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Home My WebLink About140 Wheatfield Cir 06-2581 SFRPERMIT ADDRESSP17/co.)o Iy hzqrp::ir>d Cak CONTRACTOR ADDRESS &Dj �. kE l L EK ST E F` PHONE NUMBER PROPERTY OWNER q*m Ar do SUBDIVISION "IM Y LA KC S PERMIT # (2&- 2 5 S j DATEolh(pl PERMIT DESCRIPTION S pk PERMIT VALUATION _ _� Oz) SQUARE FOOTAGE co2 ,?/ Lo ADDRESS (� PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR n MISCELLANEOUS CONTRACTOR d PERMIT NUMBER FEE � MISCELLANEOUS CONTRACTOR O PERMIT NUMBER FEE N44 e6roa �� °Cityof Sanford Certificate of Occupancy This is to certify that the building located at 140 Wheatfield Cir for which permit number 06-2581 has heretofore been issued on July 06, 2006 and has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as New Single Family Residence subdivision regulations ordinances of the City of Sanford with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: R Addison 02/12/07 Engineering & Planning: M Replogle 02/12/07 Public Works: M Watson 02/12/07 Utilities: R Blake Fire Department: 02/12/07 Maronda Homes Q)3� Yv1. To,, — -- 02/16/07 Property Owner Building Official o Date BP006UO2 CITY OF SANFORD 2/16/07 Edit Narrative 14:01:42 Application number, type . . . Property address . . . . . . . Type information, press Enter. 06 00002581 NEW SINGLE FAMILY HOME - DE 140 WHEATFIELD cc sign off: P&Z:MR 02.12.07 PW: MW 02.12.07 Uti : RB 02.12.07 final f s on file More... F3=Exit F5=Copy F6=Insert F7=Delete F8=Time stamp F12=Cancel F21=User defaults U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 1,;.. Exoires February 28. 2009 Federal Emergency Management Agency I"' National Flood Insurance Program Important: Read the Instructions on pates 178. SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name :.' Policy Niwiloeif A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box N • Company NAIL Niar r Cil Slate ZIP Code �.civC-1')A:>.� 4*_n/L.1/-%o q -;2 77/ A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) !� LO T" 7 CEG E.2 r� LAKES AYA_SE 1 A ,- Pm r Boo•c 6 4 males M OMI • �SEMl�kl� CO dA/ rY F1o'0/-P 1 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) y,QorslANTw9G 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 A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) NA sq ft a) Square footage of attached garage �Q f sq It b) No. of permanent flood openings In the crawl space or u/ b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade � walls within 1.0 foot above adjacent grade Q_ c) Total net area of flood openings In A8.b V,&_ sq In . c) Total net area of flood openings in A9.b _Q sq In SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name 8 Community Number T' B2. County Name B3. State Cr �'Y off' �SANFD.E' /ZOZ9 / G'o NTY FG0.2/oA B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood 89. Base Flood Elevation(s) (Zone Date Effective/Revised Date Zone(s) AO, use base flood depth) /2//7C0065 .'E' AAe. /7, /995 'Aoyli- /7 /99.5 ^1114 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In Item B9. ❑ AS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describ% 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)7 ❑Yes ®No Designation Dale 21 ❑ CBRS ❑ OPA µ SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ® Finished Construction 'A new Elevation Certificate will be required when construction of the building Is complete. C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, VI-V30, V (with BFE), AR, AR/A; AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified In Item A7. Benchmark Utilized SCP Vertical Datum ,Vavorp29 Conversion/Comrrlents -14 Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ _r_ 7 ® feet ❑ meters (Puerto Rico only) b) Top of the next higher floor AI ❑ feet ❑ meters (Puerto Rico only) c) Bottom of the lowest horizontal structural member (V Zones only) a ❑ feet ❑ meters (Puerto Rico only) d) Attached garage (top of slab) Z0 �;8 ($ feet ❑ meters (Puerto Rico only) e) Lowest elevation of machinery or equipment servicing the building 20-C> ® feel ❑ meters (Puerto Rico only) (Describe type of equipment in Comments) (si/C C-NAPcscaas 0 Lowest adjacent (finished) grade (LAG) ZO.L_ °® feet ❑ meters (Pu2rlo Rico only) g) I lighest adjacent (finished) grade (HAG) a ® feet ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITE& CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized b I w to certify elevation information. I certify that dre inlonnation on this Certificate represents my best efforts to Interpret t 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. Pi. AC ;;i_AL I if_I<C FFMA Firm 81-31• Felmnry 2006 See reverse sine for continuation. Replaces all previous editions IMPORTANT: In these Building Street Address (in City State ZIP the c ling Apt., Unit, Suite, and/or Information from Section .) or P.O. Route and Box No. For Insurance Company Us Policy Nurntier Company NAIL Al H. F0124>402/0A SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community'offictel, (2) Insurance agent/company. and (3) building owner. Comments Signature Date ;�•.; . ❑ Check here if attachments SECTION E=13UILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1-E5. If the Certificate Is Intended to support a LOMA or LOMR-F request, complete Sections A, B. and C. For Items E 1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation Is above or below the highest adjacent . grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (Including basement, crawl space, or enclosure) Is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) Is ❑ feel ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided In Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b In the diagrams) of the building Is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) Is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building Is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5: Zone AO only: If no flood depth number Is available, Is the top of the bottom floor elevated In accordance with. the community's noodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this Information In Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-Issued or community -Issued BFE) or Zone AO must sign here. The statements In Sections A, B, and E are correct to the best of my knowledge. Property Owner'§ or Owner's Authorized Representative's Name Address City state ur 11006 Signature Date Telephone Comments • ❑ Check here if atlachnwn.l SECTION G - COMMUNITY INFORMATION (OPTIONAL) _ The local official who Is authorized by law or ordinance to administer the community s noodplain management ordinance can complete Sections A. B. C (or U) and G of this Elevation Certificate. Complete the applicable Rem(s) and sign below. Check the measurement used In Ilems G8. and G9. G1. [J The Information In Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect vdw Is authorized by law to certify elevation Information. (Indicate the source and date of the elevation data In the Comments area below.) G2. ❑ A community official completed Section E for a building located In Zone A (without a FEMA-Issued or community -Issued BFE) or Zone AO. G3. ❑ The following Information (Items G4.-G9.) Is provVed for -community floodplain management purposes. G4. Permit Number G5. Dale Permit Issued I G8. Date Certificate Of Compliance/Vccupancy issues G7. ThIs permit has been Issued for. ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _❑ feet ❑ meters (PR) Datum G9. BFE of (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Title Community NamG Telephone Slgnaluie Dale Comments ❑ Check here If attachment,. FEMA Form 81-31. February 2006 Replaces all previous editions SMITH DRAFTING & SURVLYING4 INC. P.O. Box 4518 DeLand, Florida 32721 Phone (386) 734-7047 Fax (386) 734-4248 a5 , 2007 To: City of Sanford, Florida; Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot L; Celery Lakes Phase I A; Plat Book 67, Pages 98 and 99; Public Records of Seminole County, Florida. 6VM-I A 41 aka: /-�I� kVX&-&WL-/ck1 ; 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; C/ Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 Llaronda Homes AN EASILY OBSERVABLE BETTER VALUE! 955 KELLI,R ROADSui7i. 1500 • 1L7AA10N7ESPR1,vcs, FIORIDA 32714 407-475-9112 • F.ar• 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Ken Schor, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lots 7, 140 WHEATFIELD CIRCLE at CELERY LAKES PHASE. RUSSELL KEITH SUMMERS, CRC058496 MARONDA HOMES INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 17TH day of JULY, 2006 by RUSSELL KEITH.SUMMERS who is personally known to me. Y PUBLIC y..... .............� . .. ............ •JEANi.INE ;=ERTOh. co- r:,.Y 000460464 s 8/1012009 (800)432.428 COUNTY' -OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 106-75075 DATE: aea BUILDING PERMIT X�PER- (CITY) COUNTY NUMBER: UNIT ADDRESS: ` l hra• I r eye _ TRAFFIC ZONE: JURISDICTION: 06 CITY OF SANFORD SEC: TWP• � RNG: PARCEL: SUBDIVISION:, (l 4 (LP, R C PLAT BOOK: �0_/� PUAT BOOK PAGE: BLOCK: OWNER NAME: ADDRESS: APPLICANT N ADDRESS: NA LOT• LAND USE 'CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # 6 TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH 0 dwl unit 6 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit 5 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 6 1,384.00 AMOUNT DUE 8 2,143.00 STATEMENT !,o / 1/ RECEIVED BY: �• C�6+QrC� SIGNATURE. ' (PLE SE PRINT NAME) .. d. _ .:._------•-•.-.. .. ... ._ -• --DATE. �� -'��n NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY ^\� **NOTE**,r / \ PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED - BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE,RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY`OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** CITY OF SANFORD PERMIT APPLICATION Permit # : 06 — 2 5,9Date: June 12, 2006 Job Address: 140 WHEATFIELD CIRCLE LOT 7 CELERY LAKES PHASE 1A 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 1� Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale.�D Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines JUN 1 2 2006 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 Sprints, FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Elmer Bergman Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such 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. I 6/12/06_ S Sigotureof!n4&�Agent Date Print OwnFr/Agent's Name 6/12/06 ( Signal re of C mctor/Agent Date Agent's Name 12/06_ Si inktu o ota -State of Florida Date ry-State of Florida Date .......� �IU020` ......................................s........... NiJINE FULLERTON JEANiJINE��FULLERTOh . Comm* DD0460484 Comm# OD0460464 "�? Expires a/10/2009 a.. ` °u�'•4 ' a:°',��g Expires 811012009 9. B thru 800)4�2 4254:rr`��,5 Bonded ( Bonded thru (800)432�254 Inc • .,a ; .... Flonda Notary Assn.. Inc .+ Assn. Florida Notary 3.........................u.°..ua...i..u.4 .u.u........u..S 3"dwner/Agent is _Y_ Personally Known to Me or Contractor/Agent is _X_ Personally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: Bldg: Cnin fN Uy �� 0w Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION JUN 1 2 2006 Permit # : ^ Date: Job Address: A02) LOT Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building_ Electrical X Mechanical —_ Plumbing ____ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS � Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (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 L ng Jr. 4005 Maronda Way Sanford, FL 32771 State License Number: EC0000726 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the Print OLvner/Agent's Name JUN 1 2 2006 Date JUN 1 2 Signa of No -State of Florida Date .......� , ULLERTON JEANNIN G,mmrt D00460464 o•� '"a`' L_, ., s anor2009 auu(800)432-42547 ?or r,E?' 3..n_-� -da No� Assn. Inc .....! .ary...... : ... F ............. Owner/Agent is _X_ Personally Known to Me or _ Produced ID of Florjd5 l4en Law, FS 713. JUN 1 2 2006 of C6drlCor/Aleut Date Print Co etor/Agent's Name JUN 12 2006 Sign IKofNotar} -State of Florida Date a��••�JEANi�INE••FULLERTOIr .................... t Cumrnn DD0460464 dlres 8110/2009 acn:._J thru (800)432.4254 ! OFF, FiorldaNotary Assn.. �g Contractor/Agent is _X3 PdM6HAIfy'Kriown to Me or Produced ID. APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION JUN 1 2 2006 Permit #: z ^ Date: Job Address: �.Gi�� G/.� LOT '/ Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building_ Electrical Mechanical X Plumbing w Fire Sprinkler/Alarm Pool Electrical: New Service — # of%AM PS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential ✓ Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (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: Gary Carmack 4005 Maronda Way Sanford, FL 32771 State License Number: CAC043900 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: _ Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restril county, and there may be additional permits required from other governmental entities Acceptance of permit is verification that I will notify the owner of the property of the 1 2 2006 Signat re of Ow er/Agent Date Print Ownef Agent's Name JUN 1 2 2006 of Florida Date JEAM Nc FULLERTOIv a..'�'.... c.,r, m# DD0460464 C, L ; aes 6/10/2009 eic ntl. i thcu (800)432-4254: Fly is '^ta As In0 6wriWA'ecat.ss...JL....Rer`�onalW-ndwn to Me or Produced ID plicable to this property that may be found in the public records of this water management districts, state agencies, or federal agencies. of Florida Lien Law, FS 713. JVJ mN 12 2006 Sig ture of Contractor/Agent Date GARY CARMACK CAC043900 Print Cont to gent's Name JUN 12 2006 Signat o of -S to of Florida Date JEAN,�INE FULLERTOIv Cumm# 000460464 .,,a 6/1012009 �J toru (800)432-4254: .FO Fior tla�No�ary Assn.. Inc 3.. .... .......5 Contractor/Agent is —X— Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: (Initial & Date) (Initial & Date) Special Conditions: FD: (Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION JUN 1 2 Permit # : ^ Date: GOO6 Job Address: /' O 1/V d� /�� G/�. LOT '/ Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building _ Electrical Mechanical —_ Plumbing _X__ Fire Sprinkler/Alarm Pool Electrical: New Service— # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets :;�'— Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 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: Julia Creese 4005 Maronda Way Sanford, FL 32771 State License Number: CFC1426702 Phone & Fax: (407) 475-91 12 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other govemmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. [2 ?nnfi Si55rcof�QnrlAggent�D� gK::-� Print OwnerAAgent's Name JUN 1 2 2006 of Florida Date ��••�••JEANiJINE•FULLERTOIv •••• •� Ccmm# DD0460464 C_.res 8/10/2009 's 2t.nJ thru (800>4324254: o ,rr``: • iunda Notary Assn.. Inc - Owrie+fiAgetttis•_at•• •PersottdltgaKh*dt8gio Me or Produced ID JULIMCREE Print Contractor/ s Name JUN 12 2006 JUN 12 2006 Sig lure o o -State of Florida Date ................. "'�•��JEgNiJINE�•FL�LLERTOIv ; Corrm# D0046-64 g( t = ru teo0)432-4254 '•'hnn r Fi nu• Notary Assn Ifl .S Contractor/Agent is _X""Personally Known to Me or _ Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: (Initial & Date) (Initial & Date) Special Conditions: (Initial & Date) (Initial & Date) FORM 60OA-2004 Enemy(' au e® An 9 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A I PROJECT NAME: COVK42B 7CL3 i ADDRESS: 140 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 1 _ 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ftz) 2008 ft' 7. Glass type I and area: (Label regd. _ 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 W _ 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 Builder: Permitting Office: Permit Number: Jurisdiction Number: 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 MARONDA HOMES 5sAn f:Grzd ex, 2 :5 I (pq / Sod c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 26544 PASS Total base points: 29607 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: JUN 1 Z I hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: 3 DATE: JUN 1 2 6 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) Cap: 42.5 IcBtu/hr _ SEER: 13.00 Cap: 42.5 IcBtu/hr HSPF: 7.90 Cap: 50.0 gallons EF: 0.92 PT, _ THE STq��O� l�D WE'�do Al D 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),GagAH),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 EnergyGaugen' 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 12238 4466 9840 26544 PASS -cxE sTgr�o� k 6o we EnergyGauge'rm 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 comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >118" 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. VA-LL U 1 Mr-K rKtJGKIF' I IVI= MtAJUKt, (MUSt be Met Or eXceecleCl by all resicierlceS.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 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 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=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 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. �UN 2 2006 Builder Signature: Date: Address of New Home: City/FL Zip: Cap: 42.5 l Btu/hr _ SEER: 13.00 Cap: 42.5 I Btu/hr _ HSPF: 7.90 Cap: 50.0 gallons _ EF: 0.92 PT, _ OV q8E S7.411�o �, e1 1`;,tc,6 o we *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 EPADOE EnergyStarTmdesignation), your home may quay 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 arras see Sumner & Winter Glass output on ages 2&4. EnergyGauge® (Version: FLR3S� v4.0) LN�C� ronda Homes ANEASILYOBSERVABLE BETTER VALUE! 955 KELLER ROAD SUITE 1500 • ALTAMONTE SPRINGS, FLORIDA 32714 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ® CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 7, 140 WHEATFIELD CIRCLE at CELERY LAKES PHASE 1A. RUSSE L qH S UVIMERS, CRC058496 MARONDA HoWs, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 12TH day of JUNE, 2006 by RUSSELL KEITH SIMMERS who is personally known to me. PUBL�ic ..................... :...................... JEANNINE FULLERTON Comm# OD0460464 M� C..alrea 8/10/2009 Bone,J thru (600)472-4254: 3................. Notary Alsn. Inc Florida....................u. w.d CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 7 Subdivision: CELERY LAKES PKIA Property Address: 140 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). ❑x 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 S.F. Total (Gross Area) 2,468S.F. 0 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. 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 12, 2006 SIGNATURE: % ('c�, ( wne or Authorized Agent) 111 gl1lllrlllliIII IHill 411"11ItlllklIto I a c W Ln N 1L .-4 M O W J W Oo-Z+VfZ W WN°ao`i' -'01%(A Z gg W LU Z O J Z 0 Z O Y Q T v 0 n d a NRRYAMIE MIR`•iEt CLEW LF CIRCUIT WIRT 8EJAINW.E Ci!!!t " 81t 081,'8 Pq 04281 (Ipg) CLERK'S 11 200&()a772() RE1+t1Iti1l:l� U!I:�U� 6 0101:14 PH RECIAWINl3 WES 10.0 NOTICE OF COMM�RTT074T 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 7 140 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 A_TTN: 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 or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) THIS DOCUMENT IS BEING RE -RECORDED TO REFLECT RUSSELd KEITH UMMPS THE CORRECT PHASE # Maronda Homids,466. of Florida Vice President - Construction Sworn to 9nd subscribed before me this 20TH day of FEBRUARY, 2006. YA JEANNINE ^ M ,, , Comm# DD0460464 �E? xpires 12009 _jI-qu 0)432- nor wi Bonded tP�ru (800)43�-4254? (8 ..... .................. Flcrnia I.c:::y nss ::::::.d �FaTkFIED COPY SE� ay" S 1DEPUTY CLEM J , �'r EB 2 0 2001 Legend of Symbols end Abbreviations: Boundary Line Brg. Bearing — - — : Centerline Calc. : Calculated Right-of-way Line C.B. Concrete Block ----- : Overhead Utility Line Ch. Chord - - - - - - - - : Easement Line Conc.: Concrete 0 Central Angle Const.' Construction ARC Arc Length Us : Concrete Slab Bilk. Block Elev. Elevation Boundary Survey: ,c�rNcc IjI EHx'arE�/ L /S (/r.L/rY EstsF.aaus REROD: Steel Reinforcing Rod Field Field Measured P.C.P. Permanent Control Point P.T. Point of Tangency Fnd. Found P.I. Point of Intersection R Radius Gov't.: Government P.L.S. Professional Land Surveyor R.L.S.: Registered Land Surveyor L.B. Licensed Business P.O.B. Point of Beginning R/W Right-of-way O.R. : Official Records P.O.C. Point of Commencement Sec. Section Pav'I.: Pavement P.R.C. Point of Reverse Curve SR Septic Tank P.C. Point of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bench Mark P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ : With j2 /sS enz /9 (/6NUE � /r — 20 r �S CC) 60. 00 PST f _ _ f _ I N L, �A56Gi✓JEA/ T (s'S�aEs� I O Q W i fj `8 J 32' �.. Cod"ic. PAT ft5-. CoyINc roN (4 SRC ATF.E Z1.0. m'vriLirY 5' I p�' .' rlo' '1 +— EA7�fyp�T � /S "dr/cirY �Gi9/D GS-2494 I I fur— re ✓/'�GivP G 52 �99- 01 J.VGGT )v �. .off - .. •.: I /'i4711.,FrEm Itv - "'= ..• - .••.N • �: i�GP' Ar R �C� /�• S.g --� r— 60.00'.T. f/olJScfiP �SEr.t/!+/c� jr,1jP.A1,0/1_ f 74B. 4s �ESC.e/PT/Or✓ : .$O'Z4� f�3p/'ALT i9✓'T. Cowrc GvT7F�� 3Y36 PCP'AT LO T 7 CELE2Y G �J6CES siO�c/ Acco20ivG T /4��410 /A✓ %7GA7 BOOK 67 ge gAJO 299 �vBL/c /PEco.2o5 OF SEMiAJOG� CovNTy fG0/1/DA. CERTIFIED TO: ` 0� �� I hereby certify that this map depicts a survey performed under my supervi- sion, and is correct to the best of my knowledge and belief; and that this survey meets the minimum technical standards set forth by the Florida Board of Professional Land Surveyors in Chapter 61G17-6, Florida Administrative Cod48istered Section 472.027, Florida Statutes SMITH DRAFTING & SURVEYING, INC.j 311 E. RICH AVE. DELAND, FL DELTONA, FL (386) 734-7047 (386) 789-2855 '.. y E. Smith land Surveyor DRAWN BY: S �/ REVISIONS: CeAificate Number 3736 CREW CHIEF: irM. Gf%NQ//✓G NOT VALID UNLESS SEAL IS EMBOSSED SCALE: ///_ zO' Note: No instruments of record reflecting easements, limitations, owner - DATE: ships, reservations, restrictions and/or right-of-ways, if any, have been pro - DATE: vided to this surveyor, except as shown. No underground installations or WO # /- 0029- D6 utilities have been located, except as shown. `J National Evaluation Service, Inc. EMM5203 Leesburg Pike, Suite 600, Falls Church, Virginia 22041-3401 Phone:703/931-2187 Fax:703/931-6505 INTERNATIONAL CODE COUNCIL website: www.nateval.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyright© 2001, National Evaluation Service, Inc. Issued October 1, 2001 BORA-CARE® TERMITICIDE, INSECTICIDE AND The instructions within this report govern if there are any conflicts FUNGICIDE between the manufacturer's published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 nisus(a?nisuscorp.com www.nisuscorp.com 1.0 SUBJECT BORA-CARED Termiticide, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION BORA-CARE Termiticide is used to provide protection against subterranean termites. BORA-CARE is a Federal EPA registered Termiticide that is applied to wood surfaces by spraying, brushing, and injections and prevents infestation of subterranean termites. BORA-CARE kills the termites through ingestion. The active ingredient in BORA-CARE is Disodium Octoborate Tetrahydrate (DOT), which is a mixture of borax and boric acid. BORA-CARE utilizes a patented formulation of this mineral salt (DOT) and glycols to penetrate and protect the wood. When BORA-CARE is applied to bare wood, it penetrates the wood and deposits DOT. Diffusion of BORA-CARE into the wood continues after application until there is uniform distribution of the active ingredient in the wood member. BORA-CARE is water soluble. When fresh wood with no sealants is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member is permitted to be cut after treatment is complete. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticide is installed in accordance with the manufacturer's published installation instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shall be licensed pest control operators. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. 4.2 Application BORA-CARE is a concentrate that must be diluted with water before use. The dilution rate is one part water to one part BORA- CARE for all pretreatment applications. Prior to dilution, BORA- CARE is a thick viscous liquid similar in appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA-CARE is applied by spraying, brushing, and injection. BORA-CARE is not a restricted category pesticide, but shall be applied by a professional pest control operator in accordance with local, state, or federal pest control regulations. BORA-CARE is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot band of wood around the perimeter of a structure containing a crawl space or basement when the wood comes into contact with the foundation walls or support piers. This treatment includes the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the sill plate and two feet up on the wall studs and wood sheathing. On wood where access is limited to one or two sides of wood members such as sills and plates on foundation walls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes between applications. Pretreatment is performed at a point during the construction process when the greatest access to all wood members is available. Typically at the dried -in stage of construction when all structural wood and sheathing is in place yet prior to installation of insulation, mechanical systems, electrical wiring, and plumbing. 4.3 Protection from Water Since BORA-CARE is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated moisture contact, such as shower stalls, bath houses, etc. shall be protected by a water resistant paint or stain. This report is limited to the specific product and data and test reports submitted by the applicant /n its application requesting this report. No independent tests were performed by the National Evaluation Service, Inc. (NES), and NES specifically does not make any warranty, either expressed or implied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. Page 1 of 2 Page 2 of 2 Report No. NER-617 5.0 IDENTIFICATION Each container of BORA-CARE® Termiticide, Insecticide and Fungicide covered by this report shall be labeled with the manufacturer's name/and or trademark and this National Evaluation Service evaluation report number, NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by the code official, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators. 7.3 BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern 7.6 BORA-CARE is water soluble and shall be protected as Subterranean Termite, Ft. Lauderdale Research & noted in Section 4.3 above. Education Center, IFAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination on a periodic the subterranean termite feeding and tubing near basis. For information on the current status of this Gulfport, Mississippi, comparison of treated and Evaluation Report, consult the NES Product Evaluation untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laboratory, Terry L. Amburgey. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.6 Test report, January 2001 Progress Report,110 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburgey and MS. S.V. Parikh. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the BORA- CARE® Termiticide, Insecticide and Fungicide described in this report complies with or is a suitable alternate to that specified in the 2000 International Building Code© with 2001 Supplement, the 2000 International Residential Code© with 2001 Supplement, the BOCA National Building Code/1999, the 1999 Standard Building Code©, the 1997 Uniform Building Code7m, and the 1998 International One- and Two- Family Dwelling Code subject to the following conditions: Maronda Systems Engineer of Record: Desion Criteria: TPI Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Tomas Ponce, P.E. 367 Medallion PL. Chuluota, Fl. 32766 FL PE # 50068, Design: Matrix Analvsis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 140 6CL00703 7-3 WHEATFIELD ICIR ORO-6CL COVK4 RIGHT 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. I Truss ID I Run Date I Drawing I Truss ID I Run Date I Drawing I No. of Eng. 47 Reviewed Reviewed Dwas: I Lavout 1 09/20/05 1 1 , I 11 1 09/16/05 1 Y I Roof Loads- V 07/27/05 J1A 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 J2B 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 U9/16/U5 J5 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 A8 09/16/05 V3 09/16/05 A9 09/16/05 V4 09/16/05 B3 09/16/05 V5 09/16/05 B4 09/16/05 V6 09/16/05 B5 09/16/05 V7 09/16/05 B6 09/16/05 137 09/16/05 B8 09/16/05 B9 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 G 09/16/05 G 1 09/16/05 G2 09/16/05 G3 09/16/05 H 09/16/05 H 1 09/16/05 INV # DESC ONTY FEB-.Q • 3 2066. DATE: 18331 THD26 18330 THD28-2 18360 SKH26R 18361 SKH26L 18363 JUS26 18370 THJ26 2 AT PLAtEs---T 124 1 m 14-8 _� 6 8 PITCH:6112 O.H.: IT . , - - -FEB 0 3 Z006 BEARING: 8" LOADING: 43psf HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° tisthe oo rbrlr >oft ein tallerlbuilder b ildinacontractor licens�edcontrac �nacto r o on e , ?rsara metal plate connected wood trusse^ to protect life and orooerLv. 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 Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor. These recommendations are _......,J rhp cnllertive experience of leading technical personnel in the wood F � win JD r a a A a e' .,eJYr iy { iryv7••a; —f rnr - , - ��r � ��t'— iaonti n r i n c u p n in 'a �i 'l "V , ,.j a �y ��ur • •� w }.0 llc�'�1.1� !r Q r a 7• t�.4.,' a �• � •,gut,. yY�', t�.fa`N i I vS�• �; �L`'(•i >erX„ } r IA ,n .� : � '-ia io . . n�� o � •rki n+3`1 FKi TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suits 200 Madison, Wisconsin 53719 (608) 833-5900 . truss industry, but must, due io the .nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright O by Truss Plate Institute, Inc. All dghts'reserved. This document or any part thereof must not be reproduced in any form without written permission of the n„hlisher. Printed in the United States of America. STORAGE: rztbSseS-1bou7cIndti 31'? Mj, ea.1x:':uiz'agnioh; nsro�yillr�e i'id1 n ;or�tt n ESalIVla1C�Jt0 tl�81lSe'�w Ehe:tratss',:_ Fra `pi': � }(� '%• ,•�,. , [I P+,. G_ .K. C-.!'7r rIC M' •. :., ':.1.,::�r ;y:� !71•. Vii b�aced�'Eo�pr�e�r�tQ'g�rifippin� �.r�=.,�;�,��,�•,: � ...+�,.r....'1�w.-E4L�aYiwri:rci^,' tK`lilt£s'?.�?_i�+t?:?b!�%?�\2%ea�"r'T,:rY•'eYri�'� 1� �p�+�i1G�R`•��'pn�a►`�or�'�i�ndlestiu,pci9`t5�£�iirifess� • 11td!h'A'.' .otrs�7i�F•rtla::'air>it&}ieik;`�'i'Ytii�a'ir..cr�•., �rstt..`�mt?-':..•s:.•,e�'.. r• T(D,IiE1�j1�T3C8[�'!iDD Dti7Dt�r198iccba�elsntrifil�ituatlte��; •� �� ft'1* `'rc!�'?��''t�,Nts�isi �.'Gfh'trr .�.�.•r..��;ai.e>}p`laoetl�r�.... a Dr�zora -'f' ost�on�:�.'.ara+.F F__ W-7 .... .,�. 'tC, X(»NwuSdM �+►va��aucverAn'.::•u:•^r's+t��.'es •ery. • • �R�,alknta u�mifr�e�,h�c'hsare �rata�;�daf- 'sta�e� me 1 ag .ine 800 60° or less • or lass Approximately Approximately Tag Yz truss length �/, truss length Line Truss spans less than 301. Spreader Bar Toe In Spreader Bar Toe In Approximately Yj to 2/3 truss length. Less than or equal to 60' Approximately %to /,truss length Less than or equal to 60' Toe In Tag, Line Toe In . ' �' t� �' r Z9r ('J 111 lch 1� �f I c � �•^TY I pi y L � _� `� `'t!'n 1.'�Y tfJ4 f 1 I�tt1 G t �II't 4: J�i4ji {�� ." a1 a' �.. �_ J .L'.1f.✓, tv,� 17J. J .J n_.'1.. ( 4 le '• \ h Lifting devices should be connected to the truss top chord With a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc. of sufficient strength to carry the weight of the truss. Each truss should be set in proper• position per the building designer's framing plan and held with the lifting device until the ends of the truss are'securely fastened and tempo- rary bracing is installed. Tag Line PK'". rr,.,1 \a oJA rynn.-c q, I.o_J •+•s t•—•h•Ta r.,,- yr^ nr uWLy:�'R.I M:•i <GR.O.IJ ND:�BRA'C i IBC :,B!! I LD 1 N G ?1 N. "E-9;I O R*i _ r brace Tag Line strongback7 SpreaderBar At or above mid --height Tag Line 10, �ADroximatLv_. ss length Greater than. 60' q rCr Mi: YS � l.RJ{ yy' 9 tAi M...A.+4J.G: ... •.��+. i.. .... V.n• ...• I �Q;tn1;1� P :G E�� IJ�P! D,�B.R�+'C�1•I� G:'B U.9 LD i•6�E G :;=?:T E R I0R';• �TopChord.•` Typiealverlieal .ndWell I r attachment plan LBT o is �� sG i Blocking .' 77 Ground Brace /ljp\ GBV Verlieale (GBV) -—A F,- Frame trut >T'1 Ital tie member with I(HT) . Y'Iruna of bra cup of trueee (EB) I DF - Douglas Fir -Larch HF - Hem -Fir — 12 4a r greeter Sp - Southern Pine SPF - SprOce-Pine-Fir - Larch sp, -Southern Pine SPF . Spruce -Pine -Fir 'ffmcD,;TR to In. too".. — ".- — — frame 3 12 4 or greater Bottoi at eac spacing as top cF'Dru U1,39ul'.. 0 D' Ot D I :tru so GRID - 20 1-IS PAF/HF is 10 7 6 4 asional engineer tit, - boulhl;rn HnO SPI: - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. iNiZHORD--.PL°AP�E;:; Cross bracing repeated at each end of the building and at 20' Intervals. E SPAN ils e§' 0 CgIibRD* r ' Cl 1. ilOP-CHORDDIAGO N MIMI' ING D t see Up to 32' 1 30' 16 10 Over 32'- 48. 1 1 4 6' 6 4 Over 48' - 60'1 48" -.S'- 4__ Over 60' 1 See a registered professional engineer DF - Douglas Fir -Larch SP -: Southern Pine - HF - Hem -Fir SPF - Spruce -Pine -Fir 12i L The end diagonal brace for cantilevered trusses must be - placed on vertical Webs In line with the support. g MMA-010L,%! i,`2k4l!0R4DT,r'SS Continuous Top Chord Lateral Brew Required 'rap chords thereto laterally braced can buckle togetherand cause collapse if there isnadingo- 10* net bracing. Diagonal bracing should be nailed to the underside of the top chard when purling are attached to the topalde of the ton chord. End diagonals arFF9-dU-n't1UIffU '-, W.114 stability and must be dupli"Malic bothendsof the truss system. 2: R A R-A L LE TOP-CHORD14 7 Top chords that are laterally braced can buckle together and cnuaccoliapsc It there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chard when purling aft attached to the topaido of the top chord. 15/ e End dl,6,,,I- are -1 it jty� stabil and must be ZP both ends of the truss system. Attachmer Required 20,(DE3 7 SPF/H;: 0. c. Continuous Top Chord Lateral Brace Required 10' or G Attachment — Required Mop' 30" or greater Frame 5 NAM I Or CHUM C, WINIMUM gfr.-C 8 XCE Ir 13 B�)WJ I SOA70. ..ff C Cl lug' us 1 3/12 1 81 1 17 1 12 Over 24'- 42 3/12 7- 1 10 6-1--6 6' 1 Over 54' See a re ered professional engineer DF - Douglas Fir -Larch sp - tiouinern rine HF - Hem -Fir SPF - Spruce-Pifie-Fi Diagonal.brace also required on end verticals. r 12 All lateral braces lapped at least 2• trusses. r\ Continuous Top Chord Lateral Brace Required Top chords that am intern I IV braced can buckle 10" or Greater toUftmarand cau accollapac Ifthave isnodiago- nal bracing. Diagonal bracing chouid be naiied to the underside of the to chard when purfins are attached to the tormide of the top chard. bi ..-M Attachment Required PLUMB Truss W-ARNIN Te CID T btro—s-mi, lbuffi" j§ -ere p rs 77 I Mt. T._A'EUkT1 0 1 N -';TOLE RMR. 5011in �D 12" 1/4' 1. 24- 11/2, 2' 36" 3/4" 3' 413- V 4' 60" 1-1 /4" 5' 72i 1-1/2" 61. 134" 1-3/4" 7- 96" 1, 81 1081, 2"91 Depth D(in) Lesser of D/50 or Z' Maximum Plumb Misplacement Line OUT -OF -PLUMB INSTALLATION TOLERANCES. i T ±14, i T -tl/." L(in) j SO" 114" 4.2- 10V 1/2" 8.3' i scr 3/47_F1_2_5, Length L(in) Lesser of LJ200 or 2" BOW L(in) t Lesser of L/200 or 2" 200" 1 16.7' 250" 1-1/4" 2 .8' 3D0' 1 -1 /Z' 25.0' OUT -OF -PLANE INSTALLATION TOLERANCES. Frame 6 aronda S- MAJRDNDA STSMMS 4M Maronda Way Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce . Professional Engineer State of Florida #0050068 Subject: Valley Trusses Ms Sanford, FL 3277I (407) 321.0064 . Fax (407) 321-3913 All valley trusses labeled VT-1 thru 100 are covered under the general valley sheet provided in the truss pack a signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans.. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. Ferel`�, tom ]% ce, P.E. Date: 315 (D 3 `\�`�1��111►Si lll� �P Off, • 4o, i v No. 00Z00S8 — 4 STATE OF •x..9itEF Job: MARONDA SYSTEMS Customer: WO:VALLEY SST TI:T :1 ?.)ESIGN INFORMATION Ihis design b mr an individual bdldlnd ouo1 and . boa been based on hdamnim Prodded by We dkm n. detyrer dbda®s any responsibility 1W danagoa as a rea11 of Betty ov kmrrr¢+ Fntbemadon mai�•'l® i1&'. dmP.lb,� m d e bdedgea by the client sad the emreemm a iass �7 of thin I.M manor as Y eery relate to . ;_jac pmjal and -WO on t reryonss'biliry m ates.be on eamvl wilb,egad m S r bricarmo. h..& og. dsipeocm and bntanadoo of b.aa. kTbi. bee has been designed as an indi.ldral baadbg enmPonanl I.aecmdarse wile ANSVfpt 1.19" and NOA9I m be brmrpwaed as p- of tba b1ndl•t desP by. Building Design" ("Xics"ed nrhilW a PmrmCood a,gmea} Wbm reviewed Of rppraval by the baildng desdt�• the design bdbP dmwu mass be e, ehakd m be .ara ton rea daa ahowa as b age®ail wide rbu local ir.ildmi radr1 loealh� rr p�wfa wid or anew loads, pre; rval ;. ipplld bads. Unless downs. aim be rol been dmgncd ear annals m aa•p , indu toe design aaame omp•nion elwds (rep or basoee) R eammm•d7 �brnd by sbeatbng -haa atberwise weeied. Whore potion cbards in teasim ace um fid y braced Wa•ll7 by a !7 propey apptid rigid tailing. 0-7 should be bracd a a 8 marhuum spacing or 1G-O' o.c Cnonator pWo sbsB bra CCC mmpcusd Bom IQ gngc bee &ppd 0—r d acd ee.d .S ASTM A 653. Gsd. M -d- othawta shaven FABRICATION NOTES yR[ Prim to rsbrieatiaa the fahricata shall rori.w Ildf e &.wing to verify tea this drawing is in cw:bsm.as win tee Dbrtc.tora Pans land or Main a emtmdeg are esponnyiUry ear sash •.ifcatirm. A" di-P- ber jt to be pat in writing balese, casing or Obricadon. Pilo 6 sball raw be iassalld over trasr, I.s toss or dissortd bcs Conan tldl an dull b lolocaatd w broth 6us m d I>mdos Cob nail, pWo 311rc been wile mIb hdry tdaalded and Sidi be 4aa .br.a 1. tee )oim calm otbawise down A da4 FWe b S' wide a ri c' long. A drat Plan is 6' wide a t' bog. SIOU (bole) jran pnalld to Flare tength Wc.,Sd Doable can on i.al cis .-be-ben seas mod a rise eanooid or 'be websm H otbaw ro shown. Caoneemr Pin. river ace mkd— .:iw basal on lbc fence dmw and m.y need to be 4 beraod Bra cataain handling mrva oration anesse. Tbis bass I. our to 1. fabriesd with Rrc retardant tretrd ,.lambs calm atbawise down far ddhima) +wbruradon on Quaft Conbol rera to ANSM 1.1995 PRECA"OVARY NOTES, An bracing and eta6m raamm (bllowd b amrdante wlm'Flandiag. bsaatling end. mar sae during banNn{ .ad bandli-, deU-7 and b,.i g W m bding ouser,,g�b . 0.10 andand phsob bracing lbr bolSeeg pmitioa ud for rrsissiag lam farce aeaU 6e dcsignd and bstald by amat C..fw bauArng is mmtial and eredao Nadag Is always tsgnlrr3 Nmmd F--"onary redoo:or tans rcpir. a- r®poesy bracing denied hetallaloo bot— base to avoid ropplbg and daeebamg. Tbc mPovision of acctionorbassa shin be ads fees eraoaal orpasom eapaierted m the im ceded of oaao. Ao�mion�al W Imp Pier dean V dusig Cod, da oil m �s a -7 time. tee 1 .6 Inds shag . be bra of t M bola orbs risen Urc wdght of - ®I j be .ppRd m basses semi aEa>U Rssmbd 13 anmplyded. TOP CHORDS`-2X1—SP_?2 2iTTMffl9VER_9 ACI G AILED FLAT TO EUGt BOT CHORDS: 2X4 SP 92 of WEB WITH 12d NAILS AT 8O.C. OR A SCAB OF WEBS: 2X4 SP 13 THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED VAI TIC MUST BE CONTINUOUSLY BRACED 8' O.C. SCAB OR TRANSVERSE BRACKING TO EXTEND BY ROOF SHEATHING UNLESS NOTED FOR 90% OF WEB LENGTH.-2X(I BRACE REQUIRED OTHERWISE. ON ANY WEB EXCEEDING 14'. COMMON VALLEY• VALLEY MEMBERS TO BE SET PERPENDICULAR TO TRUSSES.BELOW. IT IS NOT REOUIRED 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 TO1112 DIAGONAL WEBS REQUIRED WITH SPANS GREATER THEN 28.0-0 0-0-4 denotes ONE edge Drone lace •••• denotes BOTH edges or Both faces. A (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. YALLET 1RU58Es' TP.) LII • 1I• ��' IF LESS THEN 3-0.0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. i 2x4 •2x4 OR 6x8 ' OR 3x6 MONO VALLEY tg77011Rt/lddttU It) WHEN DIGAONAL WEB PRESENT USE 4X5PLATE (t) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE - 4z6 g.R . /x8 2x4 . 2x4 • 2x4 410 2x4 3x6 3z6 as 3x6 as 2x4 •40 a" •46 IF 2x4 VALLEY MEMBERS AT 24' D.C. (TYP) MAX 6.0.0 O.C. (TYPI MAX. 6.0.0.O.C. (TYP) MAX. TRUSS SPACING BELOW . 48' O.C. SPANS UP TO 60-0-0 I VARIEB 12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: BEER ALL ttoTE9 all 'EIS SIZET. 1t COPT OF •THIS DBatfxrro TO Bs QZVIIT TO ERECTING COMIL&CTOR- EBACTMO WAW7I2O. L 11-d-so—ontbi.dr.wing b od esoaiou br.dng. wind bradng. paetal br•dntnd)Lebsdngwb1chb.pastda ro n da Sys •-suQ ns the baBd'mg design ad whicb mast be eanddad by We boildbg desigoa. Eneing da, b Aw basalappst of am meanban ady to reduce buckling length. ho.isibm rtna be made m aaLm Ward 6raciag a reem and �eei&d •nations ddamined by the building designs. Additional bracing or the overall maemse may be ruphed (See KWI ofTPRFor spades am bracing reph®raft comas bakl&S dsdgns.(Trass 9We btssimte. T'PI Is bead a 5V P.)U-Ur-1!Urppp) ORTINO TRUSSES 11 I • IN 11 'VALLEY AREA SUPPORTING TRUSS VALLEY TRUSSES (TYP.1 COMMON OR GIRDER COMMON TRUSSES (TYP.) *VALLEY STRAPPING TO ' Rll5$ BELOW' ® 4' O.C.; :. Cont. Support 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 pQf Studs A.. 6-0-0 O.C. WO e — VALLEY SET TI: V'. 7/27/2005 Lbr DF: 1.25 Plt DF:'1.25 O.C.: 2- .O- 0. TPI-02/FBC-04 Codes FLA v4.7.21-4355 Designs Matrix Analysis profile Pathe C:\TES-LOX\Work\Jobe\MAROXDA SYSTMS\VT•prx Job: MARONDA SYSTEMS Customer: WO:HIPDETAIL Tl:nir W L.y:J: 1)ESIGN INFORMATION ibis daito b M m Iadi.idad bdidmt the dk- The h. ban btoed 00 Ittlhrt�tlan ,P°r1Wjy� errata n rent o 6zla;mt oo mrbwm .>aai4eniaan rib orddp m manarar dx diem aodrm tlessm fmtusbd m the tros b Idbro by and the cmratrrm m sceatscy of ttd, inl6rmattw e h t may dI le to ■ specific phjed and aeW=no rapona'63Try m eaveba oo cmaol witA tetad to tahtkatian. bm6mAm a= mmlmion of taaacs, h Thb trot be b® daisod e an hr6.id.d ba7diaa .�mpwm m wzmdancc nth ANSVfPI 1.1995 and h UDS-97 to be toanrpmstd a pet of me bdldk{ des10 by s Baild'mt Daum (reamer= eebite t a ;ttofeaimd andnmF Wban re.iewd a. appr l by +ue b.ibfioa des+ma• � &aim badmaa tbowh mna be ,�j:haNd m be sec tbn the dau dow art br age®mt 'j Mf h lbe local teaiidiva andwl lord cl®:tic Fees&, fbf rind or maw bd,. PaoJaa rycciffcatmm and .ppli=bads Odm rbe, spot ha, ool been daipd for gists m oceapmry b:d,. The dedtn gamma compratian chid: (top m bosom) a2 mmumoWb bre= b/ tboddhd anti ot[tawise 7pafEed. Wbae j hceom ebo,& in tmsiho a- eM M1tly 6-ed bendy 17 PoPd7 appti� laid caTba. tbcy da-N m brad n . :a:arnem tg-cros of I VA' h.c. Co®ata Plna doll be �. mahatlmned tow 20 aaaae hot dwppd 6d'mmd nai mcdmt ASTM A 657. Gesde 406 imam otherwise tbown . ABRICATION NOTES prim to rwtcnim am f wK" shag cc.k, d" d_t.g to wail, iha tbu &-wins is in conrMmanm wild the rskketw%pima and 6 ree iee a eontiwins fm mrb .arS-dam Amy dbc-pmcia err. 17b. Pat b mdna bdbre eenins m M1brrenien Fines ,bdl hot be bmOod ova ►oot6oles, firms m diomtd twdh. Mambas dun be m M1r tltfd HWot wood to wood headed. Caehatm pots sbdl m batd fin both faoo d with hdh ndh inb=d= and ahO be sym ebe- 're )°m mim omawise dnwo. A 3.40 ase is 5' wide a J- boa. A 6a/ prase b S wide a 1' bna. SW (bola) gmn paand m the plate Imph rpedBd. Doable eets oo B ..b members ,b ff mat d the cmnoid of the wcbs adm abaw'lse dews @trostm pfne rim a- mbdmam am bnd oe &re M1-a ft W my to be Thiess= is eerto b fkblk"iu$ wbh fbe «tadmt nand Tbit trot b hot m be rf = oftsA-- Few ddW.-A inmmadw ot Q.44rdat. ANSVM 41.1995 ' pRECAUfIONARY NOTES. AM brcioa ad _,;oo rec c dz iom are to be fbibwd b accmdanca wilb'Flm6bs. to tdnos and to be beodled -th p.deud . tus_ d- o T-ua ass sod boo6hy. dd'nvy ed begaud to ,aid djog bandiasTem and P.� imWlnmo m .,aid U__ a eoefo _d 0—b bwscba feo boldms Ina& N-o tbatl be chirped pmiboo c 0y r hcM fel bae6ba b eaemid and and bddld by otbaz Cac —W. b-rins It dwep rquit=• N_brcint mrama actioo Ibt hags rapha —b moporw7 bmsnnion bawem t-an m :void mppliot sad dommoma. The -pe . of eredioo of tress dnn be mdcs the anmrol of P---Pc"—d b the Ivnallnion of wean Frofeaiaoal ad'rie� fl be � y0 if °ad Cep of rd m uma a any din @ ilw dcdm lad, abalf as be iPd np No rwd, o b. drm the weird of the saris �a11 be i sppfid to hags no seer atl Csstmbi and bba if HIP GIRDER 2x BLOCKING. ADDED TO TOP CHORD OF 'STEP HIP TRUSSES TO .SHORTEN W/ WARNING: Eng Job: • READ ALL NOTES an THIS SREET. A COPY 01 THIS DRARING TO BE GIVER TO Dwg A EREC'IIPG CONTRACTOR. BRACING HARPING a brans m sbtdle 6ndnt wNcb b ■ Per of Maronda Systems thebo s, d dphl,dnkbc gotcratloob-dniwhdil&g s ih . Ds r:TLY Chk: the boSdma dmso ad which ion 6e considad b7 the hoildms dcstma. Bnc)oj show i, M1r tars& mppmr of gem mmbm only to reduce bscbfms lmsta MwW m mha be —de to mcbor meal b-cint at sad, and apai6d TC Live 16.0 p B f • mesd m deramm= by the bhildint de6pa. Additi=d kwing of ibe oveaS mime me may be FCq htd (See in" 1 o(TFnrbt apaide was bneiw-geirmeau. e�.a [ daitha{itm Pine bsaims° TFI b Ian= n 5a3 Tiff Dead 7 . 0 • psf 4005 MARONDA WAY Dvwai.Dd.SMsdmgWbanatm5y719} BC Live 10.0 psf Sanford, FL 32771 ' (407) 321-0064 Fax (407) 321-3913 BC Dead 2.0 psf TOMAS PONCE P.E. LICENSE OWSM68 TOTAL 35.0 sf 1005 VANNESSA DR. OVIEDO FL 32760 Profile Path: Ct\TSB-LOK\Work\Jobe\MARONDA SYSTEMS\VT.prx Deaignt Matrix Analysis WO: HIPDSTAIL . TI:. HIP 7/27/2005 Lbr DF: 1.25 P1E DF:.1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:A Qty:5 - I DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the aim. The designer disclaims any responsibility far damages as a recall of fanlry or inccerect information, specifications aodros designs flunl36ed to the trap designer by the client and the tstnectstns m ■ecmacy of this inMmation a it may mine to a specific project and acceps on responsibility or aercism m control with regard to fabrication. handling dupmm and installation of trusses. This trtut bar been designed a an individual building component in accordance with ANSI/fPI 1-2002 and NDS-02 to be incorporated at pan of the building design by a Building Designer (registered architect in professional engineer). When reviewed fro approval by the building designer, the design loadings shown must be chucked to be sect that the data show m in ageemm with the local building codes local climatic rucords fa wind or snow bads Project specifications or special applied bads Unless shown, tress has not been dais od fro storage or occupancy bad:. The design assnma compression chords (top or bottom) are continuously braced by sheathing nnleo otherwise specified. Where bottom cbmds in mission are not folly braced laterally by ■ property applied rigid ceiling they should be brad at a maaimnm spacing of 10'-0• o.c. Coantcmr Plata shag be manufactured issue 20 gauge ben dipped galvanized stet meeting ASTM A 653, Grade 40. unless otherwise Shown. FABRICATION NOTES Prior to fabrication. the fabricator dial review this dra.ing to verily that this drawing is in conformance with the fabricators plant and to realize a sewn resposesss for sure verification. Any disvcpmcin are to be put in writing before coning or faGicalim. Plain shall ism be installed over kmthoks. knots or dinmtd gain. Members shall bear for tight fining wood to wood bearing. Connector plate shill be lsatd on both faces of the mat with -Is rally imbedded and shall be aym about the joint unless otherwise shown. A 5a4 plate is 5• wide a V long. A 6x8 pled is 60 wide a 8• bog. Sloes (bola) rue parallel to the plate length specified. Double ens on web members shall meet a the crosoid of the web$ unless otherwise sbow o. Connector plate rim are minimum size baud on the forces shown and may aced to be increased for certain hamliag and/or erection stresses This Hess Is on, to be fabricated with lure miardm treated hamber unless otherwise mown. For additional information 0o Quality Control refer to ANSVfPI 1-2002 PRECAUTIONARY NOTES AB bracing ad erection recemmemationt ere to be followed in accordance with Haadl ng 1n 11;ng and Bracing% NIB-91. Tresses are to be handled with particular esm during banding and bundling deliver' and installation to avoid damage. Temporary and permanent bracing fro holding trvssn in a tonight and plumb position and for resiating Were fotces shall be designed and installed by others. Caufbl handling is essmial and smoico bracing is always revised. Normal ptenuetooaty action lbr stresses; requires such temporary bracing during installation between truss to avoid toppling and domineing. The mpervl9nn of enection of tropes mill be nmer the control ofpermns experienced in the installation ofuapes. Professional advice shall be mega if needed. cooeesimsomo ornanstmaion bads greater than the design rods shall m be applied to traces a tim any e. No tends tuba than the weird of the erector, mall be applied to copes until after all fastening and bracing is 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 03 2x 4 SP 02 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 If 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. ..PORCE..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. 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 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedules Chords Max O.C. Prom 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. 1X4 continuous lateral bracing attached with 2- lld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. 6. 00 3.00 Face = 0- 2- 8 6x8 • . . = ..Joint Locations -....=. a .... 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)r 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 Face = 0- 2- 8 0_8_0 8-0 1761 14 2- 6 t 1761# 8.00" 20-0-0 20-0-0 it 0-J0,,8 0 40-1 0 6 0: j0T,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 ERECTING CONTRACTOR, BRACING WARNING: Maronda Systems Bnelngr�anenmisdnww;tignme�innbnKw& wind brringPone b�ngo<t;ouWb�ngw�hisapan of the building design and which mast be considered by the baildiag deer. Bracing muwo is for Weser support!of trap mmi m only to rodace bottling length. Provisions muss be made to ancbor Were bracing a ends and specified suar bcatirms determined by the building designer. Additional bracing of the overall structure may be milaced. (See MB-91 of TPI).Fmr specific trap bracing raryiremms counsel building designer.(Trnss Plate hnatimm TPI is located at 593 400S MARONDA WAY VOrsofio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD66 367 MadaOoak FL pWAuatae FL 32760 9) Scale = 0.1539 Eng Job: WO: COVR4 1": 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 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 v4.7.21-12333 Designs Matrix Analysis a•roLile race: Is%. as -tine inuar�lua,uoiwvwwiv.v. awv.v.. � ,. i,a. pa,v Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:A1 Qty:2 - ' DESIGN INFORMATION This design is for an mdividoal building component and has been based on information p-ded by the diem. Tw designer disclaims any responsibility for damage n a remit of Rutty or incorrect information, specifications and/or designs thmishad to the Imo designer by the clam and the correcmm m accuracy of this information as it may relate w a specific pact and accept m responsibility a exercise no control with regard to fabrication, hmdlin& shipment and inuallatim of mosses. This truss has bent designed as an individual building compoocnt in accmdouce with ANSVfPI 1.2002 and NDS-02 to be iocorporncd m pan of the building design by ■ Building Designer (,,&c cd architect or professional engineer). Wb= reviewed for approval by the building designer. the design loadings shown mast be checked w he mrt that the data des- art in agreement with the local building codesbut climatic records for wind Or mow loads. peJem SPLelfKalbn/ or sPcerd apptd load. Ihdm sbow m toss has ors been dmgocd for storage or occopamy bad. The design aanmus compression chords (top or boaom) are continuously boxed by sheathing unless otherwise specified. Where boom chords in tension are not fully brad laterally by a properly applied rigid ceiling, they should be brad at a moaimam spacing of ity-W o.c. Comator plain shall be mamfxtmed from 20 gunge bat dipped gal,,miam steel meeting AST M A 653. Tirade 44 unless otherwise shown. FABRICATION NOTES Prim to fabricalilolm tht fabricator shall review this drawing w verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such vairrcation. Any discrepancies are m be pat in writing befom tatting or fabrication. Plates mall mt be irt"ledoverkwothwles. mots or dioun d Vain. Members mall be eon for tight fitting wane to wood boring. Connector plates mall be located on bah Roes of the tuts with m t 6dly imbedded and shall be s)m mom thejoint union otherwise shown. A Sae plus is 5• wide x V bong. A 6xg plus is 6• wide a 6- long. Slots(boles) rot parallel to the Plate length specified. Double cut on web members mall mat at the ccohoid of the webs holm otherwise mown. Co auctm pine tires are minimum sizes based on the forces crown and may and to be iocrusd for certain handling therm eratim messes. This near is no to be fabricmd with fire retardant orcut lumber onion otherwise crown Fm additional information on Quality Control refer m ANSVIPI 1.2002 PRECAUTIONARY NOTES All bracing and erection recommendations are, to be followed in accordance with 'Handling. banalliog and Bracing . NIB-91. Trusses are to be handled with particular care during taming and bundlin& dcih=y and mstuatim to ,void damag. Temporary and permaom bracing for holding trusses in a straight and plumb position and for resiasivg'am 1 force shall be designed and imulld by other. CateRl handling is essential and erecoon bradng a always reamed. Normal preesdbuary action for messes repires such tmpmafy bracing daring imWlaiao between tresses to avid toppling and dominoing. The mpmrisioo of erection of messes shall be under the control of persons experienced in the installation of trusses. Professional a uc shall be we& B nm d. cm®tranno of connnrerim lords peater than the design lends mall not be applied to trusses at any time. No bads ether than the weight of she ermors shall be applied to Isses until after all fastening and bracing is completed. TC: 2x 6 SP 62 BC, 2x 6 SP #1 D 2x 6 SP #2 8- 9,7- 8,6- 7 WE. 2x 4 SP 03 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. ..FORCE..CSi. Cr ..BC. ..FORCE..CSI. 1- 2 -5232 0.52 A 30- 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 10- 7-12 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, 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. ®1x4 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. .............. 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(e)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, B-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 I 1 2 3 4 5 6.00 3.00 6x8 6A0 -3.00 10-6-6 0-6-6 Face = 0- 2- 8 p_0.0 0-8 0 17610 . " 14 2- 6 1761# 8.00" 20-0-0 20-0-0 04o, s 0 -- 40-1-0 (Rb- 3-9) COSMETIC PLATES (2)3X6 (16)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING NO2WARNI Maronda Systems Brringabownonthis drawing °mtmeeren�dr4. wind °�n&poralbracing m°mi�braangw�isapanof the building design and which must be comidacd by the building designer. Bracing show is for lateral support of truss members only to reduce hackling length. Provisions most be made to anchor lateral bracing a ends and specified locations dtamined by the handing designer. Additional brximg of the overall structure may be requi d. (Sec MB-91 of TPI).far specific tross bracing requirement. contact building dmgna.Rmsa Plate Institute. TPI is located w 5g3 400S MARONDA WAY Denorrio Drive. Madisor, Wisconsin 53719). Sanford, FL- 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE IWW50068 307 his"oa FL gWauot% FL 22766 9) Scale = 0.1539 Eng Job: WO: COVR4 DWg: TI: Al 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 rroriie routs s : %aaa-a.vw. a,.+ h- Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:A2 Qty:2 - ' DESIGN INFORMATION This design is for an individual building eompmm and has beat based an infomutioo ptrn;aed by the diem. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs Bnrtished to the rasa designer by the client and the cmrattnes or accuracy of this information as it may relate b a specific project and accepts on responsibility or eaercim on enorrol with regard to fabrication. ham"ingshipment and imtallatioo of tenses. This tsars has been designed as an individual building -par= in accordance with ANSVfPi 1.2002 ad NDS-02 W be incorporated as pat of the building design by a Building Design. (registered aehitect or professional engnev). Wbm reviewed for approval by the baking designer. the design badingr shown must be checked to be sore thin the data show are in agreement with the Well building codes, local climatic records for .id or fnnow bads. project s ecifcatims or special applied bads Unless sb"%. tma has not been designed nor storage or oc apaney Will Tbc design asmmes compression chords (top or ban=) are continuously li-rd by shnthing unless otherwise pecified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid [riling, they should be braced a a maximem spacing of 10'.0' o.e. Ca®amt plates shall be oxnarkmred from 20 gauge but dipped galvanized sited mating ASTM A 653. Grade 4 Unles otherwise show. FABRICATION NOTES Prior to fabrication. the fabricamr shall review this drawing to verily that this drawing is in conformance with the fabricators pram and in realize a continuing respemabiliry for such verifcatitt. Any disercpare amcies a to be pat in writing before caning or fabrication. Plato dull nor be invalld over lain I a. bats or distorted grain. Mcenbm shall be erd fat tight fitting woad to wood bearing. Comeau Plates shill be bested on bah ram of the tram with nails frailly imbeddd ad shall be synx about the joint antes otherwise shoran. A 5x4 plate is 5' wide a V bng. A 61g plate is 6' wide x 3' bug. Slots (holes) rot parallel to the plate Iengrb specified. Doable call on web members shall mat at the canrad of the wars unless otherwise sboan. Corrector plate sifts arc minimum sizes baud on the fortes ono w and may oced to be increased for certain handling andlor .notion wean. This seas is not to be fabricated with fire r.adam created lumber unless othwise sboaa. For additional infatuation on Quality Comma rder to ANSVrPi 1.2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be folbwd in aaardance with'Handling, holaling and Braciete, fU8-91. Trusses art in be handled with paniadar careduring bandin and bundling, ddnary ad installation to amid damage Temporary ad permanent bracing for bolding rates in a straight and plumb position and for resisting lateral forces shall be design tad insalld by others. Careful handling is esatiil and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation bcma trusses to amid toppling and dom'm.ng. The mpervision of erection of woes sball be under the control of persons experienced in the installation orwases. Professional advice sha0 be sought dreaded. Coneadeciea of eonvnviao Inds Vesect than the design Wads shall oat be applied in tresses at any time No Will other than the weight of the ertctora shall be applied to torso mail idler W listening and bracing is sampled. TC: 2x 6 SP 62 BC: 2x 6 SP 01 D 2Tc 6 SP a2 8- 9,7- 8 WE: 2x 4 SP C3 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 Boris 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. ..FORCH..CSI. Cr ..BC. ..FORCB..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 a 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. Ezta 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Trues in INT zone, TCDL. 4.2 pef, BCDL. 6.0 pef 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 "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. .............. ••......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.-3714/1493,4-5a-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 20-0-0 1 2 3 4 5 6.00 6x8 10- 742 0-6-6 Face = 0- 2- 8 3.00 080 1761* 1st- 2- 6M 20-0-0 COSMETIC PLATES TT4'F3%lyd(24)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. ERACING WARNING: LM aronda Systems Bracing shornonthisdrawingis not erection bradtg,midldingd,pruW bndngorsimiWbndng wriI ism pan of the baildevg deagr and which meal be cowdaed by the baildmg destgoa. Bracing shown u for Wail fvppott of raft members only to rdrxe battling length. Provisions mast be made m anchor Waal brzing a cods and specified bcatiom determined by the building designer. Additional bracing of the overall srmemre may be regrind (Sec NIB-91 of TPI).F. specific rvs bracing regairanmts. contact building dedV-.(Tors Plate Inatimta TPI is bead a 583 4005 MARONDA WAY DKWo6io aim. Madifmn. Wisconsb 33719). Safford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 307 ModalIN Her Chtitota: FL 32764 fi.00 -3.00 10-6-6 0-6-6 Face = 0- 2- 8 80 10-1-0 .00e. L 6 O-jm (R - 9) Scale = 0.1532 Eng Job: WO: COVR4 Dwg: TI: A2 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 nsf v4.7.21-1233° Designt Matrix AnatySIS rroaa.aa rat ca: sere%•.. --%...a- w s,a+.vw..v. v...r.....,-. - � -- - Job: COVINGTON E 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:A3 Qty:l - ' DESIGN INFORMATION This design is for an individual building component and has been based on inforvutim prmided by the client. The designer discl.ims any responsibility for damages es a result of faulty or incorrect mfamntion. specifwtions awlra designs fhrnisbed to the one; design= by the client and the cortcctne9 or accuracy of this iafmmnioo Is it may relate to a specific project and neaps too resI bility or aereis= an control with regard to fabrication, handling shipment and imulbu n of susses. This truss has been designed as an individual building component is accordance with ANSVfPI I.2002 and NDS-02 to be incorporated a pan of the building design by a RuiWing Designer (registered architect or professine, mgiaccr . When r,i-d for approval by the building dcsigaer. the design loading shown muse be checked to be mare that We data snow are in agrcemenl with the local building codeskcal climatic records fa wind or anew load& project spe ifteatian or special applied bads Umlm shows truss has not been designed fa storage or occupancy bads. The design aaumes wmpreakn chords (top or bottom) are continuously braced by sbenhing unless otherwise spe i6od. Where bottom chords in terssim are out fully braced laterally by . properly applied rigid ceiling they sbould be braced at ■ maaireem spacing of I s-0' o.c. Cone can plates shall be mmrxmred from 20 page but dipped gatvanind and meeting ASTM A 653. Grade 40. miles. otherwise sbowrt. FABRICATION NOTES Rim to fabrtuuo4 the fabrxmr shall renew this drawing to verily that this drawing is in eo dmen"a with the fabricator's plain and to realize a continuing responsibility fen stub verification. Any discrepancies are to be put in writing beCme coning or fabrication. Pates mall not be installed - knotbal=, lass or distorted grain. Member. shall be cm fen tight fining wood to wood bearing Comemc ar place; mall be Ioeaied an bah faces of the uses with mils"imbedded and mall be s2m mom the joim calm otherwise mown. A 30 plate is S' wide a 4' long A 6ak pine is 6' wide a tr bag. Slats (boles) rum parallel to the plate length specified. Double cau on wen members shall mat at the cenwid or the webs halm otherwise shown. Camatar pine sim are minimum sizes based on the fences shown and may and to be increased fbr cersaia handling andfa erection atresses. This rasa is oil to be hbricaecd with fire r=adam assured lumber ®lot otherwise mown. Foe additional iurmasnim on Quality Comml refer to ANSM?l 1.2002 PRECAUTIONARY NOTES AB bracing and cationmenda reearrntimare to be d rollo in accordance with 'Handling lsmalling and Bracing'. H 8.91. Tenses are to be Dandled with particular ease during handing and buns ing. ddhay and iroWlstica m avoid dotage. Temp try and prumment bracing for bolding amses in a straight and Plumb position and fen training lateral fames shall be designed and installed by othm Careful handling is meuial and erection bracing is always required. Normal precautionary arnan fen wanes rapuues such tempauy, brsmg during instaustka between trades to avoid toppling and domthoing. The sip-ision of eratioo ofausm shallbe owl= the control of prstsns experienced in the installation ort}IIDes. Professional advice mill be sought ff aaa&d. Cmnce men, of comfNplou loads greater than the design lade mall not be applied to traces at an. time. No Inds other than the weight of the erectors shall be applied to trusses mail after all fastening and bracing is eompleud. 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 #3 2x 4 SP #2 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. ..FORCE..CSI. Cr ..BC. ..FORCE..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. ..FORCE..CSI. Cr .WEB. ..FORCE..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 ASCB 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 Trues 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- 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 14e. Cr--------GLOBAL MAX DEPLECTIONS--------- C LL 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 ..............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.-1227/668,5-8.-10/299, 19-0- 0 �2- 0- 0, 19-0-0 1 2 3 4 5 6 Face = 0- 2- 8 as-o 1760# 8.00" 6. 00 3.00 19-1-8 6A0 10-0-6 0-6-6 �FFace = 0- 2- 8 - f-1 8- O 1760# 8.00" 19-1-8 1, 0 2 1 40- �0- EXCEPT AS SHOP�R0 kS ARE MiTek MT20 (R -9) Scale = 0.1490 WARNING: Eng Job: WO: COVX4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CON 111R. 11CING WARNING: Dwg: TI: A3 La ro n des Systems Bracing shown on this drawing a not erasion bracing wind bracing portal bracing or similar bracing which is a pat of Da r : TLY Chk: 9 16 / 2 0 0 5 the building design and which must be considered by the building designer. Bracing show 'maw 1br eral support of tmn / members only to reduce buckling length. Provisions Inner be made to anchor lateralbrcing In end. and specified locations determined by the building designer. Additional bracing of the overall structure may be requited. (Sec KIB-91 TC Live 16.0 psf Lbr DF : 1.25 of TPI>P specific um bracing requireseems. simmer building designer.(Tres Plate lmeimta TPI is located as 583 TC Dead 7 . 0 psf P l t DF : 1.25 4005 MARONDA WAY IyOmftio wive. Madison. W(seo�n 53719> p 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 N0050060 BC Dead 10.0 psf Code: FLA 367 MedWilm FL GWilgo* FL 32740 ITOTAL 43.0 psf v4 .7 . 21-12336 Design: Matrix Analysis Prorile Petri: x ti\nj.prx Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:A4 Qty:l - DESIGN INFORMATION Ibis design if for an individual building component nit has been based on information li midd by the diem. The designer disclaims any responsibility for damages a a reach of faulty or incorrect informationn, specifications anNa design furnisbd to the tress designs by the client and the corramm or accuracy of this mfmmatioo a it may relate in a specific point and accepts no raponsnbiliry or nertises nocmbol with regard to fabrication handling, shipment and installation of trusses. This bass has been designed as a individual building enmpooent in accordance with ANSVTPI 1.2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered archilect or professional enghoccr). When reviewed for approval by the building designer. the design loadings mown mast be checked to be s9ra than the data mown are in agcmenl with the local building codm local c6maic recoils for wind a snow bads, project specifications bar special applied loads. Unless mown. truss has not been designed fm storage or occupancy loads. The design mama companion chords (top Or bosom) are continuously braced by sheathing unless otherwise specified. Wbere bottom chords in tmsiom are our fully braced laeraly by a properly applied rigid ceilitng, they should be braced at a -imam spacing of 101-0' o.c. Caunator pales shall be manufactured form 20 gauge hen dipped galvanized steel meeting ASTM A 653. Grade 40. anlm otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator mall review this drawing in unify thin this drawing is in cwlbrmaace with the fibricamrs plms and m realize a continuing ,espenability for arch verification. Any discrepancies m to be pat in writing bcfbre tuning or fabrication. Plain shall not be installed over knotholes, koots or diamud grain. Members shah be ad for tight Ruing wood to wood bearing. Cooroom plain shall be loath un bah facts of the tam with nude filly imbedded and mall be s) abtm the joins unless otherwise shown. A 5a4 plate is 5' wide a 4' long. A fall plate is 6' wide a g' long Slurs (bola) ran parallel to the plate length specified. Double cues on web members mill men a the coutroid of the webs mlm otherwise mown. Ca®ator plus srrn are minimum sire based on the forth show ad may nead to be increased for certain handling and/or eratioo sumo. This true is ram in be fabricated with fire rdadam treated lumber anlm otherwise mow. For additional information On Quality Control refs to ANSVrPI 1.2002 PRECAUTIONARY NOTES All bracing and erection raammendatiom ere to be followed in accordance with'Handling. lostalling and Bracing". MB•91. Trusses are to be handled with particular care during banding and mmdEng ddi%wy and inaallaion teawid damage. Temporary andprmanmt bracing for holding trassn in a straight and plumb position and for resisting lateral forces mall be designed and installed by abut. Cmfnl handling is essential ad el0en10n bracing is always required. Normal precautionary action On noises regains mcb tempwmy bracing during maallatioo between trusses to awid toppling and drmmoing. The mperiisimoferectionoftnuises dull be underthe coubol of persons arperianced in the instillation of nosing. Pmfessioml advice mill be a ngm if needed. Concemtratian ofconstruction loam greater than the design lease dull not be applied in trusses at aay time. No loads other than the weight of the ertctors shall be applied to trusses until after W fastening and bracing is TC: 2x 6 SP 02 BC: 2x 6 SP 01 D 2x 6 SP #2 10-11,9-10,8- 9 WB: 2x 4 SP #3 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-Luc 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. ..PORCE..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. ..FORCE..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 9- 1-12 0-6-6 Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLcd per ASCE 7-02, CeC, 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 psi 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. ®1X4 continuous lateral bracing attached with 2- lId nails each member where ehown.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. Cr--------GLOBAL MAX DEFLECTIONS--------- CLL TL C in./Ratio in./Ratio Jnt(s). 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 .............. 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(9)3 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.-486/1502,3-9u0/2,9-4.-485/1502, 9-5.-944/551,5-8.-23/225, 17-0-0 6-0-0 17-0-0 .14 1 2 3 4 5 6 6. 00 3.00 6x8 6x8 6.00 -3.00 9-0-6 0-6-6 Face = 0. 2- 8 0-8-0 1* 8-0 1760# 1760# 8.00" 1760# 8.00" 17-1-8 5-9-0 17-1-8 0. 2 11 ° 40-0-0 0. EXCEPT AS SH TLYTHS ARE MiTek MT20 (R 9) Scale = 0.1536 Maronda Systems) I 4005 MARONDA WAY Sanford, FL_ 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 267 Madalloo FL Chuhadta4 FL 32766 ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO 'ING CONTRACTOR. BRACING WARNING: shown on this drawing is hat nation bracing. wind bracing, portal bracing Or similar bracing white is a pan of fing design and which mesa be considered by the building designer. Bracing shown is for herd mppat of tsars a only in reduce baling length. Provisions must be made to sabor lateral bracing at ends and specifid s determined by the building designer. Additimnl bracing of the overall amcture may be required. (See HIB•91 For spalfc boas bracing r il"'ems. contact building desig e, Unces Mae historic. TPI is located in 593 in D&C. Madison Wiscmsin 53719). Sag 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 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix AnalySIS rrOrlle race: A Y\AY.prx Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:A5 Qty:l e ' DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. Tbe daigoa disclaims any respontibility for damages a a resuh of faulty or incorrect infmmatioa specifications and/or designs famished to the truss designer by the client and the correctness or accuracy of this information a it may Mae to. specific project and accepts no responsibility or aucisea no control with regard to fabrication. handlin& shipment and installation of uussa. This wa has been designed a - individual building compoomt in accordance with ANSVTPI I-2002 and NDS-02 m be incorporated a pan of the building design by a Building Designer (registered architect or professional engineer). What revmwed for approval by the building designer. the design loadings showy most be checked m be mrc that d the data own are in agreamem with the local building coda local climatic retorts for wipd or ronv bade, project gxsir-limas or special applied load& lhdess sbowo. uva has on, been designed for smrage or occupancy bads. The design tauma compression chorus (top or bosom) arc continuously b,xed by shothuq roles otherwise specified. Whore bottom chords in tension are dot folly braced laterally by a propaly applied rigid ceiling, they should be braced a a maximum spacing of 1014' O.C. Camector plus shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. adess othawise shown. FABRICATION NOTES Prim m fabrication, the fabricator dalf review this drawing to verify the this drawing is in conformance with the fabricamrs plant and to realize a continuing responsibility for such vaifscatim. Any discrepancies are to be pm in writing before cutting or fabrication. Rues shall our be installed ova koothcla knits or distorted grain, Members Ball be an for tight fining wood to woad bearing. Connector ptsta shall be located on both faces of the rota with nails fey imbedded and Ball be nm..how the joint colas otherwise down. A 5a4 pine is 5' wider a 4' long. A 6x9 plater is 6' wider x 9' long. Slurs (holes) mat parallel to the plate length spcci6ed. Double cats on web members shall meet at the cennnid of the webs unless otherwise shown. Corrector plate sizes are minimum sizes based on the forces down and may need to be increased for certain handling and/orerectionmean This INss is not m be fabricated with Ere rdardam treated lumber unless otbou ise dawn. For additional information on Quality Control Mr. to ANSVM 1-2002 PRECAUTIONARY NOTES All bracing and erection rmommmdations are to be rollowcd in accordance with 'Handling, mulling and Bracing . H1B-91. Trades arc to be handled with panimlar are during banding and handling. dclivey and installation to avoid damage. Temporary and permanent bracing for holding tmssa its a straight and plumb position and for resisting lateral fortes shall be designed and installed by otbom Carcfhl handling is eamtial and auction bracing is alua s required. Nunnl precautionary action for emaa require meh temporary bracing during insulation betv.een mosses to avoid toppling and domimiog. The mpavision of erection of umses dull be under the control of persons experienced in the installation of unaa. Professional advice dull be sought if needed. Concertmaster of construction load: grata than the design tomb shall rot be applied w trteaes a any time. No loads other than the weight of the aectots shall be applied to untrue; until 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----- R-Loc 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. ..PORCE..CSI. Cr .WEB. ..PORCE..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 Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 old Type. encl L. 58.0 ft W. 40.0 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.-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.-1979/47691 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, ...__.....ee=.Joint Locations ............... 1) 0- 0- 0 5) 31-11- 2 9) 24-10- 8 2) 8- 0-14 6) 40- 0- 0 10) 15- 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 ]oint(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 1, 10-0-0 15-0-0 1 2 3 4 5 6 6. 00 3.00 c..o 6.00 -3.00 8-0-6 0- 6- 6 Face =0-2-8 0-8-0 � 0-8-0 1760# 8.00" 1760# 8.00" 15-1-8 9-9-0 15-1-8 0 2 1 0 40-0-0 7 0- 0 (RI - 91 (R 3 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: ERAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: LMaronda Systems 6ndilding nmthisdrawing ugbeconsidbedbythendb��.po��asnc°m�be'am w-p Ibe bedding design and w4xh mug be considered by the building designer. Bracing dpRn u for lateral Wpptm Of crud us only ro reduce buckling length. Pfovlrimn must be made m anchor Inml bracing 0 dab and specified locations determined by the building designer. Additional bracing orthe overall semenc a may be required. (Sec RIB-91 of TPI).F. specific wet bracing raryaemeam contact building desip=.(Tross Pine mtimta TPI is located at 593 4005 MARONDA WAY DonoB;oDri.aMadisoaWis<msin53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE a00050068 347 Meda®on FL CfWdueta, FL 32796 Scale - 0.1585 Eng Job: WO: COVR4 Dwg: TI: 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 pef TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis rroriae rain: t.. %----sont.vra%.ao- . v wr Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:A6 Qty:l . ' DESIGN INFORMATION This design is for an individual building component and bus been based en information prmided by the diem. The designer disclaims any reVana3itiry for damages a a result of faulty or incorrect mformnba specifaatiom and/or designs famished in the truss designer by the Client and the corteemess in accuracy of this information as it may relate to a specif¢ project and accepts on responsibility or meciscs on eoonul with regard to fahmatim handling shipment and imullatiao of wan. This truss has beat designed o an individual building component in accordance with ANSVrPI 1-2002 and NDS-02 m be incorporated as pan of the building design by a Balding Designer (registered architect or professional engineer). When revicwcd for approval by the budding designer, the design baNngs she- mail be checked to be we that the data shown are in agrammt with the local building codes, local climatic records fm vied or mow bad& project spcifxatiom m spacial applied loads. Undoes shown, ans, has can beat designed for enrage in occoper cy bads. The design assumes a mpr ' dnrds (top in bottom) arc continuously braced by sb.-thin udas oWerviae spetifred. Where bosom chords in tonsi= are not rally braced laterally by a properly applied rigid ceiling they should be brad u a maaimum spacing of 10'-0' uc. Connctor plan shall be m-ditamed Dom 20 gange hot dipped galvanized slot! meeting ASTM A 653. Grade A unless otherwise shown. FABRICATION NOTES Rion in fabrication. the fabricator shall review this drawing in wily the this drawing is in conformace with the fabricaora s plans and to realize a cmi®img rnponabiliry for such verification. Any discrepanciesare to be put in siting before coning or fabrication. Plates shall rut be installed over knednolo. torts or distorted grain. Members shall be ens for tight fining wood to woad boning. Conmeeter plain shall be looted on both faces d the miss with tails fully imbedded and shall be sym. abort the joint unless otherwise mown. A Sao plate is 5- wide a a- long A 6a8 plate is 6' wide a 8- long Sbta (boles) rot parallel to the pine length specified Double can on web members shall meet in the crnuoid of the wets enlm otherwise sbowa Comctm plate don are minimum sizes based on the forces showy and may aced to be itcacasrd for certain handling mew action sircssta. This tuna is not to be fabricated with fire raardam Created Imba aides; uthaasse sbow9. For additional information on Quality Control cfa to ANSIMI 1.2002 PRECAUTIONARY NOTES An bracing and oration rca mmmdations are to be fblbwcd in accmdmce with "Handling. Installing and Bracing'. !DB-91. Trusses etc b be handled with particular tam during banding and bundling ddi%wy and installation to awid damage Temporary and pc insto bracing for holding mina in a straight and plumb position and rot resisting lateral forces stall be designed and installed by others. Caacful handling is es m al and oration bracitg is always acquired. Norm) pcamioner). action for mosses acquires such temporary bracing during imWlation beracat tries n awid toppling and domimiag. The supervision of erection of wsscs dullbe under the control of permns arperiaseed in the installation of wan. professional advice shall be sought if needed. Conamratioo of construction Inds grater thin the design Inds shall m be applied to battles a any time. No bads other am the weigfn of the creams mall be Zed in trusln until after all fistating and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x.6 SP 02 30-12 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. ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Hori: 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 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 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, SOT 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.-274/689,30-5.-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. ..FORCB..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(s). 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 ar 1.50 13-0- 0 14- 0- 0 13-0-0 1 2 3 4 5 6 7 6.00 3.00 Face = 0- 2- 8 080 1760# 8 00" c..o 6.00 7-0-6 0- 6 6 Face =0-2-8 0-8-0 1760# 8.00" 13-1-8 13-9-0 13-1-8 0-10,8 4 3 2 40-0-0 0 04" (fib- 3- 9) (110- 3- 9) 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 NARNINO: CMMa:ronda Systems Sellingshown on this drawing is m �n b� w� �� parts! bracing in similar bracing which is a pan of the building design and •Lich must be considered by the building designer. Racing sho rn is Its lateral support of tuna am only in reduce tackling length. provisions most be made to anchor lateral bating a ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sac Ill&91 of TFl).r- spcifsc miss batting cgoiremens, caman building desigiter.(Truss Pfau Institute TPI is located at 593 4005 MARONDA WAY DOoornio W, Medina Wisennsim 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE rd0050068 30711 1 E, PL Cddlabta4 FL 32764 Scale - 0.1585 Eng Job: WO: COVR4 Dwg: TI: A6 Dsgnr: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 EC Live 10.0 pef TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis rroziie race: �:%saa- wnknv.rckuvvn%a. vat %.vv.a... vat. n .tows.,. Job: COVINGTON X 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:A7 Qty:l - I DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client, The derigms disclaims any responsibility for damages a ■ remit of fanity or incorrect information gKsifcations andor design furnished to the truss designer by the client and tho cmrecmea or accuracy of this information in it may rdate to a specific project and accepts no rerpormLility or exercises ro control with regard lo fabrication handling. shipment and installation of trusses. This van has been designed a an individual building componwt in accordance with ANSI/TPI 1-2002 and NDS-02 to be incorporated a pan of the building design by a Building Designer (registered architect or professional enginea). when reviewed for approval by the building designer. the design loading shown must be checked to be sure that the data sbowm are in agamens with the local building codes, local climatic records for wind or snow loads, project specifcatiom or special applied bads. Unless sbowa, con bas our been designed for amagc m occupancy loads. The design anuma compression chords (sup in bosom) are continuously braced by sheathing men otherwise specified. Where bottom chords in tension are not fully braced laterally by ■ property applied rigid ceiling, they should be braced a a maximum spacing of Is4' o.c. Camcctor plan shall be manufactured from 20 gage hot dipped galvanized steel meeting ASTM A 653. Grade 40. mien otherwise shown. FABRICATION NOTES Prior to fabrication the fabricator shall renew this drawing to verify that this drawing is in conformance with the fabricatues plain and to rWin a continuing responsibility for such verification. Any discrepancies are to be put in writing before caning or fabrication. Plata shall not be installed over knotboles. knots or distorted grain. Members shall be em for tight fitting wood to wood baring. Connector plats shall be local on both faces of the torn with roils folly imbedded and shall be rym. show the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6xS plate is 6' wide x g' long. Skits (holes) rho parallel to the plate length specified. Doable cats on web members shill meet in the cemroid of the webs unless otherwise show. Connector plate sizes are minimum sizes based on the fortes shown and may need to be increased for certain handling and/or nation sharer. This truss is one to be fabricated with fire retardant crated lumber unless otherwise shown. For additional informaim on Quality Control refer to ANSVTPI 1-2002 PRECAUTIONARY NOTES All bracing and oration recommendation .re to be followed in accordancc with "Handlingmulling and Bracing'. HIB-91. Trusser are in be handled with particular are during banding and handling. delivery and installation to avoid damage. Temporary ad permanent bracing for holding hussy in a straight and plumb position and for resisaing lateral forces shall be designed and installed by others. Careful handling is essential and erection bracing is alww3s required. Normal Precautionary action for runner require such temporary bracing daring inswtatim between musses in avoid toppling and domi,noing. The mpavivm oferectim of trusser shall be control the cool of persons experienced in the installation of passer. Professionaladvice shall be sought if necded. Concentration of commction loads greater than the design loads shall not be applied to tmt:m at any time. No loads other than the aright of the erecors tshall be amnlied to wises until after an fastening and bracing is TC: 2x 6 SP 92 BC: 2x 6 SP 02 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 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, 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 pef Impact Resistant Covering and/or Glazing Req 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, BOT 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, 10-9.-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, •v0.... .. ..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. ..FORCE..CSI. Cr ..BC. ..FORCB..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 14 1 2 3 4 5 6 7 8 6.00 3.00 Face =0.2-8 0-8-0 1760# 8 00" c..o -6.00 6 0.6 0- 6- 6 Face = 0- 2- 8 0. 8-0 1760# 8.00" 11-1-8 17-9-0 11-1-8 0-AA6 s a 3 40-0-0 2 I ° o ft (R 3- 9) (R 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: Maronda Systems B�ng�wnmthis d�w;ngisneterectimbr>�windbn�g.p«,alb�ngmooularbracing w�hisapan ef the building design and which muss be considered by the building designer. Bracing shown is for lateral support of truss membersonly in reduce buckling length. Provision most be made toanchor lateral bracing at cods and specified locations determined by the building designer. Additional bracing of the overall arocmre may be required (Sec 19B-91 ofTVp.Fw specific aan bracing requimmems. comae, building dmgv.(Tsun Plate maimm. Tat is located 0583 400S MARONDA WAY Droro6ioDrive. Madison. Wisconsin $3719). Sanford, FL_ 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0061B 367 Medslim PL Chtdtaolak, FL 32766 Scale = 0.1585 Eng Job: WO: COVX4 Doug: TI: A7 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 Analysis rroriie racer: c: �iaa-wn�norx �erwartwvr.wtwvanvas,w av etas, .yaa Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:A8 Qty:l ' ' DESIGN INFORMATION TLia design is for an individual building eompooml and has been based on information pm ided by the diem. The designer disclaims any rns- bitity fm damages as a result of faulty or mcmrect inn •in+ specifications and/or designs famished to the vat designer by the cliem ad the cortectnea m accuracy of this information n it may relate to a specific project and accepu on responsibility Or mercises on control with regard to fabrication, handling shipment and installation of trusses. This treat bas been designed a an individual building compoomt in accord with ANSVfPi 1.2002 and NDS-02 to be incarpmYed a pan of the building design by a Building Design. (registered architect Or professional engineer) When revitwed for approval by the building designer, the design loadings shown mass be checked to be some that the data shown arc in agreement with the local building codes. local climatic records for wind or sonw baft project specifications m special applied loads. Unless shows puss but rot been designed for storage or occupancy bads. The design ammo compression chords (top or botmm) are continuously braced by sheathing anim otherwise specified. Wbm bottom chorea in tension are oat fully braced laterally by a Properly applied rigid calling they shoald be braced at a rani mam spacing of IO0o.c Caonector plain shall be manufactured fiom 20 gange bed dipped galvani ed steel meeting AM A 653. Grade 44 adess oth.wise shown. FABRICATION NOTES Not to fabrication the fabricator shall renew this drawing to verify tba this drawing is in coalbrmance with the rabricames Plans and to realize a . . rn>aonsibility for such vairwation. Any discrepancies are to be Pm in writing before ctm:n8 or fabticatim Plains shall can, be installed ova kootholes. kauts or distorted grain Members shall be an fat tight fitting wood to wood hearing Connector Plus shall be bated on both fans of the trust wild nails filly imbedded and shall be sym ■bast the joint unless otherwise sbawn A 50 plate is S' wide x 4' long A 6x8 plate is 6' wide x 8' bag Slots (boles) urn parallel to the plats length specified. Double cum on web members shaft meet at the cemroid ofthe webs nolest thven otherwise shaconvector Pone elm are minimum Biro based on the forces shown and may aced to be increased fat emain handling andror eteetion Presses. This tress is ent to be fabricated with rate retardant treated lumber amen otmwise mown Fm additional infmmatton- Quality Cooaul ref. to ANSVTPI 1.2002 PRECAUTIONARY NOTES AB bracing and erection recommendations ate to be followed in accordance with 'Handling installing and Bracing', 1119.91. Trosso are to be handled with particular cart during ending and bandling deli e:y and insullativn to avoid damage Tempmay and permanent bracing fat bolding aerates in a straight and phwb Position and fat ruing lacral farm shall be designed and installed by olden Careful bee ling is t ial and erasion bracing is ahuls m*rd. Nmaul preamionvy action fat manses reftim sorb temportsy bracing during msuiation bnwcen tresses to avoid toppling and domitnoing The Nperrisim .f a«tbv of husses man be under the control ofperson experienced in the installation of wee:. Professional advice shall be sought H oecded. Covsena an ofamnmaimn Inds greater than the design loads shall Out be applied to trusses at any Lime. No bads other than the weight of the erectors shall be appld to wan mail after all fastening and bracing is complad. TC: 2x 6 SP 02 2x 8 SP 41 D 3- 5.5- 7 BC: 2x 6 SP 02 Nat 2x 4 SP #3 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-hoc 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. ..PORCH..CSI. Cr .WEB. ..PORCE..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 15- 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, 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 pef Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-4933/2273,2-3.-5246/2344, 3-4.-6282/2765,4-5.-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, 4-14.-205/633,14-5.-274/181,14-6.-205/633, 6-13.-459/284,13-7.-622/1637,12-7.-530/1338, 12-8.-10/386,8-11.-136/173, ..............Joint Locations ............... 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(s). 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) 40- EXCEPT AS SHOWN PLATES ARE MiTek MT20 F WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO 1.111 CONIRACTOR. BRACING N 111: Laronda Systems Br�ngamwam�,drawiosumte�onhraeingwindbracingpo�htacingma;mlarb-ioswtkhisapan of the building design ad whelt mat be Considered by the budding designer. Bracing moan is fat isten, sappn" of anat membef only to reduce backlmg JaWk hwimoas mum be made to anmm latent bracing at ends and specified locationsam damedby the bmWmg design.. Additional bmmg of the overall arwmrc may be requ m& (Sec M 91 of TPI).Fm specific truss bracing repitemeot& contact building desigan.(Traat Phne hmtiarte. TPI is located at 583 400S MARONDA WAYDY000rrioDrimMadison. Wismmiv53719) Sanford, FL.. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAIS PONCE D.E. LICENSE NOOSO06H 367 Machias FL Chukw ere FL 32766 6.00 6x8 4x6 Ix14 3x -3.00 9- 1-? 1 5-0-6 0.6-6 Face = 0- 2- 8 8-0 1760# 8.00" 9) Scale = 0.1585 Eng Job: WO: COVR4 Dag: TI: All 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 Proriie raLn: e:\aaa-a.vn\nvzrxWuun\..u.w+\x.v.zwvzv.. .. +t,..,.r... Job: COVINGTON H 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:A9 Qty:3 ' ' DESIGN INFORMATION This design is for an individual building component and bar ben based on information provided by the diem. The designer disclaims any responsibility for damage as a resuh of faulty a inco ica information. specifications =&a design famished to the tuns designer by the client and the corramas a accuracy of this information as it may relate to a spaifsc project and accepts an n3ponst'Wity or co-ises on control with regent to fabrication, handling, mipmem Rod imsillatim of trace. This hosa has ban designed a an individual building component in accordance with ANSVTPI 1.2002 and NDS-02 to be incorporated as part of the building design by a Building Designer (registered architect in professional -Sines). Wbw reviewed for approval by the building designer. the design loadings shoos man be chocked to be are that the data shown m in agreement with the local building coda local climatic records for wind or ran. bad& project specifications or special applied loads, unless shown truss has not ban designed for storage a oaupwa y toads The design assumes compression chords (top or broom) are continuously braced by sheathing unless otherwise specified. Whae broom chords in tension aru an may braced Inerally by a properly applied rigid cciting, they shmld be braced at a maximum spacing of 10'-0' o.c. Comator pta cs shall be manufactured fiom 20 garage ant dipped galvanized steed mating ASTM A 633. Grade 40. unless, otherwise mown. FABRICATION NOTES Rim to fabrication, the abriaatm Shan review this drawing to verify that this drawing is in ceufi rmsnee with the fabsicauses plum and to realin a comlnuing respmmbility for mch verification, Amy discrepancies are to be put in writing before culling a fabrication. Plater shall as be installed over lmotholes. knots or dinned Baia Meal- shall be cut for tight ruling wood in wood baring. Connector plates sball be located m bah faces of the crass with nails "imbedded and shall be s3m abed the joint t don otherwise sbown. A Sao plate is S' wide a 4' lung. A 6xg plate is 6' wide a 8' long. Sloe (bola) rent paralld to the plate length specified. Double cue on web members shall meet at the ammid of the webs colas otherwise shown. Cannata Plate sister are minimum si m baud on the forces shown and may need to be items fa certain handling .ndfa satins maser This truss is out to be fabricated with fire random traded lumber unlas otherwi= shown. liar additlmal information m Quality Control refer to ANSVrPI 1-2002 PRECAUTIONARY NOTES All bracing and eratim raomrnneatiom are in be followed in accordance with'Hndling. Installing and Bracing'. HIR.91. Trusses m m be handled with partiudar are during banding and bundling. delivery and installation to avoid damage. T®pastry, and permnmt bracing for holding cruces in a suaigla and ph cob position and for rcdsting Waal faces shall be designed end installed by others. Carers) handling is es ial and traction bracing is always required. Normal precautionary action fa tresses requires such temporary bracing during installation between truces to avoid toppling and domianing. The supwisiom oferatim of mosses man be under the control of pumas experienced in the insullatim of trusses. Professional advice mall be sough a-Mm Concentration of cons anon loads grata than the design Inds shall ant be applied to trusses at any time. No loads other than the weigh of the actors shall be applied to musses moil after all fastening and bracing is TC: 2x 6 SP #1 D 2x 8 SP #1 D 3- 6,6- 8 BC: 2x 6 SP 01 D 2x 8 SP #1 D 16-18,14-16,13-14 wB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 3-PLY TRUSSI fasten w/3wx 0.120w 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.-2999/8949,19-18.-3114/9440, 18-17 3783/12269,17-16.-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 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 ASCH 7-02, CeC, V. 125mph, H. 15.0 ft, I. 1.00, Hxp.Cat. B, Kzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Trues in INT zone, TCDL. 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 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(s). I.Span-0.61/766-1.20/387 15-16 Horiz. 0.25 0.49 NA Max DL Deflection L/784 . -0.59 Long term deflection factor . 1.50 co ..__... .=.Joint Locations ............... l) 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 PLF From PLF 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 LBS Location BC Vert L+D -559 7- 0- 0 BC Vert L+D -559 33- 0- 0 .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 19- 2 -899 0.05 C 15- 6 -470 0.02 2-18 2696 0.29 C 15- 7 2913 0.31 3-18 3354 0.36 C 7-14 -1406 0.07 3-17 5177 0.55 C 14- 8 5218 0.56 17- 4 -1426 0.08 C 13- 8 3348 0.36 4-16 2826 0.30 C 13- 9 2706 0.29 16- 5 -558 0.03 C 9-12 -892 0.05 5-15 -62 0.00 C 7-0-0 26- 0- 0 7- 0-0 T.1 2 3 4 F51p1e 6P_Z 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 0 9 8 7 6 40- o- 0 5 a 3 2 1 (R - 9) 559.8# 559.9# (R 9) 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: Laronda Systems t3�a�non�, wingisnot i b� wind b�os.�talh�ngasim;>ubradngw�hisaPan of the building design and %tirL must be considered by the building designer. Bracing shown is for lateral mppon of truss to bus only toreduce bac►ling length. Provisions mustbe made to Racbot Islad bracing at ads and specified location determined by the building designs. Additional bracing m bracing of the uneil wmma re y be requvod. (Set HIB-91 of TPI).For spair. bass bracing regoi ems. comae building desip a.(rnm Pine trstitaM TPI is located at 583 4005 MARONDA WAY U'Omofiio Drive. Madinat. Wisconsin 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 Madts" FL Chu kw* FL 32796 Scale = 0.1547 Eng Job: WO: COVK4 DWg: TI: A9 DsgnrsTLY 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 vsf v4.7.21-12342 Design: Matrix Analysis rroxiie race: a......... n Job: COVINGTON X 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 ............... This design is for ao individual building compoom and BCr 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 27- 4- 0 11) 22- 7- has beebased oninformation proidedbythe diem.The WE: 2x 4 SP #3 This truss is designed to bear on multiple 2) 6- 4- 0 7) 33- 8- 0 12) 20-10- 8 designadi=laim myrespon.'bilityrwdamageas 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 resdt of Galry or incortatinfountion spanfrcatmm 0- 0,0- 0 be marked on truss. Shim or wedge if 4) 19- 0- 0 9) 40- 0- 0 14) 9- 6-12 and/or designs famished to the muss designer by the client am the cmrammoraccvrxyofthis informationasit 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 Mine to a specific project and accepts on continuously braced unless noted otherwise. Bracing Schedule: In -Plant Quality Assurance with Cq. 1 responsibility or -ism ro control with regard to WndLod per ASCE 7-02. C&C, V. 125mph, Chords Max O.C. From To In -Plant Quality Assurance, per fabrication. hanmrng'shipment and msulwmoofnassts. H. 15.0 ft, i. 1.00, Exp.Cat. B, Rzt. 1.0 BC 48.0" 0- 8- 0 14- 2- 6 sec. 3.2.4 of TPI-1-02, for joint(a): This mass bass been designed as an individual building compmmtioxcmdaocewith ANSvrPll-2002and Bld Type. encl L. 58.0 ft W. 40.0 ft Truss BC 48.0" 22- 5-10 27- 4- 0 3,6 NDS-02 robe inccepaated a pan ofthe building design in INT zone, TCDL. 4.2 paf, BCDL. 6.0 psf Bracing shown is for visual purposes only. ----MAX. REACTIONS PER BEARING LOCATION----- byaBuildingDesigm(registerdamchiteclOr Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension X-Loc BSet Vert Horiz Uplift Y Type pmf®onalenguers). Wbenrrnewdforappuvalby ..FORCE..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 ..TC. 1- 2 -1835 0.28 A 15- 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 choked an be sure that the data shown ut in -&-cart with the local building codes. local climatic records for 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 car- load& project spacikattiommspaial 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 madsUnless sbowatruss has not 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 Thodmontinumes 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 corn°ngeoroccupancyds(top boa Compression chords (top ss Eomm) are corned. Wba braced by sheathing unless otherwise specified. where 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 eemeSintension = out rally braced bacrallytry a 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 ceiling. they Should bebraced 0. 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 manufamspxmm20gangeb.Coonatorplates sstedll GLOBAL MAX DEFLECTIONS--------- - - - - - - - - 6-10.-237/861,10-7.-372/304,0-0.-117/490, 4-12 -1039 0.56 C 0- 0 490 0.39 manufactured from io gauge hot dipped galvanized red masingASTMA653.Grade4%unlessotherwiseshowts LL TL 0-0.-200/136, 12- 5 762 0.24 C 0- 0 -200 0.18 in./Ratio in./Ratio Jnt(s). FABRICATION NOTES I.Span-0.22/999-0.60/436 13-14 Prim to fabrication. the fabricator Stull review this Horiz . 0.04 0.08 NA rinsing to verify tlmthis drawing isincon4amaxewith Max DL Deflection L/689 . -0.38 th,maktnesplamandtorcalivacervmmg Lon term deflectio factor . 1.50 19-0-0 2- 0- 0 19-0-0 reVona'bility for Such verification. Any diterepaocies are g �, ,) to be put in writing before tatting or fabrication Plates mall out be installed over mmbolea, mats an distorted 1 2 3 4 5 6 7 8 grain. Members ,hall be cm for tight fitting wood to wood bearing. Connector phase mall be located cars bah fans a 6.00 6.00 the wads with mites rally immlbOddCd and mall be sym. about the joint unless otherwise mown. A 514 plate Is 5' wide at 8x I4 4- long. A 6a1l plate is 6- wide 1 g' long. Slots (bola) 5x6 not panliel to the plate length speciftedd. Double cuts on web members mall meet at the cmtuid of the webs adess otherwise shown. Coonator plate sizes are midmom sins based on the forces mown and may need to be ine..ed for certain barrelling andfor .radian ftresfes. 3x4 This mass is not to be fabricated with fire Mundaot mined 3x4 lumber unless otherwise mown. For adaitroml informstioo on Quality Control refer. to ANSVPPI 1-2002 10-3-3 10-0-6 PRECAUTIONARY NOTES 6x8 6x8 All bracing and erection McommenAatiuns are to be 6x12 4x6 3x4 followed in accordance with 'Handling. lnstalling and 3x4 Bracing'. HIB-91 :Truss are to be handled with 5X8 3x4 panfndar care during bandin` and handling. delivery and 3x4 4-7-6 - 0-6-6 Installation to amid damage. Temporary and permanent 0-6-6 6x8 6x8 5x6 bracing far holding causes in a Straight am plumb 5x6 position and fa tesiaing in" fortes shall be designed and installed by others. Cactfbl handling is tss 6 and ermion bracing is ahua)s acquired. Normal pnocautionury action for wssa requires such temporary bracing daring 3.00 insulation between wastes to avoid toppling and do aiming. The Supervision of erection of ovsses shall be under the control of persms experienced in the 0- 8- 0 LO.- 0 installation err ruses. Pmras suns dv ee shall be sorgm 14-2-6 0 6 12-8-0 if noted.cono omwouofconaasttionloamgratathan time. � �Py 22648 001r the design loam tut shall be applied to tasss.t any No loam other than the weight of the erectors mall be 84 . 19-1-8 - 9- 19-1-8 applied to trusses until after all fastening and bracing is it completed. _ - _ 4 3 2 10 It sin o COSMETIC PLATES 00111i1-MM4 (4)3X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRANING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING NAR 1: Laronda Systems Bracing shown on this drawwingisaaerwiwbrarin. wind brscin&pm,albracing ncomilarbracing w�hisapan of the building design and w5ticb most be considered by the building designer. Bracing shown is fen lateral Support of truss members only to reduce Deckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall arnctare may be required. (Set IBB-91 of TPI).. - spaifrc tress bracing requirements, contact building designer.(Trass Plate hnaiuta TPI is located as 583 4005 MARONDA WAY 1YOoorrio wive. Madison. wistom;n 53719) Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 4`0050068 367 MedWon K gatAaota, FL 32794 Over 3 Supports Scale = 0.1488 Eng Job: WO: COVE4 Dwg: TIt 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 Life 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Proxiie Yaxn: c:\ins-wan\nvrac \....%1. %,aava.,aa - 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 isfaran individual building campouent and BC: 2. 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 28- 8- 0 11) 22-10- 8 has beenbased m,inrmm■tionpro,;dedgdo, dicm.ran 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 dmigoadisclaims any responsibility fmdamages oa 2x 4 SP #2 15-15,9- 9,0- 0 supports. Interior bearing locations should 3) 11- 4- 0 8) 40- 0- 0 13) 17- 1- 8 =11offaulty orincmratinferanximspecifications 0- 0,0- 0 be marked on trues. Shim or wedge if 4) 17- 0- 0 9) 40- 0- 0 14) 8- 6-12 andror designs ceaconumsbmmmewssamgoabytbechm a if arxtuacy orthis aiom a it and the ct, All COMPRESSION Chords are assumed to be necessary to achieve full bearing. 5) 23- 0- 0 10) 31- 5- 4 15) 0- 0- 0 -pu a may relatem■spaific project am acceptsm to . s continuously braced unless noted otherwise. Bracing Schedule: In -Plant Quality Assurance with Cq. 1 responsibility orexemisestncentral withregard m WndLod per ASCS 7-02, C&C, V. 125mph, Chords Max O.C. From To In -Plant Quality Assurance, per rabricarimhanditshipment and installation oftmses. H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 BC 48.01 0- 8- 0 14- 2- 6 sec. 3.2.4 of TPI-1-02, for joint(s) t This truss has bear designed n an individual building Bld Type. encl L. 58.0 ft W. 40.0 ft Truss BC 48.0" 20- 6- 0 27- 4- 0 6 compoomtinaccordance with ANSlrtPll-2002and NDS-02 n be imurperucd a pan ortb, building design in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Bracing shown is for visual purposes only. ----MAX. REACTIONS PER BEARING LOCATION----- byaBaildingDesigner(registered architect or Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension X-Loc BSet Vert Horiz Uplift Y Type professional engimal, when reviewed for approval by ..FORCE..CSI. 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 loadings sMwo must be ..TC. 1- 2 -1430 0.23 A IS- 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 chatedtobesure that the data shoraare inagreemat with the local building codes. localelierat recordsfor 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 .indmsm.loads.pmjatspecir-miorat-9-id 3- 4 730 0.40 A 14-13 631 0.51 BOT CHORD 15-0.-320/902,0-14.-369/1304, PROVIDE UPLIFT CONNECTION PER SCHEDULE applied badsUdmsh"m.truss has con been designed 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. ..FORCB..CSI. C for mange or occupancy loads. The design ass®a 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 0.08 C 11- 5 556 0.18 conowcsionchmd,(top orbcaxr)amcontinuously bratedbyshcathingmlmothe isespaifted. 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 human chords intardmaenot 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 6-10 774 0.25 property applied rigid cdlmg nc theysboolabebedata 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 tmw o.c. Camector plea shall be maoafactorcdGwn20gauge bar dipped gahvmindstal --------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 mating ASTMA653.Grade 4gunless mhemised"m. LL TL 0-0.-87/293, 12- 5 -1300 0.68 C 0- 0 293 0.25 in./Ratio in./Ratio Jnt(s). FABRICATION NOTES I.Span-0.14/999-0.40/592 13-14 Prim to famicatica the fabricator shall nvim this Horiz . 0.03 0.06 NA drawing w verify that this dewing is in confmmaoce with Max DL Deflection L/904 . -0.26 the fabricators plans and to realise a Continuing responsibility for such verification. Any discrepancies am Long term deflection factor . 1.50 17- (f- . 6-0-0 17-0-0 tobe put in -ititig before tatting or fabrication. Plata shall cot be installed ova humboles. knits or distorted 3 4 5 6 7 8 grain. Members shall be as for tight fitting wood to wood 1 2 bearing. Conrcnor plates stall be located on both faces of the truss with net u rally imbedded and shall be s5m. mom f 6. 00 -6.00 tee join onlm otherwise ■down. A 5x4 plan is 5• wide x 4- long. A 618 plate is 6- wide a 8- bmg Slota (holm) 5x6 mo parallel to the plate length specified. Doable cuts an 5x6 win mambas shall meet a the cmwid of the mew unlm othawime ■bamv. Cmmam, plate Liam ere minimum slam based on the farts ■haven and may need to be Increased for Certain h-11m$ andfor emCtim mete This aua is net to be fabricated wilh fee retatdam treated 3x4 lumber calm Otherwise sbowm. For additional infmummon m Quality or mool sera to ANSMI 1-2002 PRECAU IONARY NOTES 9-3-3 6x8 *3x4 6x8 9-0-6 All bracing and c6do°'a°mmar°" °m me n be 3x4 6x 12 4a6 6x12 3x l followed in ■ccmdancc with'Hamling.:mulling and Bracing'. HIS-9 L Truares me to be handled with 3x4 4 3x4 particular care dying banding and wtdling. delivery and 0-6-6 0-6-6 installation to avoid damage. Temporary and pamanarr 5x6 6x8 6x8 5x6 bracing for holding anuses in a straight and plumb position and for resisting laml (bran shall be designed and installed by mhos. Careful handling is msemial and erection bracing is alai„ rewired. Normal precamicam) 3.00 ■dim roc muses requirm such temporary bracing daring insullatioo between auam to avoid toppling and domiming. The supervidoo of eratim of tmsa shall be . 0-8-0 ander the Comal of persons experienced in the installation of muses. Professional advice shall be smgW 0-9-0 14- 2- 6 6-10- 0 ,, '' 12- 8- 0 ' L if .mend. eor mmntlon tennstnraion Iona: greater than 70 2360a350" .r .00 the design loads shin ant be applied to t amy truant; time. 17-1-8 5-9-0 17-1-8 No loads other than the wcight orthe aaa toshall be pied to astesimail after all ravening and bracing is is 3 a 1 10comple o- o ao- 0- {� 2 CIL: 20- 6- o (R 11 -12) COSMETIC PLATES(T ).2 O (44)214 (4)3X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 F WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACIOR. BRACING WARNING: Maronda Systems �S�nmthisdr,aingismter�anaadng.%indbr,do.ponalaacingm°milarbr�ngwhichis■panof the building design and wtich mast be considered by the building desigoa. Bracing sbmwa is for lateral support of am membersOnly to reduce buckling Iargh. Provisions must be made to aochnr literal bracing a ends and specified locations daaminue by the building design. Additional bracing orthe overall structure may be required. (see MB-91 of TPI),For specific truss bracing requirements cooucl building desigeer.(Truss Plate Institute. TPI is located at 583 400S MARONDA W" Dttwii O Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 307 Meda6m FL Chu1siats. FL 32766 Over 3 Supports Scale =0.1535 Eng Job: WO: COVE4 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 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Design: Matrix Analysis Frotiie rain: n w\raw.yaas Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:B5 Qty:l - I DESIGN INFORMATION This design is for an individual building component and has bans based on information pruvided by the dbmk The design. disclaims any responsibility for damage as a result of faulty or incorrect information. specifications; modlor deigns famished to the truss designer by the client sad the ccoretma, or accuracy of this information a it may relate to a specific project and accepts no responsibility or exmism on comml with regard to fabrication. handling, Shipment and installation of mas343. This moss has been desiped a an individual building component in aeeor farce with ANSVTPI 1.2002 and NDS-02 to be imcosporaed as pat of the building design by a Building Designer (registered amhitat or professional engineer). When reviewed fen approval by the building designer, the design loadings shown must be chocked to be sure that the data shown are in apcemenr with the local building coda local climatic rands fen wind or now roads, project specifications or special applied bads. Unless showy moss has of been designed for enrage a occupancy loads. The design assumes compression chords (bp or bottom) are continuously braced by sheathing unless mhcrwin specified. Whore ban= cbmds in tension are out folly braced latmlly by. property applied rigid salting, they should be braced as a maximum spacing of IU-0' o.e. Comata plates shall be manufactured from 20 gauge ben dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Rior to fabrication. the:Sbrieara shall renew this drawing to verify that this drawing is in conformaac with the fabricator's plans and to realize a comlnuing responsibility fa such verification. Any discrepancies are to be put in writing her= totting or fabrication. Plata shall of be installed ova kotholft, knots or distorted grin. Members shell be cut for tight fitting wood to wood bearing. Connector plmo shall be Imated on both faces of the ,an with nails fully ivthedded and shall be sy- show the joins unless otherwise show. A 5a4 plate is 5' wide x 4- long. A 60 plate is 6' wide x 8' too& Slay (bola) run parallel to the pine length specified Double cuss on web members than men a the ceamoid of the webs udas otherwise shown. Connector plate sizes ere minimum sins based on the fortes shown and may need to be increased far certain handling andlor eeetioo stresses. This trots is not to be rabrkaed with fire randam mwcd lumber miles otherwise: shown For additional information on Quality Control refer to ANSVfPI 1.2002 PRECAUTIONARY NOTES An bracing and auction recommendations, are to be followed in accordance with'H-A in& totalling and Bracing% W11.91. Trussn are W be handled with panicular esru during herding and bundling• dchvcry and installation to avoid damage Temporary and pamam bracing for holding.mzscs in a straight and plumb position and fa resisting lateral faces shall be designed and installed by oth rs. Ca cefid handling is essential and erection bracing is always required. Normal prmwimany action for trues requires mesh temporary bracing during installation bemoan mosses to avoid toppling and domioing. The supervision of auction of on= shall be under the coconut of persons experienced in the installation of was. Professional advice Nall be sought if needed. Conamsmimt of construction lolls greater than the deign loads shall rum be applied to messes at any time. No bads other than the weight of the craters shall be applied to waft until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP 92 WE: 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, xzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Trues in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1448/547,2-3.-1222/413, 3-4.-107/527,4-5.-485/1506,5-6.-485/1506, 6-7.-144/638,7-8n-1091/344,8-9.-1321/480, HOT CHORD 16-0.-323/890,0-15.-398/1313, 15-14e-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 a6-6 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 Webs Brace Pt Joint to Joint 1/2 4-13 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 141. .WEB. ..FORCH..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=.a......... 1) 0- 0- 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 Cqa 1 ----MA%. REACTIONS PER BEARING LOCATION----- B-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(e). 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:i00 8-0-6 0- 6 6 0-8-0 14-2-6�2-6� 47-1-0�12-8-0�8-0 704# 8.00" 15-1-8 23s4#d.50" 15 1- s 665N 8.00" 0- COSMETIC PLATES (4)3x6 (4W410-11)3x4 40- C/L: 20- 4-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: BRAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIvEN TO ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems Erscin hownon this droww;ngismrrn�bnbr�ng.w;ndbr,einb�tal�einsmamiurb�ngw�hisapan of the building design and which mesa be considered by the building dedgoa. Bracing shown is Ibr lateral sappmt of tuna man only to reduce buckling length. Provisions must be made to anchor latent braing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sec HIB-91 of TP0.For spaifc truss bracing rcquirmana contact building desigoa.(Tmsa Plate Inaitmt TM is bead a $83 4005 MARONDA WAY DonnfrioDri,cMadison, Wisconsin 5n19� Sanford, FL. 32771 (407) 321-0064 Fax (407) 32L-3913 TOMAS PONCE P.E. LICENSE ssr0050068 307 M4dallon FL pWaaatar FL 32760 12) 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 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 Y)sf v4.7.21-12345 Design: matrix AnaiyBio rroriie race: x.: karsrs-a,vnsns,an3u v,u. sv.v.,.-.xw..,.v.v,.. .. .v +•ram^ Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:B6 Qty:l DESIGN INFORMATION TC: 2x 4 SP 02 MULTIPLE LOADS -- This design is the .._•_•------••Joint Locations ............... This design is tom an individual building component and BC: 2x 4 SP 02 composite result of multiple loads. 1) 0- 0- 0 6) 33- 6- 0 11) 20- 4-12 has boon based on information p-ided by the diem. The WB: 2x 4 SP #3 This truss is designed to bear on multiple 2) 6- 6- 0 7) 40- 0- 0 12) 13- 1- 8 designer diaclaiu any responsibility for damages a a 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 remit offaulty oriocmrstinformation. specifications 6-10,14-14,8- 8,0- 0,0- 0,0- 0 be Harked on truss. Shim or wedge if 4) 20- 4-12 9) 33- 6- 0 14) 0- 0- 0 aoNor designs fmnisbed to the muss designer by the client All COMPRESSION Chords are assumed to be necessary to achieve full bearing. 5) 27- 0- 0 10) 26-10- 8 and the wrre mmoraccmxyofthisinformationait mayrdateW.specific project and accepts m continuously braced unless noted otherwise. Bracing Schedule: In -Plant Quality Assurance with Cq. 1 responsibility orexmisesrocontrol with regard to WndLod per ASCE 7-02, C6C, V. 125mph, Chords Max O.C. From To In -Plant Quality Assurance, per rabncstmo.hernal'ng'mtpmmand msallat=ofmasses. H- 15.0 ft, 1. 1.00, Exp.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 truss has been designed as an indilWaai building compommin accordance with ANSVTPl1.2002and Bld Type. encl L. 58.0 ft W. 40.0 ft Trues BC 48.0" 20- 3- 0 27- 4- 0 it NDS-02 to be incorporated as pan of the building design in INT zone, TCDL. 4.2 psf, BCDL. 6.0 pef Webs Brace Pt Joint to Joint ----MAX. REACTIONS PER BEARING LOCATION----- by.Building Designer (regalercdarchitect w Impact Resistant Covering and/or Glazing Req 1/2 3-11,5-11 a -Los BSet Vert Horiz Uplift Y Type prormsiooal engmea). When 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 designer. the design loadings shown most be chucked to be we that the data shown are in agreement TOP CHORD 1-2.-1538/625,2-3.-663/221, lX4 continuous lateral bracing attached with 20- 4-12 1 2228 0 -964 B H Roll with the local building codes, local climatic records for 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 seer loads. project 9-ifreatim0 or Weeial 6-7.-1415/565, MUST be positioned to provide equal unbraeed PROVIDE UPLIFT CONNECTION PER SCHEDULE .Wind bads.Ummsbowxmass hasombeen designed BOT 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. for storage or occupancy loads. The design assume comprmioochord, (top or humans) amcontinuously 13-12.-459/1383,12-11.-174/558, to edge of web with 12d nails spaced 8" o.c. 1- 2 -1538 0.41 A 14- 0 951 0.29 braced byt hingunimaherwixspecified. 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 bommc6masinteosiou are, =faBybraced luaalybya 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 calin&they should bebraced asa Webs 13-2.-3/202,2-12.-818/514, WEB. ..FORCE..CSI. Cr WEB. ..PORCE..CSI. Cr 4- 5 1302 0.79 A 12-11 558 0.55 maximum spacing of 10F4r o.c. Connector 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 manufactured Rom 20 gauge bat dipped galvanized aucl meeting ASTMA653.Grade 40. unless otherwise sbowe. 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 Prior to fabrication, the fabricator shall review this LL TL 11- 4 - 417 0.12 C 0- 0 34 6 0.28 C drawing to verify that this drawing is in conformance with in./Ratio in./Ratio Jnt(s). 11- 5 -1581 0.80 C thefabreatohplans and torealize aconmonung Z.S an-0.11/999-0.33/710 4-3 P responsibility for such verification. Any discrepancies are, to be put in writing before totting or fabrication. Plate Hori z . 0.05 0.11 NA mall not be installed ova tnmholea smou or dinnned Max DL Deflection L/999 . -0.22 gram. Members shall bennrmtight rtmngwood towood Long term deflection factor . 1.50 bearing. Connector plates shall be looted on both fact of 14-0-0 13-0-0 the tntn with nails fully imbedded and shall be sym. mom 13-0-0 the joim anlm otherwise sbown. A 5x4 plate is 5' wide x 4' long. A 6xg plate is 6' wide x g' tong. Sloes (bole) 1 2 3 4 5 6 7 ram parallel to the plate length specified. Double cats on web members shall meet at the centuid of the webs unless 6.00 -6.00 otherwise mown. Connate plate sizes arc minimum file based on the fortes mown and may nod to be 5x6 ncressed for certain handling aoNa auction stress. This truss is out to be fabricated with (ma retardant treated 5x6 2x4 somber umm otherwise shown. For addiuonal information on Quality Control refer to ANSVfpf 1-2002 PRECAUTIONARY NOTES 3x4 All bracing and auction recommendations are to be 7-3-3 followed in accordance with •Hauling. lmuling and Bracing', H1B-91. Trusses are to be handled with 3x4 6x 12 4x8 fix 1 3x4 paniadar eare during banding and bundling, delivery and a3x4 3x4 0-6-6 3x4 0-6-6 installation to avoid damage. Temporary and Permanent 3- -6 1_ Safi bracing for holding mouses;mouses;in a maighs and plumb. 2x4 position and for resting Irtaal fortes shallbe designed 645x6 and installed by others. cmbl hauling is enential and erection bracing is always required. Normal preomim ar) 3.00 -3.00 action for trusses require duringsuch temporary bracing during installation M.= Hoses to amid toppling au domiaoing. The supervision of erection of trusse mall be undo the coauol of permits experienced in the 0-8-0 0-8-0 w installation of trusses. Professional advice shall be songln if needed. Concentration of ennsisiactu m bads greater than 14-2-6 7-1-0 , 12- 8- 0 - the design Inds shall nor be applied to trusses at any time. No bads other than the weight of the actors mall be 7 . 13-1-8 2228 13-9-0 13-1-8 U0e1 applied to masses mail afa all fastening son bracing is . .1 .s Is n COSMETIC PLATES AW1 Ita4)2X4 (4)3X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 F WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO HRHCSI270 CONTRACTOR. BRACING NARKING: LMaronda Systems E'� wm'�i�ls= consi'br�wind ingd �ta:�,dnga�Har�ioaw�blsawnof n the building dcsig0 and whi[h mesa be Consmered by the budding designs. Bracing mown u for Instal mpport of miss members only to reduce buckling length provisions must be made to anchor lateral bracing as ends and specified locations delomined by the building designer. Additional bracing of the overall structure may be required. (Sec IBB-91 ofTPl).For specific mass bracing requi-M& contact building designes.(Trttss Plate Ionimtq TPI is bcatsd at 583 4005 MARONDA WAY D'Goofrio Drive, Madison. Won n 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 Medalion PL Chtd otssr FL 32706 Over 3 Supports Scale = 0.1513 Eng Job: WO: COVR4 Dag: TI: B6 Dsgar:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DFt 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 -0-cs row: ^ t ` '• Job: COVINGTON X 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:B7 Qty:l 1 1 DESIGN INFORMATION This design is for as individual building rompoom and has been based on infomation provided by the client. The design. disclaims any responsibility for den aga as a remit of falty or incorrect information, specifications andror design famished to the truss designer by the clientm and the carecrss or accuracy of this information a it may relate to a spaifx project and accepts no responsibility or aercisa no control with regard to fabrication, handling. shipoM and imullatioo of trusses. This no has ben designed a 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 Desig uet (registered architect or pofasumal engineer). when reviewed for approval by the building designer. the design loading shown most be checked to be we that the data shown arc in agtc®nt with the local building coda local climatic records for wind or snow bads, project specifications or special applied bads. Unim shown. true has not been designed fro storage or occupancy bads. The design asmma compressim ebords (top or bottom) = comimmdy braced by sheathing unless othenim specified. Wbae bottom chords in tens m arc not fully braced Laterally by . properly applied rigid ceiling they sbmld be braced at a maaimam spacing of 101-V c.c. Ca moctor plates shall be manorun red Gam 20 gauge ha dipped galvanized stecl meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricames plans andm realire a cam;®mg responsibility for such verification. Any discrepancies are to be pat in writing before coning or fabrication. Plato thall not be installed over knotholes, knots or distorted gain. Members shall be rat for tight fining wood to wood bearing. Connector plates shall be hooted m bab faces a the tam with Nils fully imbedded and shall be s)m. about the joint uukss otherwise shown. A 3x4 plate is 5' wide a 4' long. A 6x8 plate is 6' wide a g' long. Slots (bola) non parallel to the plate length specified. Doable cuts on web members shall meet at the cnuoid of the webs uulco otherwise shown. Connector pine daces are minimum sires based on the forces shown and may need m be increased for certain handling armor erection svesses This truss is ono to be fabricated with fate randant treated lumber unless otherwise shown. For additional information on Quality control refer to ANSVfPI I-2002 PRECAUTIONARY NOTES AB bracing and erection reeommebdaions are tube followed in accordance with'Handling Installing and Bracing . FBB-91. Tresses arc to be handled with particular ate during binding and bundling. delivery and insulation to avoid damage. Temporary and p.mannt bracing for bolding buses in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Carefol handling is essential and crectum bradng is alaa)Y rewired. Normal precautionary action fro creases requires such temporary bracing during installation between btoanes avoid toppling and ec dominoing. The supervision ofertim of tuna shall be under the control of permns experienced in the imulutioo of busses. Rofen oral advice mall be ought if needed. Coucemra m of mnanrerion loads greater than the design leash shall not be applied to trues at any time. No loads other than the weight of the erector mall be applied to means mail Act all faslming and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 3-14,6-12,17-17 9- 910- 010- 010- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCR 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 pef Impact Resistant Covering and/or Glazing Req ..TC. ..FORCE..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 . -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. ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horis 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 .............. •6a..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)i 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, HOT 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 c_c 6.00 3.00 1 -3.00 6-0-6 0- 6- 6 0-8-0 0-8-0 14-2-6 22-rr 7-1- 0 12-8-0 -0rr 747 11- 1-8 17-9-0 11-1-8 0-)4 16 s 14 40-0-0 12 1 0 04" (R -1 -12) C/L: 20 4-12 (R-1-12) COSMETIC PLATES (4)3X6 (44)2X4 (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 RRECTING CONTRACTOR. BRACING WARNING: Maronda Systems-2cingshown on this den~wingu.�m, net wind �;ng.portal b�m ng°milarbr�ngw�n which the building design ens which most be considered by the building designer. Bracing shown is fro lateral mppon of bin Membersonly to reduce buckling length. Provisions must be made to anchor lateral bracing a ends and specified locations deamined by the building designer. Additional bracing of the overall strcme may be rcqui d. (5ce H19.91 of TPI)Tor specific tross bracing repriremem . contact balding designa.(Trass Pine Institute, TPI is located at 583 4005 MARONDA WAY D'Ono" wive. Madison, witems n 53719) Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 307 Modallon FL Chuklob, FL 32766 Over 3 Supports Scale = 0.1585 Eng Job: WO: COVR4 DWg: TI: B7 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 PrOIlle Pacn: C':\TEC-iNa\WOrR\JODH\I.VVAY \LVYl.V1Vr1 a v\as.p" Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:B8 Qty:l _ ' DESIGN INFORMATION This design is for an individual building component and bas been based on information provided by the diem. The design. disclaims say responsibility for damages as a rands of fnlry or incorrect information. specifications and/or deigns furnished an the bass design= by the client and the cors.men or, mammy orthi: information as 4 may relate to a specific project and accepts no responsibility or exemims no control with regard to fabrication, handling shipment and installation of trusses. This trap has been designed as a individual building component in accordance with ANSVrPl 1-2002 and NDS-02 to be ircmporud as pan orthe building design by a Building Designer (registered architect or pmressiooal apnea). When -viewed fin approval by the building designer. the design loadings abeam mast be chectd to be eve that the data abowm are in agreement with the local building coda. local climatic records for wind or snow bads. Project specifications or special applied loads. Unless shows rass has not been designed for enrage or occupancy bads. The design assume compression chords (top or bottom) are continuously brad by sheathing mless otherwise specified. Wbere bottom clmds in tension are mt fully braced laterally by a properly applied rigid ceiing they sboald be braced at ■ maximem spacing or io w ox. Comoctor plates shall be mamfactvrd Dam 20 page hen dipped galvanized steel meetima ASTM A 633. Grade 40. mlm othawiu sho va. FABRICATION NOTES Prim to fabrication. the fabricator shall review this drawing to verify that this dra iaag is in conformance with the fabricax's plans and to realize a comimimg ,mponsbiliry for such vaiftutioo. Any diser<panciel are to be Pat in writing before cutting or fabrication. Maus :ball not be insulted over kodholer tenors w distorted grain. Members shall be m Ins tight fittitg wood to wood boring Comnator plate shalt be located m both hoes of the tam with nails fury imbaddrd and shall be syru. about the joint oatm orhvaise aboua A 5x4 plats is 5' wide x 4• long. A 6x8 plate is 6" wide x 8' long. Slots (bole) rno parallel to the plate length specified. Doable cuts can web members shall sum at the cer od of the webs onion otherwise shown. Counector plate sizes are minimum sim based on the fence sbowm and may need to be increased for certain handling .Nor cation =ease& This uvst is nor to be fabricated with fire rctadat crated further orders otherwise show. For additional infmmaim m Quality Coolant rcfa to ANSVIPI 1-2002 PRECAUTIONARY NOTES All bracing and cectim recommadatiom arc to be fofiowd in accordance with "Handling Installing ad Bracing'. MB-91. Trusses are to be handled with particular arc during bandits andbundling ddlsery and hms"wioo toavoid damage Tmp nary andpermaoem bracing for bolding nssa m a straigsl and plumb position and for:ms::n8 lateral force shall be dmga d ad installed by othem Careful handling is menial and cme im Waring a aNiys required. Normal pnamiooary action fin nastcs requires sash temporary bracing during imullatim between trusses to avoid toppling and domimiog. The supervision of eaectiwo of musses shall be made the control orpersu s experienced in the installation ortmsses. Professional advice aba8 be songW if meld. Conocannum of ansnvion leads greater than the design bads shall m be applied to trmtcs at any lime. No loads other than the aei& of thc erectors dull be applied to rose until after all fastening and bracing is completed. TC: 2x 6 SP #2 2x 8 SP 02 3- 5,5- 7 BC: 2x 6 SP #2 WE: 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. Wndbod per ASCE 7-02, CBC, 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 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, SOT 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 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. 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- lld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T• brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 14-. .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 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 IS- 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 m..Joint Locations ............... 1)m�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 ----MILS. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 785 0 -472 8 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. ..FORCE..CSI. 1- 2 -1775 0.16 A 18-17 I586 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(a). 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 -6.00 1 5-0-6 0- 6- 6 Face = U- 2- 8 0-8-0 0-8-0 785#1&W 14-2-6 211614rA" 7-1-0 12-8-0 9-1-8 21- 9- 0 -a, 9-1-8 t, COSMETIC PLATES (4)3X6 (44)2X4 (4)3X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: RSAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO HRSCTZNO CONTRACTOR. BRACING WARNING: CMaronda Systems Baring shown on this drawing ism anion bracing wind bradeag. portal bracing car similar bracing which is a part of the building dingo and .Lich must be crosid.d by the building designs. Bracing shown is for lateral suppon ornsa members only to reduce bncklmg length. Provisions mess be made to anchor lateral taxing atads and specified I ) , locations doe i d by the bmildmg dmgm. Additional bracing of the overall atrncme maybe regained (See )BB-91 of TPI).Fw specirm trust bracing requirmmr comma building desngn..(Tro n Plate imtimrt, TPI is laud a 593 4005 MARONDA WAY [YOwflio Drive. Madison. Wisconsin 53719) Samford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 347 Modadfon FL Chukaota, FL 32764 9) Over 3 Supports Scale = 0.1558 Eng Job: WO: COVR4 Dwg: TI: B8 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 AnaiySIB Lroxile YaLn: ...... n wxaau.v- Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:B9 Qty:l - I DESIGN INFORMATION This design is for an individual building component and has been bused on inforrnslion pmidd by the client. The designer disclaims any responsibility for damages a a result of fmtty or incorrect information. specifications m w designs fnmishd to the truss designer by the client and the correctnm or accuracy of this information a it may relate to a specific project and accepts m responsibility or aacises em control with regard to fabrication. handling. shipment and installation of hisses. This muss has been designed a an individual building component in accordance rith ANSlrrP1 1-2002 and NDS-02 to be incorporated a pan of the building design by a Building Designer (registered architect m pmhssiaoal engineer). When rcvimvd for approval by the building desigsa. the design loading shoos muss be chucked to be sure that the data shown are in agemad with the laai building codm local climatic records for .ivd in mow loads. project specifications m apeeial applied bads Unless sbow muss bas not been designed for aorage or occupancy bads The design assumes compression chords (sup or bottom) are continuously bracedby shtathing mIm otheuise spared. where bottom chords in tonsium ate rot fully braced laterally by a popety applied rigid ceiling they should be braced a a maximum spacing of I0'-0' oc. Connector plain shall be manuramred from 20 garage but dipped galvanized sled meeting ASTM A 653. Grade 40. odor otherwise therm. FABRICATION NOTES Rim to fabrication. the fibrinous shall review this drawing to verify do this daring is is conformance with the fabricames plans and to redize ■ comirming reponsbility fen such verification. Any discrcpaocin are to be put in wviting before cutting or fabrication. Plan dull not be installed over knotholes konts or distorted Vain. Members shall be our for tight fining word to umad baring. Conneetm plain shall be bated on bah faces of the muss with nails folly imbedded and shall be sym. sbont the joint onlm otherwise sborm. A 50 plate is 5- wide x 4• long. A 6xg plate is 6- wide a g' long. Sbu (holm) ran parallel to the plate length specified. Doable cots m .cb members shall men at the centroid of the rubs Holm othcroise shown. Connector, plate size ice minimum sizes based m the tortes sbowm and may need W be increased ran certain handling andlot erection messes. This truss is not to be fabricated sith lure retardant treated lumber unless otherwise shorn For additional information on Quality Control refer to ANSVfPi 1.2002 PRECAUTIONARY NOTES All bracing and nation twommeodatiom are to be followed in accordance with *Handling. Insulting and &acing'. H19-91. Trusses; are to be handled with pan -solo ore during banding andbundling. delisery tad imtallatim to awid damage Temporary and permanent bracing fen bolding musses in a straight and plumb position and fen resisting loadm forshall be designed and insulted by others. Careftd handling is essential and traction bracing a dr+5, required. Normal priamionag. action for trusses -juim such temporary bracing during installation bemveen musses to •wid toppling and domineing. Thesupervisionofercctimofunsses"be under the control of perms experienced in the installation of trusses. Professional advice shall be sought if needed. Corcemntioo of emwmction bads grata thin the design bads shall not be applied W masses at any it=. No loads other than the weight of the sector shall be applied W susses until after all fastening and bracing is TC: 2x 6 SP 02 BC: 2x 6 SP #2 WE: 2x 4 SP #3 2x 4 SP 42 3-15,4-14,7-13 0- 010- 010- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCS 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 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.-3022/372,7-8.-1689/785,8-9.-1725/881, SOT CHORD 18-17.-757/1616,17-16.-772/16491 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 T 4-1-12 0-6-6 1f 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 4-14,6-14 Bracing shown is for visual purposes only. 1X4 continuous lateral bracing attached with 2- 3.ld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 aTa 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. .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 .. s.........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 18) 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): 4,6,14 ----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 26- o- 0 7- 0-0 1 2 3 4 5 6 7 8 9 6.00 as-o 81 14-2-6 7-1-8 8 7 6 (1113- 9) COSMETIC PLATES (4)3X6 (44)2X4 (4)3X4 6.00 T 0-6-6 4-0-6 f I Face = 0- 2- 8 o- 8-0 201 7- 1- 0 12- 8 0 _, 25- 9- 0 y 7-1-8 t, EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTSS ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: FMa on des Systems eracbg ahoum on this dewing is not ence ia, bracing. wind bracing, ponal bracing or sindlat bracing wbkb is a pan of the building design and which most be considered by the building designer. Bracing show is fen lateral mpptut of ern members only to reduce buckling length. Provisions mug be made to ancbm lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall gmeture may be required. (Sec HIB-91 ofTPl).Fm specific muss bracing repmremeou, contact building dedgna.(Tmss Rau Ingrtoin. TPI is baad at 583 4005 MARONDA WAY D*wfria wive. Madison. Wiscomin 53719} Sanford, FL. 32771 (407) 321-0064 Fare (407) 321-3913 TOMAS PONCE P.E. LICENSE 0005OD68 367 Modaoon IL Chuhaota, FL 32766 9) Over 3 Supports Scale es 0.1585 Eng Job: WO: COVR4 Dwg: TI: B9 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 eroraia + -je.,v Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:C3 Qty:l - I DESIGN INFORMATION This design is fw an individual building componm and has been bated w information prmidd by the diem. The design. disctaims any responsibility for damage as a result of faulty or ircortat inforo pion. specifications andtm designs furnished to the tress designer by the client and the cecrames7 or accaracy of this information as it may rdnc to a specific project and accepts on responsibility or caercises on contact with regard to 6hricatim h-Witut shipment aid imWlstim oftruss. This buss has been designed as an individual building component in accordance with ANSLrrPI 1-2002 and NDS-02 to be ircmpmsted a pan of the building deign by a aailding Duiper (registered aschiteet or professional engine). when renewed for approval by the bnildug designer. the design loadings mow must be Waked to be sure that the data shown are in apecmm with the local building coda local climatic rands fro wind or stow loci,. proje Weeir-atiom or apzial applied bads. Unless shown. truss has not been designed fro storage or occupancy bads. The design assumes compression chords (top or brmom) are continuously braced by sheathing unless otherwise specified. Where bottom chards in tension are rot Polly braced laterally by a properly applied rigid ceilin& they should be braced ar ■ maxim® spacing of 10'0' o.c. Connector plat shad be manufactured from 20 page but dipped galvanized sed meeting ASTM A 653, Grade A t den otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator shall review this drawing to verily that this dewing is in conformance with the fabricators plum and to realize a continuing n3ponstbility fro such verification. Any discrepancies ve to be pm in writing before cutting or fabrication Mates shall out be installed over ►oothola knits m dinned pain. Mensbers Wan be m fro tight fining wood to wood bearing. Connector plants shall be loaf on both fans of the cuss with mails fully imbedded and shall be snt. about the joint unless; otherwise mown A 50 plate is 5' wide x 4' long. A 6x8 plate is 6' wide a 8' long. Slots (holes) rut paned to the plate length specified. Double cam on web cambers shall men at the centroid orthc wrM unless mherwime mown. Connector pine sizes are minim sins based on the farces sbowv and may and to be increased fro certain handling ao&m eration nressn This bass is not to be fabricated with fate retardant created lumber unless otherwise mown. For additional information oat Quality Control af. to ANSVrPI 1.2002 PRECAUTIONARY NOTES AD bracing and erection raommeodatiom are, to be followed in accordance with %aoming. Installing and Bracing'. 1DS-91. Trusso an to be handled with particular an during Wiling and bundling, delivery and installation to avoid damage. Temporary and permmm bracing fro holding names in a straight and plumb position and fro resisting lateral forces mall be designed and installed by whoa. Carefnl handling is esxm)al and anion bracing is al"m repi-si Normal Icy action fro cusses requires such temporary bracing daring iuullation between busses to avoid toppling and t100inain& The supervision of erection of trusm mall be order the control of. :.pnimced in the mpalhation of basso. Professional advice shall be sought if needed. Concontation of eonstnetion loads pester than the design lands shall not be applied to crosses at any time. No load: other than the weight of the erectors slats be applied to trusses until .der m fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #1 D WE: 2x 4 SP #3 WDG: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 51 0" open jacks (no webs) across center and Hip Jack Truss framed to BC In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(.): 4,6,8 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-2253/678,2-3.-2024/565, 3-4.-2454/673,4-5.0/59, SOT CHORD 9-8.-557/1946,8-7.-784/2544, 7-6.-598/1843, Webs 2-8.-78/796,8-3.-608/256, 3-7.-134/164,7-4.-112/907,4-6.-2134/6921 6-5.-158/100, 3-3-3 0- 6-6 1 f 1407# 8.00" II: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. Right End vertical designed for wind. WndLod per ASCH 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, E2cp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft W. 19.7 ft Truss in INT zone, TCDL. 4.2 psi, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. Bracing Schedule: Webs Brace Pt Joint to Joint 1/2 4- 6 Bracing shown is for visual purposes only. lx4 continuous lateral bracing attached with 2- ild 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- 8 796 0.26 C 7- 4 907 0.29 C 8- 3 -608 0.34 C 4- 6 -2134 0.45 C 3- 7 164 0.05 C 6- 5 -158 0.13 C ..............Joint Locations ............... 1) 00- 0 4) 14- 9- 5 7).12- 4- 0 2) 5- 0- 0 5) 19- 8- 0 8) 5- 0- 0 3) 9-10-11 6) 19- 8- 0 9) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLP From PLP To TC Vert L+D -46 -0-10- 8 -46 5- 0- 0 TC Vert L+D -77 5- 0- 0 -77 19- 8- 0 BC Vert L+D -40 0- 0- 0 -40 5- 0- 0 BC Vert L+D -67 5- 0- 0 -67 19- 8- 0 Concentrated LBS Location BC Vert L+D -255 5- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1407 -117 -436 B Pin 19- 6- 0 1 1434 0 -434 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..PORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -2253 0.62 C 9- 8 1946 0.78 2- 3 -2024 0.41 C 8- 7 2544 0.94 3- 4 -2454 0.40 C 7- 6 1843 0.84 4- 5 59 0.33 C --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.19/999-0.38/594 7-8 Horiz. -0.04 -0.08 NA Max DL Deflection L/999 . -0.19 Long term deflection factor . 1.50 5-0-0 14- 8- 0 2 3 4 5 6.00 2-10- 3 3- 0- 6 1 .a„� bxtt -ere., 17 1434# 4.00" 19-8-0 9 8 7 6 10- 12 19-8-0 EXCEPT AS SHOWN I0IfW)ARH MiTek MT20 2553# Scale=0.2965 WARNING: Eng Job: WO: COVR4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: DW3: TI: C3 CM:aronda SystemsEnmgmownoowsdrawing mnot =[Wemaavp4wiedhome&pmwbracing mnmdubracing whimis. IMof D8 :TLY Chk: 9/16/2005 see building design end which must be considered by the Wmow is designer. Bracing ins fro lateral support of bass �r ambers only to reduce buckling length. Provisions must be made to anchor patrol bracing a ends and specified TC Li16 . 0 a f Lbr DF : 1.25 locanionednaminud by the Wilding designer. Additional bracing orhere ovemu strnctar (See Live maybe required. (SNla-91 P orTPU.Forspairwambncmgregufrmms. contact building designer.(Trass Plate lmtione TPI is local 0593 TC Dead 7.0 pef Pit DF: 1.25 4005 MARONDA WAY DVwftio Drift. Madinat. Wiaconsin 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 nt0050068 BC Dead 10.0 pef Code: FLA 367 11elta1ofa FL Chuhaotae FL 32766 TOTAL 43.0 psf v4 . 7 . 21-12350 Design. Matrix Analysis rroza.ie ratan: s.s\aaa-...... x wa.wxw ------- w s,. .&,,- Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:D1 Qty:2 . ' DESIGN INFORMATION This deep is lot an individual building component and bar been based on informaion pmsided by the diem. The designer disclaims my rrspoasbiliry (br damages a a remit of ranlryor i.,on information. apcifrcatiom md/or designs furnished to the truss designer by the client and the corratnm or accuracy of this information as it may relate to a yccific project and accepts on responsibility or exercises on counsel with regard to rabricasm handling. shipment ad resullatiom of trtwn This truss bas been designed a an indivldwl building co nponm in accordance with ANS11TH 1.2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered architect or Proressional mginces). when rc imed for approval by the building daigner. the design lodings shown must be checked to be rote that the data slaw use in agreement with the local building codes, local climatic records for wind or taw bads, Project rpeeifcatiom or special applied bads Udm show, am has not been designed fen storage or occupancy bads_ the design asanua compression chords (top or bottom) are continuously braced by sheathing anIm otherwise specified Where bottom chords in tension are or fully braced laterally by a Properly applied rigid ceiling they should be braced at ■ maximum spacing of lor4* o.c. Connector platy shall be manufacmrtd Gum 20 gauge ben dipped galvanized steel meeting ASTM A 653. Grade 40, onlm otherwise show,. FABRICATION NOTES Prim to nbri••ionthe fabricator shall review this dra ing to verily that this drawing is in conformance with the fabricators plans and to realize a cootiming responsibility fen such verification. Any discrepancies arc to be pot in writing before totting or fabrication. Plata shall nor be imaaued mer k,nt ales. knots « distorted grain. Members shall be cut rot tight Going wood to wood haring. Cotmasm plates shall be looted on both faces of the truce with nalf wly imbedded and shall be sym. about the joint unless otherwise show. A 514 plate is 5- wide x 4' long. A 6xg plate is 6' wide x g' long. Slots (bola) rot parallel to the plate length specified. Doable cuts on web m®ben shall meet as the ca moid of the webs unless otherwise shown Connector plane sizes are minimum sizes based on the forces shown and may need m be increased for certain handling and/or erection messes. Thi: aosa is out to be fabricated with Gm reurdam treated lumber unless mbcr ro show. For additional in:Mmasioo on Quality Cotnol refer to ANSVPPI 1.21002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be rollowed in accordance with 'Handling Installing and Bracing'. 19B.91. Trusses are m be bundled with partia:W sic during finding and buatDiog. delivery and incallation a avoid damage. Temporary and Permanent bracing rot bolding truaa in a straight and plumb position and rot resiaing lueral Comes shall be designed and installed by others. Carew bawling is es ,51 and crayon bracing is always required. Normal prearmooa y action for naatl requires inch UmPmary bracing during it asilafou between auaa m amid toppling and dominoing 7Le mpavidon of aetiou of uuacf sban be under the control of personxperienced in the s e installationofeazesPmfmional advice "I be sought Hadnd Cneoncemranion of conanmim load, grata thm the design loads shall out be applied m trusses at .my time. No bads other than the weight of the erectors shall be applied to trusses evil after an listening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP 03 2x 4 SP 42 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, 4-53 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C4C, V. 125Rtph, H. 15.0 ft, I. 1.00, Rxp.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 .. ............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 y 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 7-4-0 7-4-0 1 2 3 4 5 as-o 67M 8.00" 6.00 4x6 6A0 3.00 -3.00 7- 7-4-0 I I 8- 671# 8.00" 3- 0-13 4-2-6 10- 14-8-0 -10- 0-11-1z) 0-11-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale an 0.3410 WARNING: Eng Job: WO: COVR4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRANING TO BE GIVEN TO Dwg: TI: D1 HRECTZHG CONTRACTOR. BRACING NARNING: Maronda Systems hOPnmthis dawbo'mm arnrvwadbytbeaidingdsignrBracigsbovnlisbracingwbichisaputof DS :TLY Chk: 9/16/2005 the bupldimg dm�r and .wth mesa be toaiderad by uK Daildivg daigaer. Bracing shown is ten lateral sapporf of truer �' m®bat only to reduce buckling length. Provisions must be made to anchor laurel bracing an cots andspecified TC Li160 s f Lbr DF t 1.25 at 1ocati ms derermimtd by the baildimg designer. Amiuoaal bracing of the overall s:mcmm may be regnued. (same-91 Live .P ofTPl).Fen spetirn msa bracing requir®ems contact building dmguer.(Ttoa Fme:oaimu. TPI is located as5g3 TC Dead 7.0 psf Plt DF: 1.25 4005 MARONDA WAY DonoaioDrive. Madison. Wisconsin 53719> O.C.: 2- 0- 0 Sanford, Ft-32771 BC Live 10.0 ps£ (407)321-OD64 Fax (407)321-3913 TPI-02/FBC-04 TOM/l4 PONCE P.E. LICENSE ur005006H BC Dead 10.0 psf Code: FLA 367 Mad.fon PL ChAwtsy FL 32764 1 TOTAL. 43.0 psf v4.7.21-12351 Design: Matrix Analysis Profile Face: a wkus..prx Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:D2 Qty:5 . ' DESIGN INFORMATION This design is in, an individod building componem and has been based oo infawtioo presided by the client The designer disclaims any respoembi6ry ran damages as a remlt of fadty or incorrect iormmnion. specification adlor design Thrnimed to the bass designer by the client and the corramm at accuracy of this information a is may telm to a apoeirk project and accepts - responsibility a eaertises no control with regard to fabrication haoNing shipment and inaallati m of mosses. This mass bas been designed as a individual building comporrem in accordmce with ANSVrPi 1.2002 ad NDS-02 to be incorporated as pat of the building design by a Building Designer (registered architect or pmranionl rn8i,=). Wisest reviewed for approval by the building designer. the design loadings shown mesa be ebwked to be sure that the data shown are in agreement with the local bailding cod= local climatic records fm wind or mow bads. pojea specifications or Spain! applied bads Uttlm shown trust has am been designed for storage or occupancy loads. The design asmmes companion chords (top or bottom) are continuously braced by sheathing anion otherwise specified. Where bottom chords in tmdoo ere at fairy braced Iatcally by ■ properly applied rigid ceiling they should be braced at a maximum spacing of I ad' o.e. Cooncetor Plates shall be c a nliam d fiom N geop but dipped galvanired steel meeting ASTM A 653. Crude e0. anion otherwise dawn FABRICATION NOTES Prim to rabrKatpn. the htaicatm ehall renew this drawing to verify that this drawing is in conformance with the fabricamY plans and to realize a continuing responsibility for comb verification. Any discrepancies an, to be pat in writing befbre tatting or fabrication. Pinto dull not be installed over latest holekknits ordistorted gain. Membos shall be em for ftla fining wood lo wood bearing Comadm plate shall be looted on both tam of the tram with mils roily imbedded and shall be qln. about the joins unpin otherwise shown. A Sae plate is 5• wide a e' long A 6x8 plate is 6' wide x 8' long. Slots (bola) rnu pardid in the plate length specified. Double cue nu web members mall meet at the cantroid of the webs anion otherwise dawn Coomnm plate sizes are, minimum sin based an the fortes dawn ad may aced to be increased for certain handling adior erection mono This bus is m to be fabricated with fire reurdant treated lumber anion otherwise mow. Fur additional information an Quality Coastal refs to ANSIMI 1-2002 PRECAUTIONARY NOTES All being ad erection recom o- da;an are to be rollow al in attendance with •wd raelling installing a Bin{. IDB-91. Trusses are a be handled with particular arc during banding and bundling dcthwy and installation to avoid damage • Temporary and pamment bramg for holding masses in a straight and plumb position and far resin fog lateral faces shall be designed and installed by other Careful handling is essemisl ad cation bracing is always regdrd. Normal precautionary action fm comes rcqumes each temporary bncmg during installation between trusses to avoid toppling and domiming. The mpavmoa of auction of uusxs shag be oiler the count of person capericnced in the loaainnon of truces. Profonional dvice mall be mught if seeded. Coormnatim of omannioo bads grater than the design bads mall m be applied to tames at any time. No bads other than the weight orthe erectors shall be applied in trusses until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2sc 4 SP #2 WB: 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, Kzt. 1.0 Bld Type. encl L. 66.0 ft W. 14.3 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC. ..P0 CH..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 ti In -Plant Quality Assurance with Cq. 1 ----MAR. REACTIONS PER BEARING LOCATION----- E-Loc BSet Vert Horiz Uplift Y Type 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- 7 241 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 0-8-0 657# 8.00" 6.00 4x6 -6.00 3.00 1 L.:3.00 7-4-0 -10- 14-4-0 0-11212) EXCEPT AS SHOWN PLATES ARE MiTek MT20 7-0-0 3- 0-13 -4-0 616# 8.00" F WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO �_ LM a eon des Systems HRECTIHO OON'IRAC70R. BRACING WARNING: Bnerng show!! en that drawing e m inseam br><tng mold btaang portal hanmg W anuW braervg wbab ta a pan err the building design and which moo be co�dered by the building designer. BraimS mown is rm load mpg of trvse Dsgnr : TLY Chk: members only to redone buckling length. Provisions must be made to anchor Waal lancing at ends and specified TC Live 16 . 0 psf P Was = determined by the building dedgna. Additional braclog ortama the overall stcture y be required. (Sec HIS-91 of TPI).Fw specific net bracing eugairemenu contact building daiguer.(Tnnn Plate Inaimte. TPI is located a 583 D000rrioDrive. Madison. Wisconsin 53719. TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf 1 TOTAL 43.0 psi 400S MARONDA WAY Sanford, FL_ 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE $00050068 347 MadmMorl FL Chtduota, FL 32766 4-2-6 Scale = 03313 WO: COVK4 TI: D2 9/16/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Designs Matrix Analyais rroriie Pazn: LI\1a15-Wll\aVT6\.... \LV..sx-v------ - + w..j'. Job: COVINGTON X 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:F Qty:1 e DESIGN INFORMATION This design is for an individual building component and has been based on information presided by the diem. The dmgncr disclaims any responsibility for damage a a rewh of faulty or incorrect information. specification and/or designs famished to the truce designer by the cliem and the correctness or accmzy of this information a it may relate to a specific project mad accepts no responsibility or aercisn On central with regard to fabrication. handling, shipment and imullation of Union. This tins, has been designed a an individual building component in accordance with ANSVrPI 1-21002 and NDS-02 to be incorporated in pan of the building design by a Building Designer (reglgered architect or professional engineer). When reviewed for approval by the building designer. the design loadings dtowo ma be checked in be sure that the data dawn as in agreement with the local building codes. local climatic records for wind or snow load, project specifications or spaial applied bads. Unless dtowo. truss bas nor been designed Ibr storage or occupancy loads. The design assumes compression chords (top on bottom) are coutimmordy braced by sheathing anlea otherwise spocified. Where ban- dnrds in torsion ere not fully braced laterally by a properly applied rigid caling they should be braced at a co -imam spacing of IO-0' o.c. Cooneetor plates shad, be manufactured from 20 page hot dipped galvanized god meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall mien this dewing to verify thin this &.wing is in conformance with the fid ricamfs plain and to realize a continuing responsibility for each verification. Any discrcpaca, arc to be pot in writing before coning or fabrication. Plate shall not be installed over kootho,e, knots or distorted gain. Members dull be em for tight fitting wood to wood beouing. Connector plans sham be bated on both fan m the trams with mills fay imbedded and dal be sy o. about the joint onlea dherwise dawn. A 5x4 plate is 5- wide a 4' long. A fz8 plarc is 6' wide a Belong, Sluts(boles) ran pa.11cl to the plate length specified. Doable cuts on web members {hall meet at the cemnid of the webs ualess otherwise showw. Ceonatnr plate sizes are minimum sizes based on the fortes shown and may need to be increased for certain handling and/or erection messes. This con is not to be fabricated with f ntndat Owed ,umber onlea othetwise sbowo. For additional information on Quality Control refer to ANSIfrPI 1.2002 PRECAUTIONARY NOTES An bracing and elation recommendations ecru to be followed in acconc rdae wandl ith'Hin; installing and Bracing*. HIB-91. Trines ere in be handled with p,ni ula are during banding wad candling. deli cry and installation to amid damage. Temporary and permanent bracing for holding tosses in a straight and plumb position and for resisting Weil form shall be designed and installed by others. Carefal handling is essential and action bracing is always required. Normal prcamionq' action fen asses reVi a sock temporary bracing daring installation bt%= cones to avoid toppling and domiming The supa"'F no of eectino of tresses shall be under the control of pawns aperit iced in the installation of unties. Profesional advice shall be scoght if npecdcd. Concemtation of eesmiructlon bads greater than the design loads dal not be applied in tritssa in any titre. No bads other than the weight of the erectors shall be applied to cosse, until after all fastening mad bracing is completed. TC: 2:c 4 SP #2 BC: 2x 6 SP 02 WE: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Rxp.Cat. B, Hzt- 1.0 Bld Type. part L. 66.0 ft W. 7.9 ft Trues in END zone, TCDL- 4.2 pef, BCDL- 6.0 psf ..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. ..PORCE..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 ...............oint 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, BOT CHORD 13-12--29/39,12-11.-51/101, 11-10--51/101,10-9.-51/101,9-8.-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, II M 420# 1.50" 363# 1.50" L 7-11-0 L 13 12 11 10 9 8 7 CANT: 1- 2- o -10. t 8-0-0 10. CANT. 0- 6-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 ( 0-I1-12) ( 0 11-12) Scale=0.3245 WARNING: Bag Job: WO: COVX4 BRAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO 11,1INO CONTRACTOR. BRACING WARNING: Dwg: TI: F MBod.gshwwonuna.w,ngis not nation b.cirs& imb.dug.paabradngadm;luerxngwwcAuapator Ds r:TLY Chk: 9/16/2005 aronda Systems the Imilding design and Stich most be considered by the building dmgner. Bracing slam is fen lateral support of true members only to reduce btckling length. Provisions mass be made to anchor lateral bracing a ends and specified locations determined by the building designer. Additional bracing orthe overall mnctme may be rrynQed. (Sce HIB-91 TC Live 16.0 psf Lbr DF : 1.25 ofTPI).For specific truss bracing raluircmants, c u act building desigpt.(Tru s Plate Inaimsa TPI is located a 583 P 1 t DF : 1.25 4005 MARONDA WAY DamfrioDrive.Madison.Wiacausin53719> TC Dead 7.0 psf O.C.s 2- 0- 0 Sanford, FL.32771 BC Live 10.0 psf (407) 32, -0064 Fax (407)321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE wrh0050068 BC Dead 10.0 psf Code: FLA 367 Meda®on FL GWiswes4 FL 32766 1 TOTAL 43.0 vsf v4 . 7 . 21-12353 Design: Matrix Analysis rrouae races: c:\aaa-con%nv -%...n ka.vrnw ta.vvawam a.va. n Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:Fl Qty:S ,w DESIGN INFORMATION This design is for an individual building component and has been basal on information provided by the client The designer disclaims any responsibility for damages as a remit of faulty, in incorrect information. specifications and/or designs f nnishod to the truss designer by the clien and the aurectum or accuracy of this information u it may reWe to a specific pojat and accepts W rrsponsliliry or aacises no control with regard to fabrication. hmdliog Wpment and installation of onsses. This no has beat designed as an individual building wmpoom in secadancc with ANSVrPi 1.2002 and NDS-02 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design badinp mown must be chaked to be sere that the data shown are in agse®ats with the local building codes local climatic records for wind or mow bads. Project spacilicatrom - special applied bads. Unlm mown ores has not been designed for storage or occupancy bads. The design assumes compression cbmds (top or baton) are continuously braced by dxatbivg ant= otherwise specified Whore bottom charm in lemon are oat (ally braced laterally by a property applied rigid ceilin& they mould be braced at a maximum spacing of 19-V o.c. Connector plain mall be manufactured Gam 20 gauge but slipped galvanized coed meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES P= to abicaion. the fabr icnor man review this drawing to verify that this drawing is in conformance with the abrieators plans and to realice a continuing responalihry Cor sncb verification. Any discrepancies are to be pot in writing before tuning or fabrication. Plata mall tror be installed ova kmtholes, koots or distorted grain. Members shin be ma for tight Geeing wood to wood bearing Connector plates shall be bawd on both ass of the sun with mils fully imbedded and shall be sym. dad the joint unless otherwise shown. A Sal plate is 5' wide x 4' long A 6xr plate is 6' wide x g' long. Sou (boles) run parallel to the plate length specified. Doable cots on web members shill meet a the cemruid of the webs unless otherwise mown. Connector pine sizes are minimum sizes based on the forces shown ad may Deed to be increased fat certain hauling and/or erection mea, a This trap is not to be abricated with fare raatdam treated himbes unless otherwise mown. For addltimW information on Qallity Coneol rcla to ANSVrPI 1-2002 PRECAUTIONARY NOTES An bracing and aaiieD raommendatiam are to be followed in accordance with'H=Wing Installing and Bracing'. Hill-91. Trune are to he handled with particular ore during 6mdiag ad bundlin& delivery and i m Nation w avoid damage. Temporary and permanent bracing for holding trusses in a maight and plumb position and for resisting lateral force man be designed and in"ld by others. Careful handling is menial and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during insWistion between musses to .void toppling ad dominoing The opavidm of erection of tropes sball be under the control of, ; experienced in the in"lation of mosses Professonal dace shall be sought if needd. Concentration of commicums law greater than the design lords shall not be applied to trusse at any time. No low other than the weight of the actors mall be applied to truces until after all fisiening and bracing is TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the .............. Joint Locations ............... BC: 2x 4 SP 02 composite result of multiple loads. 1) 0- 0- 8 3) 7-11- 8 5) 4- 0- 0 WE: 2x 4 SP #3 WndLod per ASCH 7-02, C4C, V. 125mph, 2) 4- 0- 0 4) 7-11- 8 6) 0- 0- 8 WDG: 2x10 SP #2 H. 15.0 ft, i. 1.00, Exp.Cat. B, Hzt. 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. ..FORCH..CSI. Cr ..BC. ..PORCH..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 B 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. ..PORCE..CSI. Cr .WEB. ..FORCH..CSI. Cr --------GLOBAL MAX DEFLECTIONS--------- 5-2 90 0.03 C LL TL in./Ratio in./Ratio-Jnt(s). 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 1 1 0- 6-10 j, 3-11- 8 3-11- 8 1 2 3 q 420# 1.50" 6.00 4x6 -6A0 N 363# 1.50" 7-11- 0 6 5 4 0-10- 8 ld 8-0-0 0-10- 8 CANT' 1- 2- o (110-11-12 (110-I1-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 CMa:ronda Systems), 4005 MARONDA WAY Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 Mods" PL 0K* wb, FL 32764 WANNINfi: READ ALL NOTES ON THIS SHBRT. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Brad shown - this drawn is not erection bracing, wind bracing portal brad a similar bracing which is a Part of the building deip and which must be considered by the building designer. Erasing mown is fen lateral support of map members only to reduce heckling length. Provisions must be made to anchor In d bracing at ends and specified beatioos determined by the building designer. Additional bracing of the overall mecmre may be required (Sec RIO.91 of TmFor specific miss tracing rapiranerns, contact building de dgoa.(Tross Plate Institute. TFI is located at 583 DV-frio Drive. Madison, Wisconsin 53719). 3- 0-13 2-6-6 CANT: 0- 6-12 Scale = 0.5841 Eng Job: WO: COVX4 Dwg: TI: F1 Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DFn 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 Frorlle racn: .... %.... ,%a. ..a... n .N—yaa Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:G Qty:l � I DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the diem. The designer disclaims nay responsibility for damaga as ■ rmll of faulty or incomes information. spaificatmm aed/m design, femishod to the moat designer by the client and the correctness; or accuracy orthis id-tioa a it may relate to a specific project and -,p. m responsibility or exercises no control with regard to fabrication, bandliog shipmcm and installation of moats. This truss bat been designed a a individual building corepoom in accordance with ANSVfP1 1-2002 and NDS-02 to be incorporated as pan of the building design by a Building Deign (registered architect or profession, engineer). when revitwad fro approval by the building design.. the darga loadings mown most be checked to be sure that the data shown are in agreemCa with the local building codes. local climatic records for wind or stow bads, project specifications or special applied bads. Ualm shown. truss has not been designed ror storage or occupancy loads. The design as tar es compression chords (top or bottom) are, canuvuously braced by sheathing umm otherwise specified. Where bottom chords in Iwioa are Unt rally braced laterelly by . poperty applied rigid ceiling they should be braced a a maum� spacing of t04' o.c. Co®ator plat. shag be manufactured from 20 gage ben dipped galvanized sad mating ASTM A 653. Grade 40. tmlm otherwise shown. FABRICATION NOTES Prim to fabricatirs the fabricator mall review this drawing to verily that this drawing is in conformaoee with the fabricators plans and to realize a continuing raponsibility for such verification. Any discrepancies arc to be put in carting before totting or fabrication. Plata mall out be installed over kmthola, l aoe or distened grain. Mcrobe. shall be tin for tight fitting wood to wood bc.ri.g. Const uor plan shall be bald on both (an, of the truss with nails fully imbeddd and mall be s)w, about the joint to lm otherwise mown. A 5a4 plate is V wide a 4' long. A 6zg plate is 6' wide a 8' long. Sloe (bola) roes panlld to the plate length specified. Doable cots on web members shall meet at the centroid of the webs adm otherwise mown. Cnnnectaf Pbte sizes are minimum sizes baud oo the forces mown and may need to be increased far certain handling and/or auction stresses. This truss; is on, to be fabricated with free retardant baled lumber unlm otherwise mown. For additional infmmatioa on Quality Concrol rder to ANSVIPI 1.2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be folio-d in -cmdacc wim'Handling. lnnalling and Bracing'. HUB-91. Trusses are to be handled with particular are during bar -ding and bundling• delivery and installation to avoid damage. Temporary and permanent bracing fro bolding truss. in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Caretol handling is mential and etmion bracing is always required. Normal praautimeq action fro moss, repires such temporary bracing during msuilnim her%= trouts w avoid toppling and domiming. The supmision of erection of trusses shallbe under the control of pawns .paimced in the installation ortraaes. Professional advice mall be MSS if weeded. conamtat;on of eornanz ion loads grata than the design loads shall not be applied to truss a .1 arry time. No bads other than the wxight ortbc sectors shall be implied to moues until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY truss designed to carry 0' 0" span framed to TC one face 0' 0" span framed to TC opposite face This trues 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. ..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, CBC, 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 Trues in END zone, TCDL. 4.2 pef, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.0/124, EDT 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 21 5-0-0 3x4 3x4 85 �5 -1160" �5- 0- 0 Y 4 3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS Dit"ING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a ion des Systems Bracing shown oo this drawing is to amion bracing, wind bracing• postal bracing a similar bracing wfiich is a pan of the building design and which mug be considered by the building deugma. Bracing shown is for lateral support of wen members only to reduce budding length. Provision, mug be made to stem lateral bracing attads and specified location, determined by the bailing designer. Additional bracing of the overall smocture maybe req•ird. (Set HIB-91 of TPOT. specific crass bracing requiremems, comae building daigner.(Tross Plate Institute, TPI is located at 583 4005 MARONDA WAY IronfiSu Drive, Madism Wisconsin 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OW50068 367 Modallm FL CtrAaota4 FL 32766 ..............Joint Locations............... 1) 0- 3- 8 3) 4- 8- 8 2) 4- 8- 8 4) 0- 3- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLP To In -Plant Quality Assurance with Cq. 1 ----MAX. 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. ..PORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 124 0.19 C 0- 4 -8 0.05 4- 3 126 0.05 Scale = 0.3387 Eng Job: WO: COVX4 DWg: TI: G 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 v4.7.21-1235e- Design: Matrix Anaiysis rrvuae roc cat: .er . t •se- Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:G1 Qty:l � ' DESIGN INFORMATION Ibis design is for an individual building companmt and has been bused ou information Prmided by the diem. The designer disclaims any responsibility fm damages a a result of fsudty or incorrect informniwt, specifications and/or designs ennished to the tsuss designer by the client and the correcmet or seemsey of this infcumaim n it may relate to a specific project and accepts no responsibility or aereisa m control with regard to fabrication handlin& sbipmmt and installation of trusses. This truss has been designed a an individuil building compmm in -cardaace with ANSI/fPl 1.2002 and NDS-02 to be incorporated a pat of the building design by a Building Designer (registered architect or profession, coginegi, Wbeo reviewed fa approval by the building designer. the design wadins show„ mast be checked to be sure that the data shown are to agrcemmt with the local building coda. local climatic records for wind or anew bads, project specifkatiom or special applied loads. Unless shown, truss has not been designed for storage or oaupancy loads. The design assama compression chords (top cur bottom) are continuously braced by aheathivg odes, otherwise specified. Where boom chords in tension are nor fully braes laterally by a properly applied rigid ceiling. they should be braced a a maaimum spacing of low o.c Corrector plan shall be manufactured from 20 gauge her dipped galvanized sal mesons ASTM A 653, Grade 40. colas otherwise shown. FABRICATION NOTES prior to fabrication the fabricator shall review• this drawing to verify that this drawing is in eoulmrosoce with the fabricators plan, and to realize a continuing responsibility for such verification. Any discrepsucin ate to be put in writing before totting or fabrication. Plata shall sent be installed over knotholm knots or distwtd pen. Member, shall be err for tight fitting wood to wood bearing ConnRlm plates sight be looted on bath fate of the rust with nails fully imbadcd and shall be s)m about the joint colas otherwise shown. A 5x4 plate is 5' wide x 4- bag. A US plate is 6- wide x S* long. Sims (bola) rho parallel to the plate length specified. Double cots m web member shall meet at the cmtruld of the webs toles otherwise shown. Connector ptae aloes are minimum does bated m the forces shown and my need to be ine: , in, certain hlndlnng andlor crecrnn grata. This trout it not to be fabricated with fur retardant created lumber Odes otherwise shown. For additional information on Quality Control refer to ANSVfPi 1-2002 PRECAUTIONARY NOTES NI bracing and erection recommendations are to be followed in accordance with *Hamlins. Installing and Braairy. FOB-91. Trossa err to be handled with Particular are timing coil rag and handling dedhery and installation to avoid damage. Temporary and permmac bracing for holding cusses in a straight and phtmb podtion and for raising lateralforco sbatl bo designed and installed by other. Careful handling is essential and erection bracing is alwa)s required. Normal preamioua)' action for trusses requires such temporary bracing during insallnioo biwem cusses m avoid toppling and dominoing. The supervision of erectionof trussesshall be under the control of persons experienced in the ivgallaticu of trusses. professional advice shall be sought if needed. CmncaUnti n of ourcur clsOn lads grata than the design toms sun tar be applied to trusses at any time. No loads other than the weight of the erector shall be applied to tmssa until after all fasttaing and Doting is complied TC: 2ac 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). Trues must be marked to prevent UPSIDE DOWN erection. .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 12- 1 85 0.26 C 9- 4 123 0.61 C 11- 2 167 0.77 C 8- 5 170 0.77 C 10- 3 118 0.61 C 7- 6 62 0.30 C --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 6-5 Horiz. 0.00 0.00 HA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 3-8-8 3X6 4-0-0 .11 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, H. 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 pef, BCDL. 6.0 pef 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, 11-10.0/0,10-9.0/0,9-8.0/0,8-7.0/0, Webs 12-1.-56/85,11-2.-101/167, 10-3.-90/118,9-4.-92/123,8-5.-97/170, 7-6.-34/62,0-0.0/0, 10-8-0 m..Joint Locations- .............. 1)mm0ma - 38 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 PHR BEARING LOCATION----- X-Lost 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. ..FORCE..CSI. Cr ..BC. ..PORCE..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 I,. t t (7 I I I t I I 12 I EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3998 WARNING: Eng Job: WO: COVR4 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Doug: TI: G1 Maronda Systems Bracing shown ontwd-..g.not erec�breongwind bra &pmudb�ngaaimilabr�ngw�hlsapanor r:TLY Cbk: 9/16/2005 the building design and which must be considered by the building designer. Bracing shown is fa lateral support of muss � members only w reduce buckling length. Pro.lgms must be made to anchor lateral bracing at ends and specified TC Li16 . 0 s f Lbr DF : 1.25 local determined by the wilding designer. Additional bracing of tho overall :wants may be sLive required. (see Fos-91 P of TPl).Fm specific cot bracing rapi-mm contact building desigoer.(Trss Plate lmtitote. TPl is located at 583 TC Dead 7.0 pef P l t DF : 1.25 4005 MARONDA WAY DnneBbDrive. Maditoc, Wisconsin 53719). O.C.: 2- 0- 0 Sasiford, FL. 32771 BC Live 10.0 ps£ (407)321-0064 Fax (407) 321-3913 /PAC-04 TOMAS PONCE P.E. LICENSE 000050068 BC Dead 10. 0 pef Code; : PLA 347 Medallon PL 0tluota, FL 32766 1 TOTAL 43.0 psf v4 .7 .21-12356 Design: Matrix Analysis rrosaie raca: a.:�+ars-a,vavv.aa+..w�+-o v...,.... t...,...•......• •• s �•r•^ Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:G2 Qty:l - ' DESIGN INFORMATION This design is for as individual building componau and has been based on information provided by the diem. The designer disclaims soy raponsibility for damage a a raalt of faulty or incorrect information, specifications aMror designs furnished m the truss designer by the client and the correctness m mcnacy of this information a it may relate to a specific project and accepts no responsibility or aaeisa w control Rita regard to fabrication, handling shipmem sod installation of basses. This unts has been designed a an individual building component in accordance vim ANSUTPI 1-2002 and NDS-02 to be incorporated a part of the building design by a Baikling Designer (registered architect or profess coal engi en). When reviewed for approval by the building designer. the design loadings shown most be chucked to be sure that the data sh- are in alpeco m Ritb the local building cadet local climaic records for wind or snow bads. project specifications or special applied bads. Unless shown bass has nor been designed fur storage or occupancy bads. The design assoma compression words (top orbouam) are cuminoousty braced by sheathing anlm otherwise specified. Wb.e bottom chords in tension ere our folly braced laterally by ■ properly applied rigid ceiling they should be braced at a maaimnm spacing of 17-T o.c. Onmener plats mall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim b fabrication. the rabricamt shall review this dewing to verify that this drawing is in conformance Rith thc fabricamfs plansand m talize a cominning responst3iliry lbr such verification. Any diserepacia arc to be pat in Rtiting berme coning or fabrication. Plata mall not be installed over knotholes. knots or dinned Vain. Members shall be an for tight fining wood to wood bearing. Connector plates shall be batted on both fans of the truss with nails f ally imbedded and shall be 33m. about the joint unless otherwise shown A 5s4 plate is 5' wide a 4' bng A bag pine is 6' wide a Be long. Sloe (bola) rm parallel to the plate length specified. Double cats on web members shall meet to the cenboid of the webs anlm otherwiu show. Connector plate sins are minimum sizes based = the threes sbouv and may occd to be increased fur certain handling and/or erection strain. This rota is our b be fabricated with rue retardam ueated lumber unless otherwise mow. Fur additional information on Quality Comml ref. to ANSVfPi i-2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be rollowedb accordance with 'Handling Installing and Bracing. 1,1I8-91. Tmao are m be handled with particular care during bonding and bundling delivery and insulLnim to avoid damage. Temporary and permanent bracing ror jolting trusses in a strain and plumb position and 1br resisting tarersl forcesshill be daigned and installed by others. Carefbl handling is esrmial and .canon bractsg is sN.3i required. Numul precau orutty action for wan requires inch temporary bracing daring instillation between buss. to avoid toppling and dominoing. The supervision of etectiw oftrusses mall be under the control of persons experienced in the installation of baaa. Professional advice mill be sought if oreded. Concentration of c mstmaim bads greater than the design leads mall not be applied to basso at any time. No bads other than the veight of the aecton mall be appied m banes umil after all fastening and bracing is TC: 2x 4 SP 02 BC: 2x 4 SP 02 WB: 2x 4 SP 03 2x 4 SP #2 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 trues 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. ..TC. ..PORCE..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 COSMETIC PLATES (24)2X4 3x6 4-0-0 ,p �M 7VIP HaB r 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. 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. ..FORCB..CSI. Cr .WEB. ..PORCE..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 .............. ..Joint Locations ............... 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 ASCH 7-02, CSC, V. 125mph, H. 15.0 ft, I. 1.00, Hxp.Cat. B, Xzt. 1.0 Bld Type. part L. 20.0 ft W. 10.1 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-82/119,2-3.-80/107, SOT 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 10-8-0 2 3 4-0-0 II t Q I 1 II ,, 10-8-0 t 6 5 4 CIL: 4- 8- 0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTaS ON THIS SHEET. A COPY OF THIS DRANING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems Badng�nm��ingunote�wbmdnght Rind,dung WbruiEgm.imilah,.ingRtiw),ap.tot the building design and RLich most be considered by the building designer. Bracing mown is For lam' mppmt of hots members only to reduce busUmg length. Ro isions must be male to achm lateral bracing to coda and specified locations determined by the building designer. Additional bracing of the overallmuctme may be repined. (See MEI-91 of TPI).For specific hats bracing reyvirementt contact building designer.(Tma Rae Institute. TPI is located a 593 4005 MARONDA WAY D'Owirio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE SOOOS0068 367 Modallon FL GWtiwfa, FL 32796 Over 3 Supports Scale = 0.3579 Sag Job: WO: COVR4 Dag: TI: G2 Dsgnr:TLY Chks 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 rroriie recur Awe A-v.a...... .. ow�•ra+. Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:G3 Qty:l - I DESIGN INFORMATION This design is for an individual building component and bus been based on information provided by the client. The design. disclaims any responsibility for damages a. result of faulty or incorrect information. spetifrcatiom and/or designs famished to the muss designer by the client and the correctness m accuracy of this information as it may reline to ■ spetifc project and accepts on responsibility or exercises on summit with regard W fabrication, handlimg shipment and imtallatiom of trusses. This uua has been designed as an imdividual building compom.0 in accordance with ANSVrPI 1.2002 and NDS-02 to be incorporated a part of the building design by a Building Daigmer (registered architect or pmfcsional engineer). When reviewed for approval by the building designer the design Wading$ shown must be chested to be me that the data shown arc in agreement with the local building codes, local climmic roads fen wind in Glow roads. project spetirKnimn m special applied loads. Unless shown. Lima has not been designed for storage or occupancy loads. The design assuma compression chorea (Lip or bottom) are continuously braced by sheathing anlas otherwise specified. Where bottom chords in tension are mot fully braced la orally by a property applied rigid ceiling they should be braced at a maximum spacing of ifr-w o.c. Co®ccmr Plata shall be manufactured from 20 gunge hen slipped galvanized sled meeting ASTM A 653. Grade 40. anlas otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator mall review this drawing to verily that this drawing is in conformance with the fabricators plans and to reafhzs a continuing responsibility for tab verification. Any discrepancies are to be put in writing before cutting in fabrication. Plea mall not be installed over tnmhola. ems in distorted grain. Members mill be at for tight riling wood to wood hearing Conneaut plain mall be roared on both fans of the truss with nail: only imbedded and shall be ajm mom Elie joint mien otherwise mown. A 50 pine is 5' wide a 4' Wag. A 6x8 pine is 6' wide a 8' long Sloe (bola) rot parallel to the plate IcVh specified. Doable con on web members mall mat to the cemmid of the webs mlm otherwise mown. Camalac pine DZ:s art miWmam sizes based on the force mown and may need to be imitated for certain handling and/or erection surna. This ones is net to be fabricated with f retardam treated lumber unless otherwise mown. For addmional information on Quality Cannel af. to ANSVrPI 1-2002 PRECAUTIONARY NOTES An bracing and erection raAmmendatims are to be followed in accordance with 'Handling installing and Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling delivery and itmallation to amid damage. Temporary and permanem bracing fa holding basses in a straight and plumb position and for resiniag lateral fortes mall be designed and installed by others. Careful handling is essential and erection bracing is always inquired. Normal precautionary action for trusses requires such temporary bracing during installation between Livaa to amid toppling and domiooing The sapevision of eratiom of masses mill be nod. the erlmml or persons experienced in the instillation of anaa. Pmremoual advice marl be sought if oerded. Concentration edmnstruam basis greater than roa the design ds ram shall be applied to truces a1 wil time. No loads other than the weight ofthe erectars mall be ss applied to trea until after all fastening and brae rag is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 GBL: 2x 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, Rzt. 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 trues 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. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-88/124, BOT 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 {2x4) 5-0-0 2 4-0-0 I I 18�# 213118.00" t 5-0-0 y 4 3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: RRAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING I .NGt Maronda Systems cinsahownmthis drawing isncte>�,ht,dng wind �eing.portal �dngm°mlar bracing w�hisapanaf the building design and which man be considered by the building designer. Bracing mown is rot ln.al support ortruss members only to reduce bottling length. Provisions must be made to amber lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be requited. (Sec IOB-91 ofTPI).Fm specific muss bracing requirements. contact bidding daigoer.(frva Plate hWimte. TPI is located n 393 4005 MARONDA WAY D'Owfrio Dsive, Mad ion, Wisconsin 53719). Sanford, FL_ 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MMS0068 187 Metim" FL CfWAnotsS 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 ----MAX. 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 Eng Job: WO: COVR4 Dwg: TI: G3 Dagnr: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 nsf v4.7.21-12358 Design: Matrix Analysis Prorlle PaCn: s::\-+rsa-t,vn\worxWVtae\v-vvnw \x.vvarsvaavrs n •\w .pane Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TItH Qty:l - I DESIGN INFORMATION This design is fa an individual building compoomt and baf been based on infomaion provided by the diem. The designer disclaims any responsibility ra damages as a resell of faulty or incorrect information. Wocificatiom and/or designs Ihruimed to the mass design by the client and the wrrestnns or accuracy of this information u it may relate to a specific project and =cpts no responsibility or aemises no comuol with regard to fabrication. handliog shipment and installation of trusses Tbis bass has been designed as an individual building enmpanrm in accordanc, with ANSVIPI 1-2002 and NDS-02 to be im«perated as pan of the building design by a Building Design (registered architm or professional engines). When reviewed ror approval by the building designer. the design loadings shown man be chocked to be we that Lite data sbown are in agre®ent with the local building code& local climatic records for wind or mow loaft project specifications or special applied loads. Unless mown miss bat not been designed lor storage «occupancy loads. The design ass®n mmpressim clods (top a bomnm) era co iimaady braced by diewhing anlm otherwise specified. Wbere bottom chords in ten:im are am fully braced laterally by ■ properly applied rigid citing they sbould be braced at 4 maximum spacing of IO-0' o.c. Comoct« pWa mill be mafactnred from 20 gang, but dipped galvamnd na1 mmiag ASTM A 653. Code 40. now otherwise sbowm FABRICATION NOTES Rim to fabrication the fabricator shall review this drawing to verify that ibis drawing is in ewufore ance with the fabricators plan and W rWin a cadimiag re ip—bility for such vcificuim Any dnscrcpans test in be pat in writing bebre cutting or fabrication. Plates mall not be installed over kaahnles, knots or distorted grain. Members mall be at for tight fitting wood to wood bearing. Connector plates mall be lowed on both saw o1 tb, truss with nail: fully imbedded and stall be gm. about the joint unless, otherwise mown. A Sae plate is r wide x 4' long. A 6.8 plate is 6' wide x 8' long. Slots (bole) rot parallel to the plate length specified. Double cuts on web members that men a Elie cawid of the webdo s a otherwise mown Comas« plate sizes are minimum sizes based on the Oxen mown and may need to be i—reused for certain handling and/or eratioo stressm This tress is not to be fabricated with fire retatdam treated lumber calm otherwise mown. For additional informaioo on Quality Comol refer to ANSIfM 1-2002 PRECAUTIONARY NOTES All bracing and erection recomomindati^^• are to be followed in accordance with'Handling. Installing and Bracing'. HOB-91. Trusses are in be handled with particular care during balling and b.Aing delivery and mnaBuioo w avoid damage. Temporary and permanent bracing for bolding muses in a mraigbi and plumb position and fm resisting lateral faces mall be designed and installed by others. Careful handling is —, &I and minion bracing is always required. Normal precautionary action for wssn requires sob temporary bracerµ during installation between bnsaes to avoid toppling and domioning. The supervision orerection of musses mall be under the control of permns experienced in the inn allatim of basses. Professional advice shall be sought if treaded. Conscm gm of ciecom Lion loads greater than the design Inds shall not W applied to tresses in any time. No bads otba than the weight of the eataf shill be applied to masses umi1 after all fastening and tracing is TC: 2x 4 SP 02 BC: 2x 4 SP #2 WE: 2x 4 SP #3 WOG: 2x 4 SP 02 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. 40.0 ft W. 7.0 ft Trues in END zone, TCDL. 4.2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Reg Supported span based on int. wind zone. .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 3- 2 199 0.15 C 3-3-1 0 - t 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----- B-Loc BSet Vert Hori: 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 --------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 7-0-2 4.24 .............. Joint Locations 1) 0- 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, Webs 3-2.-124/199, 20 1 1 N 105# 1131" 186# 2.50" 7-0-2 L 4 3 t, 1-5-0 1. 7-0-2 (R) - Attach with (3) 16d Toe -Nails Attach with (2) 16d Toe -Nails 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 8R8CTING CONTRACTOR. BRACING�wARNZNfi: fig' MBracing shown no Was drawing is not ermlon bracing, wind bndng peal bracing «sins W eswhich is a put is D8 r : TLY Cbk t a ron da systems the building desga and winich man be enderod by the building designer. Bracing mown is form Lneril snppon of trvis membersonly in reduce b«kling length. Provisions must be made to anchor'a m' bracing in ends tad specified TC Live 16 . 0 e f ) j locations determined by the building designer. Additional bracing of the overall structure may be required. (See MB-91 P ofTP1).Fa specific muss bracing requirements, contact building desigue.(rmss plate hmimte. TPI is located n 583 TC Dead 7.0 ps f 4005 MARONDA WAY D'Ombio Drive. Madison. Wisconsin 53719) Sanford, FL. 32771 BC Live 0.0 Psf (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE D.E. LICENSE 0005006E BC Dead 10.0 pef 367 11 1 1111on FL Chukaota, FL 32764 1 TOTAL 33.0 psi Scale = 0.3966 WO: COVR4 TI: H 9/16/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis rroilae race: x.:kana-uv.nknvaavuvu.vv-vvnwvv-vvas.vaay.• n s .yes.. Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:H1 Qty:2 - ' DESIGN INFORMATION This design is for an individual building component and has been based on infmmatioo prmided by mho diem. The designer disclaims any responsibility for damages as It remh of faulty or incorrect information. specifeations and/or, designs famished to the cuss designer by the client and the wrrecmm or accuracy of this information as it may relate to a specific Project and accepts no responsibility or mercism on ennwl with regard to fabrication. handling shipment and installation of trusses. This Imes has been designed as an individual building wmpooent in accordance with ANSVPPI 1-2002 and NDS-02 to be incorporated a pan of the building design by a Building Designer (registered architect eu professional engideer). When reviewed for approval by the building designer. Use design loadings shown must be checked to be sore that the data sbown are in agre®m with the local building codes, local climatic records for wind or mow' bads. prelim Neci(katimt or special applied loads. Uulm shown tmss has ant been designed for amp or occupancy, bads. The design assumes compression chords (top or bottom) are continuously braced by sheathing anlm otherwise spared. Where bottom chords in temian are not fully braced laterally by ■ Property applied rigid ceiling they should be braced at a malimum spacing of 10'-0' oe. Comecmr plates shall be maonfacmrzd from 20 gorge bar dipped galvanized sled messing ASfM A 653. Grade 40. elm otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricates plans and In realize a continuing responsibility for such verification. Any discrepancies are to be pat in writing be(bre totting or fabrication. Plum shall not be installed over la mboles. knout or distorted grain. Members shall be cut for tight fining wood to wood bearing. Cooneetor plates shall be looted an both face of the tress with mails fully imbedded and shall be sym. about the join unless otherwise shown. A 50 plate is 5' wide 1 V long A 6x8 plate is 6' wide a 8' long Slots (boles) ma parallel m the plate lengl6 specified. Doable cuts oo web member shall meet In the centroid of the webs unless otherwise drown. Connector pine sizes err minimum sizes based on the forte shown and may deed to be increased for twin handlwg anNorerection stresses. This truss is not to be fabricated with fire retardant treated lumber unless od erwiu dmwa For additional information on Quality Control refer to ANSVfPi 1.2002 PRECAUTIONARY NOTES All bracing and auction recommendations are to be followed in accordance with *Handling. (mulling and Bracing'. 1118-91. Trusses are to be handled with particular art during banding and bundling. delnery and installation m avoid damage. Temporary and permanent bracing for holding ausse in a straight and plumb position and far seistmg lateral forces shill be designed and installed by others. Careful handling is -1 al and ermioa bracing is always required. Normal preau o any action for tsossm repirm such temporary bracing during installation between uvsscs to void toppling and do eiooiog. The supervision of auction of tmaa dull be under the control of permns mperienced in the installation of ttuam. Professional advice shill be sought if needed. Concentration of construction loads grater than the design bads shall nct be applied to trees at any time. No bads other than the *'eight of the eratms drill be a ma applied to tmail alter all fastening and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 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. ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc 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 0- 6- 2 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, C4C, 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 Truss in END zone, TCDL. 4.2 psf, 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.-811/1198,2-3.-174/89, BOT 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(s). 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 . 1.50 10- 3- 4. 44 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 PLP From PLP 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. 3.3.4 of TPI-1-02, for joint(s): 2,4 ..TC. ..PORCE..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 1 2-5-0 2- 6-15 4 2 1- 6-14 0-1- 4 4-2-0 21 0-11- 5 „ � 231# 11�31" 396# 2.50" 9-10- 1 6 5 4 ,1-6-2 9-10- 1 n EXCEPT AS SHOWN PLATES ARE MiTek MT20 (RI- 6- 0) Scale = 0.2887 r� 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= TIt H1 CMaronda Systems Bracing shown on this driving ism crcction bradng wind bracing portal bracing or similar bracing which is a pan of DB r:TLY Chk: 9/16/2005 We building design and which mess be considered by the building design. Bracing sbowu is far lateral appear of amss m®ben only to reduce buckling length. Pmvisiom mug be made to anchor lateral bracing at ends and specified TC Li16 . 0 s f Lbr DF : 1.25 locations determined by the building design. Additional bracing of the overall suocture may be required (Sat HIB-91 Live P ofTYp.For Wild tea bracing«gniremmr contact baking dungner.(Tmss plate Imaimga TPI is lowed at593 TC Dead 7.0 psf Pit DF: 1.25 4005 MARONDA WAY DOoofiioOrivcMadison.Wiseodsic53719). O.C.: 2- 0- 0 Sanford, FL.32771 BC Live 0.0 pef (407)321-0064 Fax (407)321-3913 TPI-02/FBC-04 TOMIIS PONCE P.E. LICENSE wOO50008 BC Dead 10.0 psf Code: FLA 307 Meadion /L gWduola4 FL 32764 1 TOTAL 33.0 psf JV4.7.21712360 Designs Matrix Analysis rr.-cs raw: v-a xauu-wa.x,..,..v v.,----...,... sv. ........... .. . -.a.... Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:J1 Qty:12 - ' DESIGN INFORMATION This design is for an individual building mmpoem and has ban based W information provided by the dim. The desigoa disclaims soy responsibility for damago as a result of faulty or iocorrect information. specifuatiom and/or designs famished to the truss desigm by the client and the curramm m accuracy of Ibis information as it may retm to a specific project and accepts W responsibility a camiscs W commol with regard to fabrication. handling, shipment and installation of mosses. This muss has boom designed as an individual building component in accordance with ANSVfPi 1.2002 and NDS42 m be incorporated a pan of the building design by a Building Designs (registered aehil¢t or professional angiona). Wbm reviewed fed approval by the building designer. the design loadings shown mom be chucked to be we that the dau shown art in agroemm with the local building codes. local climatic records for wind or M. bad& pmjuct spccifrcalona or special applied loads. Unless shown mass has not beat desigmod for storage or occupancy loads. The design -a compression cbords (nap or bums) arc continuously braced by sheathing calm othawix fpaifid. what bottom chords in tension are out fully braced waaly by a property, applied rigid ceilio& they should be braced at a maximum spacing of lv4' o.c. connector plan shall be marofsmrcd from 20 grogc bed dipped galvanized oral moding ASTM A 653. Grade 40. elm otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator shall review this drawing to verify that m s draw* is in cWfmmance with the hbricames plans and to realize a cominuing responsibility for inch verification. Any discrepancies m to be pal in writing befine coiling or fabrication. Kan shall not be installed ova kmtholm knots or distorted grain. Members dell be em fed tight fitting wood m wood baring. Connector plates shall be located on bah faces of the moss with nails fury imbedded and shall be sym. about the joint umlm otherwiseshown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long Slots(holes) run parallel to the plate length specified. Double cuts ou welt mambas shall meet at the eemmid of the webs unless, otherwise shown. Connector pone Pats ere minimum sifts based on the force shown and may need to be increased for certain handling and/or cation strma. This truss is not to be fabricated with fore retardant treated lumber unlm olhawise shown. For additional information W Quality Control refer lo ANSVrpl 1.2002 PRECAUTIONARY NOTES NI bracing and auction reeommedalons arc to be followed in arcmdmee with'Hiendlin& Ivmalling and Bracing'.:SB-91. Trusses are m be handled with particular care during banding and bundling delivery and installation to avoid damage Temporary and permanent bracing for holding crosses in a straight and plumb position and fed resiming 'anal forces shall be designed and installed by otbcm CarePol handling is essential and auction bracing is always required. Normal prmmiarary action for wssa requires sock temporary bracing during installation between Duran; to avoid toppling and dominningg. The msses per,ia;mn ofaecWtioftrusses ll be under the control of persons cxpmatcad in the inmallaion of musses. Professional advice shall be sought if nadd. Concentration of Wnstmaion loads greater than the design loads shall not be .pphed to true$ at any time. No loads other than the weight orthe orators shall be applied m trusses until afta all Uverriog and bracing is TC: 2x 4 SP #2 BC: 2x 6 SP #2 WB: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 503 0.35 A 1- 4 -1072 0.26 2- 3 -375 0.27 A .WEB. ..FORCE..CSI. Cr .WEB. ..PORCE..CSI 2- 4 1015 0.31 C 4- 3 2 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 ----MA%. REACTIONS PER BEARING LOCATION----- %-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 ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, i. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 40.0 ft W. 7.0 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.-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 a -0.04 Long term deflection factor . 1.50 C/L: 6-11- 4 140# 1.50" a8- 260# 8.00" 247# 1.50" 7-0-0 5 4 Attach with (4) 16d Toe -Nails 2-5-6 Attach with (4) 16d Toe -Nails 1-0-0 7-0-0 (R0-I1-I1) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Over 3 Supports Scale ns 0.4278 WARNING: Eng Job: WO: COVR4 READ ALL NOTES ON THIS SHEET. A COPY OP THIS DRAWING TO BE GIVEN TO 11111NG cox 111R. BRACING III: Dwg: TI: J1 Maronda Systems Bmdgshown om this drawing onot am;Wmadog wind bnsdmgpmwaacimgmomiwbradngwhich lsapart of Dsgnr:TLY Chk: 9/16/2005 the building design and which mum be considered by the building designs. Bracing shown is for Waal support of mass members only toreduce buckling length. Provisions mum be made to anchor lateral bracing ads aand specified locations determined by the building designer. Additional bracing orthe overall smuctme may be rogo red. (See we-91 TC Live 16.0 pa f Lbr DF : 1.25 of TPI).For specific moss bracing requmemms. contact building desigoa.(Tma Plate Inmimtn. TPI is located a 583 P 1 t DF : 1.25 4005 MARONDA WAY D'Ono ictDrive.Madison,Wisconsin53719). TC Dead 7.0 psf O.C.: 2- 0- 0 Sasaford, FL. 32771 BC Live 10.0 ps f (407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOM/lS PONCE P.E. LICENSE ar0050068 BC Dead 10.0 pef Code: FLA 367 MdmEw FL Chukwts. FL 32766 1 TOTAL 43.0 psf v4.7.21-12361 Designs Matrix Analysis Profile Path: C:\TKK-WK\worK\JODB\LVVK9\LVV1NtfiVN K 9\JI.prx Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:J1A Qty:2 DESIGN INFORMATION TC: 2x 4 SP #2 This design is for an individual building compmm and BC: 2x 4 SP 02 has beco based an information provided by the diem. The WB : 2x 4 SP # 3 designer diselaimsmyresponsibility (of damages as. 2x 4 SP #2 0- 0,0- 0 result of rally or incorrect information, specirncations MULTIPLE LOADS -- This design is the .nor designs furnished to the toss designer by the client ad eetnmoraeeoncyofthisinyemnioonit composite result of multiple loads. may relate to.specific project and accepts m Shim or wedge if necessary to achieve full responsibility or maeises no cook] with regard to bearing. Iabrication.handling, shipment and imullatim of misses. FORCES (lb) - Max Compression/Max Tension This truss has been designed a an individual building component in accordance wild ANSMI 1.2002 and TOP CHORD 1-2.-206/98, NDS.02toheincoperratedaWofthebuilding design BOT CHORD 1-0.-555/356,0-3.-285/164, by a Building Designer (registered architect in Webs 3-2.-85/565,0-0.-195/18, pmfessmaal engineer} whm reviewed for approval by 1- 0. - 2 2 6 / 287 the building designer, the design loadings sbna9 mint be , clucked to be mR that the data mown are in agreement with the local building codes local climatic records for wind or mow load% pmtecl specifications or spacial applied loads. Unless shown. miss bas not been designed for storage or occupancy loads The designs ermines compression chords (top or boom) are continuously braced by sLathing amens otherwise specified. where bottom chords in teasmn are am folly braced Iaesally by a properly applied rigid ceiling they should be braced at a maximum spacing of 10'4' o.c. Conuector plates than be manufactured from 20 gage hen dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise sbdwa FABRICATION NOTES prim to fabrication. the fabricator mall review this drawing to verily that this drawing is in confomulacc with the rabricators plan: and to realize a continuing nspaaal for sold verification. Any distrapancies are to be pal in writing heroes meting or Gbrici tion. Plea shall nor be installed over Imotbols, knits or distorted grain. Members shall be inn for tight fining wood to wend bearing. Connector plates shall be looted on bah faces of the truss with nails fully imbedded and shall be s)m. about the joint unless otherwise show. A Sao plate is 6' wide x a- long. A bag plate is 6' wide x 8' long. Slots (holes) ran parallel to the plate length specified. Doable cots on web members mall meet in the eemmid of the webs unless otherwise shown. Comacror plate sizes are minimum sizes based on the forces mown and may need to be 4-3-2 incnastd for certain handling and/or erectin stresses This truss is rot to be fabricated with fire rvmdam treated Lumber nlm otherwise sl w1 I= additional information on Quality Control refer to ANSPFPI 1.2002 0-6-6 PRECAUTIONARY NOTES NI bracing and erection recommmdatinus are to be followed in accordance with "Handling. Installing and Bracing'. HIB-91. Trusses are to be handled with particular mesa diming banding aid bmdlin& delnvy and insulation to avoid damage. Temporary and permanent bracing ran holding misses in a straight and plumb position and ran ra s ing Lateral forces mall be 4usignee and installed by others. Careful handling is a ,miat and erection bracing is always required. Norval precautionary action for miOes ICgaCes each temporary bracing daring ia4alla ial between trolues to avoid toppling and dommaing. The supemaon of erenin oraasseashag be ander the comet of persons experienced In the Imtallaaln of tmeam. professional advice shall be snnght If needed. ComnCcrinio at of am9rildlan tads greater than the design loads shall No be applied to tnussa in any time. No bads other thin the weigm of the erectors than be applied to trusses until after ell faAming sad bracing is 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 ----MA%. REACTIONS PER BEARING LOCATION----- x-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 0-8-0 342# 8.00#'pf 8.00"jl" 7-0-0 6.00 3.00 6-8-8 t, 7-0-0 (R0-11-I1) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEST. A COPY OF THIS DR2UtING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Ma ro n d a Systems Bracing shown an this dewing is nor criminal bracing, wind bracing. portal bracing insimilar bluing which is a part or the building design ad which man be considered by the building design. Bracing shown is for Inml support of anus members only to reduce battling length. provisions man be made to anchor Inenl tinting a ends and specified locations detmmined by the building designer. Additional bracing ofthe overall smzhme may be required. (See IBB-91 of TPI).Fm specific miss bracing raluiremenes contact building designer.(Tma Plane Institute. TPI is located in 583 4005 MARONDA WAY Dronofnio Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE at10050068 367 Modallon FL pWtMot % FL 32760 ............=.Joint Locations ............... 1) 0- 0- 0 3) 6- 8- 8 2) 6- 8- 8 4) 0- 0- 0 WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. eacl L. 40.0 ft W. 6.7 ft Truss in INT 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 -206 0.72 A 1- 0 -555 0.37 0- 3 -285 0.41 Cr--------GLOBAL MAX DEFLECTIONS--------- C LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.10/117-0.19/390 3-0 0$iz. -0.01 -0.02 NA 41 Max DL Deflection L/156 . -0.09 Long term deflection factor . 1.50 3-10- 3 1 f I 2-6-4 2-2-6 1 1-6-2 1 288# 2.50" 4- 0- 6 Scale = 0.4278 Eng Job: WOt COVR4 Dwgt TIt J1A 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 Dsf v4.7.21-12362 Design: Matrix Analysis FrDi11e YaLn: t:: \166-wet\srpCx\eJVDtl \a.VYAY \a.VYarsba VP n Y\oan.paza Job: COVINGTON X 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:J2B Qty:7 , ' DESIGN INFORMATION This design is for an individual building component and has been band on information limideel by the diem. The designs disclaims nay responsibility far damages as a result of faulty in incalCl informaton, specifications and/or designs famished in the truss daigncir by the clicm and the emrecmas a accuracy of Ibis information a it may relae to a specific project and accepts on responsibility in exe cisa m control with regard m fabrication. handling shipment and insWlatim of trusses. This tross has been designed as :o iodividuil building componm in accordance with ANSVTPI 1.2002 and NDS-02 to be incorporated n pan of the building deign by a Building Designer (registered architect or professional cogim"). Wbco reviewed for approval by the building designa, the deign hhadings shown most be checked to be sure that the data sbown are in agreement with the local building code. local climatic records fro wind or stow bads. project specifications or special applied bads Unless shown ban bas not been designed for storage or occupancy bads. The deign amnna comp . chords (top in bman) are continuously brad by d—hivg unless otherwise specified. Where bottom chords in tension are out fully brad laterally by a properly applied rigid ceiling they shaald be brad at a maximum spacing of Id4' o.c. Connector plate shill be mi mfumi d ficin 20 gauge bee dipped galvaaizd steel median ASTM A 653. Grade 4(X tmless otherwise shoats. FABRICATION NOTES Ptior in fabrication. the fabricator sba) review this drawing to verify that this drawing is in c rilmou a with the fabrics ues plays and to realize a continuing responsibility fro inch verification. Any disereptemie are to be pat in writing before tatting or fabrication. Plate shall not be inwallel over mmholes, knits or divand grain. Members shall be nee fro tight Biting wood to amd being. Connector plates sball be looted on bah faces of the trim with nails rally imbedded and shall be eym. about the joint unless otherwise mown. A 5x4 plate is 5' wide a 4' long A 61g plate is 6' wide a Be loog. Sloe (bola) roes parallel m the pine length specified. Doable cats on web members mill tom inmr the eeoid of the webs ma le rstheraise mown. Connector plate dal are minimum sizes baud an the foece mown and may and to be increased for certain handling and/or erection ttreae. This um is not to be fabricated with fac retardam nested timber odes otherwise mown For dditioaal information an Quality Control ref" to ANSVIPI 1.2002 PRECAUTIONARY NOTES All bracing and erection recommendations ere to be followed in accord with'Handlivg tan4ling and Bracing'. HIB-91. Trusen are to be handled with particular ere during banding and bundling, delhtry and imullation to avoid damage. Tcaponry, and penman bracing for holding moan in a straight and plumb position and fro resisting Wesal faces mall be deigned and installed by others. C—lbi handling is essential and auction bracing is always required. Normal precautionary action for taus a require such temporary bracing during insullatim ber.tca trusses, to nroid toppling and domioning. The mpmisron of erection of mane shall be and. the conwl of I experienced in the ingallatioo of trusses. Rofasional advice mall be sought if tseeded. Concentration of mnnueloc s beds greater than the design to.& mall not be applied to muses al any time. No bads ague, am the weight of the cro as mill be applied to mosses until after all fastening and bracing is compl.d. TC: 2x 4 SP #2 BC: 2x 4 SP #2 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 ASCE 7-02, CEC, V. 125mph, H. 15.0 ft, i. 1.00, Exp.Cat. B, R:t. 1.0 Bld Type. encl L. 40.0 ft W. 5.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL. 0.0 pof Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-16/53, BOT 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 G1,: 4-11— 4 112# 1.50" PEI 260# 8.00" 1031$ 1.50" 5-0-0 4 3 4— 0— 0 le 5-0-0 „ (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 CONTRACTOR. BEACINO WARNING: Ma ro n der Systems Bracing shown on this draping is an cscnbo bracing. wind bracing, Donal bracing a similar bracing which is pan of the building design and sticu mast be considered by Elie building designs. Bracing moan is for lateral support of tmss members only to reduce building length. Provisions must be made to anchor lateral Naming at ends and spccifid location detesmmcd by the building designs. Additional bracing of the metal] mature may be required. (See HIB-91 of TPI).For specific cuss bracing repirements, contact building dsiper.(Tma Plate laaitute. TPI is located at 587 400S MARONDA WAY DVwfrio Drina Maoism Wisconsin 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 Medallion PL CMiwta. FL 32766 .............. .•.......Joint Locations ............... 1) 0- 2- 1 3) 5- 0- 0 2) 5- 0- 0 4) 0- 2- 1 In -Plant Quality Assurance with Cq. 1 ----MA%. REACTIONS PER BEARING LOCATION----- %-Loc BSet Vert Horiz 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. ..PORCE..CSI. 1- 2 53 0.58 A 1- 3 2 0.43 3-0-6 Over 3 Supports Scale = 0.4256 Eng Job: W0: COVX4 Dwg: TI: J2B Dsgnr:TLY Chk: 9/16/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Flit 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 Anaiyals rroxiie race: c:Naaa-avn �noast �ovun w.v,rn+xa.viv.asssavav .. +vs,ao•yes.. Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COVK4 TI:J2C Qty:l I DESIGN INFORMATION This design is for an individual wilding eompmm and has been hosed m information presided by the client. The designer disclaims any responsibility for damages as ■ temp of faulty or incorrect information. specifications and/or designs famished lo the suss designer by the client and the correemns or accuracy of this infimution as it may relate to a specific project and accepts no respotmbility a aacisa no control with regard to fabrication, handlm& dupmon and installation of trusses. This truss has been designed a an individual building component in accordance with ANSVfPI 1-2002 ad NOS-02 to be incorporated a pan of the building design by a Building Designer (registered architect Or professional agedeerN when reviewed fed approval by the building designer, the design loading shove most be checked m be sore that the data shove are in agreement with the local building coda local climatic records for wind or snow bads, project spaif cation or special Applied loads. Unless shown truss has rot been designed for storage or occupancy loads. The deign assnma compression chords (hop or boom) are cmtimousty braced by thnthing unless otherwise specified. Where botmrt chords in tevsioo arc am fully braced laterally by. property applied rigid ceiling they should be breed at a maximum spacing of Ica' o.c. Connector plain shall be mmofacmred from 20 gauge but dipped galvmizd steel meeting ASTM A 653, Grade 40. unless otbowin those. FABRICATION NOTES Air to fabrication, the fabricator shall review this drawing to verify that this dewing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veifeatim. Any discapau cin are to be put in writing before caning or fabrication. Plata dull rot be imralled over knotholes, knits or distorted grain. Members shall be an for tight fitting wood to wood bearing. Curtrcnor planes shall be bated m bah faro of the tram with nails fully imbedded and shall be qm about the joint unless otherwise dhow.. A sa4 plate is s wide a 4' long. A 6s1l plate is 6' wide a 9' long. Slats (bola) mat parallel to the plate length specified. Double cuts m web members shall mho at the cmwid of the webs unless otherwise show.. Ceamator plate sizes are minimum situ based on the fortes dhowa and may hoed to be increased fin certain handbag ad/oraction stems. This ants is ran to be fabricated with lure rairdlm treated lumber unless otherwise shoo.. For additional information on Quality Control refer to ANSVfPI 1.2002 PRECAUTIONARY NOTES AB bracing ad erection reeemmtndatinm Are, w be followed in wxordmcc with'Haodling Installing and Bracig', MB-91. Trusses arc to be balled with particular are during banding and Meddling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in ■ straight and plumb position and for resisting lateral fortes shall be designed and installed by others. Careful handling is -- .1 and eralim bracing is always required. Normal precautionary Action for bosses require such temporary bracing during insullatioo between trusses to avoid toppling and domino n The supervision of eratim of truOC shall be under the control of persuns expaicocd in the imWl&tiw of anew. Professional advice dab be magM if needed. Conuenhatim of om stnction leads greater than the design Inds shall nil be applied to muses at any lime. No loads other than the weight of the erectors dull bs Applied to cusses until after all fastening and bracing is completed. TC: 2x 4 SP 02 BC: 2x 4 SP #2 WB: 2x 4 SP #2 [J: 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, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B. Kzt. 1.0 Bld Type. encl L. 40.0 ft W. 4.7 ft Truss in INT zone, TCDL. 4.2 pef, BCDL. 6.0 pef Imtpact Resistant Covering and/or Glazing Req .WEB. ..PORCE..CSI. Cr .WEB. ..PORCE..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 If 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(a). I.Span-0.02/203-0.04/535 3-0 Horiz. 0.00 0.00 NA Max DL Deflection L/328 . -0.02 Long term deflection factor . 1.50 4-8-0 6.00 3-0-6 0-8-6 ..............Joint Locations............... 1) 0- 0- 0 3) 4- 8- 0 2) 4- 8- 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. ..PORCE..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 h (2) 16d Toe -Nails P 199# 4.00 102# 1.50" �4-8-0 V 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: M a eon des Systems Bracing amn m this drawing is not erection bracing, wed bracing. portal bracing or similar bracing uhich is a put of the wilding design and weicb most be considered by the building designer. Bracing drown is 1br lateal support of tress members only to reduce butUing length. Previsions man be made to a chor lateral bracing at ends and specified locations daermimd by the wilding designer. Additional bracing of the overall mocmne may be required (Sec HIB-91 of TPI).Fw specific mess bracing requirements contact wilding dmgner.(Trrss Plats Institute. TM is located At 533 4005 MARONDA WAY Donofrio wive, Madima Wisconsin 537191 Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 Medallm PL Cfuduotar FL 32766 Over 3 Supports Scale = 0.4023 Eng Job: WO: COVK4 Dwg: TI: J2C 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 usf v4.7.21-12364 Design: Matrix AnaiyBIB erorlle raen: e::\aaa-s,vat%nornNauaexa.vvAv%% wvaavvava n i%va,a k. Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:J3 Qty:4 I DESIGN INFORMATION This design if for m individual building eompaoem and has been based on information prmided by the dine. The designer disclaims my responsibility for d—, as a remh of faulty or ittmras infmmation. specifications ad/or design famished to the truss daipw by the client and the cortectnea or accuracy of this information as it may relate to a specific pruject and accepts no responsibility or —ises on comroi with regard to fabrication, handling sbipmem and insulinim of trusses. This truss has been designed as an imividnal building component in accordance with ANSVrPI 1.2002 and NDS-02 m be incorporated as pan of the building design by a Building Designer (registered architect or professional mg—). when reviewd for spit —al by the building designer. the design loadings sbnam mast be ,baked to be Poe that the data sho-o ecru in agreemem with the local building code. local climatic records for wind or sooty loads. project spaifuatiom - spatial applid load& Unless sbowm% truss bas not been designed for storage or occupancy loads. The design assumes compression chords (cop or bottom) are continuously braced by sheathing unless othemiu spmifned. Wbm bottom chords in tension are our Polly braced latmlly by a property applied rigid ceiling they should be braced to a maximum spacing of 10-0' oc. Connector plates shall be manufactured from 20 gang, rut dipped galvmixrd steel mating ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prier W fabrication. the fabricator, shall review this drawing to veeify that this rimming is in coaforma>xe with the falaicames Nam and to reaU a continuing responP'bitiry for each veriferatiaa Any discrtparcies ate to be pat in writing before cutting or fabrication. Plates dull nor be installed ova knotholes, knots or distorted grain. htemben shall be can for tight fining mend to wood boring. Conoator pram shall be looted on both faces of the truss with nails foly imbedded and stall be s)m. abed the joinsodes othawife shown A 5x4 plate is 5' wide x 4' bog. A 6x8 plate is 6' aide x 8' long. Sloe (holes) run parallel to the plate length specified. Dmble cuts on web members shall mat as the centroid of the wrbs odes otherwise shcwm. Connector plate sin arc mivimnm sizes based on the fortes sbowm and may need to be increased for certain handling and/or aecumn stresses. This truss is not to be fabricated with flee retardant heated lumber unless otherwise sbowo. For additional information on Quality Cmuut refer m ANSVrPI 1-2002 PRECAUTIONARY NOTES All bracing and aectim recommmdatiom are W be followd in accordance with'Handit Installing and Bracing'. HIB-91. Tenses are to be handled with particular care during bending and bundling, ddi%uy and installation to amid damage. Temporary and pemanmt bracing for holding trusses in a straight and plumb position and for resisting lateral fortes shall be designed and installed by other. CuePol handling is essanial and mcla, bearing is always raptird. Normal precautionary action for tosses rapim m cb temporary bracing during imWlatim bemoan trusses w avid toppling and domiooing. The supervision of erection of trusses shall be mda the com ul of pamm experienced in the imtalladon of trusses. Professional advice shall be mughs if ocdW. Conomoriw of comanxtion loads great= than the design Inds shag oca be applied w utmes at any time. No loads other than the weight of the =¢toss shall be applid to ones umil aura all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 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 trues. Shim or wedge if necessary to achieve full bearing. ..TC. ..FORCH..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 ----MAX. 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 ..............Joint Locations ............... 1) 0- 0- 0 3) 5- 0- 0 2) 5- 0- 0 4) 0- 0- 0 Wndl,od 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. 5.0 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.-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 253118.00" 108N 1.50" 1. 5-0-0 u 0-10- 8 5-0-0 (R0-11-1 ) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS .SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Mru Bnringshmmonthisdrawingisnaerectionbracing.mind°�g.ponal°racingo<°mlarbradngw� isapartoaronda Systt:e3msf the building design and www must be comid=ed by the buiding desigtra. Bracing show is for wad v pon pram members only to reduce buckling length. Rovisiom mass be made w anchor lateral bracing at ends and specified bcatiom determined by the building desigtna. Additional bracing of the overall mocttae maybe eeyuirdec FRB . (S•91 of wi).Fmr specific truss bracing regair®ema contact building dcdgoer.(Trus Pore Iossitum TPI is located at 583 400S MARONDA WAY Donofrio Drive. Madista Wisconsin 53719). Sanford, Ft- 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSO068 367 Medallm FL ChduoUI6 FL 32769 1-11- 6 Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.4957 Eng Job: WO: COVX4 Dbrg: TI: J3 Dsgnr:TLY Chkf 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 rroxiie race: ..vas,.. ,. r%---L=,. Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:J4 Qty:2 - I DESIGN INFORMATION This design is Ibr an individual building component and has been based on information pranidd by. the dim. The designer disclaims any responsibility fa damages as a result of faulty or incorrect information. vocifxations adta designs famished to the aa9 designer by the client and she cortaaters or acenracy of this itdormatioo a it may relate m a specify project and accepts an r .1 bifity a aercisu - control with regard rat fabrication. handlinng. shipment and installation crannies. This ann has been designed as an individual building component in accordance with ANS V171 1.2002 and NDS-02 m be mcwpward a Pan of the building design by a Building Designer (registered architect or professional engineer). when reviewed for approval by The building desegrrer. the design loading%sbow9 must be checked to be sore that the data mowa are in agremm with the local building codes local climalk records far wind a yaw bads. project specifications a special applied bads. Unless mown, ads has not been designed for storage w occupancy loads. The design compression chords (hop a human) are continuously baud by d—hing roles otherwise specified. where bouom chords in tension at rot Polly braced laden ly by ■ psuperly applied rigid ceiling, they should be braced at a maalmnm spacing of 10'L' O,t% Co®ecta plan wall be enamfactured from 20 gunge but dipped galvaoimd and meeting ASTM A 653. Grade 4% unless abawise sbowts. FABRICATION NOTES Rim to fabrication. the fi ricaor shall r m this drawing to verify that this dewing is in coafarnzxe with the fabricaafs plans and to realise a confirming respoassbility fa such verification.Any diacrepaecin arc to be put in writing before carting or fabrication. Plato menu nor be inaaued aver knothole:, mov or distorted patio. Mraben shall be era me tight frttiag --ad to wood bearing, connector planes mall be laolad an bah fan of the trots with .its " imbedded .ad mall be nm matt the joint anless otherwise mown A 50 plate is 5- wide a 4' long. A 6.8 plate is 6' wide a 8' long. Slog (holes) ran parallel to the plate length specified. Double can an web members mall mar at the cmroid of the webs —1 othowiu mown. Camectm plate tim an minimum suns based an the fortes mown sad may need to be increased fa ceruin haadling and/or erection anesn. This truss is cot to be fdricated with fire retardant treated lumber unless otherwise sho— For additional information an Quality Comet refer to ANSVM I-2002 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in words with'Haadling, lanaWn and Bracing% H111-91. Trusses are to be handled with pnnierilar are mating banding and handling. de i vary and imwlatim to avoid damage. Temporary and permanent bracing nor holing anon in a straight and pl®b position andfor siding laaral facer shall be desgod andiaaalld by o hers Carefid banmlag is essmial ad enetiw bracing is always required. Normal prmmiooary action for Duna requires such tmpaary bracing daring installation bdweca trttan to avoid toppling and domiming. The sapavisi= of erection of eastn mall be under the currant of pawns apaie cd in the installation of trussot. professional advice shall be sought if ndd. Catomtntam ofennaactian load: greater than the design loads shall not be applied to Utrues as any tins, No bads Omar tban the .tight of the erecters mall be applied to wan until after all faaeniag ad bracing is camplered TC. 2x 4 SP 42 SC: 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 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, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 3.0 ft W. 3.0 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 pef 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 1 2 6.00 CIL: 2-11- 4 67# 1.50" 175#Pq 62# 1.50" 3-0-0 4 3 1-0-0 3-0-0 (RO-11-I1 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 NARKING! Maronda Systems BracinngdsoanW�°��is cut �°ab�w;dh�ug.�,atbncingaomirbs,dngw,�isrpart of the building design and which man be considered by the building designer. Bracing shown is Ibr lam suppon of truss members only to reduce n ce buckling length. Provisions man to anchor be made cr ll bracing a ends and specified locations drteran by the building designs. Additional bracing of the overall structure may be required. (Sec: H10-91 of TPI).Far specify truss bracing reryiremems contact building dmgua.(Tna Plate bgim% TPI is bcaad as 593 4005 MARONDA WAY DOmejo Drier. Madima Wisconsin 53719) Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 307 MadnNota K Chukaota. FL 32760 .............. ..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 ----MAX. REACTIONS PER BEARING LOCATION----- X-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. ..FORCE..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: COVR4 Dwg: TIt 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 Design: Matrix Analysts rrorsie racy: .... %.area env Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:J5 Qty:4 . ' DESIGN INFORMATION This design is for an i dMdual building enmpooms and has ban based on information provided by the diem. The designer disclaims any responsibility 1M damages as a remit of fanity or incorrect informatim spe ificanlons and/our design famished to the truss designer by the client and the corramas or accuracy ofthis infotmanion a is may reins to a specific project and accepts on responsibility or mracixs no control with regard to fabrication.hamdlivg, shipment and inRallatiom of Loan. This truss has bee designed as an individual building component in acordaece with ANSVCPI 1.2002 and NDS-02 to be incorporated as part of the building design by a Building Designer (registered architect or prore ssonal engiaa). when revkwed for approval by the building designer. the design loadings shown must be chucked to be sure that the data mown are in agreement with the local building code local climatic records for wid or seow bads, project spaifxatiom or special applied loads. Unless mOwA near has not been designed fen storage or —paay bads. The design assumes compression charm (sup or bottom) are cecdimonsly braced by sheathing now otherwise specifnd. where bottom chords in lensioo me not fully braced laterally by ■ properly applied rigid ccilmg, they mould be braced at a maxima spacing of iv-w o.c. Coonator planes shall be mamfacmrd firma 10 page hot dipped galvanimd sued meeting ASTM A 653. Grade 44 unless otherwise show. FABRICATION NOTES Prior to fabrkation. the fd rkatmr mall review this drawing to verily that this drawing is in conlormarce with the fabricators plans and to realize a continuing responsibility for such verification. Any dnacpanei0 ere to be pas in writing before causing or fabrication. Plates mall not be; —bled ova lmotholm knots or dimmned grain, Members Hurl be em fot tight ruing wod to wad beating. Connector Wanes mall be Located ce bah faces of the treat with nib fully imbedded and shall be sym. about the joint odess dserwiw mown. A Sao plate is 5' wide x r long. A 61g plate is 6' wide a g' long. Slots (bole) run parallel to the plate length speci6d. Double cuts on wcb members shall meet at the cenwid of the webs unless otherwise shown. Co®ector plate drat are minimum dm based on the forces sbown and may need to be mereamd fm casein hanAivg andloreratim smessm This muss is od to be fibuicatd with sue retardant creased lumber unless olho wlsc shown. For addnonal information not Quality Current refer ten ANSLTFl 1-2002 PRECAUTIONARY NOTES All bracing and erection recommendations we to be followed in accordance with'Hadlimg, 1-aping ad Bracing'. 11113-91. Trusser ate to be handled with puniarlu tam during banding ad Msndling. delivery ad imullatiorr to avoid damage. Temporary and permanent bracing fen holding baIIes in a strdght and plumb posision sd fen reduirrg lanaal forces shall be daigrd and installed by others. Careful bandling is essmial and erection bracing is dwa)a required. Normal precautionary action for rouses requires such temporary bracing during installation bow= vacua to avoid toppling and domiming. The eapavisioo of erectionof trussa shill bet under the control of persons experienced in the installation of true Professional advice shall be sought If needed. Concentration of commmanor rum ogreater than the design lends shall at be applied to tenses an any time No loam other than the weight of the eraton shall be applied to trusses mail alter All (rimming ad bracing is completed. TC: 2x 4 SP tit BC: 2x 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._ Cr 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 ----MAR. 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 --------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 EXCEPT AS SHOWN PLATES ARE MiTek MT20 3-0-0 1 2 .._ m.........Joint Locations ............... 1)0- 0- 0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 Wndf.od per ABCs 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. 3.0 ft Truss in END 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.-6/34, BOT CHORD 1-0.-62/74,0-3.-11/16, webs 1-0.-65/68, 6.00 CfL: 2-11-4 Attach with (2) 64# 1.50" 16d Toe -Nails 3.00 0-8-0 tEE& 168# 8.00" 67# 1.50" 3-0-0 4 3 ,.0-10- 8 r. 3-0-0 t. (R0-11-12) WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Maronda Systems Bmingshown onthis drawing ba�� tebr>wind bracina bracing, bracing which isapan of the building design and which must be considered by the building designer. Bracing mown is far lateral support of tru members Only to reduce backlog length. Provisions most be made to anchm Lateral bracing an ends and specified locations tkeammed by the building design. Additional bracing of the overall seacturc may be required. (Sec FDB-91 of TPI).Fmr spociric truss bracing requirements. contact building desigoa.(Trma Flue tmtitme, TP1 is located to 593 400S MARONDA WAY DoarioDrivc�M dmn.wisconsin53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000050068 367 Mt- ' ", FL Chuh2ots , FL 32760 T 1-5-6 1 Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.4705 Eng Job: WO: COVX4 Dwg: TI: JS 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 TOTAL 43.0 z)sf v4.7.21-1236, Design: Matrix AnaiyalS Prorlie racn: n wkaapra Job: COVINGTON K 4 Customer:1011 UPLIFT D.L. WO:COVK4 TI:J6 Qty:2 - DESIGN INFORMATION This design is for an individual building component and has been based on infmnWion plaided by the diem. The designer disclaims any responsibility fen damages a a ecsoll of faulty or incorrect infotmatim specificann" aoNor design furnished to the truss designer by the client and the cmn,z nos or, accuracy orthis ialbrmaim a it my relate to a specirrc pMj=t and KCCPn on responsibility or c acises on coouol with regard to fabrication. handlingshipment and installation of wssa. This torn has been designed as an individual building component in accord with ANSVfP1 1.2002 and NDS-02 to be mempuratd a pan orthe building design by a Building Designer (registered atchima or prefessiooal engmea) when reviewed for appoval by the building d6pa. the design loadings shown most be checked to be we that the data shown arc in agreemem with the local building coda, local climatic records for void or sonw bads. pwyecl specif atiom as special applied bads. Unless drown. truss bas not been designed ror atnrage or oecupmcy loads The eaigr asnmus compression chords (top or bosom) are, continuously braced by sbeahing udess otherwise specific. Wbere bottom chords in tension are, rut fully braced laterally by a properly applied rigid ceiling shay should be braced 0 a maaimm spacing of I0'4n oc. Comectm plam shall be mamrucrrd from 20 gauge ben dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication, the fabricator mall revrew this drawing to verify that this drawing is in conformance with the fabricators plans ad tomliu a continuing responsibility, for such verification. Any discrepancies are to be pm m writing before costing or fabrication. Plats dull not be iaW led over kmtholes. kms or distorted gain. Members shall be em for tigM filling wad to wood bearing. Comesor platm mall be rooted on bah faces of the nuns with nails fully imbedded and dull be sym. about Nejoim unless othowise mown. A 5a4 plate is 5- wide a V long. A 60 plate is 6' wide a g' long. Slots (holes) rm parallel to the plate length specified. Double cuts on web members st" meet a the cenwld orthe welts untess otberwise sboan Cmoector plain vim are minimmo sizes based on the forces shown and may need to be increased fen cauin handling ad/m aecvioo tocsses This trna, is ram to be fabricated with fire retardant matted lumber adm oNawise mown. For additional infumnim - Quality Caatrul refer to ANSMI 1-2002 PRECAUTIONARY NOTES All bracing aad erection rteommeda icon art to be followed in accordance with'Hadling. Instilling ad Bracing% W13.91. Trusses are to be bandled with particular are muing boding and bundling detnery and msullatim to avoid damage. Temporary and permaoens bracing for bolding wan in a m aigm ad plumb position aed for resisting Wad forces mall be designed and installed by others. Careful handling is essential and erection bracing is always required. Normal precautionary action for cusses regnba web u mporany brKmg during installation between busses to avoid toppling ad domiroivg. The mpavisim of erection of mosses mall be under the control of persons taperimced in the installation of mosses Professional advice shall be sought it needed. Conernwim of commuctbn foam grata than the design toads shall m be applied to ttnssa at any time. No bads otbe than the weigbi of the acctors mall be applied to bung until after all ravening and bracing Is TC: 2x 4 SP 92 BC, 2x 4 SP 82 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 trues 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 ASCS 7-02, C4C, 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 pef Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-12/0, BOT 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"r l '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 Horiz 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. ..FORCE..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" 5X6 I 1-a6 1-3-2 0-6-6 Attach with (2) 16d Toe -Nails P 89# 8.00" 21# 1.50" 1-0-0 4 4 3 1-0-0 1-0-0 (110-11-11) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING III: La ro n des Systems Bracing shown rm Nis drawing ism erection bracing. wind bracing. postal bracing or similar bracing which is a pan of the building design aad which mass be considered by the building designs. Bracing dawn is Ric lateral support of wen members only to reduce buckling length. Provisions muss be meat to aucI lateral bracing a end, and specified btat;om detamind by the budding designer. Additional bracing orthe overall mactme maybe required. (Set MR•91 oml).Fo, specific trues bracing mgoiremenu. contact building desigm.Crms Mae mstimu. TH is local to 593 4005 MARONDA WAY I70on8fo Drive. Madinn. Wisconsin 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00005006E 367 Madn" FL Chuksota, FL 32740 Over 3 Supports Scale =0.6258 Eng Job: WO: COVK4 Dwg: TI: J6 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 Analysis Profile Paths C:\TEE-LUK\WOrx\JODs\CUVK4\CUVINUTUN K 4\db.prx Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:J7 Qty:4 ' DESIGN INFORMATION This deign if for an individual building compound and has been bated m information pm'idal by the client. The designer disclaims my responsihairy for damage as ■ rmh of faulty or incorrect mformatb4 spai6cniom adrur designs llmished to the truss design. by the client ad the cortxrnm or accuracy of this information as it may relate to a specific project and accepts on ,mpmst'biliry or eamciam ou cannot with regard to fabrication. handling. d ipmm and iostalla:bn of omsses. This truss bat been designed n an individual building compound in accord with ANSLrM I.2002 and NDS-02 to be incerpmnd a pan or the building desigw by a Building Designer (registered architect or profession, enginm). When reviewed fm tpproval by the building designer. the design loadings show nmt be chaked to be tale that the data show ate 10 ag,e®m with the local building codes, local climatic rands for wind Or recta loadI6. proyta specifications m -P cial applied bads. 12dm shown. nun has rut beat designed for storage or occupancy bads. The design atmmes compression chords (top m bodca) are continuously braced by sheathing unless otherwise specified. Where botmm chords in tenon are am folly braced laterally by a property applied rigid sidin& they should be braced as a .+.imam spacing of 1O-0' o.c. Comcctm plarsshah be m mufacmred (ion 20 gauge hem dipped galvanized steel meeting ASTM A 633. Grads 40. unless otherwise shown. FABRICATION NOTES prim to fabrication. the Mri<nm mall review this drawing to verify that this drawing is in conformance with the fabrie,mes plans and torealizes conti®ing responn'biliry fin such verification. Any discrepancies are to be put in writing before tuning Or fabrication. Plates mall not be imtalld ova kmtholm lmu a diuorted grain. Members mall be m for tight fining aced m wood baring. Co hector platmall be located aned ou both faces d the ume;with mils folly imbedded and mall be astab about the joint uulm otherwise mown A 5.4 plate is i' aide a V long. A 6.9 plate is 6' wide a 8' bog. Sou (hole) run parallel to the plate length specified. Double cats ou web members shall min In the cmmid of the webs unless; otherwise show. Comatm plate Sim are minimum sizes based on the forces mown and may need to be inmeasad fin eauin bmdliog ad m acctiou same This ass is cam to be fabricated with fire darlard trail lumber ctdm otherwise mown For additional infmmatmo on Quality Coolm! mfa to ANSVrP1 1.2002 PRECAUTIONARY NOTES AB bracing and eroctim rtcommadatiom are to be (allowed in accmdence with 'Handling Installing and Bracing% WD-91. Trusses are to be handled with particular ore during banding and bundling, delivery and installation to avoid damage. Temporary and pamanm bracing fin holding asses in a saaight and plants position and for mining lateral roree mall be designed ad installed by others. Careful handling is mmtial and aeaioo NKr g is always ragmrd. Normal prmmimary actin for missal requires; such temporary bracing dmiug InflalLiion betweat Trsses to avoid toppling and dominolog. Tate supervision ofeectim ortrustes shall be coda the control of penom experienced in the imullaion of cusses. Professiueal advice shall be mugia if needed Cooanunim of emtmtram bits greater than the design bads shall not be applied to trusses n any time. No loads other them the weighs of the erectors mall be applid to trene until a0a all faCating 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 ----- --Luc 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, BOT CHORD 4-3--30/8, ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -12 0.04 A 4- 3 -30 0.05 T 0-6I-6 �C 1- 0-0 1 2 6.00 3.00 0-8-0 N 87# 8.00" 39# 2.50" I-0-0 1, 0-10- 8 1, 1-0-0 L (R" .............. vs•..Joint Locations ............... 1) 0- 0-0 3) 1- 0- 0 2) 1- 0- 0 4) 0- 0- 0 Wnd Lod per ASCR 7-02, CCC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B. Xzt. 1.0 Bld Type. encl L. 40.0 ft N. 1.0 ft Truss in END zone, TCDL. 4.2 psf, 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 0-19 o tech with (2) I Pof 16d Toe -Nails EXCEPT AS SHOWN PLATES ARE MiTek MT20 F WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems �ngthounm�d�ingn°��on°�uid�g.pondbr>ongmA-61 i gw�isapan of the building design and which most be cmaderd by the building de:igm:. Bracing show is fin lateral m, ortruss rumbas only to reduce buckling length. Provisions must be made m mchm la:aal bracing at mitt ad spaiSd locations determined by the building designer. Additional bracing of the -all structure may be requird. (See HIB-91 of TFl).Fm specific non bracing requis cum contact building dmig,er.(Truss Plate Imsimte. TPI is located at 583 4005 MARONDA W" DvmBioDrive. Madimo,Wisconsin 53719> Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAIS POND P.E. LICENSE OWS0068 207 Madmen FL CtWraotas FL 32764 Scale - 0.8097 Eng Job: WO: COVR4 Dwg: TI: J7 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 oaf v4.7.21-12365 Design: Matrix Analysis rrozists raeu: �.%.... avr.a....r..... e. a%-,.v- Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:V1 Qty:l DESIGN INFORMATION TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. ..............Joint Locations............... This design isC. oii.•i oaeoalbuilding compoccol and BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 2- 0- 0 hubeen based oninfomu:impmidcdby the client. The WB: 2x 4 SP #3 continuously braced unless noted otherwise. 2) 2- 0- 0 4) 0- 0- 0 designer disclaims myresponsibility lot d,msgaaa .••.. CUTTING ONLY ••••• WndLod per ASCS 7-02, C4C, V. 125mph, In -Plant Quality Assurance with Cq. 1 - resaltof faulty aincoffminformation. specifications MULTIPLE LOADS -- This design is the H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- and/or designs furnished to the troy designer by the chew it composite result of multiple loads. Bld Type. encl L. 14.7 ft W. 2.0 ft Truss X-Loc BSet Vert Horiz Uplift Y Type and the corrc:nm or accuracy of this information u may relate to a specific pojca 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 resyonstbiliry ore erciscsnoconnol with regard FORCES (lb) - Max Compression/Max Tension 1-11- 4 1 0 0 0 B Pia fabrication, handling. shipment and imullalim oftmat$. TOP CHORD PROVIDE UPLIFT CONNECTION PER SCHEDULE This tract has beat designed u an individual building compoomt in accordance with ANSVTPI 1-2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for .pproval by . the building desiV—. the design loadings shown must be cbmked m be sure tbat the data shown are in agreement with the local building codes, local climatic records for wind m mow bads, project ryeelficatiom or special applied loads. Unless shown cross has not been destposl for storage or occupancy loads. The design ssmma compression chords (top or bosom) are continuously braced by sheathing unless otherwise specified. Wbore broom chords in tension are am fully braced laterally by a 2-0-0 properly applied rigid calutg they should be braced at a maximum spring of 101-0' o.c. Corrector plates shall be 1 2 maonfacmrod from 20 gouge but dipped galvanized sled meeting ASTM A 653. Grad. 40. colas othawisc:Low.. 6.00 FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verily that this drawing is in conbrmance with the fibric]mIa Plans and to realin a Continuing mponsibiliry fro such mificatmn. Any discrepancies are 2X4 to be put in writing before aming or fabrication. Rates shall not be installed ova knothole, toms or distorted pain, Members shall be em fro tight fitting wood to wood bearing. Cormccor plates shall be looted m both faro of the truss with nails fully imbedded and ahall be s)m. abom 3x4 the joint unless otherwise shown. A 5x4 plate is 5' wide I _ O_ 1-0- 0 1- 0- 0 V long. A 6x8 plate is 6' wide . 8' long. Slims (bola) ran parallel to the pine lengtb specified. Double cats m web members shall meet to the cattroid of the webs t dess olhawise show. Commctm plate Sim are minimum sim based on the forces sbown and may need to be increased fm certain handlivg mdtor..stun suesw. 2X4 This ones is not to be fabricated witb fire racdam t:rated lumber unless otherwise shown. For additional information oat Quality Control Mica to ANSVfPI 1-2002 PRECAUTIONARY NOTES NI bracing and erection rcammatdatiom tie to be followed in uccmdaoce with'Handliug, Installing and Bracing. I0B.91. Trusses are to be handled with particular tare during banding and bundling, delncry and installation to amid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for raining lateral fortes shall be designed and installed by others. Careful handling is essential and notion htariog a always required. Normal precautionary action for trusses requirta mob temporary bracing during imullation between basso to mid toppling and dominoing. The mpmivon of ereetim of erases "be unda the commi of pins experienced in sloe installation of u sses. professional advice shall be sought if needed. Concentration of emrstmdiem lords greater than the design bads shall not be applied to trusses to am time. No bads tuba than the weight of the a ctal mrs awl b. applied to suss..mil after all (mating and bracing a completed. PIRFAR �/'♦_♦_♦_♦_11 �' I• 1 re I 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 BB GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M aeon des Sys to cos Bracing shown on this drawing is om acaion bracing, wind bracing -pound bracing or similar bracing which is pan of the building de ip and whicb mast be crosidaed by the building daigner. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to mcbm lateral bracing to ads ind specified locations determined by the boilding designer. Additional bracing of the overall muctme may be rapimd (Sec H18-91 of TPr).Fm specific truss bracing rquiremmts. contact building desigm.(Tross Plate Institute, TPI is located to S83 4005 MARONDA WAY Donofrio Drive, Madison, Wisconsin 53719} Sanford, FL- 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 307 MedWOM /L ChAwh4 FL 32760 Bag Job: Dwg: Dagar:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 Psf BC Dead 2.0 psf Scale eu 0.9132 WO: COVR4 TI: VI 9/16/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA vA 7 O1 _1 947f1 Design: matrix Anaiyais raves. rat",: IS x.00-. ... s-- . ,,... .. '- 'r-- Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:V2 Qty:1 , DESIGN INFORMATION TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. ............ •+Joint Locations ............... This design is far an individual building componena and BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 4- 0- 0 hu beca based on inforeastion presided by the tiered. The WB: 2x 4 SP #3 continuously braced unless noted otherwise. 2) 4- 0- 0 4) 0- 0- 0 designer disclaims my responsibility for damago 0 a ....a CUTTING ONLY ••••• WndLod per ASCE 7-02, C4C, V. 125mph, In -Plant Quality Assurance with Cq. 1 - ,moll offully orincorrect information.spaifxatiarn MULTIPLE LOADS -- This design is the H. 15.0 ft, I. 1.00, Exp.Cat. B. Rzt. 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- adlor designs li unshed in the am designer by the client composite result of multiple loads. Bld Type. and L. 14.7 ft W. 4.0 ft Truss Z-Los BSet Vert Horiz Uplift Y Type ad the mrrccmessorucmacyofthisinfatuation 0it nasyrdateldaspmificproject aid accepts m Right End vertical designed for wind. in END zone, TCDL. 4.2 pef, BCDL. 1.2 pef 0- 0-12 1 0 0 0 B Pin rap-sibilityaat«crwnocontrol with regardto FORCES (lb) - Max Compression/Max Tension 3-11- 4 1 0 0 0 B Pin Gbri aim,hendung du;m=aid mstallatimofuusses. TOP CHORD PROVIDE UPLIFT CONNECTION PER SCHEDULE This truss has been designed a an individual building component in aceordmce with ANSVfPi 1-2002 and NDS-02 in be inrarparaed ss pan of the building design by a Building Designer (m&cred architect or Professional engineer). When reviewed for approval by the building daignQ. the design loadings shown must be chakd m be sure thin the data sbown m in agreemm with the local building codes, local climatic records for windm staw loads, project specif s, orspecial applied loch lhdea drown, train has not beat designed for storage a occapmcy bads. The design assumes compression chards (mp m botmm) are continuously 4- �- braced by shathing orders otherwise specified. Wbere broom chords in tension ere not Ibly braced laterally by a 1 2 Properly applied rigid ceiling they should be bracd in ■ masimum spacing of 10-T o.c. Comatm plan shall be mmaifactnred fi am 20 page but nipped galv+aired wed 6.00 meeting ASTM A 633. Grade M unless otherwise shown. FABRICATION NOTES Rim to fabrication. the fibricam shall renew this 2Z4 dewing to verify thin this drawing is in cenbrmaece with the fabrica nes plans and m raliae a cmtiming "Vorability for sorb verification. Any disvepmcin are to be put in writing before tuning or Gbricatioo. Plan ,ball not be ivsulled ova kmthol4 toots a disiortd grain. Mardom shall be sat for tight fining wood to wood boring Canaceror puts shall be located on bah faces of the troa with mils fully imbedded and shall be s)m. about the joint mless otherwise drown. A 5x4 plate is F wide a 2-0-0 V brig. A 6x8 plats u 6' wide : B' long. Slots (boles) 2-0-0 rat Parallel to the plate length specified. Double cuts on web members shall men a the earned of the webs eulas otbawise down. Comectm plate sins are mietimam dins based on the fences drown ad may need to be 3x4 inc.n.d for certain hadling rd/or aectioo suave. This truss is ram in be fabricated with fie rcunim tread lumber unless otherwise sbown. For additional informaion an Quality Comol refer to ANSVFPI 1.2002 2Z4 PRECAUTIONARY NOTES All bracing and erection recommendations art In be followed in aceor I e wiN'Handling Ioaalling ad Bracirtg'. HIB-91. Trusses are in be handled with particular are during Wiling and bundling delivery and installation to avoid damage_ Temporary ad permment bracing for bolding cusses in a straigbt and Plumb position ad for raisdiag 'am l farcessbdl be dmgned aid installed by othas. Carefbl handling is essential ad EXXXXX cream bracing is alwa)i required. Normal precautmary H action for trona requires such temporary bracing daring I I imullaioo between busses in mid toppling and dominuing. The supervision of erection of busses dull be ON 1.50" Stud @ 4- 0- 0 0# 1.501, aader the control of persons experienced in the . imulutim of trusses. Professional advice dill be son& if aad i Comenation of cmwrinim bads grata that t. 4-0-0 the design bads &hall is be applied to union at any brine. No loads odes that the weight of the eraton dell be 4 3 applied ld wan mail after all fasuaing ad bracing is EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SH88T. A COPY OF THIS DRAWING TO B8 GIVEN TO 8R8CTZN0 CONTRACTOR. BRACING WARNING: M a ron da Systems tracing down m this drawing is rot eleerim bracing aid brae rag penal Bm ig m dmiW bracing which is ■ pan of the building daigo ad aLich mow be cmsiderd by the bcildivg desigtser. Bncirng down is fen Weil support of win membm only toreduce buckling lmgtb. Provisions must be made in mchor law bracing a d ends aspecified bcatiom determined by the building designs. Additional bracing of the ovens mucrare may be opired. (See HIO.91 of TPF).rw specific bon bracing requ'vemema contact building designa.(Tran Plate ladimre. TPI is located as 583 4005 MARONDA WAY DOoofriu Drive. Madison. Wisconsin 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE *WS0068 26711 1 W,n FL CtttAsots, FL 32764 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 = 0.7298 WO: COVR4 TI: V2 9/16/2005 Lbr DF: 1.25 Pit DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analyeas rrorlie racn: Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:V3 Qty:l I DESIGN INFORMATION ibis design is for an individual building component and has been based on information prmidol by the client. The designer disclaims any responsibility for damages as a snit of fulty or incorrect information. specifications and/or designs fomisbod to the truss designer by the client and the correctness or accuracy of this information as it may relate to a specifc project and accepts no responsibility or exercises no control with regard to fabrication. handling shipment and imullation of basses. This truss has been designed a an individual building component in accordance with ANSVfPI 1-2002 and NDS-02 to be incapmated as pan of the building design by a Building Designer (registered architect or pmfessicc, ernpneer). Witco reviewed for approval by the building designer. the design loadings sbown must be checked to be tare that the data shows arc in agreement with the local building codeslocal climatic records for wind or mow bads project specir-atious or special applied bads Udm show wen his not been designed for storage or occupancy bads. The design assume compression chords (cop or bonom) are conlimously braced by s whinunless otherwise specified. Where boom chords in tension arc out folly braced I-- y by . popery applied rigid ccilmg they should be braced at a maximum spacing of I0•-0' O.C. Comecon plan " be manufactured from 20 gauge boa dipped galvanized steel medinn ASTM A 653. Grade 40. union otherwise sho— FABRICATION NOTES Prior to rabruemm4 the fabricator shall review this drawing to veri y that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility ran such verification. Any discrepancies are to be pat in wanting before muting or rabricaiva Piaes shall our be inualled over kmtholes. mots or dinned grain. Members sball be cut for tight fitting wood to wood beating, Connector plates shall be looacd on both faces of the term with mils Bd15• imbedded and shall be sym. about the joint udm otherwise sbo— A 50 plate is 5' wide a 4' long. A 6x8 pore is 6' wide x g' long. Slots (bald) rum parallel to the plats length specified. Double cats on web m®ban dull rued a oe cenaoid of tba webs ado otherwise shown. Com omr plate sins use minimum saes based on the fames drown and may aced to be inereaed for certain handling and/or erection stresses. This wan is out to be fabricated with fire retardant treated lumber ado otherwise shown. For additional information on Quality Control refer W ANSVf W 1.2002 PRECAUTIONARY NOTES All bracing and erectiom, secommc ulatiom are to be followed in accordance wid, *H.Ming. Installing and Bracing'. HIB-91. Trusses are to be bandied wilb particular care during banding and bridling &4ntry and in"laion to avoid damage. Temporary and permanent bracing ran balding trusser in a straight and plumb position and for rmuiag lateral forces dull be designed and installed by others. Careful handbag is essential and creation bracing is always mquired. Normal pcumiooay action for manta requires mcb temporary bracmg Ruing installation bowmen msnet to .-id toppling and domir ping. The mpmIsim of erection of tonnes stall be ender the control of persmr experienced in the imullaion of masses. Professional advice dull be songla if needoi C000mtndon of condructwo loads getter than the design loads dell not be.ppli d to trtuses a any time. No loads other tban the weight of the erectors dull be applied to wastes until after all fastening and bracing a completed. TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. owavar,wew=ww Joint Locationse,eewwweeww-wwww BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 3- 9- 0 5) 0- 0- 0 aaaaw CUTTING ONLY ••a•* continuously braced unless noted otherwise. 2) 1-10- 8 4) 3- 9- 0 MULTIPLE LOADS -- This design is the In -Plant Quality Assurance with Cqw 1 ----MAX. REACTIONS PER BEARING LOCATION----- compositeresult of multiple loads. FORCES (lb) - Max Compression/Max Tension x-Loc BSet Vert Horiz Uplift Y Type WndLod per ASCE 7-02, C4C, V- 125mph, TOP CHORD 0- 0-12 1 0 0 0 B Pin H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 3- 8- 4 1 0 0 0 B Pin Bld Types, encl L. 66.0 ft w- 3.8 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE in END zone, TCDL. 4.2 psf, SCDL. 1.2 psf 1-10- 8 6.00 -6.00 1-10- 8 4x6 43x4 3x4 0-11- 4 0-11- 4 FAR A 100 N N a am FANk"A1114 VIA Manal FAR I I tM1 1- I 3-9-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 IN WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Md ro n era Systems Bracing shown on this drawing is not ceation bracing, wind bracing. portal beating Ordrmbr bracing wtich is a pen of the building design and wtich mod be considered by tba building designer. Sawing shown is for lateral support of meta recon only to reduce buckling length. Provisions mud be made to anchor lateral bracing a ends and specified locations determined by the building designer, Additional bracing of the overall strvaare may be required. (See HIB•91 of TPp.For specific mesa bracing regoireIDenta, contact banding deagoer. ffruss Plate Institute. TPI is located a 533 4005MARONDA WAY DOoofiioM...M.&.Wisconsin 53719) Sanford, FL- 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 Medaflion FL Chukwtr4 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 WO: COVX4 TI: V3 9/16/2005 Lbr DFt 1.25 Pit DFt 1.25 O.C.t 2- 0- 0 TPI-02/FBC-04 Codet FLA Design: Matrix Analysis Frorlle racni a w\va-yarn Job: COVINGTON K 4 Customer:10# UPLIFT D.L. WO:COV&4 TI:V4 Qty:l DESIGN INFORMATION This design is far an imi ideal building component and has been based on information prmided by the diem. The designer disclaims any responsibility for damages as a insult of faulry or ;incorrect information. specifications andlm designs furnished to the truce designer by the client and the correctness or acearacy of this infmmatmn as it may relate to a specific project and accepts an responsibility or eacreises no control with regard to fabrication, handling shipment and installation of trusses. Tbis truss bas been designed a an individual building component in accordance with ANSVTPI 1.2002 and NDS-02 to be ixorporucd as pan of the building design by a Building Designer (registered architect or professional engineer). Wben rmcwod fro approval by the building designs. the design loadings shown mug be cbaked to be sore that the data sbuwn are in agreement with the local building coda, Inert! climatic records for aid or suo.e toad& project specifications W special applied bads. Unless shows area bas am been designed for storage or occupancy bads. The design assmmes compression cbords (top or bottom) are eantimna:ly braced by sheathing unlessmhcr; specified. Where bottom chords in tension are not Polly braced laterally by a properly applied rigid ceiting they sbould be braced a ■ muimum spaciu8 of I(Y-0' ne. Connector plaza shall be manufactured from 20 gage but dipped galvanized gal mating ASTM A 655. Grade all. unless oath—ise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall —rim this drawing to verily tba this drawing is in conformance with the fabricator's plans ad to ralin a continuing responsibility for such verification. Any discrepancies are to be put in %Tiring berme cutting or fabrication. Plan shall not be installed ova knotholes. know W distoad grain. Members shall be em for tight fining wood to wood bearing. Coartecwr plates shall be bated on both faces of am truss %ith nails full' imbedded and shall be sym. about the jointunlca otherwise sh- A 5a4 plate ts 5' wide a 4' long A 6s8 plate is 6' wide a 8' tong. Slurs (boles) ron paralld to the plate length specified. Double cats on %vb members sball tom a the cummid of the webs onlm otherwise shown. Coonector plate sins an: minionan size based on the forces sbo— and may need to be increased for ceru;n handling adror aatioo:rasa. This wss our to oto be fabricated with fare raadat seated lumber Wes otherwise sbown. For additional information on Quality Conant refer W ANSVFM 1-2002 PRECAUTIONARY NOTES All bracing ed etation recommendations are to be followed in accordance with'Handling. bmalting and Bracing'. FUB-91. Trusses are to be handled with particular are during baling and bundling delhery and installation to avid damage. Temporary and permanent bracing fW booing manes iu a smaight and plumb position ad fa resiging lateral fosca shall be designed ad installed by others. Cacfal handling is essential and elation bracing is alwa)a rsyui ed. Normal p—mo mry action for sasses requires such temporary bracing during in"lation ben.— mina to avoid toppling and dominoing The mpc, is oa of erection ormeaes shah be .der the coastal of persons .p i—.d in the installation of manes. Professional advice shill be sought if needed. Concentnuon dangnctom loads grata than the design loads shall not be applied to tmua a my time. No bads other than the weight of the erectors "I be applied to masses mail after all fastening and bracing is completed. TC: 2x 4 SP #2 BC, 2ac 4 SP #2 WE: 2x 4 SP #3 ..... CUTTING ONLY •a%%% 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, Kzt. 1.0 Bld Type. encl L. 66.0 ft W. 7.8 ft Truss in END zone, TCDL. 4.2 pef, BCDL. 1.2 pef 0# 1.501, 6 3-10- 8 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 6.00 3-10- 8 2 -6.00 4x6 2x4 Stud ® 4- 0- 0 5 WARNING: READ ALL NOTES ON THIS SHEST. A COPY OF THIS DRAWING TO BE GIVEN TO CTING CONTRACTOR. BRACING WARNING: Maronda Systems Bradngshcununthis drawingisrolermbnbradng %idbradng ponal bracing W rin,�bradngw�e isaparrOf theERabuilding design and atich mug be considered by the building designer. Bracing shownIatmum is for l support of u members Only to reduce buckling length. Provisions man be made to anchor lateral bracing a ends ad specified locations daammed by the building designer. Additional bracing of the overall aractme may be required. (See MR-91 of TP1).For specific tan bracing requiremem& contact building designer.(Trass Mae Institute. TPI is bend .1583 4005 MARONDA WAY no-frio Drive. Madison.Wisconsin 53719) Sanford, Fl. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE *WS0066 367 Ma l 111, /L Chuhaota, FL 32766 6..Joint Locations ............... 1)•OOve0Oe0 3) 7- 9- 0 5) 3-10- 8 2) 3-10- 8 4) 7- 9- 0 6)_ 0- 0- 0 --- - MAX. REACTIONS PER BEARING LOCATION----- %-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 0 0 0 B Pin 7- 8- 4 1 0 0 0 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE 4 Eng Job: Dwg : Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf 0# 1.501, Scale ea 0.7434 WO: COVR4 TI: V4 9/16/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Designs Matrix Anaiysis Proriie raen: e:%aalas--n. ..--v— Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVX4 TI:V5 Qty:l e DESIGN INFORMATION TC. 2x 4 SP #2 Analysis based on Simplified Analog Model. ..............Joint Locations............... This design is for an individual building componm and BC: 2se 4 SP #2 All COMPRESSION Chords are assumed to be 1) 1-11- 0 3) 9-10- 0 5) 5-10- 8 bns been basoineinrmmmioop—itrebythed— The War 2x 4 SP #3 continuously braced unless noted otherwise. 2) 5-10- 8 4) 9-10- 0 6) 1-11- 0 desk:erdisclaimsmyavpom''bihryrmdamagnua GEL: 2x 4 SP #3 WndLod per ASCB 7-02, C4C, V. 125mph, In -Plant Quality Assurance with Cq. 1 —it or sanity or incorrect information. specifications ..... CUTTING ONLY .... H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- and/or designs famished to the anon designer by the client and the corrcmea or accuracy or this ioformatioo m it MULTIPLE LOADS -- This design is the Bld Type. enel L. 66.0 ft W. 7.9 ft Truss x-Los BSet Vert Horiz Uplift Y Type mayrelneto. specific project aadaccepts m composite result of multiple loads. in END zone, TCDL. 4.2 psf, BCDL. 1.2 pef 0- 0-12 1 0 0 0 B Pin sesponst?tityosaaeisaooeam'°I`"m'eg.am L. and R. End verticals designed for wind FORCES (lb) - Max Compression/Max Tension 7-10- 4 1 0 0 0 B Pin atnicmoa haadtivg, mipmm and installation of trusses. TOP CHORD PROVIDE UPLIFT CONNECTION PER SCHEDULE This truss has been designed as an individual building compoam in accordance with ANSVfPI 1-2002 and NDS.02 to be incospe rYed as part nrlhe building design by a Building Designer (registered architect or prefettional ecg sess). Who reviewed fat approval by the building designs. the design loadin shows most be checked to be sure that the data shows are in agemm with the local building codes. heal clime& records for wind or snow leads. project specifications or special applied bads. Unless sbowR am has not been designed for stooge or occupancy bads. The design aaamn compression chords (sup or boom) are continuously 3-11- 8 3-11- 8 braced by sheathing unless; otherwise specified. Where broom chords in taasion are out fully braced laterally by a properly applied rigid ceiling. they should be braced a a 1 2 3 maxima spacing or Hr4r o.e. Caonuctor pram mall be mannfactared eons 20 gunge bon dipped galvanized sued 6.00 -6.00 meeting ASTM A 653, Grade 40. anlea otherwise shown FABRICATION NOTES 46 Prior to fabrication. the fabricator mall review this drawing to verily that this drawing is in conformance with the rabricamrs plain and lo realise a commuing ropow-hasty ran such verification. Any discrelrmcies are to be pat in writing berore cutting or fabricatba. Platen mall net be installed ova knaeolet, knots or distorted grain. Members mall be em for tight fntling wood to wood hearing Connector plates shall be looted on both faces of the tom with mils fully imbedded and shall be a)m abet the joint unless otherwise mown A 5x4 plate is $' wide 1 4' tong. A 6a6 plate is 6' wide a L' long Slats (balm) ran paraild to the plate length specified. Double cuts on 2-11- 4 web members mall meet a the cmraid orthe webs unless 2-11-4 otherwise mown. Connector Pine Sim are mivimum 2x4 slam based on the forces mown and may need to be 2x4 iacreased lbr c Wm handling and/orerectrne s1 e 1 L This wit is one to be fab&xsed with foe raardam treated -Ili lumber a den otherwise shown. For additional informnionon Quality Camel refer lo ANSI/TPI I.2002 a11- s PRECAUTIONARY NOTES LTJ AB bracing and auction rucommendaliom are to be 2x4 2x4 lbilawed in accordance with "Handling Installing and 2x4 Bracing . HIB-91. Trues are to be handled with panipilu care timing banding and bundling delivery and i oullnion to mid damage. Temporary and porno bracing for holding wan is a straight and plomb position and for rmsting Ineral facesdull be designed and in"od by others. Careful handling is mmeial and meaion bracing u always secoraed. Normal Idemtdi ortY action for Unaes requires such temporary bracing doing msillWiea between truces to avoid toppling and damineirs& The mpervt9on of erection of traacs shall be adder the control of pen experienced in the installation ofusaes. Professional advise shall be sought 0# 1.50" Stud p 4- 0- 0 0# 1.50" d needed. Concentration of mut,adioo load, prom than the design loads mall out be applied to tmssm at any time. 7-1I 0 No leads Was, shot, lethe weight of the erm shall be t, t 7 applied to tresses until after all listening and bracing is completed. 6 5 4 0-11- 0, 7-11- 0 L 0-11- 0 (R1- 0- 5) Is (R1- 0- 5) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale=0.5936 Maronda Systems 400S MARONDA WAY Sanford, FL. 32771 (407) 321-0064 Fax (407) 32.1-3913 TOMAS PONCE P.E. LICENSE MM50068 36711-,n FL Chtskiotat, FL l21Qi WARNING: BEAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Smug shown on this drawing is not auction bracing wind horsing. postal bracing or similar bracing which is a Pita of the building design and which man be considered by the building designer. Bracing show is a. lateral support oftma; cum bera only to seduce bucklingm length. Provisions mint be made to anchor lateral bracing at ands and specified locations determined by the building designer. Additional bracing of the overall structure may be required (Ss. MB-91 orTPI).For specific toll bracing requirements. contact baildmg dmigaa.(Tma Mato Imsimte. TPI is beard at 593 D'Omeio Rive. Madisom Wisconsin 53719). Eng Job: WO: COVR4 Dwg: TI: V5 DsgnrzTLY 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 2.0 psf Code: FLA Tf1TaT. 1av n -erF vA 1 71_T 917L Designs Matrix Analysis Fronde vatnt t::Nwas-LIJA\worx\vl000\C13vA9\tvvivvKvN A 9\vwnA.prx Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:V6 Qty:l • ' DESIGN INFORMATION Tbis design is for an individual building component and has been based ou information prided by Uc dint The dmgou disclaims any respon''WIity for damages " a r®h of faulty or ineortat infmmatioq specifications andior design funisbed to the truce designer by the client and six correemrn or accuracy of this inforuiem a it may relate to a specific project and accepts n responsibility a exercises on coawl with regard to Ghriestim, handlin& sbipmm and inswinim of uman. This truss has been designed as an individual building componew in accordance with ANSVTPI 1.2002 and NDS-02 to be incorporated a pan of the building design by a Building Designer (registered achilect w professional agiu en). Wben reviewed for approval by Ibe building designer. the design loadings shown mass be checked to be sure that the data sbowa are in agemem with the local building codes. local climatic rands for .ind or — bad; project W-ificaliON or spec W applied bads. Unless shows truss has out been designed for storage or occupancy bads. The design assama nmpressioo chords (top or bomm) are continuously braced by sheathing unless otherwise specified. Whore bovom chords in tensiou are rut fully braced laterally by ■ property applied rigid calling they should be braced a a maximum spacing of I174' o.c. Cormoccmt plan shall be manfutmed from 20 gauge but dipped PI-esiced sued meeting ASTM A 653. Grade 40. anless odsetwise shown. FABRICATION NOTES Prior to fabricabo, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricatoes plain and to realiee a continuing responsibility for such verification. Any discrepneies are to be put in waiting before cutting" DGicalim. Plats dull not be installed over knodotes. knout or diamled Vain. Members shall be m for trghl filling w90d to Mod boring. Cotucaa plaza shag be Seated on bah far of the trnss with nails filly imbedded and shall be s)sn. about the join mess aber ise she A 5.4 plate is 5' wide x 4' long. A 6.8 plate is 6' wide x 8' W.S. Slots (but") rn paralld to the plate Ica& specified Double cuts n web members than meet at the cemmid of the webs colas otherwise:bald.. Connector Plate sines are minimum cm baud on the rma sisowv and may need to be increased rm cestain handling and/or erection stresses. This true is col to be fabricated with fire retardant treated lumber plea otherwiu show. For additional information on Quality Control refer to ANSVTPI 1.2002 PRECAUTIONARY NOTES All bracing and nation recommendations sue to be followed in accmdaae wilb'Handling. 1-11in8 and Bracing HIB-91. Trusses arc to be bndled with paniMat care daring banding and bundling. ddimy and insWlaion to mid damage. Temporary and permanm bracing for bolding truaea in a straight and plumb position and for resiaiog lateral forces shall be designed .ed installed by when. Careful handling is --I;- and erection bracing is always required. Normal praaminaq action for truss" mpnim such tempmvy bracing dating installation between ou ses m mid UnVing and domiming. The mpervision of erection of uses shallbe under the control of persons experieaad in the imullstin of trtrss". Professional advice shall be sought if needed. Cooamntine of eemtr clion loads greater than the design Wads shill no be applied to taus= away time. No bads mba than the weight of the etectors shall be applied to trusses until all. all fastanivg cod bracing is TC: 2x 4 SP #2 BC: 2x 4 SP 02 WB: 2x 4 SP #3 GEL: 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 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 ASCH 7-02, CBC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 20.0 ft w. 10.4 ft Trues in END zone, TCDL. 4.2 pef, BCDL. 1.2 psf In -Plant Quality Assurance with Cq. 1 ----MA%. REACTIONS PER BEARING LOCATION----- 2f-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 truss has not been designed for ROOF PONDING. Building designer Duet provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Trues must be marked to prevent UPSIDE DOWN erection. FORCES (lb) - Max Compression/Max Tension TOP CHORD 10-8-0 1 2 3 4 5 6 Ott 1.501, Stud @2-0-0 2-6-2 10-8-0 12 11 10 9 8 7 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BB GIVEN TO ERECTING CtlNTRACTOR. eIiACINO WARNING: M a ro n da Systems Bracing shwa i this drawing is nor'Rahn basing wind bracing. penal bracing a— is bracing which is a pat d the building dctigo aed which mast be considered by the bnitdmg dcvgoa. BncinB smww is nor lateral anppon nrcress; membera only to reduce buckling icngh. Provisions mast be made to a cbm lateral bracing a cods and specified locatins determined by the building designer. Additional bracing of the overall overdue may be ropired. (See HIB-91 of TPI).For spaire tray bracing requinmeom contact building desigoer.(Trtm Plae loaimte. TPl is locoed a 383 4005 MARONDA WAY Dona;;oDrieMadison.Wisconsin 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE an00SOD68 367 Madallon IPL Chuissabk, FL 72746 0# 1.501, C/L: 10- 4- 8 Over 3 Supports Scale = 0.4982 Eng Job: WO: COVR4 Dwg: TI: V6 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 naf v4.7.21-12375 Design: Matrix Anaiysis rroriie race: w...........+v......----- - ---se— Job: COVINGTON R 4 Customer:10# UPLIFT D.L. WO:COVR4 TI:V7 Qtytl l DESIGN INFORMATION TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. ..............Joint Locations............... This design is fan an mdiriduul building wmpaom and BC: 2x 4 SP 02 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 4) 7- 2- 0 7) 1- 2- 0 has been based oninformation provided bythe client. The WB: 2x 4 SP #3 continuously braced unless noted otherwise. 2) 1- 2- 0 5) 7- 2- 0 8) 0- 0- 0 4w designer disclaim my responsibility for damages as a GBL: 2x 4 SP #3 WndLod per ASCH 7-02, C4C, V. 125mph, 3) 3- 2- 0 6) 3- 2- 0 � —it of faulty or incorrect information. specifications••••• CUTTING ONLY ••••• H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 In -Plant Quality Assurance with Cq. 1 r armor design, furnished to the truss designee by the clicm and the correctness or accuracy of this informuiem a it MULTIPLE LOADS -- This design is the Bld Type- encl L. 20.0 ft W. 7.2 ft Trues ----MAX. REACTIONS PER HEARING LOCATION----- mayreluemaspecifspmjectadaccepuro composite result of multiple loads. in END zone, TCDL. 4.2 psf, BCDL. 1.2 paf X-LOC BSet Vert Horiz Uplift Y Type responsibility oraereim00control with regard to Left End vertical designed for wind. FORCES (lb) - Max Compression/Max Tension 0- 0-12 1 0 0 0 B Pin Mrication, handling• shipmat and installation of trams' TOP CHORD 7- 1- 4 1 0 0 0 B Pin This tmss bar been designed as an individual building PROVIDE UPLIFT CONNECTION PER SCHEDULE component in accordance with ANSVTP112002 and NDS-02 to be incorpmasd as pan of the building design by a Building Designer (registered architect or professional engineer). Wbeo reviewed for approval by the building designer. the design loadings shown must be checked to be me that the data shown are in ageemnt with the local building codes, local climatic records for wind or snow bads. Project specifications or special applied bads. Unless shown, truss has ant been designed for storage or occupancy bads. The design assumes compression chords (hop or bottom) are continuously 7-2-0 braced by sheuhmg toless otherwise specified. Whew bottom chords in tension are not ally braced lin rally by a 1 2 3 4 propedy, applied rigid ceiling, they should be braced in ■ maximum spacing of 10-0• .... Comecon plum shall be manufacturad 6om 20 gauge has dipped galvanised red -6.00 mcding ASTM A 653. Grade 4A unless otherwise shown. FABRICATION NOTES 2x4 prior in rabrication. the fabricator shall review this drawing in verify that this drawing is in emrmmarce with the fataicamis plans ad to realise a continuing 2X4 responsibility to, such vaifseasiao. Any diurels—in use to be pot in writing before culling or fabrication. Plate shall not be installed over taolboles, b ants or distorted grain. Member shall be em for light fitting wood to wood baring. Connector blues shall be bated on both fates of the truss with ails fully imbedded and shall be sym about the joint awlesf otherwise shown. A 5a4 plate is 5• wide a 2X4 4• long. A 6x8 plate is 6• wide a 8• bug. Sloe (boles) ran parallel to the plate length specified. Double cuts on 3- 7- 0 web member ahall meet at the cmtroid of the webs unless 3-4-0 otherwise durum. Clmecmr Plate atltl are minimum sizes baud on the roeces drown and may need in be =teased for couin handling and/or eeetion stresses. This umas is on, in be fabricated with fate retardant treated Iomber adess otherwise shown. For additional information en Quality Control refer to ANS Vnq I-2002 I PRECAUTIONARY NOTES All bracing and nation recommeduiom are to be Colbwed is accordance with'Ifmdling. installing and Bracing% R18-91. Truces are to be handled with 214 214 particular care during banding and hurdling. dd'nvy and installation to avoid damage. Temporary and permanent bracing for holding trvssn in a stnighs and plumb position and for rmsihrg lateral fortes shall be dcdgnd and installed by others. Carfbl balling is essential and erection bracing is always required. Normal precautionary action for Nrsses ro9nires such temporary b—icg during installation between tosses to avoid toppling and dominning. The mpavisim of ereeoon of u aes shall be under the connol of person a pericoced in the 11 im,allatinn of ows es Professional advice shall be sought on. 1.501, Scud p 2- 0- 0 0# 1.50" if rwedcd. Concentration of construction bads greater than the design lads shall on, be applied to tresses at any time. 7-2-0 No bads other than the weight of the erector shall be L t applied to trusses mail aura all fastening and bracing is 'fir completed. 8 7 6 5 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: LMaronda Systems Bracing shown on this dining is not er nerslen bracing. wind brocng. pond bating similar brang which is a pan of the building design sad which mum be considered by the building designer. Bracing shown is fan lateral support of truss members only to reduce buckling length. Provisions mug be made to auchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sot RIB.91 of TP4.For sputifx am bracing raryirements, contact building desipa.(Tmss Plate Institute. TPI is locoed at 583 4005 MARONDA WAY D'OnoBioDrive. Madison. Wisconsin 33719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 000050068 367 Madaias FL q aikulta4 FL 32766 Eng Job: Dugs Dsgnr:TLY Chk: TC Live 16.0 paf TC Dead 7.0 paf BC Live 10.0 paf BC Dead 2.0 psf TOTAL 35.0 v91 Scale = 0.5346 WO: COVR4 TI: 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 AnalyGIB a•rvaaaer raw: a.: taua-w..r..v........................,.. .. . .....a....