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126 Wheatfield Cir 06-3219 SFR
Li �*Glt: +'s, PERMIT ADDRESS I � SUBDNISION CONTRACTOR jA PERMIT # OG DATE O �� C--T Al ftW ADDRESS 955Q; 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 D e 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 AI enclosure(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 the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property 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 of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or Produced ID APPROVALS: ZONING: UTIL: FD: Special Conditions: Rev 03/2006 Signature of ?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 DATE J NOTE 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 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. 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 %SignL ureofO ner/Agent Date V Russell Keith Summers Print Owner/Agent's Name 7/24/06_ of Florida Date 7/24/06 !!! Signatu of Co -tor/Agent Date Print Contractor/Agent's Name 7/24/06_ of Florida Date v�.................. '................. FULLERTOIV .............JEANJ1.... NE F.................ULLERTO.......4 iIv JEAN'NINE CcmmM DD0460484 V p 4 CammrO 000460484 ° z�'.,,,ti¢�I C • i.aa 8110/2009 ( (800ri32-4254: n` ° C as a/to/20o9 i; ` :.( ° 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 Pro�du/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 MR Permit #: 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 I W2009 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 y Known 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 of units, 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 p CITY OF 5�,ht'Jk-D (HR-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, OFFICE MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 26544 PASS SS Total base points: 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 � a rN�,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. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarTmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at wwwfisec.ucf.edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. 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 V MZ-H-Multizone heating) CITY OF SkKfORD Glass/Floor Area: 0.08 Total as -built points: 26544 PASS c Total 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 ST gT�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. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarTmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec.ucf.edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. I Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. knergyGauge© (Version: FLR3SW v4.0) Lpgend of S 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►� - 9,6µ f 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•.- _ � $O-OO'PUr � F.acio 11.E-,... I•- ./06-..3B'��r>s�E•� N/f.� 30'/7 s�.'�a /'- o. Erro Q..�s Fnb. NAiL.� .. _ — ., . 1:SFc r,A/Au� '• , . •. ; ' :'' ...:.. aS�."Ti✓A/L TJ.Ie �.s-z9.9� - ' .lP�.s �o � EATF/6L� C/RGLE �P�s c"O � ' F�v. �✓i9��+ iocP'�7-A7- SfO_'�- 24',46PH.aar />Ar!'r. ✓/Z'Gow.e. Aol IW20) �'.SG2/O T/OitJ LpT /� j CEGE�Py LAL(� .5 �//ASE /� j 1SUeOi✓i5/cu/ i��o/20/N6 To /%�%AP /N IOLAT Z�O{C 67, /Oi4GE5 .9B ,.4AJ0 .9.9 j �!/BG/G .Q6Co�Q05 O/� SEi✓!/.✓OLE �uvrY, �LO�/OA, CERTIFIED 10: /Y%A�2l�NOA �$' 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 S t 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 t�N `1 W C o: u�uG N- 09 wN�g uQ E >, o a 2s� u c n'•o FL E A u u Lu ° -5 E 6 >, € 0 v E a u E u N 0iu0f\uc QoaN �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 - P�evPt?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 aJdrit✓A�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 W Z —+g0a MOWS W i W W Z Z j 0 ZOYQ LU i o�u'rn + a �. v C n v a `3EN>INULE CI.i UY W 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 BY t 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. 47 Reviewed Reviewed Dwos: 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 otherstructural naterial. TPI does not intend these recommendations to be interpreted as superior .o the project Archlfect's or Engineer's design. specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are __— lko—ii.F4it+P PYnerience of leading technical personnel in the wood �1Cn001 �7��jh'� 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 for the 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 and information contained herein by building designers, installers, and others. Copyright O by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof -must not be reproduced in any form without written permission of the 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}AT17�Trli3l�,'Q?'?�iuisses�flrecl'siv.Qt�aicali�� s-fitou`I�`�,•.3ybe';, I �•u:,+. 1. Y � �' Oi�Yr�Y,r�3r�•'� '•�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�q�lGE,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' reabalailssurifit�btuaclie�. '➢+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�'�r Tf^� W-. agsses �ia•,,��.�__fSa�RP�AWaM jtJV;A'11a'a eraaas%a 1c�be:srtb•' Frame Approximately ximately 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/ lty�lr 1��a3r it i (t dD o�lll _ l- 0 . %u il;� nL [" f i r e yy,,,,,•,„ f�•it l o1—I.rr If-.. v� r�iilhfl'1� t 't �,�yT'( u i.'�'a'7+fitfl -1rt• �� \ ,., i � o� tit o , -i'i a. _ ..irvr,pp 1 �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- OR AN ACC 0 CHORD SPAGfJG D 20 —T— 1 Is 0 I 7 ssionai engineer -- - —1- ! Mail I r, 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 •' V c ;.r ..TOP IT t CHORD y ,"w,sL...r,.iaR C �1)R, I �GONAL'BRAGE� ? IN1MU ItAT.ER I BRACE SPACING . DB3 SPA'N EPA 5' CppatEfJG(LBS , #,fru�sses'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°/�`L E Corrtinuous Top Chord Lateral Brac Required Top chords that are laterally braced can buckle togetherand couse collapse if there 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 dupricac trusses must be- 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-(D es) 7g Trusse s � @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'MRIR A 0 -O, giAEMGRBJl I�V �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 0 f I UI . APM L ....... .. 0-: TION'TOLERAN'bt BOW 1'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 Misplacement Line 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 in the truss packa.ne signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to 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 ad has bats based nn mfuoutiao pwidcd by ft db"A n 7110 deriper discl,®s any rn tl Imhof lbeRy In bsmrecr mtirrmarma diem >drm dnigm Porm:ad m the tree dden. b7 >d the cmrccmm or, jccruscy of this mMmaloo a Is "Ime to a R—ific Pmjal ad accepts no TV" To I T000'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.s o by. Beading pea®. (repn"d ..Wlem a p.rmlood s rpsser} Wbm resiewd Ra sppo sl by the Wading ddpta. the ddgo InsdmO sha.o man he S <hakd to be ore mu an Its ra • with the local b.iidmg ands. d m ants. load, a its+ ade<,dom a <pam ;:pplied soda Uolm shcwa. b>m has om beta ddgaad rm aarsge In occopaoc7 mods. tee design ammo aropr®oo <b rd, (top IT, boom) arc cootiodany brad by mendng mlm em..be rpmfid. Wb.e b000m cbads in tmtion are oo11►Sy bred Wmll, by a prap.y appbd rigid erTm' ,. a ., shoed be brad a ,airoem sp,cmt or IIr.O' o.. Cannata Plan sbsB ba a mmoactard eum 20 gauge hm diPpd eal.an;rd Bred mewing ASTM A 453. G.& 44 ed— mherw(m shawv. FABRICATION NOTES Prier on rimicaioa the (Awicaot den -'Am Ibis drawbrg tov.ilj the Ibis dnwmg ITm in codbraee wins U,e hbrieamla pima ed To retie ■ eootioomg eponsibtfiry (m socb sorifimiaa Any di-9—ins ne to be pal I. writing bePore eoama In D'Wiadoo. Man 1; shill as be innalld aver motI Itt dos a distmtd b pain. cn... i p be � bid w boW lb— d booing. Codma plea the hms with oaib Pole IsoGddod and derll be a,rn seam F the joins nnlm otherwise drown. 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 . -sirs qcubticot other.1se shoo. cadecta P1.3. sU. basil d the force shown and cosy nerd to be 1 b--d C. eerram hanAOg aadra erectim mmea. This fuse is am to be Obdcrid with The retadsm hold n mMmainn on QeallV 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 to bn bandM with p,tslsoln sum drrdng b,adlne ud badilag, ddhv7 old irmallatinn m avoid damage Tesvpnary old Pammm ' . mcmg V. boding frame m . -do and plumb positma ad fix rdUW laced roaa shall be dedpd ad hauad by no. C—M bmAmg i, msoti J and .old bndog Is pand mats scold nortrrasn rap'oa . hmallatmo b..ce Inssn to .sod lopplby and dommoiog. The mptsvb(oa oration of arise shah be older Poe nndol of pratam exp.reacd its the baWlama ofen,rsa Profrssinn,l ed.k. shall be mngd U ocodd. Co otortraUao or concosoctlon IV- von th- the dcsipt mils sbaa to be appl ed to trunn a any tbm No mils olhc the the wd01 of the shall 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 OTHER VALLEY 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'mg ddp and which mass be mnsid.d by the baid'mg ddgoer. B—Ing shown Is or teal mpP.t or uaa mmbas only to reduce buckling Imgth. Provisions mots be made o mcbm W.il bnciog sl soda and sPsafid m---- d..mivad by Ibe baild'mg desigo.. Additlooal brscmg orthe meaall dortom may be rerrufid. (see HM"I of TP¢Fm sp.)Oc hw breing ra s6co) WI , amen ITRU&S ddper4Trm not IEnitsw TPI is bard at 513 II ll 11ju flTuilyippp) 11 RTIN(G TRUSSES (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 pow r hn bco b..d mo WW=Llw Pttr.md b1 desipp difclaimf .07 repompV'37 fm dama;o a rmlt of rk by w b-- mfMm 16,—'r"iom Walla dedps farttished m dtc nor desi®p bP the clietd ad be ee rc w .te+ .f mb bdbrmdw p h cry rdde m a spreifm pand .ceps+m respwpbBi4 fa ,apch.t- ee. ml wild t6pd to fabrkation. bsdlm6. ddlel -d maallsdoo of Capes.• �� Thv tro>, hp Gem dedpd a m bdnidod bm'Idio6 ,ampomead m ceodaace `^lb ANSVTPI 1-1993 and b tMS-97 to be lacmpmped o P� of the be(ml-s dedp 1 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 :bakd m b<nme th.l me dpa abona R Fn rpemem i .dty the fod bm7dm/ ends• lord cl'mrtk rcmm Itr ,rrdmmow k.d1l Po/m We" wfd" ,ppfid m>ds lldm thosru trap h.t mm1 bem dmpd p} for +tong. or deep orator++ ^,omprmim ebm� (mD m bomm) Qe d F Wac,d b7 sbcsddtr6 mdm otbe .'- sp¢1 j haltom tbmdt id Ic®oa m pm rbBahpby a t Pmpd7 .pold dad - lbeymm be laud asdm® tpuwS of 104' O.C. fbomcmt O.U. s1d1 be .,—Mdm.d lima 20 t-V bot mppd 6tl`'e9il 11 mcdmS ASTM A 653. Gede 40. adm clbenrise ft- . ^ABRICATION NOTES Prior to pbficplm4 dm pbrkp , shad rmkw tbh drawle6 m te,ily 11. Chit dnw'mE h 1. molbrmmce w8b the fibr(e.mrs 0jw and 6 realize ■ emdooio! reryombWrf fbr soeb .rrifie+dm Ao7 db.V--dee p. m be pm 6 wdd.6 bet., -deg w rdakmbrn Proms ddl mp be 6=11 ..ez laomors ke o w dipmmd Inca Mpmbpt dmn be doll d loner `oa d f d therm Came+w b ad shill be qm abud ;he bat w+tb mils kB7 '1C m)nf fmf fp omerwise mown. 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" and mq oced m be imeamd fbf epam hmd11o6 -&w —d-mean. Tbis troy Is am m be Makstd wbb Poe rawdsm veatd Inm6v valm othvwim tdpwa Fw eddil}tttd : imrmmpbm w QezIW Cmvd rear m ANSVfP1 a 1-1995 PRECAUTIONARY NOTES. AB hrubti and Fee. r,, dpivm m lo be eed rollowd In a_d,. wit R_a1q& bsWrwi Bncm6. HI&91. Tramsm.4�lndd -T-d psrdmla tam dmiad ba W Temp" Id P"I� imtdtadw m •mod dame;c bush, a. bold'ms v.am m . _,do and O1 b P°dd- and fbr ffdS&S latpd rmcn d M be draped ad bmdid b7 ocbm Cmlm b-10-8 is es+mtid and e:mlw bndnE 6.I 0 roq i.& Normal Fa—". q .cdw Ibr vapor regabo mcb temp-" bneiat dmimf{ bmauadw bdw base m ..oid mpplbtd d domioaiv{. T, P'(Sia of pctiom of betas m.B be mdp the eomol of pe m-periraceddvii dill be sw�a ivddistiw of baps Pmfctaw+l V 1(orzdcd CovamrNw of,wrwrodw bads rrmaz than time. thc dedp roam da0 ma be apdhd w v.a p av7 No k.1 caber d— the wcio of the eremn dd1 be rppOdro. "I aaln -Av all Gutmmi ad W-i S p HIP GIRDER 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 EREC7INO CONTRACTOR. BRACING NARNINOa Bndmt sbawa w thb dn.t.9 h od pmloo bmdvs wtad blade& pmml W dm{ m dmfiu buini whkb b . put of the bnBd'm; dap and wbkb mat 6e comdded b7 the b.imm6 desipc. B+ul°t thowo h M latail .eppmt of trap m®ben .d7 to "d.. bukl'mI Imitb Pm W= mast be made m amrI Wei kwia` at mm ad tpa16d Imudvm Me mind 4the band dedpa. 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 Thu design is for an individual building eompoom and has been based on nformatme Prodded by the client. The designer disclaims any responsibility for damages s a rrsrh of faulty or incorrect inlbrmatioa specifications and/or designs Pomithed to the truss designer by the client and the correctnas or accuracy of this information as it may relate to a specific project and accept no responsibility or exercises on control with regard to fabrication, hardlittg shipment ad i tsullnion of trossa. This trim has been daigoed as an individual building component in accordance with ANSVrPI I-2002 and NDS-02 to be incorporated a part of the building design by a Building Designer (rq*crtd architect or professional agitua} When reviewed fm approval 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 or mow loads. Project specifications m special applied load& Unless shown, toss has not been desigrxd fur storage oroccupancy lands. The design asames 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 ASTM A 633, Grade 40. unless otherwise shown. FABRICATION NOTES Prior w fabrication, the fabmator mall review this drawing to verify that this drawing is in conformance with the fabricames plum and to realize a contineitrg raspatmbility for web verification. Any discrepancies are to be pet in wtiting before cutting or fabrication. Plan mall can be installed over knotholes, knots m dissented grain. Member shall be m for tight fitting wad to wood bearing Connector plain shall be loatd on bah feat of the tors with nails fully imbedded and shall be s5m abed the joist unless otherwise shown A 50 plate is 5' wide x 4' 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 based on the fortes mown and may need to be increased 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 be followed in accoda ce with 'Handling. Installing and Bracing'. HID-91. Trusses are es to 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 action for UtlsstS requires such temporary bracing during instanation between tmssa to avoid toppling and dominuieg. The supervision orcrection of tm c a shallbe under the control of p rmns experienced in the imallaion of t mUM Prolmaimud advice shall be tough: if add. caneem,atum of corWnction loads greater than the design wads shall not be applied to trtrsms st any time. No wads other than the weight of the erector shall 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 building daigna. Bracing mown is rot lateral mPPoss of nos .-tint only toreduce buckling length. Provisions mess be made to anchor lateral bracing a ends and specified I ) wcaiom determined by the building designer Additional bracing of the overall structure may be required. (Sec IUB-91 of TP1).pnr specific truss bracing rqu rmem& comae building designa.(Tms Plate Imtimte TPI is loco cd a 583 400S MARONDA WAY WD-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 based m informaioo la mided by the diem. The designer disclaims soy resparabiliry for damages n a result of faulty or inemreci infWmnion. specifications andlor designs fhrois6d to the truss dccgoer by the client and the currecmaa or au:mxy of this information as it may relate In ■ specific project and accepts o0 respmnbiliry a camises on control with regard In fabrication, handling, shipment and mssllsti a of trusses. This muss has been designed as an individual building component in secordaoce with ANSVIPI 1-2002 and NDS-02 to be mcerpmued as pan of the building design by a 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 or ano. bads. project spemfcstions m specW applied 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 rigid ceiling. 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 ASTM A 633. Grade 44 unless otherwise thew. FABRICATION NOTES Prim to fabrication. the famieafm man review this drawing to verily that this drawing is in ennli 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 installed over Immboles, rum. or distorted grain. Members mall bead fen tight fitting wood to wend bearing. Connector plates shell be bated on both faces of the mute with nails "imbedded and mall be sym. shad the joint unless 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 the pine length specified Double cuts on web members shall meet at the cemmid of the webs unless otherwise showy. Comretor plate sits m minimum Noes bated m the flumesshowy and may need tube imlused fen certain handling and/or eretim messes. This muss is out to be 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 accordance with'Haodlieg. Installing and Bracing'. Hie-91. Trusses are to be handled with Iuniadar ease during banding and h.odflin& dd.-y and installation to awid damage. Temporary and permanent bracing fen bolding mosses in . P,.i& and phumb position and fen resisting lateral forces shall be designed and installed by others. Careful handling is essential end maim 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 of erectionof n.sses man be under the co mot of person, experienced in the 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 ofthe roamm , all be applied to woes until 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 out this drawing is rot crealm bracing. wind bmdn& penal bracing or similar beating which is pan of the lat Wing design and which mug be considered by the building designs. Bracing mown is fen lateral svppwt of mass members only to reduce buckling length. Provisions men be made to anchor lateral bracing as ends and specified khc,O determined by me baHding desipa. Additional bracing ofthe overall structure may be required. (Slur InR-91 of TPI).Por specific rum bracing mquiremeou& contact building dasgna.(Truss Plate Institute. TPI is located at 593 400S MARONDA WAY DOnellin Drive. 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 Live 10.0 paf BC Dead 10.0 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 of fanity 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 an com ml with regard to fabriation. handling, shipment and installation of uuves. This buss has beat designed a an individual building compound in accordance with ANSVfPi 1-2002 and NDS-02 m be inemp=W as pat of the building design by a 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.d or saw bads, project specifications or special 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 braced by sheathing adess otherwise specified. where bottom chords in tension are om rally braced laterally by + properly applied rigid ceiling, they should be braced a ■ maximum spacing of 10'.W o.c. connector Plates shall be marrafacbred from 20 gage but dipped galvanized stud meeting ASTM A 653. Grade 40. nlm othawise shoats FABRICATION NOTES Prim in fabrication. the fabrication shall review this drawing to verify that this drawing is in atnfbrno c with fabruatafs ptad ,m m ane6a a comineing re,pona'Ed:ry Ver for such ification. Any dfnes arerepan[l to 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 wood to Rood hearing. Connector Plates shall be located on both faces of the tam with rails folly imbedded and Shall be sym. about the joint an'm otherwise shoats. A 5x4 plate is 5' 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 wrh members shall canes at the cndlmd Of the webs anlm otherwise slat- ConEelOr plaae sizes all minim sizes based on the forces sbow and may need to be increased fm certain handling and/or ereclioa Armes. This trust is not in be fabricated with fue retarda.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 followed in accordance with'Haadliug, Installing and (tracing'. 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 straight and plumb position and for resisting lateral fort. shall be dmgted and installed by others. Careful handling is - at and erection bracing it almayt required. Normal pr.®mimaty action for trustees requires such temporary bracing dining installation betaYen bastes to avoid toppling and domimmg. The supervision of.ection of bases shall be ender the conbol of Persons alierieer ed in the installation of wars. Professional advice 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. Provision must be made in mob. Lateral bracing at cods and specified ) ,locations determined by the baildivg dmg err. Additional bracing of the ovaaS nxmre maybe re pri ed. (Sne HIB-91 of TM.For specific ban bracing regairumnds, comact bmild'mg dmga.(Tran plate Instimte. 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 10.0 pef TPI-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 has been baud no information provided by the diem. The designer disclaims my responsibility for damages an a result of rutty ar incorrect informatim specifications mWor designs famished or the ones designer by the client and the correctness or accuracy of this mformaim An it may relate to a specific project and accepts on responsibility or a,misa no control with regard to fabrication. handling shipment and imullatioo of trusses. 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 profemmal engineer). When tevicwad for approval 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 annw bads, pmjeer IpRIfK-lim, m apeeial applied bads. Umm showy neon has not been designed The storage or occupancy bads. The design assumes camprmion chords (sup or bom m) are mm;mmsly braced by d hing unless otherwise specified. Wbera broom chords in tension are no fully braced taaaly by a popeAy applied rigid cufin& they should be braced as ■ maximum spacing of 101O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized dal meeting ASTM A 653. 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 wood boring. Connector plate shall be baud - bah taco of the truss with mils fully imbedded and shall be s m about the joint now otherwise sbo- A Sao plate is S' wide x 4' Img. A 6xg plate is 6' wide a Be lung Slots (bola) ran parallel to the plate I:ngth specified Double con on web members shall meet a the cenuoid of the webs unlm otherwise show. Comtator plate sizes ate minimum sizes based m the forces mow and may aced to 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 be Iblbwed 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 erection tracing is .Mays required. Normal prmutium ry cacao. for nassa requires such temporary bracing during installation between banes to avoid toppling and domiming. Tbc supervision ofereetim oft asses shall be coda the control of persons experienced in the installation ofwssa. Profasimal adv ace mall be mugm it corded. Concentration ormadmm a a loads greater than the design toads 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. EXCEPT AS SHOi�1R '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 or meih bracing w�larpart of the building design and which must be considered by the building designer. Bracing maws islbr lateral support of ban Dsgnr:TLY Cbk: 9 16 2005 / / 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 be rtquued. (Sec HIB•91 of TPI lar specific ones bracing raprhemems, wmact building daguer.rfruss Plate institute, TPI is located at 593 DOwfrio Drive. Madison. wisranao 53719). . TC Live 160 psf P TC Dead 7.0 pef BC 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 has been bald on info:mu w prosided by the diem. The designer disclaims any respasm ibility ror damage a a result of fulry or iowereea 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 or scow bads project specification or special applied 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 otherwise specified. Where bottom chmds in tension aro nor Polly braced W sally by a properly applied rigid ceiling obey should be 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 coshing before caning or fabricailm. Plates :ball oot be imulid over kmtbolcs. knots or distorted grain. Members mall be m fm tight fining wood to wood boring. Connector plates shall be bated = botb 6ca of the nun with nails hliy imbedded and shall be t)m abotd the join mlm otherwise showy. A Sx4 plat is S' 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 web members shall mcer at the centroid of the webs unless otherwise 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 in accordance with'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 orvoses shin be ader the control of person experienced in the mmlation ofwsses. Prorenional advice shall be amghl if needed. Con®wtien of com octam load: 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 m this drawing a um crecllon bndo& wind bracing, pond bracing or -nits bracing which is a pan of the Wilding design and witich must be crosidcred by cbe Wilding desgna. Bracing mow is for lateral snpyon of we members only to rodoce buckling length. Provision must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing ofthe overall someone may be regoired. (See RIB-91 of TPI).For specific one 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.VVLatil Vs A v\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 by the dial. The designer disclaims any responsibility for damages as a result of faulty or 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 of misses. This bass has been designed a - individual building comp-, in accordance with ANSVrPi 1.2002 and NDS-02 to be incorporated as pm of the building design 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 wind or snow 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 applied rigid ceiling• they should be braced a a maximum spacing of 101-W o.c. Connector plates shall be ma -factored from 20 gage her dipped galvanized steel mating ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to 11.1ekaica the fabricator droll review this drawing to verify that this drawing is in conformance 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. Members shall be end for tight fining wood in wood hearing. connector planes shall be located an both faro of the tom with nails rally imbedded and awl be s)m. about the joint 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 erwise othshown. Coma tor plain Sim ere minimum sizes based an the fumes shown and may need to be increased for certain binding and/or crclMn mines. This tress is riot to be fibricaed with rba retardam ..it lumber unless otherwise shown. For additional information on Quality Control refer to ANSVRI 1.2002 PRECAUTIONARY NOTES NI bracing and erection recommendations are to be followed in accordance with 'Handling. Installing and Bracmg . HIB-91. Treaties are to be handled with particular cm during banding and handling. delivery and imultation to avoid damage Temporary and pamaat bracing 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 contraction load, 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 fastening and 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 Laronda Systems Bracing".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 is l on oftmss member only to redact buckling length. Provisions mesa be made to anchor lat W bracing at ads and specified locations determined by the building designer. Additiow bracing of the overall structure may be required. (See HI8-91 of TPI).Fm specifc 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 ■ =11 of 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 a specific project and accepts no responsibility or czacises no control with regard to fabrication, handling dipmmt and =1211atioo of manta This truss has been resigned as an tudivitlual building compooem in accordance with ANSVTPI 1.2002 and NDS.02 to be inwpormed a pm of the building design by a Building Designer (regsaed architect w pofessmal engnea). Wbm reviewed for approval by the balldmg desgpa. the design Inman shown mast be checked to be sure, that the data shown art in agreement with the local building codes, local climatic records for wind a sow loads, project speciBcatiom or special applied bads. Unless mown, tress has rot been designed for amage or occupancy bads. The design ass®o compression chords pop or bmont) are continuously braced by ch-hing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a 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 to be pat in writing before caning or fabrication. Plates mall rot be installed ova knotbolea, toots or diaoned gain. Members man for shall be tight fitting wood m wood hearing plates shall be loan on both m h f> the tors with nails fully imbedded and mall be sym. about We joint ones emerwise mown. A 5a4 plate is 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 We webs 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 accordance with'Handling Installing and Bracing'. HID-91. Tmssa are to be handled with patiodu Care during banding and bundling. delivery and imaostion to avoid damage Temporary and pssmanent bracing far holding creases to a straigm and plumb position and for raising lateral 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 of erectionof tsnaes shall be under the cam] of persons experienced b the msalluloo of tresses. Prefemmal advice shall be sought it ncedtd. Conoco= m of onu= m load: grcKu than the design Inds &hall eat W applied to tread at any tint. No bads other than the weight of the sectors mall be applied to mites until afa all faAenmg 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 ALL NOTES ON T. BRACING NARNZNO: Mar a run der Systems Bracing 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 bnildiog desigva. Bracing mown is for Iataal suppon of buss members only to reduce heckling length. Provisions most be made to anchor 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.Fa specific times bracing requinmema camact building designer.(Trwsa Rate msimte, TR is bcscd as sil 4005 MARONDA WAY D'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 designer disclaims any respoutibility for damages as a result of fauhy or incorrect information. spmifrcatiom andlor designs furnished to the Moss designer by the cheat and the cm ocmen or accoracy of this information As it MAY relate to a specific project AM accepts no responsibility or meteises no control with regard to fabricationn, handling shipment and installation of vases. This tress has been desip d As an individual building component in accordance with ANSVrPI 1-2002 and NOS-02 to be incorporated An pan of the building design by a Building Designer (registered Architect or professional engines). When reviewed for approval 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 for wind or wow bads, 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. Where bottom chords in tension are out fishy braced laterally by a properly applied rigid ceiling. they should be braced at a maximum sating of I(Y-W o.c. Co®ator pales shall be manofkamed from 20 gunge ben dipped galvanized steel meeting ASTM A 653. Grade 4 unless otherwise sbown. FABRICATION NOTES Prior to fabrication. the fabricator shall renew this drawing to verify that this drawing is in cauforoo-c with the fabricamis plans and to realize a continuing responsibility fen such verification. Any discrepancies Are to be put in writing bcfine cutting or fabrication. Plata ,hall no be installed over koutholes. knots or dinortd gain. Meubers dull be as far light fitting wood to wood hearing. Connector plates shall be bated on both fans of the tam with ruits filly imbedded and shall be s5m. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4-long. A 6a8 plate is 6' 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 sizes based on the lima shown and may need to 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 Quality Control refer to ANSVfPI I-2002 PRECAUTIONARY NOTES All bracing and erection recommendations Are to be followed in accordance with'Handlin . Insulting And Bracing'. HIB-91. Truster °re to be handled with particular are during banding and handling. delivery and installation to avoid damage. Temporary and permanent bracing for holding Massa in a straight and plumb position and for resisting lateral forest shall be designed and installed by others. Careful handling a e eM All and crcaion bracing is Alnmys required. Normal precautionary Action for wastes raryucs such temporary bracing doing installation bases Musa to Avoid toppling And dominoing. The supervisionof erection of wastesshall be under the control of pasms experienced in the ,..an.,ion oftmsa. Professional advice shall be weght if needed. Conamn en of mnstneien Inds grater than the design loads shall not be applied to tresses at Any dme No bads other than the weight of the -tons Ahall 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 EXCEPT AS 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 a ro n da Systems Bracing shown i this drawing is not ereerion ban y t wind bracing ponat bracing nc similar bracing wtich is A prat of ant the hoihling design and atiich must lot considered by tho hoilding drsigaer. Bracing thown is Ibr lateral wppon of ems Members only to reduce buckling length. Provisions must be made to Anchor lateral bracing at ends and specified locstiom determined by the building designer. Additional bracing of the overall stroctore may be required. (See HIB-91 of Tn) pen spezifx ones bracing 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 daigoer disclaims my respondbility for damages u a remit of rutty or incorrect information. specifiutioos udlor designs furnished to the over designer by the client tad the conectncs or aeconey of this mlMmatiao as it may relate to a 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 by a Boildiog Designer (registered architect a professional cog ccr) When revrMie��wvd �ffor appoval by the building designer. the design ^'� shown must be checked to be sine that the din show sic inagreement with the local boMag code, local climatic records for wind or mow loads. project $Wir-Ak m a sPeclal applied bads Unless td o was has not been designed fin storage or occupancy loads The design aanms eempressim chords (top or banom) ate comimmdy braced by Oewhing notes; otherwise specified. Where boom chords in tension ate not hilly braced laterally by a property applied rigid cc itt& they shmld be braced at a masimum spacing of 10'.W o.c. Connector plums shall be mmnfacmred Bum 20 guge has dipped galvanized sled messing ASTM A 653, Grade 40. atlas otherwise show. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricates plans and to realize a cmtimbg respombility for inch vam. i6catiAny diseMPmcis are, to be pm in writing heroes caning a nhrkstim. Plata shall m be installed ova l oftles. know or distorted gain. Members shall be on for tight fining wood w wood bearing. Connector plats shall be on bah ram of We tnw with nails hilly imbedded and shall be sym show the joint oleo otherwise shown. A 50 plate is 5' wide x r long. A 6x8 plate is 6' wide s g• long. Sim (bola) mot parallel to the plate length spcified lxnble cm on web member shall meet at the c tumid ofthe web$ undess otherwise showo. connector plate shall are minimum sines based on the tomes shown and may need to be imrataed for certain hmdlmg andlor erection messes This no is um to be fabricated with fate rdadmt nested Zomba alas otherwise 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 accordance with mNmdlms. h1Til1lm$ and aracine. wB-91. Toss sic w be handled with particularold dining banding andbanalinb ddi.vy and instillation to avid damage. Temporary ad permanent bracing fin bolding mosses, in a straight and plumb position and (br resisting Lateral (byes shall be designed and installed by other,. carefol handling is essential and cream bracing a always Mquinal. Normal fMowimay action fin mnsa repim min temporary bearing daring maillation between unsau to avid toppling and dtmimio& TLe mpuvisim of erection of vases sbaB be vnda the Control orpermns experienced in the innm all.doftta=:a Profeaieoal advice shall be songht J,�ded. Cow mnom of crostr ctano tuned; Vane thin the design Inds shall ml be applied to trusses at any Limn. No loads other than the weight of the erector shag be applied to mass until after all fastening 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 shown cm this A%tcT" is oat erection bearing. wind bracing pond bracing m curiae brdng wrap is a pan d the building design and whl[h moat bt considered by the bnildbg dtagner. Bracing {how is mr lateralmppon of sins mmbas only to reduce boel)ing length. Provisions mug be made to a lateral bating at end; andspecified ) , locations determined by the building designer. Additional bracing of the er aan svuctae may be rupuired. (Sat MEI-91 of 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 1 io 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 this design is for an individual building component and has been bad on informative provided by the diem. The designer disclaims any responsibility for damages a a rank errantry or inverrect information. specifications .Wor designs femisbed to the no design. by the client and the co.amm or accuracy of this information a it may relate to a specific project and accepts no responsibility or erercises no control with regard to fabrication. handlingshipment and installation of ussn This no has been designed a - individual building camponem in accordance .ith ANSVTPI 1.2002 and NDS-02 to be incorporated a pm of the building design by a Building Designer (registered architect a pmfeamoal engine.) Wbw revived for approval by the building designs. 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 or mow' loads. Project apeciftediwf or aprsial applied loads. Unlcm shows tram has am been designed fe enrage or occupancy loads. The design assumes compression chords (top or bosom) are cootimowly braced by sbathing anless otherwise specified. where bottom chord: in tensions are not hBy bested laterally by a properly 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 be pat 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 wend baring. Conmeaor plates shall be located an both has of the truss with naiu fully imbedded and dull be gent. about the joint unless otherwise sbowa A 5.4 plate is 5' wide x 4' long. A 6a8 plate is 6' wide x 8' lung. Sluu (bola) run paralld m the plate length specified. Doable cats on web members shall meet at the cenmoid of the webs unless otherwise show. Connector plate sizes are minimum situ based on the forces show and may Deed to be increacd 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 be followed in -cardaDce with'HandI4 (mulling and Bsaci.e. HIS-91. Truax as to be badld with particular care during baling and bumming, delivery and imullatim to avoid damage_ Temporary and permanent bracing for bolding Dusty in a smaighl and plumb position and for resisting lateral Nora shall be designed and inst"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 and domineio& The supervision of aection of noes shall be order the control of persons experienced in the installation of m e professional advice shall be sought fnm&d Conamestian ofennatnaxiom load: paw than the design loads shall not be applied to masses at 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°.dngw�hisa�lnl building design awiich must be considered by the boildmg desig er. Bating shown is for lafad atWPDrs Drum J, membas only to reduce heckling laugh Provisions mass be made to see lateral bracing at ends ad specified bcatiom Aet.mimed by the building designer. Additional bracing of the overall ancmre maybe required. (Sec HIB-91 of TPI)Xor specific am lasting requitemmz contact bailing desgner.(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 desigoadisclaims myresponsibility 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 he been dwewithned aniVrPl12Mdual hoiming component i accadaxe 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 building NDSalmbeia«ponteaupanordubailaingdesign e in INT zone, 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 datsshown aseinagcesomt with the local WWingcodes. 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- 4 419 0.38 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 sheathing union; 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 A 10- 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 be put 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 shall be lomled on barn rapes of 6.00 6.00 the truss with rails fully imbedded and shall be s)m. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 8X 1st 4' long. A 6x8 plate is 6' wide a 8' long. Slog (holes) 5x6 mar parallel to the pwc length specified. Doable cuts on web members shall meet as the cemmid orthe webs unless otherwise shown. Connector plate sins arc minimum sizes based cm the forces shown 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 lumber amen alhawue hewn. 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 og Installing and 3x4 Bracitte. HIB-91. Truan are to be handled with 5X8 3x4 particular care meting banding and bundling. deli dry and 3x4 4-7-6 - 0-6-6 nstal ilation to ."pia damage. Temporary and pe rumens 0-6-6 6x8 6x8 5x6 bracing run homing mran in. straight and plumb 5x6 position and for resisting latml force shall be designed and installed by others. Careful handling is a ial and 21 `ration bracing is always required. 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 installation of woes. Professional advice shall be sought 14-2-6 4-10- 6 12- 8- o Jam. Car�retrminn of construction land, greater than be to trosses so time. 22 the design lads shall om applied No loam other than the weigbr of the erectors shall be 84 19-1-8 9- OV 19-1-8 .00r, applied to trusses anlil after an fastening and bracing is L - l- i. in COSMETIC PLATES (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 show is fun wend rapport of wet members only to reduce bottling length. Rovisiom man be made to anchor lateral bracing n ends and specified locations determined by the building desigpa. Additional bracing of the overall structure may be required (See HIB-91 orTPl).For specific troy bracing requir®ats, contact building designa,(Tra s Plate Imtimte. TPI is located a $83 4005 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 has been hand oninformation provided bythe client. The WB: 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 it All 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 been designed as an individual building component inaccord, 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 pm orthe building design in INT zone, 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 data sbownare inagrcanot with the localbuildingcode local climatic records for 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- 4 730 0.40 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 sheathing Won od rwisespMificd. what 6- 7 -977 0.31 A 11-10 461 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's plans 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 to be put in writing before cutting or fabrication. Plain shall not be weaned ova knotholes, knits m dismnod 3 4 5 6 7 8 grain. Member; ihall be m for tight fining woad to wood 1 2 bem-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. A 6x8 plate is 6' wide a 8' 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'cmr plate size are mm<mmn dm based on the forces shown and may 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 to ANSVrPI 1-2002 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 avoid damage. Temporsty and permanentI 5x6 6x8 6x8 5x6 bracing for holding wan in. straight and plumb position and for raising lateal forte mall be deigned and installed by oihm. Careful handling is essmial and erection bracing is alwa)s required. Normal precautionary l`c 3.00 action for cm w salaries such 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 installation of 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 mall ram 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 zlumil after all fasenurg and bracing is eomplaed. I 5 0-10.8 14 3 40-0-0 1 10 0-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 is for detail anppon of tuna Members only to reduce buckling length. Provisions must be made to anchor [metal bracing mends 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 a 583 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 This design is for an individual building component and has been bald on information provided by the diem. The chigoe, disclaims any responsibility for damages a a =11 of faulty on ivcorrat information. specifications and/ar designs famished to the wen designer by the client and the correctness m accuracy of this information a it may relate en a specific project and accepts no responsibility a exemiso an control with regard to fabrication. handling mipmem and i.stdlation o! wan. This true has been designed as an individual building component in accordance with ANSVIPI 1.2002 and NDS.o2 to be imtorporated as put or the building design by a Building Desig.w (registered architect m professional argue). When reviewed (or approval by the building dcsigoa. the design 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 or snow 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 or bosom) 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 be manufactured from :0 gauge 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 to be pot in writing before cutting or rabricasioa. Plan dull not be installed over knothole. knots m distorted grain. Members shall be an fin tight fitting wood to wood bearing Conneaut plates shall be bored on both faces of the tma with rails rally imhI III and dull be s)ux about the joint ®lea mhawise shown A 3x4 plate is 5' wide x 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 of the 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 Quality Comm, Mr. to ANSVrPI 1.2002 PRECAUTIONARY NOTES All bracing and erection recommendations as to be followed in accordance aith'Handling. lernalling and grating'. IDB.91. Trusses are to be (handled with particular rK during banding and bundling delivery and installation a avoid damage Temporary and Perm+� bracing far holding mosses in a straight and ld position and fin training lateral forts dull be designed and installed by others. CaecPol handling is eaamial and era tore basing a always required. Normal prtvmionary action br trades requires such temporary bracing daring installation Rearm ensues to avoid toppling and dominoiag The duper isio. of elation of asses mall be under the control of persons experienced in the nnsullation of banes. Professional advice shall be roaght if spaded. Conanuation of nomirnabn loads grata than the design ads mall not be applied to masses at my time. No low other than the atigm orthe 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`i and aid bracing.paM. Bmin m similar wbracing whlcbifa parkof a the baildi.g dctigm and which mast be considered by the building desgner. Bncivg mow is far lateral mppon of mate members only to reduce buckling IcVh. provisions mug be made to anchor lateral bracing at cons and specifind locations dctamioed by the building designer. Additional bracing of the overall Rrectme may be requires. (Sec M&91 of TPQ.fror specific min bluing requinceemu, contact building desig.er.(Trass Plate lagimte, M is located er 583 4005 MARONDA WAY Dronofrirt Drive. Madison. Wisconsin 33719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 32.1-3913 TOMAS PONCE 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 u a 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 offaulty orincorrect 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 information n 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 braced unless 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 has been designed n an iMividual building compmminaccord ,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 pan of the building design in INT zone, 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- 0 951 0.29 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 bah fan of 14-0-0 13-0-0 the truss; with nails fay imbedded and shall be syn. abom 13-0-0 the joint alas otherwise shown. A 5x4 plate is S' wide x 6 7 4• king. A 6x8 plate is 68 wide a 8' long. Slots (bola) 1 2 3 4 5 non panllel to the plare length specified. Double cuts on web 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 may need to be 5x6 jacne,ed for cerrain handling antra erection atrerser. 5x6 2x4 This bass is not to be fabrieaud with ere rou loot nests lumber unless otherwise shown For additional information on Quality Control refer to ANSVrPI 1.2002 PRECAUTIONARY NOTES 3x4All bracing ad ratino r:aims test oats ate m be 7- 3 43x4 7-0-6 followed m accordance with •Hi ming. Installing andBracing', HID-91. Trusser arc m be handled with 3x4 6xI3x4 3x4particular ease during banding ad bundling delivesy and 0-6-6 3x44x8 0.6-6 I' imullatioo m mid damage. Temporary and permanm 5x6 5x6bracing fm holding banes in . straight and plumb z 2x4 position and fa resisting lateral forces shall be designed and installed by others. 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 avoid toppling and domlrnming The supervision of cation ofbaaa shall be ader the control of person experitrxe!d in the 0-8-0 0-8-0 mtal ilatioon of basses. Professional ad kc dull be -SM if hheedad. Concentration of nhm uctian Inds greater than 14-2-6 7-1-0 ,, 12 8 0 the design kiada shall net to applied 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 buckling length. Provisions most be made to anchor lateral bracing a ends and specified locatiam dm mind by the building design. Additional bracing of the overall structure maybe required. (See HIR-91 of TPI).For spaife bon bracing nxpir moos. cmacs building dcigua.(Tr %tie tunimte. TPI is located w 583 4005 MARONDA WAY Dvnoa;m Drive. 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 is for an individual building component and has been hosed on information provided by the client. The design. disclaims any responsibility fa damages a a result of faulty a incorrect information. specifications andror designs famished m the troy designer by the client and the emresmm m aceuncy of this information as it may relate to a specific project and accepts ou responsibility or exercises ono control with regard m fabrication. handling, shipment and installation of truss.. This tray has been designed as an individual building component in accordance with ANSI/fPI 1-2002 and NDS-02 to be incorporated a pan ofthe building design by a Building Designer (regia.cd .chitect or 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 of I OF-W oe. Connate plat. 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 or distorted grain. Members shall be at fm tight timing wood to wood bearing. Connector wns plum shall be located on both faof the trusswith nail: fully imbedded and shall be s)a. about the jointunlcs otherwise sbown. 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 fortes show, and may need to be iacreaeed fro certain 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 refer a 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 and badliag deli,ery ad installation w avoid damage. Temporary and permanent bracing fro holding muses in a straight and plumb position 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 temporary busing daring innallatiW between masses to avoid toppling am damming. The supervision of.cction of urns. shall be under the control of, ap.ieacd in the installation of canes. Professional :trice shall be sought if nadd. Concentration of ara,a.ion loads greater than the design loam shall not be applied to trusser at any tine. No lads other the the woigm orthe erecto s man be applied m m nee mail after all 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-, 11-1-8 17-9-0 (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 reduce buckling length. Revisions mast 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 bracing regoiremats. 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 psf TPI-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 may relate to a specific pmject and accepts on responsibility or ameises on wmtol with regard to fabrication, handling shipment and incatir as of busses. 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 by a Building Desigoa (regiaaed architect or professional eogoter). When reviewed for approval by the building designer. the design 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 sheathing udm otherwise 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 meeting ASTM A 633. Grade 4Q unless otherwise mown FABRICATION NOTES Prior to fabricating the fabricator shall renew this drawlu$ to vmfy that this drawing is in conformance with the fabricators plans and to realive ■ continuing responsibility for such verific rim. Any discrepancies art, to be put in writing before cutting m fabrcadim. Rates shall not be installed over krntbola, knits or distorted grain. Members mall be m for tight fining woad to wood bearing. Connector plates shall be bested on both fans of the wss withnits fdy im1 11 andshallbe sym abom the joint ads otherwise shows A 5a4 plate is 5' wide x 4" nog. A fall 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 otherwise mown. 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 be fabricated with the reurdau owed lumber udm ol1e win sh- For addtmnl information 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 on bmwem oaaa m avoid toppling and dmminnis& The mpeavision of erection of Dosses mall be order the control of pawns experienced in the insullaioo of mosses. Profasooal advice mall be sought tf 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 to Danes 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�wind b„�po,abruingm��br�ngw�isa�tof e baiWing dedgn and which most be considered by the building designer. Bracing shown is for Iatml mppmt of ona member only to reduce buckling IcVb. Provisions must be made to anchor Iateral bracing a ends and specified mcations determined by the beading designer. Additional bracing of the overall anxmre may be required. (See MR-91 ofTPD.Fm speeitic bass 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 Tbu design is for an individual building comFomem and has been based m information prot;dm by the dim. The designer disclaims any responsibility for damagea as s result of fully or incorrect informasioo. spaificatiom mdfor designs furnished to the truss designer by the slim and the correctness or se-cy orthis infarmatioo a it may rdate to a specific project and aaepts no 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 by a Building Designer (registered architect or pmressionsl coginea). when renewed rim approval by the building designs. the design loading shown 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 uuv with units fully- imbedded and shall be a) -..bum the joint unless otherwise shown. A 50 plate is 5' 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 the webs maim otherwise shown Connector pine sizes are minimum eV2s based on the fasces shown and may need to be mcressed for certain handling and/or section erases. This am is not to be fabricated with fire retaedam viand lumber unless otherwise shown. For st"60oal information - Quality Control refer to ANSMI 1.2002 PRECAUTIONARY NOTES AB bracing and erection reeommendalons M to be followed in accordance with 'Hmdlmg. Installing and Bracing'. NIB-91. Trusses ell to be handled with particular arc during handing and bonding dcr cry and 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 designed and installed by others. Careful handling is asemial and ==L= bracing is always required. Normal prtautio ary action for cra a rryuGa smh tmpomy bracing during msullaiot between trusses to avoid toppling and domiming. The mpovision of nation of ansses shall 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 ich the building dmigo and which man be considered by the building designer. Bracing shown is (by lateral suppon croon members; only to 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 Flee loeitum TPI is located at 533 4005 MARONDA WAY aoton;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 the diew. 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 designs famishedto in tressdesispaby die cfiant------------ ------------ and the covamm on accaracy of this informatim 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 has been 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 Jack Truce 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»irnaasly 3-4.-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-frmrea6am20pop hot dipped galvanimdsud 3-7.-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 - 0.08 NA (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 lomtd coboth fan of ten join, win arils fir» is mhmall be s5an .boa 5-0-0 14- 8- 0 the join anlm otherwise shown own A A 5 Sal plate is 5• wide a 4' long. A bag plate is 6' wide x g' bag. Sots (bole) 1 2 3 4 5 ton pasaud to the plate length specified. Double men on web members shall meet a the cenwid of the webs unless otherwise mown. Connector plate sizes are minimnot F6.00 sim bared on the forces shown and may need to be incicased for certain bm "ing and/0, elation mina. This sass is non to be fabricated with freer -lane arced 4x6 3x4 4x6 20 lumber calm otherwise shown. For aea;tiosud mfmatation oo Onahty 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 bracing for holding trusses in a straight and plumb a FIR Position and an resisting lateral Ruca sball be designed and inaal)td by odnm Caefal handling is menial and 3x4 6x8 4x6 erection bracing is always required. Narmd ply action for wssn 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 of basso. Professional advice shall be soogbt ¢ if noded. Coomntion of construct- bads gots, theca the design bads mail not be good to tmsys at any time. d. m No load. other ththe wci& of tW erector. shah W 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 considered by the building chips. Bracing mown is wr herd support ortma s� 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.Fm spar(x aoa bracingropiremmmcmtaa WiWingeaipa.(Tens PWclmtimm TP1 is 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 32766 TOTAL 43.0 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 of faulty or inow. 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 ve control with regard to (abricatio , haadtivg sbipmant and imallaion of trurses. This mass has been designed as an individtul building comPoaem in,eemdaoee with ANSVrPI 1.2002 ad NDS-02 to be incorporated as put of the building dingo by a 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.d or anew' load; project µxcificatims or sp-W applied bads. Unless mouA ouss has am been demgned ra amp or oceupaney wads. The dmp assumes corrKemon chords (mp or bomm) are continuously braced by d=daag unlm odwwisc spacficd Where bottom chow in tension .re not fully braced laterally by a porpeny applied rigid wilin& they should be braced at a maiimnm spacing of 10-0' 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 or fxb&.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 truss with mils sly imbedded ad shall be a)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 the webs unless th oerwise shown Cmmtor plate sines are minimum lino based on the fumes show and may need to be ine 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 Control ref= 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. dclisery and installation to avoid damage Tempoary, and Permanent bracing for balding mosses in a straight ad plumb Position and for resistiog larval forces aha11 be designed and installed by others. Cmet61 handliog is taentfal nod action 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 aecwn erf wssCa shall be under the Control of Pamm -Terimud in the rmbllatlon of 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 this dnwi`gisnaaecumbrwiu& i dl<ade& wbacingorsimBarbracing tkbI,.I=of Dsgar:TLY Chk: 9/16/2005 the building design and which mot be considered by the building desigra. Bracing sbo n is for lateral support of war members only to reduce 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 building designer. Additional bracing of the overall mxLive mre may be required. (See HIS-91 P of TPI). gxdre truss bracing r quiremems. contact building dmp,a.(Tass Plate Institute. TPI is local at 593 TC Dead 7.0 pef P 1 t DF : 1.25 4005 MARONDA WAY 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 fur an 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 project and accept; - responsibility or arercises ee comet with regard to fabrication. handling. shipment and inssallatm of mosses. This arms has been designed as an individual building component in accordance with ANSVTPI 1.2002 and NDS-02 to 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 be checked to be sore that the data shown are, in agreement with the local building codes loth climatic records for wind or snow loads. project specification or special applied bads. Unless shoum arms has out been designed for storage or occupancy bads. The design assumes compression chords (top or bosom) are continuously braced by sheathing mless otherwise specified. Where bosom chords in tension art u t fully braced laterally by a properly applied rigid ceiling they should be braced at . maimvm spacing of IOA' o.c. Common planes shall be manufactured Goan 20 gauge ben dipped galvanized steel coming ASTM A 657. Grade 44 unless otherwise shown FABRICATION NOTES Rim to fabrication the fabricator shall review this &awing to verify that this drawing is in confmmanoe with the Gbricamfs plansand to rcalirs a Cominuing responsibility for mcb verificnim. Any discrepancies art to be pus in writing before cutting or fabrication. Plates than one be installed over toorholes, keels or dinned grain. Members shall be m for light fining wood to wood bearing. Connector plan shall be located on both Ones of the tom with nails Polly imbedded and shall be sym. abous the joins odes otherwise show. A 5a4 plate is 5' wide x V long. A 6a8 pore is V wide 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 to be abrica cad with fun mardam treated lumber 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. Trusses arc to be handled with particular care during bending and band' n& def%=y and installation to 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. Normal precamiomry .coon for wares regn'nes sub temporary bracing during inullatme between tresses to avid toppling and dominoing. The mpervision of erectionof trusses sbalibe under the control of persons a sperienoed in the installation of wises. Professional advice shall be sought if needed. Concentration of -ro nrpio. loads greater than the design lords shall out be applied to trusser .t any time. No bads otbe, than the weight of the eraton shall be applied to mosses until 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: Bracng shown on this dining is arm ermine bnKin& wind brcng. Fatal Mating or similar brad.& utich is a part of Dsgnr : TLY Chk : niece building design and Stich most be mniderod by the building dc4=. Bnci.& thew is fbs tsteral anI of tress TC Li16 . 0 a f Live P mmbrn only to reduce bmktmg length' Provisions must be made to anchor lateral bracing at ends and specified ture my be repired. (SMB-91 locations determined by the building designer. Additional bracing of the overall structure ofTPI).Fw specific truss bracing rcquumerm contact building designer.(Tma Plate Innimta TPI is located ar 583 TC Dead 7.0 pa f D'Oneftio Drive. Madison Wisconsin 53719). BC Live 10.0 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 based on information provided by the 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 of this information as it may relate to a specific project and accepts no responsibility or aercises no control with regard to fabrication, handlw& shipment and insullatton of torn. This uuss has been designed as an individual building component in accordance with ANSUTPI 1.2002 and NDS-02 to be iocapmacd as pan of the building design by a 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 with the local building codes. local climatic records 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 rigid ceiling they should 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 f bricator's plans and W realia a continuing responsibility for such verification. Any discrepancies see to be put in writing before tuning or fabrication. Fierier dull not be installed over kmWoles. knots or distorted grain. Members shall be em for light fining wood to wood baring. Connector plates dtall be looted on bah fans of the rnss withnails fullyimbedded andshall be s)m ■bad the joint unless otherwise shown. 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 alas otherwise shown. Connecter plate tiza are minimum sim based on the forces clown and may need to be incrased for certain handling and/or erection sreses. This trot is tot to be fabricated 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 accordance with *Handling. Insulting and Bracing'. HIB-91. Trnses see to be handled with partisdac are during banding and bundling deinv) and insullatioo to avoid damage. Temporary and permanent bracing for bolding ruses in a might and plumb position and for raisting lateral forces shall be designed ad imuBd by 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 toppling and dominoing. The opmision of erection of wan shall be under The conuoi of penmen aepi-d in the insullmim of maua_ Professional advice shall be soaght If neodoi Correounion of mnstroar, Inds Vesta than 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 d a Systems e t the building deign and which mast bansde"d by the building designer. Bracing shown is far laeral support of truer members only to reduce 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 regnhLive e& (Sec P of TPI).Por specific trun bracing requiremcnM contact building dmgnct.(Truss Fine hsstinne. TM is located to 383 Pl t DF : 1.25 4005 MARONDA WAY D'OmGictDrive.Madison.Wisoncn53719). TC Dead 7.0 pBf 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 has bear brad on mfmmalw )raided by the diem TLe designer disclaims any responsibility fat damage a a matt of vanity at incorrect iofbrmaion, specifications andJ« designs Poraisbcd W the tram designer by the client and the correctness or acenncy of this information a it may relate to a specific project and accepts no responsibility or aercises an consul with regard m fabrication, handling, shipment and installation of avatars. 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 the building desigaa. the design badinp drown man be checked to be fare that 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 or Occupancy 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 of 10141' o.c. Comecr« plates:hall be -facetted from 20 garage hat dipped galvanise steel meeting ASTM A 653, Grade 40. ealess otherwise drown. FABRICATION NOTES Prim to fabrication, the rabricam shall review 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 to be pat in writing before cutting or fabrication. Plate dull not be installed ova knotholes, knots m distorted gain. Members dull be ant fat tight fitting wood to wood haring. Coaneerat plates shall be looted on both fates at the mass with mitt filly imbedded and shall be s5m show the joint unless otherwise sbuau A 50 plate is 5' wide a 4' long. A 6u8 plate is 6' wide a g' long. Slots (boles) rat parallel m the plate length specified. Doable cats an wab members shall meet a the camoid of the webs 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 AD bracing and election recammadatl0ns are to be lb0o%vd In accordance witb'Handliag, Inraiim8 and Bracing'. MR-91. Tresses are to be handled 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 Cadbl handling is - at and action bracing a atavy, requital. Normal preaDi nary action fat rmses requho such temporary bracing dm;ng imallatim bem-troves to avoid toppling and dommoing. The sapervisim of aetim of tresses shall be and. the anal of persons experienced in the installation of aatses. Pmfanioml advice shall be smghl if mead. conocmadon ofannma;m Inds greata than the design Imes shall 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 Systems Bradngshowwm d! 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 overall aocmre may be required. (Sec 10B.91 P of TPI).rw spmifc ants bating requir®ens, amact beiklina dedsm.(Tma PLac bvmm TPI is located n 5g3 TC Dead 7.0 ps f P 1 t DF : 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 by the dim. The designer disclaims any responsibility for damages a a result of fanity or ineorrett information. specifications and/or designs Pomissed to the bass designer by the client and the correctness or accuracy of this inlbrmation as it may relate to a specific project and accepts no responsibility or exercises no control with regard to fabrication, handlin& shipment and inzullatioo of mesa This truss has been designed as so individual building component in accordance with ANSYTH 1.2002 and NDS-02 to be incorporated a pan of the building design by a Building Daigna (registered architect or professional cggioces). When reviewed for approval by the building designer. the design loadings show must be checked to be sme that the data sbowo are in agrcemm with the local building codeslocal climatic records for wind or mow 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 or bobom) an eomimousy braced by sheathing unless otherwise specified. Where bottom chords in tension are nut fully braced laterally by ■ properly applied rigid ceiling they should be braced at a maximum spacing of ls-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 plans and to realize a continuing 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 light fitting wood to wood hearing. Connector plates shall be looted oo both for of the unn with mtb fully imbedded and shall be sym. about the joint unless 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 the web; 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'omml rcf. 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 avoid damage. Tcmpnuy and permabmt bracing for bolding uassel in a straight and Ptomb position and for resisting lateral fosses shall be designed and 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 canesshall be 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 da Systems 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 by the building designer. Bracing show is for lateral support of truss members only m reduce battling length. Provisions man be made to anchor lateral bracing a ads ad specified locations determined by the building designer. Additional bracing of the overall structure may be requirci (See MB-91 of TPl).For specific 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 Live 10.0 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 is for an imividaal building mmponew and has been baud an information prmided by the client. The designer disclaims any responsibility flat damages a a result of faulty a incorrect 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 a specific project and aaepu m responsibility or exescisn On coastal with regard in fabricatma. handling. shipment and iasallation of trusses. This suss has been designed as an individual building compooens in accordance with ANSVFPI 1.2003 and NDS-02 to be incorporated as pan of the building design 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 with the local building codes. local climatic records for wind or, scow bads. pojeet specifications or special applied bads. Unless sbova am has not been designed for storage or occupancy bads. The design essumus compression chords (top or bottom) arc continuously braced by sheathing unless otherwise specified. Where bottom chords in 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 be manufactured form 20 gauge but dipped galvanized ueel 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 a continuing responsibility foe such verification. Any discrepancies sra in be put in writing before caning or fabrication Plate mall not be installed ova knotholes, knots or distorted grain Mambas mall be an for tight fitting woad to wood bearing. Connector plats %hail be looted an both fam of the vita with nails fWly imbedded NO mall be sym. about the joint aalen otherwise mown. A U4 plate is 5' wide a 4' long. A 60 plate is 6' wide x 8' long. Sloe (bole) ono parallel 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 based an the forces shown and may need to be mcraned fm catain 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. Trusses me m be handled with particular ore during banding and dulling. delisery and 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 for trusses requires such temporary bracing during installaion between crosses to avoid toppling and domiums& The supervisionof nationof trussessba0 be miler the coastal of proms caperitecad in the installation of tresses. professional advice shall 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 Bnwingshown an this drawing isnot ercata>t� ionbr,ng.windbrpotil bracingo<omBnbracing;�� which is the building design and which mast be considered by the building designer. Bracing shows is for lineal support of con members only to reduce bmkling length. Provisions mug be made to anchor lateral bracing in cads and specified )0 bcatime, determind by the building designer. Additional bracing of the overall smrcase may be requited. (See MB-91 of Tpl).Fw specific truss bracing regoinmms, contact building 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 any responsibility for damages as a result of fully or incorrect information, specification and/or design furnished to the trues designer by the c6em and the corrections or accuracy of this information as it may relate to a specific project and accepts no responsibility or exercises on central with 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 the building 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 agreement with the local building codes. local climatic records for wind or snow bads. project specification or special 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 I d-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 plans and to realize a continuity 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 tight filling wood to wood bearing. Connector plates shall be k- on bah fans of the trues with nails fully imbedded and mall be sym. abed the joint t dess otherwise mown A 50 pine is 5' wide a a' long. A 6xg plate is 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 the web$ 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 be fbBowed in accordance with'Randling. Intsfiog and Bracing'. HIB-91. Trusses are to be handled 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 and Ibr resisting lasual forces shill be designed and installedby others. Carelbl handling is essmial and .ration bracing is always required. Normal prmnionary action for wsm requires such temporary bracing during installation between anon to avoid toppling and domioning. The mpa lion of erection of uoues awl be under the control of pnsons experienced in the installation of tmsan Professional advice mall be sonot if needed. Concentration of 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 which most be considered by the building desigoa. Rraciag shown is for Iatad soppon of trees m®bon only to reduce buckling length. Provisions must be made to mchor'am bracing a ends and specified bcasiom determined by the building designer. Additional bracing of the overall muctmc may be required. (See RIB-91 of rm).For specific sum bracing nem quirems. contact building designa.(Trun coe a Plate InstitmTPI located at 593 4005 MARONDA WAY DOoolri0 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 on information pmvided by the diem. The design. disclaims any responsibility for damages as a rault of rutty or incorrect information. simificatiom and/or designs furnished to the tNfl designer by the clim and the cartames a accuracy of this information as it may relate to a specific project and accepts on responsibility a nertis i on control with regard to fabrication. handling shipment and installation of cr 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. Unless sbown. tress has out bear designed ran storage or occupanry, bads. The design 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 by a properly applied rigid ceiling they should be brad a a maximum spacing of I m-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. Members shall be at for tight fining wood to wood bearing Contectr plates shall be Iocated on both faces d the truss with sits fully imbcddd and wall be s5m. about the joint onlm otherwise sbown. A 5a4 plate is 5' wide a 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 t be fabricated with rue retwdam traded lumber odor otherwise ihuwm. For additional information on Quality 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. Trusses are to be handled with particular are during Wiling and bundling delivery eel installation to avoid damage. Temporary and permmm bracing for bolding vusses in a straight and plumb position and for resisting lateral forte shall be designed and installed by others. Careful handling is eamial 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 of um mes (ballbe nnder the control of pmnns eaperieacd in the installation ofbnssa. Proressional advice shall be sought if laded. Cmncentratinn of o rstruc ou loads g=ta than Waft shal the design l not be applied to tmsse, at any time. No loads other than the weight of the erectra shall be applied toa trussuntil ama 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�b�ngw�isapart of the building eesip and winch ma, be, by the building de4m. Bening sbowm is fat W end support of truss m®hers only to reduce buctling length. Provisions mug be made t amber lateral bracing as ends ad specified locations daamiaed by the building designer. Additional bracing of the overall strucnne may be required. (Sec HIB-91 of TPI).Fw specific ants bracing requir®ms, comet building designer. f iron Plate latitate, TPI is 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 has been based tin information prosidrd by the client. The design. disclaims any respomobi ity for damages as. emit of faulty or incorrect information. specifications mWor designs f arnished to the nun designer by the client and the correctness or accuracy of this information 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 has been designed as an individual building cumrnnem in accordance with ANSVrPI 1.2002 and NDS-02 to be incorporated n past of the building design 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 specifications m special applied loads. Unless shown aver bas can ben designed for storage 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 by a 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 fed inch 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 to the plate length specified. Double cuts on web members mall men a the centruid of the websunlm otherwise shown. Connector plate siza m minimum size based cm the mrces shown and may need to be increased fed casein han ni,g anNm erection anma This cress is ors to 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 in accordance with 'Handling. installing and Bracing MB-91. Tresses m to be handled with particular acre inning handing and bundling. delivery and instalhninn to avoid damage. Te nporay ad p.mment bracing fed holding trussa in a straight and plumb position and for resisting Lateral lima shall be designed and 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 erection of uussa shallbe Oder the control of, caperiersd in the installation of wan Professional advice shall be aught if treaded. Cmceommon of nnntnraion lolls pater 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 bracing is 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�5-0�7-0-22 (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 erection bracing, wind bracing. portal bracing m similar bracing winch a a pail of tbs building design and which must be considered by the building designer. Bracing show is fir lateral support of morn members only 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 overall one = may be r.ry've& (See RBB-91 of TPI)For spedr : 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 R w\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 has been based on information provided by the dense The design. discisims any responsibility fro damages as . volt of iseby or iOCmrert mforummem. specifications andlor designs famished to the tress designer by the client and the correctness; or accuracy of [his information es it 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 be incorporated a pan of the building design 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 or special applied loads. Unless shown truss has non been designed for storage or occupscry loss. The design assumes compression cbords (top or 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 spacing of 10'-0' o.c. Comectm Plates shill be manufactured fimn 20 gangs but dipped 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 fabricators plans and to realize a continuing resI I ifity 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 fm tight filling wood to wood bearing. Connector plates mall be looted oo both faro of the trust with Dail. fully imbedded and mall be sjm. about the joint unless otherwise mown. A 5x4 plate is 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 of the webs unless otherwise mown. Cemector plate situ are minimum sizes baud m the fortes sbowm and may need to be increased for certain hadlmg andrm erestim SU03ML This truss is not to be fabricated with foe retardant Reared lumber unless otherwise mown. For additional information m Quality Control rcf. to ANSMI I.2002 PRECAUTIONARY NOTES All bracing and creation ranmmcndatinns ere to be fnuowed in accordance with'Handling 1-0ing and Bracing'. H19•91. Trusses are to be handled with particular care during banding and bundling 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 requires such temporary bracing during installation between uvsse, to avoid toppling and domiming. The supervision of .eetim of busses shall be under the control of persons esperiacd in the inswissim orowssa. Professional advice mall be smgbi if t mod. Cmcenann m of en69merlm lmda gresta than the design loads mall rob be applied to trusses n any done. No bads other than the weight of the.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 building chip and wbich must be considered by the building designer. Bracing mown is fm lateral support ofum �r members only to reduce buckling length. Provisions must be made to mbor lateral bracing .t end. and specified TC 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 building desipor.(Trnss Plate lanimm TPI 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 design is for an individual building component and has been based on infomation 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 of this information as it may relate to a specific project am accepts no responsibility or -ises no control with regard to fabrication, handling. shipmm and in tallatim of crosses. This tron has been designed a en individual building component in accordance with ANSVTPI 1-2002 and NDS-02 to be incorporated as pan of the building design by ■ Building Design. (registered architect or professional engine.). When reviewed for approval by the building 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 unless otherwise: specified. where bottom chords in torsion are not fully braced 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 but dipped 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 dim repancin ere, to be pat in writing 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 of the webs unless otherwise mown. Connector plate slap are minimum sine based on the foe. shown and may need to 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 to be followed in arcadmce with'Flaodlivg Installing and 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 in a straight and ptamb position and for resisting tnml races mall be deigned and installed by others. Carole hamling is essm al and .ation bracing is always required. Norval preaoiamry action 0m trusses requires such temporary bracing during installation between trusses to avoid toppling and domiming. the snp.vislon of rratino of vnsscs mall be onoa the rmmrot of person experienced in the installation of trusses. Professional advice shall be sought if txcded. Co nocmntino of conmrnGino loads greater than the design loam shall not be applied to nnSYf at any tiny. No loads other tbm the weight of the .eon mall be applied to trusses mail aft. all fastening 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 on this drawing a out cretin bracing, wind bracing, portal bracing or similar bndng which is a pan of Dsgnr : TLY Chk : 9 / 16 / 2 0 0 5 Marl ystems theboikiMdesigsmdwtkhmambncmas;�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 the building dc6pa. Additional bracing Of the overall 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 BC Dead 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 ou information prmided by the diem. 7be designer disclaims any responsibility for damages as a =11 of faulty or incorrect 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 a specific Project and accepu our responsibility m etescises m control with regard to fabrication. handling shipment and installation of omsses. This tray has been designed as an individual building componas in aaordanee with ANS VTPI 1-2002 and NDS-02 In be inc=pmatcd a pan of the building design by a Building Designer (mencrcd architect or pmfessiocal engmm). When reviewed for approval by the building designer. the design loadings shown must be checked to be sere that the data shown arc in agreement with the local building codes local climaie roads for wind or mow bads Project gasifeatiom or special applied bads. Unless sbowox tracs has Ise been draped for sanrage or occupaney bads. The design mama compression chords (mp or boomm) are comimmusty braced by sbcaWiog unless otherwise specified. Where bottom chords in 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 wood bearing Connector Planes shall be bated on bah Pass of the ones with oaib folly imbedded and shall be sym. show the joim nodes, otheswiu slow. A 5.4 Plate 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 ou web memben shall meet at the caemid of the webs unless otherwiu shown. Comnector plate situ are mivimrun sins based one the forces sbbwo and may need to be inan for certain harming andlm erection stresses. This moss is ram 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. Caref el handling is c-tial and emafan bracing is alwayi required. Normal Precautionary action for onsan requires Loch temporary bracing during installation between masses to -id toppling and dominoing. The mpavisincof esectioo of ousea shall be under the control of pesous experienced in the installation of unsses. Professional advice shall be sought if needed. Corzemrasmn of mnvnvi e Imds gsemer than the design bads shall not be applied to trusses at 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_ FMaronda Systems Bracing shown on this drawing is nor a naaimn bracing wind bracing pound bracing or dmilu bracing wisich is a pan of Dsgnr : TLY Chk : the Wilding design and wtich mass be considered by the building designer. Bracing shown is fa leer :oppon of no members only to reduce heckling length. Provisions must be made to ancbor Weal bracing at eel: and specified TC Li16 . 0 psf locations detamied by the beildmg designer. Additional bracing of the overall smetmLive e may be require& (Sec HIB-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 WAY MDnofricr Drive. 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 has been based on infomratio0 pmsided by the client The designer disclaims my responsibility for damages as a remit of fully or incorrees informama specification amJor designs fomishd to the man designer by the client and the :urrectioen or accuracy ofthis mfotmstinn al it may relae to a specific project and accepts no responsibility m exercises use comma with regard to fabrication, handling shipment and insulation of trusses. This boss has been designed as m individual building componem in accordance with ANSVrPl 1.2002 and NDS-02 to be iocmporatd as pan of the 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 or special 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 of 10,40 o.c. Connector plates shall be manufactured form 20 pop hot dipped galvanized $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,s plans and to realize a 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 filling wood to wood 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 c tumid of the wen, unless otherwise sbowv. Connector plate sizes use miaimvm sues based on, the fames dmm and tray need to be increased fa certain h—fli, and/or eratbp masses. This muss is our to be fabricated with fore retudam treated lumber unless otherwise shown. For additional mformaiao on Quality Control refer to 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 to be handled with pmtigdar are during banding and bulling delivery and imadlation to avoid damage. Temporary and pammad bracing for holding crasser in a straight and plumb position and for mining lateral tomes shall be daigned and installed by others. Careful handling is essemial and creams bracing is ahvaye required. Normal prommionsry action for tresses raquua inch temporary bracing during installation between creases to avoid toppling and dominoing The mp vision of erection of musses shall be under the control of prison aperienced in the installation oCm acu,. Professional advice shall be soughs if rctdrd. Cotroemration of connroabn loads gtmtcr span the design bads shall not be applied to trusses at any time. No bads other then the weigbt of due aatms shall be applied to tarter until after ell fastening and 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 hail is for mppon ofmesa members only to reduce ha idiag length. provisions mast be made to anchor Iltaal bracing a Cods and spa(fid locations determined by the building desiper. Additional bracing of We 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 has been baud on information proveld by the diem. The designer disclaims any responsibility fm damages as a result of faulty m incorrect information specifications and/or designs kruished to the trues designer by the client and the correctors or accuracy of this information as it may rdate b a specific project and accepts no respounin ry or exercises an ennvol with regard m fabrication. handling, shipment and insult-60a of uusses. 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 hen dipped galvaoind sted mating ASTM A 653, Grade 40. 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 not be 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 trim with nails fully imbded and shall be gym. about the joint unless otherwise shown. A 5x4 plate is 5' wide a 4' long. A 6x3 plate is 6' wide a 8' long. Sots (holes) con parallel to the plate length specified. Double cuts on web members shall need at the cemroid of the webs unless 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 m Quality Control refer m ANSVPPI 1.2002 PRECAUTIONARY NOTES AB bracing had erection reeom a—mto one as to be rollowd in accordance with HmA rag Installing and Bracing'. FOB-91. Trusses are to be handled with partiedu one during banding and bridling, 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 imullatian between trance; to avoid toppling and dominoing. The supervision of erection of trasses shall be ada the con rcl of persons experienced in the installation of mosses. 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 buckling Iengh. Provision muff be made m anchor lateral bracing a ends and specified locations determined by the building designer. Additional bracing of the overall roxmre may be rryaved (Sec HIB-91 of TPI).For specific von bracing raprlmam contact building desigoer.(Tmss plate laffitum 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 f rmisbed to the truss designer by the client and the correctness or accuracy of this 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-02 to be inempora:d as pan of the building deign by a Building Designer (registered architect or pefesianal engineer). Wben reviewed fnt approval by the building 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 :bathing vdezt otherwise specifid. 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 dipped galvanized stcl meeting ASTM A 633. Grade 4 unless othewise show. FABRICATION NOTES Print to fabrication. 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 be pat in -itwg before subbing or, fabrication. Plates mall not be installed over lnotbole, kn0u err dissected 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 joint unless otherwise shown A 50 plate is 5- wide x a' long. A 6xg plate is 6' wide a 8' long. Slats (bole) ran parallel to the plate length specified. Double cars on web members sball mess is the ceovoid of the webs unless otherwise :bow. Cannata, plate rim are minimum sizes based an the faces show and may need to be increased 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 Control refer to ANSVfPI 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 particular care during banding and bundling, delivery and m9alLnion to avoid damage. Temporary andpiumn t bracing for bolding trusses lo a straight and plumb position and for resisting lateral fora sball be deigned and installed by others. Careful hmNivg is essential and creamn b=ng a Nwsr)s required. Normal pica M=.y action for trusses rquire much temporary bracing during installation bsswten masses to avoid toppling and domianing. The supervision of erection of trvssn mall be under the control of persons experienced in the ivsullation of vases. Professional advice shall be sought if needed. corm entame n edmmLndon hands greater tom the design loads shall m be applied to travel at my lime. No loads other than the waght of the erectors shall be applied to trusses until after all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #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 mown is for lateral mppon of Ora members only to redact barging length. Provisions must be made to anchor latml bracing a rods and spcifnd bcaiom dnamiad by the banding dnipa. A"timW bracing of the oveall omcu= may be regdred. (Sec MB-91 Of TFI).For specific Oafs bracing requlrememL contact building dnrguer.(Trus Plate tostimw. . TYI is located a1583 400S MARONDA WAY D'OmGict Drive. Madi— Wisconsin 53719). 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 designer disclaims any respt mobility for damages as a result of faulty or incorrect infmetation, specifications and/or designs famished to the truss design. by the client and the correctness or accuracy of this infbrmstim a u may relate to a specific Project and cccpu on responabih.a an w nciscannot with regard fabrication. handlingshipmm and mswistion of omen This troy 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 be sure that the data shawa ecru In agrceIDm with the loan bnildiag codes, local cl®.tic records fa wind or snow bads. Project specifications or apaial applied bads. Unless shown am has cal been designed far storage or occapaaey bads. The design assumes compmssim 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 but dipped 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:iry for tabs verifeavon. Any ditempanci. am to be put in writing befme caning m fabricaim. Kates shall not be ins used over knothole:. kmu m disnal grain. Mends shall be m far tight fining wood to wand bmng. Connector plats shall be bated an both hco of the truss with nails rally imbeddod arm "I be sym. about the join unless otherwise shown. A 5a4 plate is 5' wide a V long. A 6.9 plate is 6' wide a 8' bog. Slots (bola) rot parallel to the plate length specified. Double cuts on web member shall macm at the cmboid of the webs unlm otherwise shown Connector plate sizes are minimum sizes bawd 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 are during banding and handling delhesy and installationw avoid damage Temporaryam permances bracing for holding busses 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 p cvA mwy action for basses requires such temporary bracing during intallaim betwam wastes to avoid toppling and domiming. The supavisioo of.sectionof besossshall be nd a. the control of persons mpericucod in the installation of basses. Professional advice shall be sought if wed. Concentration of mnstmerion bads greater than the design bads shall our be applied to amuses; at soy time No loads other than the weight of the erectots shall be applied to ansues umil 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 the building designer. Bracing shown is Ibrlateral suppan of mesa members only toreduce hackling length. Provisions must be 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 specilic sum bracing regnuemmta contact building dmigner.(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 the diem. The design= disclaims soy responsibility fro damages u ■ result of faulty or mcorrat information. Necificatmm andlor designs famished to the teas designer by the clim ad the corrections or accotacy of this information err it may relate to a spceific project And accepts W responsibility or aaeises m control with regard to fabrication, handling, shipment and imtallaioo of trusses. 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 or special 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 sheathing unless otherwise specified. Whae bottom chords in tension an, not fully braced laterally by a properly applied rigid ceiling they 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 A 653. Grade R. unless otherwise sbowa FABRICATION NOTES Prim to fabrication. the rabricator shall review this drawing w verily that this drawing is inconfxtru me with the fabricatofs lslaos ad to reali=< a enminning responsibility for such verification. Any disuepaaics 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 fining wood to wood bearing Connector plates &ball be beamed on both faces of the floss with m.1s fully iuthedded and shall be syrn. about the joint unless otherwiu shown A Sa4 plate is S' wide a 4' lung A 6.8 plate is 6' 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 based onthe rmcesshowy red may need tobe increased for certain handling and/or erection stressu This sea is eat to be fabricated with fw madam treated lumber uWas 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 avoid damage. Temporary red Pamanml bracing for bolding woes in a straight and plumb position and for resisting lateral forces mall be designed and installed by 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 in the -..,n,, ions ofwssa. Pmfeaaonal advice shall be magbi if ttedd. cmrc,mnuim of coustriaam b.ds grata 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.�a�mebradng wind br�ngpound bradngmo.labr��w�bis. Wof the building design and which must be considered by the bmibw liug design:. Bracing shown is rid laterat support of troO members only to reduce buckling length 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 ova bracing requirement& 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. knw %. 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 is for an 46,ima building compoomt and has been based on information provided by the dime. The designer disclaims my responsibility for damages a a result of faulty in incorrect information, specifications and/or design furnished to the tram designer by the client and she corrections or accuracy of Ibis information n it may In, toa specific project and accepts an responsibility or aereises no control with regard to rabricatioa bundlingd4mem and imtarmimo of tresses This truss has been designed a an individual building compoomt in accordance with ANSVfPI 1.2002 and NDS-02 to be incorporated a pan of the building dusigr 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 or occupancy bads. The design assuma compression chords (mp or bottom) are continuously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceiling, they should be braced a a maximum spacing of 19-W o.c. Comactor lines sball he —fiactured from 20 gauge but dipped galvanized sled medina ASTM A 653. Grade 40. mnku otherwise 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 m to be put in writing before mining or fabrication. Plata seal our be installed over kndboles, (moms or dinwted grain. Members shall be on far tight Bering wood to wand bearing. Connector plates shall be located on bah fans of the truss with nails fully imbedded and shall be sym. abed the joint unless otherwise shown. A Sx4 plate is 5- 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 $hall urea in the cmwid or the webs unless otberw;x mown. Connector blue sizes are minimum sires based no the forces shown and may need to be increased for certain hamdlivg a &in erattioo erases. This muss is not to be fabricated with fire retardam teased lumber Haas otherwise darw4 Fur additional information oft Quality 03m01 refer to ANSVrPI 1.2002 PRECAUTIONARY NOTES All bracing and aatim r¢onmendatiom are to be fotlowed in accordance with'llaodlin& healing and Bracing' . IBB-91. Trasses are to be bandld with particular care doting hording and bundling, delivery and installation to avoid damage Temporary and permanent bracing Ibr holding trusses in a straight and Plumb position and for resisting lateral fore$ shal be designed and installed by others. Careful handling is —is l and erecaim bracing is always required. Normal praankmay action for trusts requires inch temporary bracing during installation between trosses to avoid toppling and do mining. The mprivm of erection of tmssa shall be under the control of persons mperiencd in 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 Systems Br,ang�.nmN and which the building design and wttich sung b< wnadered by the building designer. Bracing mown n me lafaa mPpo:t or trines members only to reduce buckling length. provisions mug be made to $ocher lanes bracing ar ends and specified locations demmined by the building designer. Additional bracing of the overall structure may be required. (Sec NIB-91 of TPI).For specific 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: rev vi—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 has been based on infornmenoo PM-Acd by Ibe than. The desigua disclaims gay responsibility for damages ss a result of faulty 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 a specific project and accepts W rot, 'Iriliryor —rcisa on cworrol wild 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-02 to be iucapmatd a pan of the building desigo by a Balling Designer (registered architect or professional cup—). When reviewed for appm-I by the building designer. the design loadings show urea be cbaked to be sure that the data mow are in agreement with the local building coda. local climatic records far wind or snow badt. project specifications ee special applied bads. Unless thown, beep has not been designed for so rtge or occupancy bads. The design tf3nma compression chords (top or botm m) are contim edy braced by shrathing unless otherwise spcifid Wbm bottom chords in tmsioo are 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; be maonfacsufirm 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 for such verification. Any discrepancies are to be put in writing before cutting or fabrication Plus shall out be installed ova kmtbolet knou or distorted pale Members Shill] be cas for tlgm fiumS weed m wood bearing. Connector pWea than be looted on bah has of the trot, with suds fi,l]y imbedded and shall be t)m .bout the joint odes otherwise dtcwn. A 5x4 plate is 5' wide a 4' long. A 6xa pone is 6' wide a d' long Slots (bola) rot parallel m the plats length specified Doable ens on web eamben mall rates at the commid of the webs neles s otherwise shown. corm•en•• plate Oats m minimum a m slats based on Ibe (areowud need amay to be increasedIbr cerain hanmmg a &w c""o" as ane" This truss is era m 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 Installing and Bracing-. IUB-91. Tresses arc to be bm ld with particulat arc doing Wiling and bundling. dd.-y and msellation m awid damage Tmporay ad pesraanm bracing for bolding trusses in a straight and plumb position and 1br resisting lateral mrca sban be designed and installed by others. Catchl banmivg is a 61 and erwioo bracing is aloays rapwd. Normalproomioc ary action for mosses rogn'ta sncb tmpon y bracing doing installation between assists to swid toppling and dominoing. The supervision of erection of unaa shall be ands the Control of pews experienced in the maallation of rmssa. Professional advice mill be sought if traded. Cor�uuiao of camtn ct oo loam greater than the design bads than not be applitd m ut�ny s at atime No load, other there the wcigbt 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 AS SHOWN PLATES 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 wbirh must be considered by We building elesigmer. Bracing shoat is for lateral support of ova members only to reduce hackling length. Provisions; most be made to anchor Wad bracing at ends and specified locations determined by the building designer. Additional basing of the overall structure maybe nqn' ' (secHIB-91 of TPI).Fm specific truss bracing rcgehmaos. contact building desigaer.(Truss Plate 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 This design is for an individual building component and has been busod on information provided by the drerd. The designer disclaims soy responsibility rot damages a a result of faulty or incorrect information, specifications andlur designs furnished to the truss designer by the client am the correctness or accuracy of this information as it may relate to a specific Pmjat and accepts W responsibility or esacis on control with regard to (abrication, haodlmg shipment and installation of ouszes. 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 by a 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 for wind or mow, 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 c bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at ■ maaimum,pxing o(Id-0' o.c. C=mwr plates shall be maonfactured Dom 20 gorge 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 Ibis drawing 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. Member shall bean for tighs fining wood w wood burring Connector platen shall be bated on both (ants of the truss with minds fully imbedded and shall be slur. show the join onlm otherwise sbown. A 3x4 plate is 5• wide a Clung. A 6x8 plate is 6' wide a 8' long Slots (boles) run paralld to the plate length specified. Double enta on web member mall row a the ccu oid of the webs unless otherwise shown =tor plate Sim are minimum 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 be followed in accordance with'Hmdliog Installing and Bracing'. NIB-91. Trusses are to be handled with paniadar are during bending and bundling delivery and installation to avoid damage. 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 erection of mosses mall be dander the control of perwns edperimced 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 any time. No beds other wen the weight arthe ercctoer matt be applied to wssea mwil after m fastening 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 hngwhich isapan of the building design and which most be considered by We building designer. Bracing mown is for lateral stag of truss member only to reduce buckling length. 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 WAY Donofrio Drive. 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 ooinformationptoidodbythe client. 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 -- This design 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 may rdnetoaspecific project and accepts no 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 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 This am 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 wind or mow bads. poject specifications or special applied loads. Unlm shnwm truss has ml been designed for smrage or occup—y loads. The design amrma compression chords (top or bouom) arc continuously 4- �- braced by meshing ualess otherwise specified. Where boom chow in tension m not fully braced laterally by a 2 property applied rigid ceding they mnuld be braced in a 1 maxim® spacing of IO'4' o.c. Coonecmr plates sham be manufactured from 20 gorge but dipped galvanized steal 6.00 meeting ASTM A 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 the fahe(cators plans and to realise a contimuag responsibility for such verification. Any discrepancies are to be put in writing before tuning or fabrication. Plata shall not be installed 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 imbedded and shall be aym. &bow the joint mless otherwise mown. A 5.4 plate is 5' wide a 4' bong A 6ag plate is 6' wide a 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 to be h4l 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 1.2002 2><4 PRECAUTIONARY NOTES NI bracing 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 and erection bracing is alwa5i; nyttiad. Normal prcautiwury action for wssa require inch temporary bracing 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 mall be sought H needed. Cmresmra en ofeanannion loads Vega than 4-0-0 - t, the design loads shall not be applied to trusses at any time. No loads mho than the weight ofthe erectors mall be 4 3 applied to trusses until after all faaaning and bracing is EXCEPT AS SHOWN PLATES ARE MiTek MT20 �� WARNING: READ ALL NOTES ON THIS SHEET. A COPY OP THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: FMaronda Systems the on this drawing is two creation bracnb wind bmmng portal 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 made to 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 truss bracing rcgairanats. 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 based coudbrvmioopmvideebythe 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 specific project 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 This toss has been deigned e an individual building component in accordance with ANSVTPI 1-2002 and NDS-02 to be iecorpmnd a pan of the building 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 ion chords (top boon o) m amimoosty braced by numbing unless �erwise specified. Whera 1-10- 8 1-10- 8 boom chords in tension are mot fully braced laterally by a41 properly applied rigid ceift they should be braced at a 1 2 3 maximan spacing of 101-0' ox. Connector plants awl be mannfscmred from 20 gauge bin dipped salvanir-d sted F meeting ASTM A 653. Grade 40. unless otherwise show. 6.00 -6.00 FABRICATION NOTES Prior to fabrication. the fahtictlor shall review this drawing to verify that this drawing is in conformance with 4x6 the fabricators plans and to rain a continuing responsibility for such verification. Any discrepancies are to be pot in writing before tuning or fabrication. Plates :ha0 nos be;--, ed over knotholes, knout or dunned grain. Members shall be cm for tight fining weed to wood baring. Connect plain shall be lent ed on both race, of 3x4 the tom with nails fully inaedam andshall be sym. sham 0-11- 4 0-11- 4 the joint unless otherwise shown. A 50 plate is 5' wide a 4' long. A 61g plate is 6' wide x 8' long. Slou (holes) 43x4 rho parallel to the plate leagth specified. Doable cuts sum web m®ben shall sued or the cenmoid of tbe webs ales 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 Control refer 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 for holding wsw in a grnigN and phimD X/,\\/\,/\\\/ XX position and fin reciaing lateral forces sbaB be designed and imaalled by dhm. Careful handling is earmiai and ,onion beeing is always req..d. Normal pnomionuy action fin uesa repires such t®pony bracing during 0# 1.50" Stud 4- 0- 0 0# 1.50" installation between manes to avoid toppling and domimimg. ills supervifion of erectino of roses shall b, under the control of, experienced in the i¢sta0atiom crouton. Professional advice mail be sought 3-9-0 t, Ends°. Concentration orennsaidion loads grater than 41 Iho deign bads mall sat be apphod m m:sso tl are)' IimG No betas other tan the weigh ofthc =u" dWi be 5 4 applied to haste until aver all foaming and bracing is EXCEPT KS SHOWN 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 E��n��°°�°��°��°°b�w�°b�°�����brwhich °°°um the hoildivg desipt and -b most b, taasidered by tho buildng designer. &acing shown is Nr Irteral suppon of uvs membm only to reduce bustling length. Provisions must be made to ameba lateral bracing as cob and specified locnimts determined by the building designer. Alditional bramhcd bracing ofthe overall structure maybe roqu. (Sce HIR-91 of TM.For specific cos lancing regoir®entt coonct building daigner.(Tros Plate Institute. TPI is located in 583 4005 MARONDA WAY DVnottioDrive. Madison. Wisconsin 33719). 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 building compoom 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 has been 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 n it 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 This truss bas bens designed as an individual building compoomtin—omot••-ewith ANSVrPII.2002and in END zone, TCDL. 4.2 psf, BCDL. 1.2 pelf NDS-02 on be inemporst l a pan of the building design by a Building Designs (regiaered architecs or professional agioe s). When reviewed for approval by the building designer. the design loadings drown mast 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 storage or occupancy bads. The design aaanmes compression charts (top or bottom) are coat many 3-10- 8 3-10- 8 braced by sheathing anlm otherwise specified. Where bonom 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 20 gage but dipped galvatized steel 6. -6.00 meeting ASTM A 653. Grade 40. unless otherwise Show. FABRICATION NOTES 4x6 Prior to fabrication the fabricator shall review this drawing to verify that this drawing is in confmmance with the fabricamfs plans and m realize a continuing responsibility for such verification. Any discrepancies are to be put in wTting before coning or fabrication. Plata shall not be installed over knotholes, knots or distorted grain. Members shall be at for tight fining waved to wood bearing Connector plates shall be located on both laccti of the truss with nails fully imbedded and shall be s)m. about the joins arless otherwise showy. 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 length specified Double cats on web nanhe s shall mat at We cmnoid of the webs unlm otherwise 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--. For additional information on Quality Cannot ref. to ANS VfPI 1.2002 2x4 PRECAUTIONARY NOTES All bracing and erection recommendations = to be followed in accordance 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 be designed and installed by other. 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 the installation of trusses. Profnml tioadvice shall be sought if nceebd..1cammum of construction loads gT.ter than 7-9-0 the &sign loads shall not be applied to tmssa al any time. No bads other than the weight of the erectors shall be 5 4 .p0ied eutmnes nail aft" all fastening and bracing is 6 mmplaed. 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 Systems Eracing shown on this timing is on, ueaion bradng wind bracing papal bracing m similar bracing which is a pan of the boildiog design and wtium ch mbe considered by the building designer. Bracing show is for na lai anppon of hues members only m reduce buckling length. Provisions most be made m anchor lateral bracing a sods and specified bcatlom determined by the building dceigna. Additional bracing order overall atnKtore may be rcquucd. (Sec HIB•91 11 ofTPO.Fw spmife truss bracing requis cw& roman building desgna.(Tmss Rate Instimie. TH is located at 583 4005 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............... This design umrmmdrvimalbuilding component and 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 mfmmation as it 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 project and 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 an individual building compmm in accordance with ANSVPPI I.2002 and NDS-02 to be Incorporated a part of the building design by a Building Designer (registered architect or profem ul mgmeer). Wben reviewed for approval by the building designer. the design loadings mow mug be cb¢ked to be sure that the data sbow n are in agreement witb the local building coda local climatic records for wind or snow bads. project Wmcifieatmn err special applied bads. Uolm sho.'4 pass has out been designed for g uSc or occupancy bads_ Tbc deep assvmea mmpressioo cbods (top or bottom) are comimaasly 3-11- 8 3-11- 8 braced by sbcathing onlm otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid 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 gahaniaed steel 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 fabmames plans and tu realm a continuing resI bility for such verification. Any discrepancies are to be pm in writing belbre cutting or fabrication. Plate stall not be installed over kmtholes. knots or distorted pain. Members mall be ten fen tight fiumg wood to wood baring. Connector platys shall be looted on bah fen of the trns, with nulls tilf)7 imbedded and mall be s'm. about the joint unless otberwise Ste- A Sao plate is 5" wide. 4' long. A 6.8 plate is 6' wide . 8' bug. Sloe (bola) ram parallel to the plate length spceifned. Doable mu on 2-11- 4 web member man men at the cmhoid ortbe webs unless 2-11- 4 otborwise shown. Connector plate sizes are mivimam 2x4 sizes based on the (ores shown ad may need to be 2x4 mercased Ibr cuuin handling and/or ecctinn 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 installation to a id damage Temporary and permanent bracing for bolding trusses in a araigla and plumb position and ran resisting latml fosses shall be desigod and h s Ud by others. 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 nimal advice mall be mood 0# 1.50" Stud ® 4- 0- 0 0# 1.50" if ended Concentration of wmtmctam Ina d, grater than the design bads d a0 not be applid to trusses at any lime. 7-11- 0 No bads other thin the weigbt of the erector shall be applied to tnrsses until after all fastenicg and bracing is mmpined. 6 5 4 0-11- 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 mug be cooadeed by ft building designer. Bracing show is for lateral support of truss members only to reduce buckling Imph. Provisions most be made m cram«'am bracing at ends and specified location determined by the building designer. Additional bracing of the overall mucnuc mzy be required. (Sec MB-91 of TPI}For specffx trusa bracing repimmems, contact building designa.(Tross Flue Institute. 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 has been bond on infommion p—,WW by the diem. The designer disclaims any responsibility for damages as a molt of fmlty 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 truss has been designed a an individual building component in accordance with ANSVfPI 1.2002 and NDS-02 to be incorporated as pan of the building design 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 word or mow bads, project ape if cations or apccial applied bads. Unlem sbowA truss has net been designed Cur storage or occupancy bads. The design assumes compression chords (top or button) are comimously braced by sheahing unless otherwise specified. Whet broom chords in lattice are not fully braced Willy by a property applied rigid ceiling, they should be braced to a maximnot wady of IO-0' o.c. Connector plus shall be —factored from 20 gauge but dipped galvanized peel meeting ASTM A 633. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator shall review this dewing to verify that this drawing is in couformaace with the Cabricatofs plans and to ralin ■ contiwing responsibility for such verification. Any discrcpaocin are to be pat in Tlihlg before cutting or fabrication. Pales dell rot be installed over knotholes. knots or distorted grain. Meredcs shall be em for dghl fitting %vud to weed baring. Comassor pales shall be located on both fans of the tn61 Nith units fully imbedded and doll be sym. abet the joint unless otherwise downs. A 5u4 pale is S' wide x 4• long. A bag 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 canrld oof the webs unlm unheroic° drawn. tor plate size are minimum din baud on the forces 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,mbe odes otherwise s nwa. For additional information on Quatity Control refer to ANSVIT9 1.2002 PRECAUTIONARY NOTES All bracing and erection rccommendaliots use to be fbaoNcd in accordance with eliandlimt Installing and Bracing'. 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 temporary bracing during mpallatioo bee— trusses w avoid toppling and dominating. The supervision of erection of trusses shall be under the Count of persons experienced in the installation of trusses. Professional advice shall be sough, if needed. CmccamL m of co muctu n Ioads groats than the design Wads mall cau be implied to trusses al any time. No bads other than the weight of the carton shall 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 aronda Systems i'he oanm ° °'d'aed ;mh�oa�:°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).For specific was bracing requirements. contact building designer.(Truss Pale Wstimse. TM is 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 .m nub«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 ben designed as a individual building PROVIDE IIPLIFT CONNECTION PER SCHEDULE component in accordance with ANSVrPl 1-2002 and NDS-02 to be incorporated o pan of the building design by a Building Designer (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 special Applied 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. Connector plates shall be -6.00 manufactured loom 20 gangs bot dipped galvanized stal meeting ASTM A 653. Grade 40. ode otherwise shown. FABRICATION NOTES 2x4 Prior to fabrication. the fabricator mall review this &owing to verify that this drawing is inconformance with the fabricamfs plans and to realize a continuing 2x4 responsibility fa such voikstion. 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. Connector places doll be looted on both face of the buss with nails fully imbedded and dull be sym. about the joint odes otherwise mown. A 5x4 plate is 5' wide a 2z4 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 mall coca At We cmtruid ofthe webs unless 3-7-0 otherwise sbown. C-amecmr plate am m minimum sizes based an the fbmes mown and troy need to be increased fa certain h—fling uWar station greats. This tens a cot to be fabricated wild fire mardam treated lumber unless aberwise sbown. For additional information an Q094 Control Miller at ANSIrM 1.2002 x PRECAUTIONARY NOTES All bracing and auction recommendations Are to be followed in 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 ■void damage. Temporary and pamanrm bracing for bolding Moses in . straight and plumb position and fa relining lateral forces sball be desigmd and installed by others. Careful handy;, is eesmtial and nation bracing is always mptimcl. Normal PeaAa iamry action for roses requires such temporary bracing during installation between ousts m avoid toppling and domicoing. The mpmision of erection of trusses shill be coda the conool of pamm aWaieccd 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 bdd dta8 net be applied to crosses, al my time. 7-2-0 No bads other Wan the weight of the aatora dull be t. 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. Provisions mend be made to mcbm lateral bracing at ends and specified locations determined by the building designs. Additional bracing of the overall mncume may be required. (Sec HlB.91 of TPl).Fa specific sus bracing requirements. contact building dmgner.(Trus Plate Innimae. TPI is 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-^