxiie raga: a:\a ass-wntnvrn Tsavvn tv.vvsw tt.vv awvrva. a. Itat--yes Job: COVINGTON X 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:J2B Qty:7 I DESIGN INFORMATION This design is for m individual building component and hasbeen basedon infomratio0 pmsided bythe client The designer disclaims my responsibility for damages as a remit offullyorincorreesinformama specification amJor designs fomishd to the man designer by the client and the :urrectioen or accuracy ofthis mfotmstinn alit may relae to a specific project and accepts no responsibility m exercises use comma with regard to fabrication, handling shipment and insulation oftrusses. Thisboss has been designed as m individual building componem in accordance with ANSVrPl 1.2002 and NDS-02 to be iocmporatd as pan ofthe building deign by a Building Designer (registered arthitev a professional engiocer). When renewed for approval by the building designer. the design loading shown mast be chaked to be sore that the data daown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications orspecial applied bads. Unless shown. mass has ors been designed for s orage or occupancy bads The design assumes compression chords (top or bosom) are contiwoasly braced by sheathing unless otherwim spaiftd. Where bottom cbrds in ttosmo are rot fully braced laterally by a property applied rigid ceiling. they should be braced a a maximum spacing of10,40 o.c. Connector plates shall bemanufacturedform20pophotdippedgalvanized $led meeting AST M A 653. Grade 40. unless otherwise sbowo. FABRICATION NOTES Men on fabmatoon, the fabricater shall review this drawing to verify that this drawing is in conformance with the fabricaton,splansand to realizea continuing responsibility for such veri&atioa Any discrepancies arc on be put in writing before cutting or fabrication. Plan shall not be i—flad ova knotboles. kaors or dinned pain. Members shall bean for tight fillingwood towood bearing. Connator plates shall be botd our bah fines of the tuns with .it, fully imbedded and stall be sym. about the joint unless otherwise sbow A 5x4 pine is 5' wide a 4' long. A 6xg plate is 6' wide a g' long Sloss (bola) ran parallel to the plate length spmifned. Double cots on web members shall meet at the ctumid ofthe wen, unless otherwise sbowv. Connector plate sizes use miaimvm suesbased on, the fames dmm andtray need tobe increased fa certain h—fli, and/or eratbp masses. This muss is our to be fabricated withforeretudam treated lumber unless otherwise shown. For additional mformaiaoon Quality Control referto ANSVfPI 1.2002 PRECAUTIONARY NOTES ul bracing ad anctioo recommetmtions nee to be followed in accadase with'Hmdlivg. Installing and Bracing'. HI13-91. Trusses are tobe handled with pmtigdar areduring banding andbulling deliveryand imadlation to avoid damage. Temporary and pammad bracing for holding crasser in a straight and plumb positionand for mining lateral tomesshall bedaigned and installed by others. Careful handling isessemial and creams bracing isahvaye required. Normal prommionsryactionfortressesraquuainchtemporarybracingduring installation between creases to avoid toppling and dominoing The mp vision of erection ofmusses shall be under the control ofprison aperienced in the installation oCm acu,. Professional advice shall be soughs ifrctdrd. Cotroemration ofconnroabn loads gtmtcr span thedesign bads shall not be applied to trusses at anytime. No bads other thenthe weigbt ofdue aatmsshall be applied to tarteruntil after ell fasteningand bracing . TC: 2x 4 SP 02 BC: 2x 4 SP 02 WB: 2x 4 SP #2 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. 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 trues. Shim or wedge if necessary to achieve full bearing. 3-3-2 0-6-6 Ic 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- 15.0 ft, I. 1.00, Exp.Cat. B. Rzt- 1.0 Bld Type. encl L- 40.0 ft W- 5.0 ft Truss in INT 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--16/53, HOT CHORD 1-3--2/2, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.19/260 0.19/260 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor - 1.50 5-0-0 1 2 6. 00 C/L: 4-11- 4 112# 1.50" Pq A 260# 8.00" 103# 1.50" t, 5-0-0 L 4 3 1-0-0 5-0-0 Ra11-1 t) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: RRAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BB GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: FMaronda Systems anteinga Dnn and this drawing it not erection bracing wind tracing portal bradngor similar bracing which is pan of the building daige which muss be considered by the boBdiog designer. Bracing show hailisfor mppon ofmesa members only to reduce ha idiag length. provisions mast be made to anchor Iltaal bracing a Cods and spa(fid locations determined bythe building desiper. Additional bracing ofWe overall muccrue may be eepircd. (See IBB-91 of TPI)•Por specific mass bracing repir®au causes building designes.(Troa Plate lun;mm. TPI is located a 583 4005 MARONDA WAY o'Gaoein Diva Madimn. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE WW50068 307 MedAkm FL Chuktataa FL 32766 Joint Locations ------- --- 1) 0- ---1 3) 5- 0- 0 2) 5- 0- 0 4) 0- 2- 1 In -Plant Quality Assurance with Cq- 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Hori: Uplift Y Type 0- 4- 0 1 260 200 -452 B Pin 4-11- 4 1 112 154 -295 T Pin 4-11- 4 1 103 0 -75 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 53 0.58 A 1- 3 2 0.43 3-0-6 Over 3 Supports Scale = 0.4256 Eng Job: WO: COV&4 Dug: TI: J2B Dsgnr:TLY Chk: 9/16/2005 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 msf v4.7.21-1236_ Design: Matrix Analysis Proriie Paco: nvavas a. Job: COVINGTON X 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:J2C Qty:l ' DESIGN INFORMATION This design is fm an individual building component and hasbeen baudon information proveld by the diem. The designer disclaims any responsibility fm damages as a result offaultym incorrectinformation specifications and/ordesigns kruished tothe trues designer by the client and the correctors or accuracy ofthis information asit may rdate ba specific project and accepts no respounin ry or exercises an ennvol with regard m fabrication. handling, shipment and insult-60a ofuusses. This ones has been designed as an individual building component in accordance with ANSVrPI 1-2002 and NDS-02 w be incorporated o pan ofher building design by a Building Designer (registered architect m professional aginccr , When reviewed for approval by We building designer. the design loadings shown muff be checked to be core that the data shown are in agre®em with the local building codes. local climatic records for wind or snow Iwd& project specifications or special appld bads. Unless sbm truss has oat been designed for storage or occupancy bads. The design sesame compression chords (cop or broom) are continuously brad by sheathing adm otherwise specified. Woad b000m chords in tension are not fully bracd laterally by a properly applied rigid cciling they should be brad at a maximum spacing of 10'-0' o.c. Connector plain shall be manufamrd fium 20 gauge hendipped galvaoind sted matingASTM A653, Grade40. unless otherwise sbowa FABRICATION NOTES Prim to fabrication. the fabricator shall review this drawing w verify that this drawing is in conformance with the fabricames plans and to malice a continuing responsibility for web verification. Any discreparxin art to be pat in writing befog calling a fabrication. Plan dull notbe installed over Imtholes, knout or distorted grain. Members shall be tan for light filling wood to wood bearing. Connector plan shall be located an bow faces of the trimwith nails fullyimbdedand shall be gym. aboutthejointunlessotherwiseshown. A 5x4 plateis 5' wide a4' long. A 6x3 plate is6' wide a 8' long. Sots (holes) con parallel to the plate length specified. Double cuts onwebmembersshallneedatthecemroidofthewebsunless otherwise shown. Can = plate sizes are minimum sizes bud an the forces shown and may need to be increased for certain handling adlor erectim stresses. This von is net to be fabricated with fire retardant vend lumber anlm otb—,w shown. For additional information mQuality Control refer m ANSVPPI 1.2002 PRECAUTIONARY NOTES AB bracing had erection reeom a—mto one as to berollowdinaccordancewithHmAragInstallingand Bracing'. FOB-91. Trusses are to be handled with partieduoneduring banding andbridling, dd very ad installation to awid damage. Temporary and permanent bracing for bolding trusses in a straighr and plumb position and for resisting lateral forces shall be designed and installed by other. Cardhl handling is esrmial and errant bracing is always rNntred. Normal prmmionary action ibr amuses aquirn such temporary bracing daring imullatianbetweentrance; to avoid toppling and dominoing. The supervision of erection oftrasses shall be adathe con rcl ofpersons experienced in the installation ofmosses. Professional advice shall be wng1d dreaded Cooaouamn of eenstwaim loads greater than the design bads shall not be applied to trusses at nay time. No bads other than the wcighn of tax erecters shall be appliedm trussesmmil after W fastening andbracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #2 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, CLC, v. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 40.0 ft W. 4.7 ft Trues in INT zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI 1- 0 262 0.34 C Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 2- 0 1 199 204 -280 B Pin 4- 7- 4 1 101 147 -251 T Pin 4- 7- 4 1 102 0 -59 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Cr PROVIDE HORIZONTAL CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 02/203-0.04/535 3-0 Horiz. 0.00 0.00 HA Max DL Deflection L/328 . -0.02 Long term deflection factor . 1.50 3-0-6 0-8-6 4-8-0 1 2 6. 00 3x4 3x4 Joint Locations—............ 1) 0- 0- 0 3) 4- 8- 0 2) 4- e- 0 4) 0- 0- 0 This trues 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.-51/0, HOT CHORD 1- 0.-260/180,0-3.0/0, Webs 1-0.- 174/262, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -51 0.55 A 1- 0 -260 0.28 0- 3 0 0.23 CI" 4- 7- 4 Attach with (3) 101# 1.50" 16d Toe -Nails 3-0-6 Attach 111 (2) 16d Toe -Nails F 1994 4. 00" 102# 1.50" 4-8-0 r. 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: Maronda Systems Bradngwawnm° rawer°°m n mind dn&albradngmrimil, bracing w hisaMof the building design and sticb must be considered by the building designer. Bracing show is Ibr lateral sappon of truss m®hers only m reduce bucklingIengh. Provision muffbe made manchor lateralbracing aends andspecifiedlocations determinedby the building designer. Additional bracing of the overall roxmremay be rryaved (Sec HIB-91 of TPI).For specificvon bracingraprlmamcontact building desigoer.(Tmssplatelaffitum TFI is located a 593 4005 MARONDA WAY DomfrioDtivoMadison, Wisemsin53719). Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 [t(ada" FL a ubmt34 FL 22760 Over 3 Supports Scale = 0.4023 Eng Job: WO: COVX4 Dwg: TI: J2C Dsgnr: TLY Chks 9/ 16/2005 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 nsf v4.7.21-12365 Design: Matrix Analysis FrOrile rain: tiNose..pra Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:J3 Qty:4 ' DESIGN INFORMATION ibis design is for an individual building component and has been based an information provided by the diem. The designer disclaims my responsibility for damage as a recall of faulty or inemrct infarmatioa specifications and/or design frmisbed tothe truss designer by the client and the correctness or accuracy ofthis information as it may reline to a specific pojat and accepts an responsibility or exercises no COMMI with regard to falviatica handling, shipmem and installation ofwtsn. This troy has been deigned as an individual building componens in accordance with ANSViPI 1.2002 and NDS-02to be inempora:d aspan ofthe buildingdeign by a Building Designer (registered architect or pefesianal engineer). Wben reviewed fnt approval by thebuilding designer. the design loading show mast be chocked to be sums thin the data showy are in agreement with the bxal building code; local climatic records for wind or scow bads, project specification, or fpeaial applied bads. Unless shown truss has nor been designed fro storage or occupancy loads. The design assumes comp ess. cbods (cop or bottom) mu continuously braced by :bathingvdeztotherwisespecifid. Where bottom chords in tension ase oat Polly braced laterally by a properly applied rigid ceiling they shodd be braceda a maximum spring of 17-T oe- Commcmr plus shall be manufactured from 20 gang rot dippedgalvanized stcl meeting ASTM A 633. Grade 4 unless othewise show. FABRICATION NOTES Print tofabrication. the fabricator mall review this drawing to verify that this drawing is in conformance witb the famisnnes plans and to realize a continuing responnbility fro such verification. Any diwrepancie,R to bepat in -itwg before subbing or, fabrication. Plates mall not be installed overlnotbole, kn0u errdissected gain. Members :lull be as for light fitting wood to wood bearing. Connelor plan shall be locald on both fans of the unes wind ealb fully imbedded and shall be sym. about the jointunlessotherwiseshownA 50 plate is5- wide xa' long. A 6xg plate is 6' wide a 8' long. Slats (bole) ran parallel to theplatelength specified. Double cars on web members sball mess is the ceovoid of thewebs unless otherwise : bow. Cannata, plate rim are minimum sizes based anthefaces show and may need to beincreased fro cesuin bandling aoNor erectioo stresses. This bras is not to be fabricated with fare retardant treated lumber unless otherwise shown. For additional information an Quality Controlrefer toANSVfPI 1- 2002 PRECAUTIONARY NOTES All bracing and erection rucommendatiom are to be followed in accordance with 'Hasx lies& Installing and Bracing . M11-91. Trusses are to be handled with particularcareduringbandingandbundling, delivery and m9alLniontoavoiddamage. Temporary andpiumn t bracing for bolding trusses lo a straightand plumb position andforresistinglateralforasballbedeignedandinstalledbyothers. CarefulhmNivg is essential and creamn b=ng a Nwsr)s required. Normal pica M=.y action for trusses rquire much temporarybracing during installation bsswten masses to avoid toppling and domianing. The supervision of erectionoftrvssn mallbe underthe control of persons experiencedin the ivsullationof vases. Professionaladvice shall be sought if needed. corm entame n edmmLndonhandsgreater tom thedesign loads shall m be applied to travel at my lime. No loads other than the waght of theerectorsshall 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 #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This trues 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 - 55 0.62 A 1- 0 -321 0.31 0- 3 26 0.27 WEB. ..FORCE.. CSI. Cr .WEB. ..PORCE..CSI 1- 0 295 0.38 C 3-3- 3 0-6- 6 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 MAB. REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 253 219 -371 B Pin 4-11- 4 1 109 153 -264 T Pin 4-11- 4 1 108 0 -61 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Cr PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 5-0- 0 mi•..Joint Locations ............... 1) 0- 0-0 3) 5- 0- 0 2) 5- 0- 0 4) 0- 0- 0 WndLod per ASCB 7-02, C4C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 40.0 ft W. 5.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-55/0, HOT CHORD 1-0.-321/200,0-3.-22/26, Webs 1- 0.-197/295, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.03/134-0.06/536 3-0 Horiz. 0. 00 -0.01 NA Max DL Deflection L/178 . -0.03 Long term deflection factor . 1.50 6.00 CI : 4-11- 4 Attach with (3) 109# 1. 50" 16d Toe -Nails 3.00 253108.00" 108# 1.50" 1, 5-0- 0 L 4 3 0- 10- 8 5-0-0 RO-11-1 ) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS*SHEHT. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING NARNZNG: Maronda Systems °g 9anthis °i u°°°°°'b°°°°°b w•,d Iht baildivg desig and whicE mms9 be mosidertd by the bvild'mg dcsigrser. Bracing mownis for lateral mppon of Ora members only toredact barginglength. Provisions must be made toanchorlatmlbracing arods and spcifndbcaiomdnamiadby thebandingdnipa. A"timWbracingof the oveall omcu= maybe regdred. (Sec MB-91 Of TFI).For specific Oafsbracing requlrememL contact building dnrguer.(Trus Plate tostimw. . TYI is located a1583 400S MARONDA WAY D' OmGict Drive. Madi— Wisconsin53719). Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE NWSOD68 367 M, 1 10- FL ChWoota, FL 22746 1-11- 6 Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.4957 Eng Job: WO: COVR4 Dwg: TI: J3 Dsgnr: TLY Chks 9/ 16/2005 TC Live 16.0 pef Lbr DF: 1.25 TC Dead 7.0 paf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 pef TPI-02/FBC-04 BC Dead 10.0 paf Code: FLA Design: Matrix Analysis rrorile racn: vi—se w Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:J4 Qty:2 I DESIGN INFORMATION This design is for an individual building componm and has been bated on information provided by the dim. The designerdisclaims any respt mobility for damages asa resultoffaulty or incorrect infmetation, specifications and/or designs famished to the truss design. by the client and the correctnessor accuracyofthis infbrmstim a u may relate to a specific Project and cccpu on responabih.a anwnciscannot with regard fabrication. handlingshipmm and mswistion of omen Thistroy has been designed u an individual building compact in accordance with ANSVfPI 1.2002 and NUS-02 to be incorporated as part of the building design by a Building Designer (registered ascbitct or professional cnSwe r). When reviewed for approval by the building design., the design loadings shown man be checked to besure thatthe datashawa ecru In agrceIDm with the loan bnildiagcodes, local cl®.ticrecords fa windor snow bads. Project specifications or apaial applied bads. Unless shown am has cal been designed far storage or occapaaey bads. The design assumescompmssim chords ( sup or bosom) are comiwousty breed by sheathing unless otherwise specified. Where bottom chards in smvm are can, rally braced laterally by a properly applied rigid ccifin . they should be braced at a maximum spacing of 101-W a.. Cooncctor plan shall be maonfactnred form 20 page butdipped galvmired seed meeting ASTM A 653. Grade 4 unless otherwise shows FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verily that this drawing is in conformance with the fabrKamrs plan and to f,A. a continuing rnponabi:iryfortabsverifeavon. Anyditempanci. amto be putin writing befmecaning m fabricaim. Kates shall not be ins used over knothole:. kmu m disnal grain. Mends shall bem far tight fining wood to wand bmng. Connector plats shall be bated an both hcoof the truss with nailsrally imbeddod arm "Ibe sym. about the join unless otherwise shown. A 5a4 plate is 5' wide a V long. A 6.9 plate is 6' widea 8' bog. Slots (bola) rot parallel to the plate length specified. Double cuts on web member shall macm at the cmboid of the websunlm otherwise shown Connector plate sizes are minimum sizesbawd on the forts sboaa and may need to be iarand for c.uia bap M, anElor eratim atnnsn. This truss is nor to be fabricated with foe retardant treated lumber unless otherwise dan- For additional informatim an Quality Comml refer to ANS VfP1 1.2002 PRECAUTIONARY NOTES All bracing and erection recummmdatbns are to be followed in accordance with *Handling. Installing and Bracing, MB- 91. Trusses are to be handled with particular areduringbandingandhandlingdelhesyandinstallationw avoiddamageTemporaryampermancesbracingforholdingbusses in a straight and plumb positim and for resisting lateral forces shall be designed and i-Am by other Caref d handling is essential and action bracing a always required. Normal pcvA mwy action for bassesrequires such temporary bracing during intallaim betwam wastes to avoid toppling and domiming. The supavisioo of. sectionof besossshall bend a. thecontrol ofpersonsmpericucod inthe installation of basses. Professional advice shall be sought ifwed. Concentration of mnstmerion bads greater thanthe design badsshall our be applied to amuses; at soy time No loads other than the weight of the erectots shall be applied to ansuesumil after all liaming and bracing is TC: 2x 4 SP 02 BC: 2x 4 SP 02 WB: 2x 4 SP #2 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. 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. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCH 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. and L. 3.0 ft W. 3.0 ft TruBs in END zone, TCDLw 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-33/0, HOT CHORD 1-3.-2/2, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt( s). I. Span 0.03/949 0.03/ 949 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 2- 3-2 0-6-6 3- 0-0 I 2 6.00 C2: 2-11- 4 67# 1.50" Pq q 175# 8. 00" 62# 1. 50" 3- 0-0 4 3 1-0- 0 tar 3- 0-0 t, RO-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 CO27TRACTOR. BRACING WARNING: Maronda Systems H 9W °u°a°°b w; o- dc6g .Bmigd ista beringw honafum the building design sad which mva b< crosid.ed by thebuildingdesigner. Bracing shown isIbrlateral suppan of mesa membersonly toreduce hackling length. Provisionsmustbe made to aucbw lat.d bracing at cods and specified location determined by the building designer. Additional bracing of den overall structure may be required. (See H10.91 of TPI).For specilicsum bracing regnuemmta contact buildingdmigner.(Traa Plate ImtiluM TPI is located .1583 4005 MARONDA WAY ErGmfrio wive. Madism Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Feat (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 207 hkehtion FL ChL uatay FL 227i4 v...... Joint Locations ......... 1) 0-2- 1 3) 3- 0- 0 2) 3- 0- 0 4) 0- 2- 1 In -Plant Quality Assurance with Cq. 1 MAE. REACTIONS PER BEARING LOCATION----- E-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 175 126 -318 B Pin 2-11- 4 1 67 98 -182 T Pin 2-11- 4 1 62 0 -46 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCH..CSI. 1- 2 -33 0.22 A 1- 3 2 0.16 Attach with (2) 16d Toe -Nails 2-0- 6 Attach with ( 2) 16d Toe - Nails Over 3 Supports Scale =0. 5064 Eng Job: WO: COVK4 Dwg: TI: J4 Dsgnr: TLY Chk: 9/16/ 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 v4.7.21-1236E Design: Matrix Analysis Froille Yaca: l:: \'a6a-4VA\ Nara\JODa\l.VY0.w \e.VY1aVa VA n w\ow.Pra Job: COVINGTON X 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:J5 Qty:4 ' DESIGN INFORMATION This design i, fro an individual building comprmmt sd has beat baud on information Provided by thediem. The design= disclaims soy responsibility fro damages u result of faulty or mcorrat information. Necificatmm andlor designs famished tothe teas designer by the clim ad the correctionsor accotacy ofthisinformation errit may relate to a spceific project And accepts W responsibility or aaeises m control with regard to fabrication, handling, shipment and imtallaioo oftrusses. This truss has been designed as an individual building componm in accordance with ANSVM 1-2002 and Nmal to be iocarpaued as pan of the building design by a Building Designer (registered atchitat a professional engineer). What reviewed for approval by the building deaigna. the design badinp shown must be checked to be sore that the data mown are in agreement with the local building code& local climatic records for wind or sea. bads. project spaificatbm orspecial applied loads. Unless mows truss bar eat bem designed or storage or ocenpaay bads. The design assumes compression chords (top or bottom) are continuously braced by sheathingunlessotherwisespecified. Whae bottom chords in tension an, not fully braced laterally by a properlyappliedrigid ceilingthey should be braced at a maximum spacing of 10.a' o.c. Come". plates mall be factored from 20 gunge bat dipped galvanized sled meeting ASTM A653. Grade R. unless otherwise sbowa FABRICATION NOTES Prim to fabrication. the rabricator shall review this drawing w verily that this drawing isinconfxtru me with the fabricatofslslaosad to reali=< a enminning responsibility for such verification. Anydisuepaaics arc to be pat in writing before cutting or fabrication. Pates mall ors be installed ova kmtholca, loons or distorted grain. Members mall be cut for tight finingwood to wood bearing Connector plates &ball be beamed on both faces of the floss with m.1s fully iuthedded and shall be syrn. about thejointunlessotherwiu shown A Sa4 plateis S' wide a 4' lung A 6.8 plate is6' wide a 8' long. Sots (boles) tin parallel to the plate length specified. Double cuts ono web me ribar shall idea a the commid of the webs unless othawin shown. Connector plate sim ae minimum sins basedonthermcesshowy red may need tobeincreased for certain handling and/or erection stressu This sea is eat to befabricated with fw madam treated lumberuWas otherwise mown. For additional information on Quality Control refs to ANSVfP1 1-2002 PRECAUTIONARY NOTES AB bracing and erection raommmdatinns are to be followed in acmrdanee with'Hanm;ng (malting and sawing'. HIB-91. Trustees are, to be handled with particular rare during banding ad bulling, deiivvY and installation to avoiddamage. Temporary redPamanml bracing for bolding woes inastraight andplumb position and for resistinglateral forces mall be designedand installedby others. Careful h-ling is eamial and auction bracing is always required. Normal prtautionary. action for vacs requires such temporary bracing during installation baween truaa to avoid toppling and dnminoing. Thcopavisimoferectimofwssesmaube seder the control of parons acperimcd inthe n,, ions ofwssa. Pmfeaaonal advice shall be magbi if ttedd. cmrc, mnuimof coustriaam b.dsgrata than the design loads shall oat be applied to muse at any time. No loads other than the weight of the cectoa shall be applid to trusses mail alter ail fastening and bracing is TC: 2. 4 SP #2 BC: lac 4 SP #2 WE: 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. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 34 0.23 A 1- 0 -82 0.13 0- 3 16 0.04 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI 1- 0 68 0.13 C 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- 4- 0 1 168 140 -258 B Pin 2-11- 4 1 64 98 -161 T Pin 2-11- 4 1 67 0 -39 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Cr--------GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 05/527 0.01/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/702 . -0.04 Long term deflection factor . 1.50 2-3-3 0-6-6 1 t 3- 0-0 1 2 Joint Locations ............... 1) 0- 0- 0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 WndLod per ASCH 7-02, C&C, V. 125atph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 40.0 ft W. 3.0 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Reg FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-6/34, HOT CHORD 1- 0.-82/74,0-3.-11/16, Webs 1-0.- 65/68, 6.00 CI : 2-11- 4 Attach with (2) 64# 1.50" 16d Toe -Nails 3.00 0- 8-0I I 168# 8.00" 671if 1.50" 3-0-0 4 3 0- 10- 8 r. 3-0-0 R0-11-12) 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: Laronda Systems Brio==silo-this d-iagis.amebradng wind br ngpound bradngmo.labr w bis. Wof the building design and which must be considered by the bmibw liug design:. Bracing shown is ridlateratsupportoftroO members onlytoreduce bucklinglength Provisions must be made to anchor lateral bracing at fads and specified locations determined by the he ding daigoa. Additional bracing of the overall stmcmro may be regaired. (See yD9.91 ll of l?l), specific ovabracingrequirement& contact building daigm.(Tmo Plate Iastimte, TPI is heated a 593 4005 MARONDA WAY IromBinorivr.Madison. Wiscons; n537191 Sanford, FL_ 32771 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE D.E. LICENSE OWS0068 367 Mods" FL Unduata4 FL 32766 T 1-5-6 1 Attach with ( 2) 16d Toe - Nails Over 3 Supports Scale us 0. 4705 Bag Job: WO: COVR4 DWg: TI: JS Dsgur:TLY Chk: 9/16/2005 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 pelf lCode: FLA Design: Matrix Analysis Yroxiie Yarn: .... ko VD. k-nw %. aavavav n w ua.yaw Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:J6 Qty:2 I DESIGN INFORMATION This design isfor an46,ima buildingcompoomt and has been based on information provided by the dime. The designer disclaims my responsibility for damages a a resultoffaultyin incorrectinformation, specifications and/or design furnished to the tram designer by the client and she corrections or accuracy ofIbis information n it may In, toa specific project and accepts an responsibility or aereises no controlwith regard to rabricatioa bundlingd4mem and imtarmimo of tresses Thistruss has been designed a an individual building compoomt in accordance with ANSVfPI 1.2002 and NDS-02 tobe incorporateda pan ofthe buildingdusigr by Building Designer (registered architect or professional engineer} when reviewed fur approval by the building designer. the design loadings shown mug be checked to be sure that the data shown arc in agrL®en1 with the local building wilm local climatic records for wind or mow bad& project specifications or special applied bads. Unless shown. vats has our been designed for storage oroccupancy bads. The design assumacompression chords ( mp or bottom) arecontinuously braced by sheathing unlessotherwise specified. Where bottom chords in tension arc not fully braced laterally by a properlyapplied rigid ceiling, they should be braced a a maximum spacing of 19-W o.c. Comactorlines sball he fiactured from 20 gauge but dipped galvanized sled medina ASTM A 653. Grade 40. mnkuotherwise allow- FABRICATION NOTES Prim to fabrication. the rabrkator anal review this drawing to verify that this drawing is in conformance with the fabricators plans and to ralin a continuing responsibihty for men verification. Any discrepancies mto be put in writing before mining or fabrication. Plata seal ourbeinstalledoverkndboles, (moms or dinwted grain. Members shall beon far tight Beringwood to wandbearing. Connector plates shall be located on bah fans of the truss withnails fullyimbedded and shall besym. abedthe jointunlessotherwiseshown. A Sx4 plate is5- wide a 4' long. A 6x8 ptale is V wide x 8' long. Slots (bola) ens parallel to the plane length slimifid. Double cats an web members $hall urea in the cmwid or the webs unless otberw;x mown. Connector blue sizes are minimum sires based no the forces shown and may need to be increased for certain hamdlivg a &in erattioo erases. This muss is not tobe fabricated with fire retardam teased lumber Haas otherwise darw4 Fur additional information oft Quality 03m01 refer to ANSVrPI 1.2002 PRECAUTIONARY NOTES All bracing and aatim r¢onmendatiom are to be fotlowed in accordance with'llaodlin& healing and Bracing' IBB- 91. Trasses are to be bandld with particular care doting hording and bundling, delivery and installation to avoid damageTemporaryand permanentbracing Ibr holding trusses in a straight and Plumb position andforresistinglateralfore$ shal be designedand installedbyothers. Careful handling is —is l and erecaim bracing is always required. Normal praankmay action for trusts requires inch temporary bracing during installation between trossestoavoidtoppling and do mining. The mprivm of erection oftmssa shall be under the control of persons mperiencdin the installation of truss,. Rofese—A advice shall be sought if needed. Concentration of mostrnerinn lends grata than the design Inds teal not be applied to trnna in ally time. No bads other than the weigba of the erectors shall be applied to Ultaa mail after all fastming and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #2 Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. 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 trues. Shim or wedge if necessary to achieve full bearing. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCH 7-02, CeC, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Kzt. 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.-12/0, HOT CHORD 1-3.-2/2, 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 1 2 Joint Locations ............... 1) 0- 2- 1 3) 1- 0- 0 2) 1- 0- 0 4) 0- 2- 1 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Hori: Uplift Y Type 0- 4- 0 1 89 47 -176 B Pin 0-11- 4 1 23 38 -62 T Pin 0-11- 4 1 21 0 -13 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..PORCE..CSI. 1- 2 - 12 0.03 A 1- 3 2 0.01 6.00 Attach with (2) C/L: 0-11- 4 16d Toe -Nails 23# 1. 50" SX6 1 1- 3- 2 0-6- 6 6 Attach with ( 2) 16d Toe - Nails N 89# 8. 00" 21t 1.50ee 4 3 I 1- , 1-0-0--0 -0-00 R0-11- 11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRANING TO BE OIVSH TO ERECTING CONTRACTOR. BRACING NARKING: LMaronda SystemsBr,ang.nmN and which the buildingdesignandwttichsungb< wnadered by thebuildingdesigner. Bracingmown nmelafaa mPpo:tor trinesmembersonly to reduce buckling length. provisions mug be made to $ocher lanes bracing ar ends and specified locations demmined by the buildingdesigner. Additional bracing of the overall structure may be required. (Sec NIB-91 of TPI). Forspecific truss bracing rerprirements, contact building desigite.(Truss Plate Institute. TPI is located at 583 4005 MARONDA WAY D'Onofrio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 407) 322- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 307 Medallm FL ChldootI4 FL 32744 Over 3 Supports Scale = 0.6258 Eng Job: WOt COV&4 Dwg: TI: J6 Dsgnr:TLY Chk: 9/16/2005 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 paf TPI-02/FBC-04 BC Dead 10.0 paf Code: FLA TOTAL 43. 0 naf v4.7.21-12366 Design: Matrix Analysis Proxiie var-n: revvi—yaac Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TIsJ7 Qty:4 I DESIGN INFORMATION This design is Ibr an individual building cempoomt and hasbeenbased oninfornmenoo PM-Acdby Ibe than. The desigua disclaims gay responsibility fordamagesss a result offaulty or incmreet information. specifications adlor design farnished to the truss designs by the client ad the corramm or accuracy of this information a it may MIM to aspecific project and accepts W rot, 'Iriliryor —rcisa on cworrolwild regard m fabrication. hadling- shipmm and installation of arose. This troa has been designed a an individtd building component in accordance with ANSIRPI 1.2002 and NDS- 02to be iucapmatda pan of thebuilding desigoby a Balling Designer (registered architect or professional cup—). When reviewed for appm-I bythe building designer. the design loadings show urea be cbaked to besurethat the datamoware in agreement with the local building coda. local climatic records far wind or snow badt. project specifications ee specialapplied bads. Unless thown, beep has not been designed for so rtge oroccupancybads. The design tf3nma compression chords (top or botm m) are contim edy braced by shrathing unless otherwise spcifid Wbm bottom chords in tmsiooare not IWy braced laterally by a property applied rigid ceiling. they should be braced at a maaimam spacing of 10'-W o.c. Connector a doill plate; bemaonfacsufirm 20 page but dipped red galvanized steer, mectina ASTM A 653. Grade 4% unless; otherwise shown FABRICATION NOTES Prim to fabrication. the fabricator sball -- Chit drawing m verify that Ibis drawing is in conformance with the fabricames plans and to rafite a cominaing responsibility forsuch verification. Any discrepancies are to be put inwriting before cutting or fabrication Plus shall out be installed ova kmtbolet knou or distorted pale Members Shill] be casfor tlgm fiumS weed mwoodbearing. ConnectorpWea than be looted on bah has of the trot, with suds fi,l]y imbedded andshall be t)m .boutthe joint odes otherwisedtcwn. A 5x4 plate is 5' wide a4' long. A 6xa pone is 6' wide a d' long Slots (bola) rot parallel m the plats lengthspecified Doable ens on web eamben mall rates at the commid of the webs neless otherwise shown. corm• en•• plate Oats m minimum a m slats basedonIbe (areowud need amay to beincreasedIbrcerain hanmmg a & w c""o" as ane" Thistruss is eram be fabriared with fire rcuudim nosed lumber calm otherwise mows For additioml information on Quality control refer m ANSMI 1-2002 PRECAUTIONARY NOTES An bracing and erection rtcOmmendw are to be fonowed in accordance with'Hudling InstallingandBracing-. IUB-91. Tresses arc to be bm ld with particulat arc doing Wiling and bundling. dd.-y andmsellation m awid damageTmporay ad pesraanmbracing for bolding trusses in a straight and plumb position and1br resisting lateral mrca sban bedesigned and installed by others. Catchlbanmivgisa61anderwioobracingisaloaysrapwd. Normalproomioc ary action for mosses rogn'ta sncb tmpon y bracing doinginstallation between assists to swid toppling and dominoing. The supervision of erection of unaa shall be andsthe Controlof pews experiencedinthemaallationofrmssa. Professional advicemill be soughtif traded. Cor uuiao of camtn ctoo loam greater than the designbads than not be applitd m ut ny s at atime No load, othertherethewcigbt ofthe = on mall be applied to trusts mail after all faaening and bracing is TC: 2x 4 SP #2 BC: 2x 6 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. MAX. REACTIONS PER BEARING LOCATION----- X-LOC BSet Vert Horiz Uplift Y Type 0- 4- 0 1 87 56 -91 B Pin 0-10-12 1 39 0 -118 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 1-3- 3 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 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-12/0, SOT CHORD 4-3.-30/8, TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -12 0.04 A 4- 3 -30 0.05 T 0-6-6 Ak 110- 0 1 2 6.00 3.00 0- 8-0 II 87# 8.00" 39# 2.50" 1- 0-0 4 3 0-10- s Ad 1- 0-0 R0-11-12) Joint Locations ............... 1)Om0- 0- 0 3) 1- 0- 0 2) 1- 0- 0 4) 0- 0- 0 WndLod per ASCH 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 40.0 ft W. 1.0 ft Truss in END zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt( s). I. Span 0.01/302 0.00/ 999 2 Horiz. 0.00 0.00 NA Max DL Deflection L/403 . -0.01 Long term deflection factor . 1.50 Attach with (2) 16d Toe -Nails all- 6 0- 1 9 1 tach with (2) 0 1 16d Toe -Nails EXCEPT ASSHOWNPLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE 0I". TO ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems Babngthaan ° u°°°bow;dbr ngportal ngor downisb ngw a m the building design ad wbirhmust be considered byWebuildingelesigmer. Bracingshoat is for lateral supportof ovamembers onlyto reducehacklinglength. Provisions; mostbe made to anchor Wad bracing at ends and specified locations determined by the building designer. Additional basing of theoverall structure maybe nqn' ' (secHIB-91 ofTPI).Fmspecific truss bracing rcgehmaos. contact building desigaer.( TrussPlate hatita te. TM is located to 593 4005 MARONDA WAY D'Oonfiio Drive Madison. Wisconsin 33719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE OWSOD68 367 Itltl I —, FL Chtdw4ay FL 32768 Scale = 0.8097 Eng Job: WO: COVR4 Dwg: TI: J7 Degnr:TLY Chk: 9/16/2005 TC Live 16.0 pef Lbr DF: 1.25 TC Dead 7.0 pef Plt DF: 1.25 O. C.: 2- 0- 0 BC Live 10.0 pef TPI-02/FBC-04 BC Dead 10.0 pef Code: FLA Designs Matrix Analysis rrorlle race: Notaue µ.vvnsks.v.arasaavar n sw•.yan Job: COVINGTON X 4 Cust=er:10# UPLIFT D.L. WO:COVX4 TI:Vl Qty:l DESIGN INFORMATION Thisdesign isforan individual buildingcomponent and has been busod on information provided bythe drerd. The designer disclaims soy responsibility rot damages a a resultoffaultyor incorrect information, specifications andlur designs furnished to the truss designer by the client am the correctness or accuracy ofthis information as it may relate to aspecific Pmjat and accepts W responsibility oresacis oncontrol with regard to abrication, haodlmg shipment and installation ofouszes. This am has been designed as an individual building compoomt in accordance with ANSVrPI 1-2002 and NDS-02 w be mwrparatd a pan of the building design bya Building Designer (registered architect or professional cnginw). When reviewed for approval by the building designer. the design loadings shown mug be checked to be sure that the data shown are in agrtCme nt with the local building codes, local climatic records forwindormow, bad& project specifications car special applied bads. Unless show, am has not been designed for storage or occvpmey bads. The design sssoma compression ebords (sup or bottom) are cmtmoouslY braced by sheathing unless otherwise specified. Wba cbottomchordsintensionarenotfullybracedlaterallyby a property appliedrigid ceiling, they should be bracedat maaimum,pxing o(Id-0' o.c. C=mwr plates shall be maonfactured Dom 20gorge hen dipped galvanized sted meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to ram;ea>mo, the rabricatm mall review this drawing w verify that Ibisdrawing is in Conformance with the fabftoatoes plans and w realire a Continuing responsibility for much verification. Any discrepancies are to be put in writing before cutting or fabrication. %ate mall nor be inmalled over kmtboles. loots or dinoned pain. Membershall bean for tighs finingwoodw wood burring Connector platen shall be bated on both (ants of the truss with minds fully imbedded and shall be slur. show thejoin onlm otherwise sbown. A 3x4 plate is 5• wide a Clung. A6x8 plate is6' wide a 8' long Slots (boles) run paralld tothe plate length specified. Double enta on web member mall row a the ccu oid of the webs unless otherwise shown =torplateSim areminimum dim based an the forces shown and may need w be inemsed for certain handling and/or erection Gfines. This buts; is not w be fabricated with frc retardant heated lumber unless otherwise sbow. For additional information on Quality Coouol refer W ANS VfPi I.2m PRECAUTIONARY NOTES All bracing and emctiao renommendatiom are to befollowedinaccordancewith'Hmdliog Installingand Bracing'. NIB-91. Trusses are to be handled with paniadar are during bending and bundling delivery and installation to avoiddamage. Temporary and permmem bracing for holding crosses in a straight and plumb position and for resisting lateral forces "be designed and installed by others. Careful handling is —aial and eredbh haciug a alwa)s required. Norval P:mmmuM action for trusses m*m much temporary bracing taming installation between antes to avoid toppling and dominoing. The supervision of erectionof mossesmall be dander the control of perwnsedperimced in the installation of trusses. Professional advice mall be M& if needed. Concentration or anamaion lords greater thin the dcsigo Inads shall out be applied to truss at anytime. No beds other wen the weight arthe ercctoer matt be applied to wsseamwil after mfastening and bracing is camplered. TC: 2x 4 SP 92 Analysis based on Simplified Analog Model. ..............Joint Locations ............... BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 2- 0- 0 WB: 2x 4 SP 63 continuously braced unless noted otherwise. 2) 2- 0- 0 4) 0- 0- 0 CUTTING ONLY ••••• WndLod per ASCB 7-02, C&C, V. 125mph, In -Plant Quality Assurance with Cq. 1 MULTIPLE LOADS -- This design is the H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- compositeresult of multiple loads. Bld Type. encl L. 14.7 ft W. 2.0 ft Trues X-Loc BSet Vert Horiz Uplift Y Type Right End vertical designed for wind. in END zone, TCDL. 4.2 psf, BCDL. 1.2 psf 0- 0-12 1 0 0 0 B Pin FORCES ( lb) - Max Compression/Max Tension 1-11- 4 1 0 0 0 B Pin TOP CHORD PROVIDE UPLIFT CONNECTION PER SCHEDULE 1- 0-0 2- 0-0 2 6. 00 2x4 1• I I , • 1 I I - I 2- 0-0 4 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: Maronda Systems Bracing shown cm this wingis le b ia°hg.wind,dngpmbr acing hngwhichisapan of the building design and which most be considered by We building designer. Bracing mown is for lateral stag of truss member onlyto reduce bucklinglength. Provisions mug be made to anchor talc al bracing at ends ad speciEed locations determined by the building designer. Additional bracing of the overall swcmre may be required (Sec NIB-91 orTPI) For specific trot bracing reyh;remenu, contact building dsigner.(Tmu Pine Institute. TPI is loeuad at 583 4005 MARONDA WAYDonofrioDrive. MadismWisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE WW50068 307 Medsim FL ChWwts. FL 32766 1-0-0 Eng Job: Dwg : Dagnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf Scale = 0.9132 WO: COVR4 TI: V1 9/16/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2— 0— 0 TPI-02/FBC-04 Code: FLA vd 1 11-1717( Design: Matrix Analysis Prorlle Patn: A vxviay.pzrx Job: COVINGTON R 4 Customer:1011 UPLIFT D.L. WO:COVR4 TI:V2 Qty:l DESIGN INFORMATION TC: 2x 4 SP a2 Analysis based on Simplified Analog Model. Joint Locations............... This design ufar mindividual building componmand BC: 2x 4 SP 42 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 4- 0- 0 has been based ooinformationptoidodbytheclient. Tbe WB: 2x 4 SP S3 continuously braced unless noted otherwise. 2) 4- 0- 0 4) 0- 0- 0 design.disclaim aoyiesponsibilityfar damages asa w CUTTING ONLY ••"• WndLod per ASCH 7-02, C4C, V. 125mph, In -Plant Quality Assurance with Cgra 1 multorfully mincorrect infmmatioaspecifaatiom MULTIPLE LOADS -- Thisdesign is the H. 15.0 ft, I. 1.00, Eup.Cat. B, Rat. 1.0 MA%. REACTIONS PER BEARING LOCATION----- m decgm furnished to the truss designer by the clim composite result of multiple loads. Bld Type. encl L. 14.7 ft W. 4.0 ft Truss 8-Loc BSet Vert Horiz Uplift Y Type and the cmrectnmmaccuracy this iefmmatiooua mayrdnetoaspecificprojectandacceptsnoRight End vertical designed for wind. inEND zone, TCDL. 4.2 psf, BCDL. 1.2 psf 0- 0-12 1 0 0 0 B Pin responsibility oresernisemaattrulwith regard to FORCES (lb) - Max Compression/ Max Tension 3-11- 4 1 0 0 0 B Pin fall ation, handling shipment and installation of trusses. TOP CHORD PROVIDE UPLIFT CONNECTION PER SCHEDULE Thisam has been designed as an individual building compoumt in accord with ANSVfPI 1.2002 and NDS- 02 in be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed fro app ival by the building designer. the design loadings shown must be checked to be sort thin the data show arc in agrcconem with the local building codes, local climatic records fro windor mow bads. poject specificationsor special applied loads. Unlm shnwm truss has ml been designed for smrage or occup—y loads. The design amrma compression chords (topor bouom) arc continuously 4- - braced by meshing ualess otherwise specified. Where boom chowintensionmnotfullybracedlaterally by a 2 property applied rigid ceding they mnuld be braced ina1maxim® spacing of IO'4' o.c. Coonecmr plates sham bemanufactured from20 gorgebut dippedgalvanized steal 6. 00 meeting ASTMA 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricinm mall review this 2a4 drawing to verify that this drawing is in confmmmce with thefahe(cators plans and torealise a contimuag responsibility for such verification. Any discrepancies are to be put in writing before tuningor fabrication. Plata shall not beinstalled over bootholes. taws or distmted grain. Members shall be do for tight fitting wood to word bearing Connector plain mall be located on both faces of the truss with nails fully imbeddedand shall be aym. &bow the joint mless otherwise mown. A 5.4 plate is5' widea4' bong A 6ag plateis 6' widea g' king Sloss (holm) 2-0-0 2-0-0 ran parallel to the plate leagib specified Double cuta on web members shall idea a the cawid ofthe wrhs unless otherwise mown Connector plate sizes are minim - sizes based on the finees show and may need tobeh4l increased for certain handling uVor erection aressa. This tines is not to be fabricated with fire madam treated lumber unless otherwise mown. For atlditioain LU information on Quality Control refer to ANSVfPI 1.20022><4 PRECAUTIONARYNOTES NIbracing and erection remmmmdations are to be followed in accordance with'Hovdling. Installing and Bracing'. HIB• 91. Trusses are to be handled with particular care during banding and handling, delnwy and installation to amid damage. Temporary and permanent buciug for holding tussa in a araight and plumb position and fro resisting lateral forces mall be designed andinstalled by others. Carefbl handling is tumid anderection bracing is alwa5i; nyttiad. Normal prcautiwury action for wssa requireinch temporarybracing during installation between trusses to amid toppling and domiming. The supervision of erection of trusses mall be ON 1.50" Stud @4- 0- 0 0# 1.50" under the control of pasom atperianced in the immolation of uvses. Professional advice mallbe sought Hneeded. Cmresmra enofeanannion loads Vega than 4-0- 0t, the design loads shall not be applied to trusses at any time. No loads mhothan the weight ofthe erectors mall be 4 3 applied to trusses until after all faaaning and bracing isEXCEPTASSHOWNPLATESAREMiTekMT20WARNING: READ ALL NOTES ON THIS SHEET. A COPY OP THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: FMaronda Systems the on this drawing is two creation bracnbwindbmmngportal bracing m amrlar braiding which is a pan of the building design and which mustbe considered by the budding designer. Bracing mown is for Tam' support of unit members only in bmkhag length. Provisions must be madeto anchor lateral bracing in ends and Specified loauons determined by the building designer. Additional bracing ofthe overall so== may be required. (Ste tDB-91 of l).For specific trussbracingrcgairanats. comae: building desiper.( Trm Plane tnafmte. TPI is located in 593 400S MARONDA WAY D'OnefrioDrive.Madison. Wisconsin 53719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE *WSO060 307 Medalion FL Chukwta, FL 32766 Eng Job: Dwg t Dsgar:TLY Chk: TC Live 16. 0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf Scale = 0.7298 WO: COVR4 TI: V2 9/16/2005 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA A 7 T_t a2T Design: Matrix Analysle rrorlie eacn: .. vava. a. +vvaa.a.yaac Job: COVINGTON K 4 Cust=er:10# UPLIFT D.L. WO:COVK4 TI:V3 Qty:l DESIGN INFORMATION TC: 2x 4 SP E2 Analysis based on Simplified Analog Model. Joint Locations ............... This design is for an individual building comyomant and BC: 2x 4 SP i2 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 3- 9- 0 5) 0- 0- 0 has been basedcoudbrvmioopmvideebythe diem. The CUTTING ONLY ••••• continuously braced unless noted otherwise. 2) 1-10- 8 4) 3- 9- 0 designer disclaims any responsibility for damage a a MULTIPLE LOADS -- This design is the In -Plant Quality Assurance with Cq- 1 MA%. REACTIONS PER BEARING LOCATION----- resultorfanityorincmrectmfmmation. specifications composite result of multiple loads. FORCES (lb) - Max Compression/Max Tension x-Loc BSet Vert Horiz Uplift Y Type and/ or designfamished tothe now designer by the client andNecarameamaccuracyofthismfamnioneit wndLod per ASCB 7-02, C&C, V. 125mph, TOP CHORD 0- 0-12 1 0 0 0 B Pin may` date to a specificproject and auepuno H- 15.0 ft, I- 1.00, Rxp.Cat. B, Kzt- 1.0 3- 8- 4 1 0 0 0 B Pin responsibility or execisesno control with regard to Bld Type- enel L- 66.0 ft W- 3.8 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE fabrication. handling. shipment and installation orsmssa. in END zone, TCDL- 4.2 pef, BCDL. 1.2 psf Thistosshasbeendeignedeanindividualbuildingcomponent in accordance with ANSVTPI 1-2002 and NDS- 02to beiecorpmnda panof thebuilding design by a Building Designer (registered architect or polesaonal eogrmm). When renewed for approval by the building designer. the design loadings shown most be checked to be are that the data shown are in o r—= with the local building codes. local climatic records for wind or snow bads. project specifications sir special applied bads. Unless show,% am has not been deigned for storage or occupancy bads. The design assama compression a ionchords (top boon o) m amimoosty braced by numbing unless erwise specified. Whera 1-10- 8 1-10- 8 boomchordsintensionaremotfullybracedlaterallybya41properly applied rigid ceift they should be braced at a 1 2 3 maximanspacingof101-0' ox. Connector plants awl be mannfscmred from 20 gaugebin dipped salvanir-d sted F meetingASTMA653. Grade 40. unless otherwise show. 6.00 -6.00 FABRICATION NOTES Prior to fabrication. the fahtictlor shall review this drawing toverify that this drawingisin conformance with 4x6 thefabricatorsplansandtorainacontinuingresponsibility forsuchverification. Any discrepancies are to be pot in writing before tuning or fabrication. Plates ha0 nos be;--, ed over knotholes, knout or dunned grain. Members shallbe cm for tightfining weed to woodbaring. Connect plain shall be lent edonboth race, of 3x4 thetomwithnailsfullyinaedamandshallbesym. sham 0-11- 4 0-11- 4 the jointunlessotherwiseshown. A 50 plate is 5' wide a 4' long. A 61g plate is 6' wide x 8' long. Slou (holes) 43x4 rho paralleltotheplateleagthspecified. Doable cuts sum web m® ben shall suedor the cenmoid of tbe websales Otherwise shown. ComKdmr plate sizes are minnmom sizes based on the (area shown and may need to be increased for certain handling mWor ereedoo so toes. This noes is not to be fabricated with fire rcurelanl heated timber unless otherwise shown. For additional information on Quality Controlrefer to ANSVrPI 1-20D2 PRECAUTIONARY NOTES All bracing and erectice recommendations ase in be followed in accordance with'Handling. Installing and anteing'. M11- 91. Truss are to be handled with paaicdu core during banding and bundling, delhery and ivaallatino to avoid damage. Temporary and permanent X X bracing forholdingwswinagrnigNandphimDX/,\\/\,/\\\/ XX position andfinreciainglateralforcessbaBbedesignedandimaalled by dhm. Careful handling is earmiai and onion beeing is always req..d. Normal pnomionuy action finuesarepiressucht®ponybracing during 0# 1.50" Stud 4- 0- 0 0# 1.50" installation betweenmanestoavoidtopplinganddomimimg. ills supervifion of erectino ofroses shallb, under the control of, experienced in the i¢sta0atiom crouton. Professional advice mail be sought 3-9-0 t, Ends°. Concentrationorennsaidionloadsgraterthan41Ihodeignbadsmallsatbeapphodmm:sso tl are)' IimG No betas other tan the weigh ofthc =u" dWi be 5 4 applied to hasteuntilaverallfoamingandbracingisEXCEPTKSSHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHERI. A COPY OF THIS DRAWING TO BE GIV14: TO ERECTING CONTRACTObleR. BRACING NARNINO:' ponal Maronda Systems En°°°°°°b w°b°brwhich °°°um the hoildivg desipt and - b most b, taasidered bytho buildng designer. &acing shownis Nr Irteral suppon of uvs membm only toreduce bustling length. Provisions must be made to ameba lateral bracing as cob and specifiedlocnimtsdetermined bythe building designer. Alditionalbramhcd bracing ofthe overall structure maybe roqu. (Sce HIR-91 of TM.For specific cos lancing regoir®entt coonct building daigner.(TrosPlate Institute. TPI islocated in583 4005 MARONDA WAY DVnottioDrive. Madison. Wisconsin33719). Sanford, FL. 32772. 407) 321-0064 Fax ( 407) 32L-3913 TOMAS PONCE P.E. LICENSE SOOOSOD68 367 Mo daffim FL Ch h0ta, FL 32766 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. 9813 Win: COVK4 TI: V3 9/16/2005 Lbr UP: 1.25 Plt DF: 1. 25 O.C.s 2- 0- 0 TPI- 02/FBC-04 Code: FLA Design: Matrix Analysis rrouae race: a.;x.... con N nor.% .... %cove -µenv...... . .xv,w yaw Job: COVINGTON E 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:V4 Qty:l DESIGN INFORMATION TC: 2x 4 SP 02 Analysis based on Simplified Analog Model. Joint Locations............... This design is (ones individual buildingcompoom and BC: 22e 4 SP 02 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 7- 9- 0 5) 3-10- 8 hasbeen baud on initunnuon provided by the dicen. The WB; 2:e 4 SP #3 continuously braced unless noted otherwise. 2) 3-10- 8 4) 7- 9- 0 6) 0- 0- 0 designer disclaims my responsibility for damages ass a.. CUTTING ONLY ••••. In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- emitoffaultymmcmfeclinformation.spatficatwm MULTIPLE LOADS -- This design is the FORCES (lb) - Max Compression/Max Tension x-Loc BSet Vert Horiz Uplift Y Type mdror designs furnished to the truss dcsgoer by the client and the correctness" accuracy, or this inimmatmo nit composite result of multiple loads. TOP CHORD 0- 0-12 1 0 0 0 B Pin ' may relaemaspeeirkpmjeetand accepts On WndLod per ASCH 7-02, C4C, V. 125mph, 7- 8- 4 1 0 0 0 B Pin responsibility or ctacises on control`itbreyfd to H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE fabrication, handling shipment and installation Ofwsses. Bld Type. encl L. 66.0 ft W. 7.8 ft Truss Thistrussbasbensdesignedasanindividualbuildingcompoomtin— omot••-ewith ANSVrPII.2002and in END zone, TCDL. 4.2 psf, BCDL. 1.2 pelf NDS-02 onbe inemporst la pan ofthe buildingdesign by a Building Designs (regiaered architecs or professional agioe s). When reviewed forapprovalbythe buildingdesigner. thedesign loadingsdrownmast be Checked to be fore that the data almaw are in agreement with the local building codeslocal climatic wards for wind of snow loads. project {pecirKatloN m Special applied bads. Unless shown. not, has am been designed for storageor occupancy bads. The design aaanmes compression charts (top or bottom) are coat many 3-10- 8 3-10- 8 braced by sheathing anlm otherwisespecified. Wherebonom chords in tension are ram fully braced Ltlaally by a 1 2 3 properly applied rigid ceiling they should be braced at a maximum spacing of 104• O.C. canoator plat. shall be 00 mannhcmrcd from 20gagebutdippedgalvatizedsteel6. -6.00 meeting ASTM A 653. Grade 40. unless otherwise Show. FABRICATION NOTES 4x6 Prior to fabricationthefabricatorshallreviewthisdrawingtoverify thatthisdrawing is inconfmmancewith the fabricamfs plansandmrealizeacontinuingresponsibilityforsuch verification. Any discrepancies are to be put inwTting before coning or fabrication. Plata shall not beinstalledoverknotholes, knotsor distorted grain. Members shall be at for tight fining wavedto wood bearing Connector platesshallbelocatedonbothlacctiofthetrusswith nails fully imbeddedand shall be s)m. aboutthe joins arlessotherwiseshowy. A Us pule is 5' wide a 4' bog. A 618 plate is 6' ride a 8' bog Slots @rues) rm parallel to the plane lengthspecified Doublecats on webnanhe s shall mat at We cmnoid of the webs unlmotherwise shown. Connector plate sizes me minimum 3x4 3x4 sizes based on the forces sbowu and may aced to be increased for certain handling and/or eratioo area.. This trass is our to be fabricated with fire retadmt mated bomber •Ness mbawise % be--. Foradditional information on Quality Cannot ref. to ANS VfPI 1.2002 2x4 PRECAUTIONARY NOTES All bracing and erection recommendations = to be followed inaccordance with *Handling. Installing and Bracing . HIB-91. Trusses are to be handled with panindar sue during bonding andbtmdliug delivery and installation to avoid damage. Temporary and permmcm bracing for holding trusses in . straight and plumb position and for resiaivg Waal (burn shall bedesigned and installedbyother. Careful handling is cssemial and erection bracing is Oasis required. Normal precautionary action in, unmesregbires such temporuy bracing during installation baween trusses to avoid toppling and dominoing. The mpavi' of erasinu ofuaua shall be 0# 1.501, Stud Q 4- 0- 0 0# 1.50" undo the amrul or pvwnt mperie ced in theinstallation of trusses. Profnml tioadvice shall besought ifnceebd..1cammum of construction loads gT.ter than 7-9-0 the &sign loads shall not be applied to tmssaal any time. No bads other thanthe weight ofthe erectors shall be 54p0ied eutmnes nail aft" all fasteningandbracingis6mmplaed. 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: L a Co n d d SystemsEracingshownonthistimingison, ueaionbradngwind bracingpapalbracing msimilar bracing whichis apan oftheboildiog designandwtium chmbe considered by the building designer. Bracingshowis for na laianppon of hues members only m reduce bucklinglength. Provisions mostbe made m anchorlateral bracing a sods and specified bcatlom determined by the building dceigna. Additional bracing orderoverallatnKtoremaybercquucd. (Sec HIB•9111ofTPO.Fw spmife truss bracing requiscw& romanbuildingdesgna.(Tmss Rate Instimie. THis located at5834005 MARONDA WAY D'Ooofrio Rive. Madison. Wiseansm 33719). Sanford, FL. 32771 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE $00050068 397 Modst!" FL CMdkotati FL 32764 Eng Job: D) Dsgar:TLY Chk: TC Live 16. 0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf Scale = 0.7434 WO: COVE4 TI: V4 9/16/ 2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.21- 12373 Design: Matrix Analysis rroziie race: e.: \sus -awes --ram.. Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:V5 Qty:l DESIGN INFORMATION TC: 2x 4 SP 02 Analysis based on Simplified Analog Model. Joint Locations............... Thisdesign umrmmdrvimalbuilding componentand BCt 2x 4 SP 02 All COMPRESSION Chords are assumed to be 1) 1-11- 0 3) 9-10- 0 5) 5-10- 8 has been bavaooiorormamnpmidedbythe amt.Tbe WE: 2x 4 SP 93 continuously braced unless noted otherwise. 2) 5-10- 8 4) 9-10- 0 6) 1-11- 0 dmgeer disclaims my responsibility nor damage u a GBL: 2x 4 SP 93 WndLod per ASCE 7-02, C4C, V. 125mph, In -Plant Quality Assurance with Cq. 1 resoltoffaulty or incorrect informatioaepecificaions CUTTING ONLY ... H. 15.0 ft, I. 1.00, Exp.Cat. B. Rzt. 1.0 MAX. REACTIONS PER BEARING LOCATION----- anYor design lbrWShed to the cross designer by the client and den —mum or accuracy of this mfmmationasit MULTIPLE LOADS -- This design is the Hld Type. encl L. 66.0 ft W. 7.9 ft Truss X-Los BSet Vert Horiz Uplift Y Type may relate to a specific projectand accepts on composite result of multiple loads. in END zone, TCDL. 4.2 psf, BCDL. 1.2 psf 0- 0-12 1 0 0 0 B Pin responsibility oraoeisonocontrol with regard to L. and R. End verticals designed for wind FORCES (lb) - Max Compression/Max Tension 7-10- 4 1 0 0 0 B Pin fibriation heodlmb shipmm and inwaBuion oftrasses. TOP CHORD PROVIDE UPLIFT CONNECTION PER SCHEDULE This tmss has been designed as anindividualbuilding compmmin accordance with ANSVPPI I.2002 and NDS-02 to be Incorporated a part of the building design by a Building Designer ( registeredarchitect or profem ul mgmeer). Wben reviewed for approval by the building designer. the design loadings mow mug be cb¢ked to be sure that thedata sbow n are in agreement witb the local building coda local climatic records for wind or snow bads. projectWmcifieatmnerrspecial applied bads. Uolm sho.' 4 pass has out been designed for g uSc or occupancy bads_ Tbcdeep assvmeammpressioo cbods (topor bottom) are comimaasly 3-11- 8 3-11- 8 braced by sbcathing onlmotherwisespecified. Where bottom chords in tensionarenotfullybracedlaterallybyaproperlyappliedrigid ceiling, they mould be braced g . 1 2 3 mx.imum spacing of 19-0' o.c. Caonecmr plates mall be manufacture tiom 20 gangs but dipped gahaniaedsteel 6.00 .00 meeting ASTM A 651 Grade 44 onlm otherwise sbown FABRICATION NOTES 4x6 Prim to nl>rcation, the fat ksw mall review this drawing to verify that this drawing is in conformance with the fabmamesplans and tu realm a continuing resI bility forsuch verification. Any discrepancies are to be pm in writing belbre cutting or fabrication. Plate stall notbe installed over kmtholes. knots or distorted pain. Members mallbe ten fentightfiumgwood to wood baring. Connector platys shall be looted on bah fen of the trns, with nulls tilf)7 imbeddedandmallbes'm. about the jointunless otberwise Ste- A Sao plate is 5" wide. 4' long. A 6. 8 plate is6' wide . 8' bug. Sloe (bola) ram parallel to the plate length spceifned. Doable mu on 2-11- 4 web member man menatthecmhoidortbewebsunless2-11- 4 otborwise shown. Connector plate sizes are mivimam 2x4 sizes based on the (oresshown admay need to be 2x4 mercasedIbr cuuin handling and/orecctinn mores. This crass is ma to be fibriwed with fore retardant trstod lumber mlm otherwise shown. Foe additional information on Quality Comol refer to ANS071 1-2142 0-11- a PRECAUTIONARY NOTES LTJ All bracing and eeelieu recommendations ere to be 2x4 2x4 folbwd inaccordance with 'Handling. tosu11m8 and 2x4 Bracing'. IDB-91. Truss. are to be bated with paniadat are duiing banding and bundling. ddisory and installationtoa iddamageTemporaryandpermanentbracingforboldingtrussesin a araigla and plumb position and ran resisting latml fosses shall bedesigod and h s Ud byothers. Careful handling is m mial and erection bracing is always required Normal preomiorury action flora crone rcgairc, such temporary bracing during in alWi o between crosier to .void toppling and dominoing. The supervisionofmactionof mssessWn be under the control of persons experienced in the installation oftrvsses. Pmfe nimaladvice mall be mood 0# 1.50" Stud ® 4- 0- 0 0# 1.50" if ended Concentration of wmtmctam Ina d, grater thanthe design badsd a0 notbeapplid to trusses at anylime. 7-11- 0Nobads otherthinthe weigbt of the erectorshallbeappliedtotnrssesuntilafterallfastenicgandbracing is mmpined. 6 5 40-11- 0 7-11- 0 0-11- 0 RI- 0- 5) I11- 0- 5) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0. 5936 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVRN TO ERECTZNo CONTRACTOR. BRACING NARKING: Mayorga Systems Brcing.nmthit.;ngu tionbonon.wind.ponal cingnt° atbracing w isapan of the building desipr and wtieb mugbe cooadeed by ft building designer. Bracing show is for lateral support of truss members only to reduce buckling Imph. Provisions most be madem cram«'am bracing at ends and specifiedlocationdeterminedby thebuilding designer. Additional bracing ofthe overall mucnuc mzy be required. (Sec MB-91 of TPI}For specffx trusa bracing repimmems, contact building designa.(Tross FlueInstitute. TPI is Joe, at 583 4005 MARONDA WAY aom6ioDim Madimn.Wisconsin 53719> Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0069 307 Modalim K Chuhlots . FL 32744 Eng Job: WO: COVR4 Dag: TIs V5 Dsgnr:TLY Chk: 9/16/ 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 2.0 psf Code: FLA TOTAL 35.0 psf v4. 7.21-12374 Design: Matrix Analysis rroxiie raene A tiwaaa.prx Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:V6 Qty:l I DESIGN INFORMATION This design is for an individual building compoom and hasbeenbond on infommion p—,WW bythediem. The designer disclaims any responsibility for damages as a moltoffmlty or inmrtact inlbr union, spccificaions and/or designs furnished to the truss designer by the client and the correcuras car accuracy of Ibis information as it may relate to a specific project and accepts n r responsibility or exercises no comrol with regard w fabrictmoa handling, shipment and invllaim ermines. This trusshasbeen designeda anindividual building component in accordance with ANSVfPI 1.2002 and NDS-02 tobeincorporated as pan ofthebuildingdesign by a Building Designer (mlmesed architect a professional engineer). What revtewed for approval by the building dmgna, the design loadings showy must be checked to be sure that the data dwo are in agreement Tth the local building code& local climatic records for wordor mow bads, project ape ifcations or apccial applied bads. Unlem sbowA truss has net been designed Cur storage oroccupancy bads. The design assumes compression chords (top or button) are comimously braced by sheahing unless otherwise specified. Whet broom chords in lattice arenot fullybraced Willy by a property applied rigidceiling, theyshould be bracedtoa maximnotwady ofIO-0' o.c. Connectorplus shallbe factored from 20 gauge but dipped galvanized peel meeting ASTM A 633. Grade 40. unless otherwise shown. FABRICATION NOTES Prim tofabrication. the fabricator shall review this dewingto verify that thisdrawing isincouformaace with the Cabricatofs plans and to ralin contiwing responsibility forsuch verification. Anydiscrcpaocin are tobe pat in Tlihlg before cutting or fabrication. Pales dell rot be installed overknotholes. knotsordistorted grain. Meredcs shall be em for dghl fitting %vud to weedbaring. Comassorpalesshallbelocated onboth fansof the tn61 Nith units fully imbedded and doll be sym. abet thejoint unlessotherwise downs. A 5u4 paleisS' widex 4• long. Abag plate in 60 wide x g• long. Sloe (bolo) mat Parallel to the pale length specified Double toss on web members shall toees at the canrldoof thewebs unlm unheroic° drawn. tor plate size are minimum din baudon theforces shown and may need to be eased for ceru. handling and/or =turn messes. This toss is out to be fabricated with fro retardant tr ated h, mbeodes otherwise s nwa. For additional information onQuatity Controlrefer toANSVIT9 1. 2002 PRECAUTIONARY NOTES All bracing and erection rccommendaliots use to befbaoNcdinaccordancewitheliandlimtInstallingandBracing'. HIB-91. Trusses are to be handled with putipdar ye during banding and bundling, deli ery and installation w avoid damage. Temporary and permanent bracing for bolding trusses in a straight and plumb podtioo and for,esisting lateral forcesdull be designed and installed by others. Careful handling is esutuial and emearam bradng a alatip taloned. Normal preca-m ry action for trusses inquires such temporarybracing duringmpallatioo bee— trusses w avoid toppling and dominating. The supervision of erection oftrusses shallbe under the Count of persons experienced in the installation of trusses. Professionaladvice shall be sough, if needed. CmccamL m of co muctun Ioads groats than the design Wads mall cau be implied to trusses al any time. No bads other than theweight ofthecartonshall be applied to wssa until after all fastming and bracing is TC: 2x 4 SP #2 BC. 2x 4 SP #2 WE: 2x 4 SP #3 GBL: 2x 4 SP #3 CUTTING ONLY ..... 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. 2-9- 10 0# 1 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be ' continuously braced unless noted otherwise. L. and R. End verticals designed for wind WndLod per ASCE 7-02, C&C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 20.0 ft W. 10.4 ft Trues in END zone, TCDL. 4.2 pef, BCDL. 1.2 pef In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Horiz Uplift Y Type 0- 0- 12 1 0 0 0 B Pin 10- 4- 8 1 0 0 0 B Pin 10- 7- 4 1 0 0 0 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Joint Locations ............... 1) 0- 0- 0 5) 8- 4- 8 9) 6- 4- 8 2) 2- 4- 8 6) 10- 4- 8 10) 4- 4- 8 3) 4- 4- 8 7) 10- 4- 8 11) 2- 4- 8 4) 6- 4- 8 8) 8- 4- 8 12) 0- 0- 0 This trues has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. elope to drain). Trues must be marked to prevent UPSIDE DOWN erection. FORCES (lb) - Max Compression/Max Tension TOP CHORD 10-8- 0 2 3 4 5 6 2x4 2x4 2x4 2x4 2x4 Zx4 3x6 LU 7rd 2Y4 2x4 214 W Stud ®2- 0-0 10-8- 0 12 11 10 9 EXCEPT AS SHOWN PLATES ARE MiTek MT20 F WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO 08 GIVEN TO 8R8CTIN0 CONTRACTOR. BRACING NARNZNO: L arondaSystemsi'he oanm ° °'d'aed ; mhoa:° radngdammWbr N,h•po< the baildiog design and which must W considered by the bcilling designer. Bracing down is for lateral support ofrrvss members only to reduce bmkling length. Provisions most be made to acchor Weal bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See MB-91 of TPI). Forspecific was bracing requirements. contact building designer.(Truss Pale Wstimse. TMis located at 393 4005 MARONDA WAY DVWfrio Dim Madiam Witemsins»19) Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 )tMd iffi, FL CMr:seta4 FL 22766 0# 1. 501, 8 7 M: 10- 4- 8 2-6- 2 a Over 3 Supports Scale = 0.4982 Bag Job: WO: COVK4 Dwg: TI: V6 Dsgar:TLY Chk: 9/16/2005 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 2.0 psf Code: FLA PtWhT. 79 n ...P -A 1 71_t 11-7e Designs Matrix Analysis Prorlle Pates: C::\Tara-LVA\worse \.Jmae\t-vvnv\wvanasavn n w\va —y— Job: COVINGTON X 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:V7 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 4) 7- 2- 0 7) 1- 2- 0 - This design a fa m ormatioal building component .mnub«nbassaooinforma:ionprmiarebytbeainu.771e WE: 2x 4 SP #3 continuously braced unless noted otherwise. 2) 1- 2- 0 5) 7- 2- 0 S) 0- 0- 0 designer disclaims any responsibility fa damages a a GEL: 2x 4 SP 03 WndLod per ASCB 7-02, C4C, V. 125mph, 3) 3- 2- 0 6) 3- 2- 0 11orfully orhoorratinmrmatioaspecifications ww•w CUTTING ONLY ••••• H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 In -Plant Quality Assurance with Cq. 1 and/ or design fornided to the truss designer by the client and the correctness or accuracy ofthis inform daouit MULTIPLE LOADS -- This design is the Bld Type. encl L. 20.0 ft W. 7.2 ft Truss MAX. REACTIONS PER BEARING LOCATION-----• mayrd= toaspecificpmjatandaccepuon composite result of multiple loads. in END zone, TCDL. 4.2 psf, BCDL. 1.2 pef Loc BSet Vert Horiz Uplift Y Type responsibility Masacisesaawm01w'mregard m Left End vertical designed for wind. FORCES (lb) - Max Compression/Wax Tension 0- 0-12 1 0 0 0 B Pin Makatim.6mdliv8• dipmcm and elation of trussm TOP CHORD 7- 1- 4 1 0 0 0 B Pin This tsass has bendesignedas a individual building PROVIDE IIPLIFT CONNECTION PER SCHEDULE component inaccordancewithANSVrPl1-2002 and NDS-02 to be incorporated o pan of the buildingdesign by a BuildingDesigner (re&ered Architect or professional engine). Wbm revicwcd for approval by the building designee. the design loading down mug be checked to be sore that the data sbowo are in agreanel with the bcd building codes local climatic records fa wind or — bads. product spaifx•siom or specialApplied loads. Udm snows am has not been designed for norage or occupancy bads- The design asmmes compression chords ( bp or booam) are cominooulY 7-2-0 braced by sheathing enim otbawise specified. Where batmen cborAs in tassion Are out Poly braced laterally by a 1 2 3 4 property applied rigid ceiling. Wry mould be braced at maximum spacing of 1170 o.c. Connectorplates shall be 6.00 manufactured loom20gangsbotdippedgalvanizedstalmeetingASTM A 653. Grade 40. ode otherwise shown. FABRICATION NOTES 2x4 Prior to fabrication. the fabricator mall review this owing to verify that this drawingis inconformance with the fabricamfs plans and torealizea continuing2x4 responsibility fa suchvoikstion. Any discrepancies art to be put in writing betas meting or fabrication. Plates dull net be installed ova:notholes. knots or distorted Pain. Members shall be as for tight filling wood to wood bearing. Connectorplaces doll be looted on both face ofthe buss withnailsfullyimbeddedanddullbesym. about thejoint odes otherwisemown. A5x4 plate is 5' wide a2z4 4' long. A 6ag plate is 6' wide g' too& Sloe (boles) not parallel to the plate length specified. Doable cats on 3-7-0 web members mallcocaAtWecmtruidofthewebsunless3-7-0 otherwise sbown. C- amecmr plate amm minimum sizes based an thefbmes mown andtroy need to be increasedfacertain h—fling uWar station greats. This tens a cot to befabricated wild fire mardam treated lumber unless aberwise sbown. For additional information an Q094 Control Millerat ANSIrM 1.2002 x PRECAUTIONARY NOTES All bracing and auction recommendationsAre tobe followedin accordance with •Handling 1n 11ing and Brac rag , IRB- 91. Trusses are to be handled with 2x4 2x4 pane tar esm during banding and bmdl g. delivery and installation to voiddamage. Temporary andpamanrm bracingfor bolding Moses in . straight and plumb position and fa relining lateralforcessball be desigmdandinstalledby others. Careful handy;, is eesmtial and nation bracing is always mptimcl. NormalPeaAa iamry action for roses requires suchtemporary bracing during installationbetween ousts m avoid toppling and domicoing. The mpmision of erectionof trussesshill becodathe conool of pammaWaieccd in the 11 instalbnico mfounom Pmfisiomal dvicr mill be> of i.so^ s1IIa p 2- o- o oar I.50" J . Cncoemratbn ofocmrteerbn lads g,ronan greater th We design bdddta8net be applied tocrosses, al my time. 7-2-0 No bads other Wan theweightoftheaatoradullbet. m t. applied to tenses mail after dl foaming and bracing is complad. 8 7 6 5 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BB GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Laronda Systems B ng 9W°ism on windbrad bad ii b,rinwtdcbisap=n f the building design and which meld be conddstad by the building dmgner. Bracing shown is for lateral suppan of teats m®ben only toreduce balding length. Provisionsmend bemadeto mcbm lateral bracing at endsandspecifiedlocations determined by the building designs. Additionalbracingof theoverall mncume mayberequired. (Sec HlB.91 ofTPl).Fa specific susbracingrequirements. contactbuilding dmgner.(Trus Plate Innimae. TPIis located a $83 4005 MARONDA WAY Donofrio Drive. Madison. Wi:eoa:msrls) Sanford, FL_ 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000050068 367 Madafon FL Chubbots, FL 22766 Eng Job: Dwrg : Davnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf Scale = 0.5346 WO: COVX4 TIs V7 9/ 16/2005 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Anaiysio rruzre.a raves ..:vac.-.,.... v...,... .,.+.,. v.• .... ....,. ......,.. •• . .. •r-^