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152 Wheatfield Cir 06-478 New SFH (3)
PERMIT ADDRESS w ks-1 l X eArL- SUBDIVISION CONTRACTOR PERMIT # (',o " 1 U DATE Maronda Homes ADDRESS _ 1101 N Keller Rd., Ste F PERMIT DESCRIPTION Orlando, FL 32810 407- 475-9112 PERMIT VALUATION CRC 058496 PHONE NUMB, SQUARE FOOTAGE PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE R 9 n O C7 m a CITY OF SANFORD P.O. BOX 1788 SANFORD FL 327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . 9/06/07 Parcel Number . . . . . 32.19.31.518-0000-0020 Property Address . . . 152 WHEATFIELD CIR SANFORD FL 32771 Subdivision Name . . . Legal Description . . . Property Zoning . . . . Owner . . . . . . . . Contractor . . . . . ME Maronda MARONDA HOMES INC OF FLORIDA 407 475-9112 Application number 06-00000478 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . CONCRETE BLK WITH FRM EXT Occupancy type . . . . SINGLE FAMILY Flood Zone . . . . . . NONE Approved . . . . . . . A a, Buildinq Official W-P, VOID UNLESS SIGNED BY BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. II...wI'm 11Eel ngot Ittoo uwun11111111U1111111111111111 a c oo'm u Ln N U. T4 M O W J U z Wag 00: fY W LLI a3iZ 0 0Yd CQ Ln L LUUj v C n ai a MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 06668 Rg O88OI Upg) CLERK'S # 2007059549 RECORDED 04/23/2007 11i25si27 AN RECORDING FEES 10.02 RECORDED BY H DeVore NOTICE OF COMMENCEMENT TAX FOLIO NO. 25- 133-6949 RRCE L. 4 32-- 19 3l-S/&-0000 -002-0 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 2 152 Wheatfield Circle : Subdivision: Celery Lakes Ph. 1A General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes. 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes 955 Keller Road Suite 1500, Altamonte Springs, FL 32714 Name and address) SURETY ( Bonding Company) Name and Address N/ A Amount of Bond LENDER Name and address Bank of America NA 250 Park Avenue South Suite 400 Winter Park, FL 32789-4316 ATTN: DAN FINNEGAN Phone ( 407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title 200 W. 1st St., Sanford FL 32771 Fax: 407-330-5062 ; Phone: (407) 322-9484. Name and address) In addition to himself, Owner designates 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 d' r nt to i specified DOMINICK DONATO Maronda Homes, Inc. of Florida Vice President Sworn to and subscribed before me this 19' day of April, 2007. r Rotary Public ERICA HEWETT C-ERTIFIEU COP, o,""."°4,c MYCOMMISSIONiDD 481985 EXPIRES: August14,20O9 A` a' Bonded ThruBudgetNotrServlcesC!,{ J:r l:Ul11`6 OF FIBryS qFR! 1 T11, FLURV! 8Y lJ Y ClF_ Hit 1 PR 2 3 2007 Maroda MH omes955 Keller Road, Suite 1500 • Altamonte Springs, Florida 32714.407-475-9112 • Fax 407-475-9115 May 25, 2006 RECEIVED MAY 2 6 2006 City of Sanford 300 N. Park Ave. Sanford, FL 32771 To Whom It May Concern: This letter is in reference to Permit # 06-478 issued to Maronda Homes for property address 152 Wheatfield Circle. The permit was issued on November 16, 2005 and we have not started construction on this single family residence due to the decrease in our sales. The construction on this SFR is scheduled to begin within the next few weeks. Attached is the $15.00 permit renewal fee for Permit # 06-478. Please renew the permit for 6 months and we will call for our first inspection as soon as possible. If you have any questions or concerns, please contact me at (407) 659-3719. Sincerely, RusselVeith ummers Vice President of Construction Maronda Homes, Inc. of FL COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 105-77168 BUILDING PERMIT _gUMBE L 1 CI Y) UNIT ADDRESS: /_-) r) i TRAFFIC ZONE: JURISDICTION: 06 SEC: T D j, RNG: SUBDIVISION: _K ll e J PLAT BOOK: PLBIT BOOK PAGE: OWNER NAME: ADDRESS: APPLICANT N ADDRESS: a. 'Piz iME DATE: "1 COUNTY NUMBER: CITY OF SANFORD PARCEL: TRACT: BLOCK: LOT: LANp'-USE CATEGORY: 001 - Single Family Detached House TY, ',USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER # & 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 dal unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE 0 dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE S 2,285.00 RECEIVEDTBY: V - t Vf J: 7 t eSIGNATURE: PLE SE PRINT NAME)- _A..... NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. C r, , - THIS STATEMENT IS VALID 0ku IN CONJUNCTION WITH ISSUANCE OF A*** SINGLE FAMILY BUILDING PERMIT******************** a CITY OF SANFORD PERMIT APPLICATION Permit # : %_0"" -A I Date: AUGUST 22, 2005 I t. Job Address: 152 WHEATFIELD CIRCLE LOT 2 CELERY LAKES PHASE 3 `C•tzf Description of Work: Single Family Residence ` b Historic District: Zoning: Value of Work: $73,766.00 13 Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy 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: 2.066 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 Sarines, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Arch! tect/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: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 8/22/05 kigndtune f Owner/ gent Date Russell Keith Summers Print OWnedARent's Name Signatu f Nora -State of Florida Date NNIN FULLERTON t 6% Commll OD0460464 Expires 8/10/2009 4' q,S Bonded thru (800)432.4254: orn Flonda Notary Asan., Inc Owner/Agent is X_ Personally Known to Me or Produced ID 8/22/05 Si ture fContra or/Agent Date Russell Keith Summers Print Contractor/Agent's Name Signatu fN?=-- .ate.? Florida...... ate„....... a *' JEA NINE FULLET014 Comm# D00460464 MExpires 8/10/2009 Bonded lhru (800)432-4254: Flonda Notary Assn., Inc Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bld Zoning: Utilities: FD: Initia & Date) (Initial & Date) (Initial & Date) (initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION Permit # Job Address: Ay Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Date: Permit Type: Building _ Electrical _X_ Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS _ /y_ Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Daniel Pup-lisi 4005 Maronda Way Sanford, FL 32771 State License Number: EC0001663 Phone & Fax: (407) 475-9112 / Fax (407) 667-0014 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 4 AUG 2 2 2005 1 AU( ig cure Owner gent Date S' atu Contractor/Agent Russell Keith Summers Daniel Puelisi Print Owner/Agent's Name Print Contractor/Agent's Name 2 2 2005 str No .SLVA ofElcrida....MatS JEAN INE FULLERTON Commit OD0460464 55(' Expires 9/10/2009 ; F`c Bonded thru (800)432-4254: OFn„ nntla Not Assn., Inca Owner/Agent is _X_ Personally Known to Me or Produced ID 2 2 2005 Date A! IA 2 2 2005 Ne -S t:• r ...... ate....: N i4 Commit DD0460464 Expires a/10/2009 Bonded thru (800)432-4254: Florida Notary Assn., Inc Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: Initial & Date) (Initial & Date) Special Conditions: Initial & Date) (Initial & Date) Permit # Job Address: CITY OF SANFORD PERMIT APPLICATION 95F4Z> LOT o? Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Date: AUG 2 3 Permit Type: Building _ Electrical Mechanical X Plumbing w Fire Sprinkler/Alarm Pool Electrical: New Service— # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Shrines FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restnc ons 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 Frch 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 ri§uli-ments of Florida Lien Law, FS 713. AUG 2 2 2005 r lure Owner gent Date Russell eith Summers Print Owner/Agent's Name ignat of No I -State of Florida Date NE FULLERTOIv Comm# OD0460464 E Expires 8/10/2009 SOF ' 13onded thru (600)432-4254: n Flonda Notary Assn.. Inc Owner/Agent isXPersonally Known to Me or Produced ID AUG 2 2 2005 of Contractor/Agent Date GARY CARMACK CAC043900 Print Contractor/Agent's Name AUG 2 2 2005 of Florida Date EANNINE FULLERTOIv r'•4 „u ,'. Comm# OD0460464 Expires a/10/2009 Bonded thru (800)432.4254: Florida Notary Assn., Inc Contractor/Agent is _X_ Personally riowri to fvi..... Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: Initial & Date) (Initial & Date) Special Conditions: Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION hAUS 2 2 2QC5Permit # : Date: :J Job Address: / aZ W FATG17 k" G/R. LOT o2 GEGtEQy C.4 k' f/l..3 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: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes. Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 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 pennits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. AUG 2 2 2005 ignat?.e erlAggrnt Date Russell Keith Summers Print Owner/Agent's Name A U.G 2 2 of Florida Date JEA NINE FULLERTOIv L Comma DD0460464 f =_ Expires a/10/2009 Bonded thru (800)432-4254: Florida Notary Assn., Inc ; CSwner/Agent is__ 4isorially Known to Me or Produced ID AUG2 2005IsigofContractor/Agent Date JULIA CREESE CFC1426702 Print Coy actor/Agent's Name 2 2005 Signal re kf No -State of Florida Date r NNINE FULLERTOIv Comma OD0460464 a?oi,c Expires 8/10/2009 Bonded thru (800)432-4254: Florida Notary Assn. Inc . Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: Initial & Date) (Initial & Date) Special Conditions: Initial & Date) (Initial & Date) ALaronda Homes AN EASILY OBSERVABLE BETTER VALUE1 955 KELLER ROAD SUITE 1500 • ALTAMONTE SPRINGS, FLORIDA 32714 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA VOLUSIA COUNTY CITY OF SANFORD 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 2, 152 WHEATFIELD DRIVE at CELERY LAKES PHASE 3. L2499zy RUssEI_O KEIT SufM ERs, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 22ND day of AUGUST, 2005 by RUSSELL KEITH SUMMERS who is personally known to me. 1 BLI NNINE FULLERTOIv Commfl OD0460464 Expires 8/10=09 Bonded Flonda Notary Assn..Inc MARYANNE NURSE, CLERK OF CIRCUIT COURT SENINULE CptRM BK 05905 PG 1350 CLERK'S #1 2005159202 RK014 I) 0/ 15/2m Op r 57134 IH RECARDINS FEES 10.00 REGARDED BY t holden N(D"ITIC E OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OFSEMINOLE 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 26 152 WHEATFIELD CIRCLE: Subdivision: CELERY LAKES PH.3 General Description of Improvement Construct a Single Family Residence OWNER INFORMATION 0 Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 0 0 ^ Interest in Property (Fee Simple, Partnership, etc.) Owner u. W m NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) It v' z CONTRACTOR Maronda Homes 955 Keller Road Suite 1500 Altamonte Springs, FL 32714 LU LU C a (Name and address) w W SURETY (Bonding Company) z z -i c Name and Address N/A z Ln < Amount of Bond a a LENDER Name and address Bank of America, NA, 250 Park Avenue South Suite 400 Winter Park, FL 32789-4316 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 nai a 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. ls' St., Sanford, FL 32771, Fax: 407-330-5062, Phone: (407)1322-9484. 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.) 1 R U S Sfts KTH SU M E R S Maronda H nc. of Florida Vice President - Construction Sworn to an subscribed before me this 22ND day of AUGUST, 2,005,f1E0 COPY ARY r,,0.1 MDRSt M o pp 1 ^C111T ggol . JE MC' S1i NNI FUL ERTOIv C DD0460464 Expires 8/10/2009 Bonded thru (800)432-4254: Flonda Notary Assn.. Inc CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 2 Subdivision: CELERY LAKES PH.3 Property Address: 152 WHEATFIELD CIR 0 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). FK 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: O 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). IK c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 0 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. O 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. h. Square footage table showing footages: Garages/Carports 414 S.F. Porch(s)/Entry(s) 27 S.F. Patio(s) S.F. Conditioned structure 1,625 S.F. Total (Gross Area 2,066s.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. x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: MONDAY, AUGUST 22, 2005 SIGNATURE: k 4 By Ow tor Au horized Agent) Legend of'Symbols and Abbreviations: Boundary Line Brg Bearing Centerline Cak. Calculated Right•ol•way Line C B. Concrete Block Overhead Utility Line Ch. Chord Easement Line Conic.: Concrete 6 : Central Angle Const.: Construction ARC : Arc Length Us Concrete Stab Blk, Block Elev. Elevation Boundary Survey: t .n E73?C,MiN% Tu u oe t ° 0 u T N ANS¢ i iUDC°= t3 E u u W T E A N F.5U U — •a Q hN'- ti PW o S \X n— Q' u dC ° U Q u QQ y0cN O >' c' O "v riUrY EASEM T Field Field Measured Fnd. Found Gov't.: Government L.B. Licensed Business O.R. Official Record, Pav't.: Pavement P.C. Polyd of Curve P.C.C.: Point of Compound Curve REROD: Steel Reinforcing Rod P.C.P. : Permanent Control Point P.I. Pohl of Intersection P.L.S. Professional Land Surveyor P.O.B. Point of Beginning P.O.C. Point of Commencement P.R.C. Point of Reverse Curve P.R.M. Permanent Reference Monument P.S.I. Point of Street Intersection P.T. Point of Tangency R Radius R.L.S.: Registered Lard Surveyor R/W Right-of-way Sec. Secdon S/r. Septic Tank T.B.M.: Temporary Bench Mark W/ With r.l 4% gr O " I itATi /gyp T — ca l I.WT I G'T.+cc, Baicx u/.vt.c 1 O. r:10' Atn>r Frt r rrLL F,yq?.QLt40IR'd CAP Z49f O3 ORA/VALE 30 / C. CowAC. PRTI Q 11 O. op. 3 aw ' F.-F.C._ZZ 01 of i s r Fro. /e';Q6ao . -• ,S•e /e ,P v c + ii:S T$c:S:. ii••?' •t'.. "y::, ;i;:;:.is%SI;'1. ;r ,.i; `; :•: . 3/6 • SJ/moo — 6P.'00' Puss F/so _ /ZO. oo ' 1-51'r 1 it/ QIo' 2/'g3'K/ /A"r: w11490. A/A/L'; w : ' ' = ` IiriLO A.CiNS f N y uv /,.o.,.a Pc'.rAT. AeOLS7 O'ie,V ' Z4r/IfPNALT /i!'T, w a'ca.+.C,rr l ESC/2//9:1'714?Al Lo T 2 ; CEr,e y 146C.O eoi,a. 70 At% 1L.97- BOOK -) /C 96E5 /9N0 j /lJ C/G +Q6cp/dQ5 OF .BEM/.t/OLE C_at 7>1, CERTIFIED TO: /4%20/1/L5f-7 i7A`% . 1 hereby certify that this map depicts a survey performed under my supervi- sion. and is correct to the best of my knowledge and belief; and that this survey meets the minimum technical standards set forth by, the Florida Board of Professional Land Surveyors in Chapter 61G17-6. Florida Administrative Code, pursuant to Section 472.027, Florida Statutes. SMITH DRAFTING & SURVEYING, INC. 311 E RICH AVE. DELAND, FL DELTONA, FIL Sla E. Smi1h 386) 734.7047 (386) 789.2855 istered Land Surveyor DRAWN BY: sE SM/TN REVISIONS: CeAificate Number 3736 CREW cHIEF:,Oot—M h11,/NG NOT VALID UNLESS SEAL IS EMBOSSED SCALE: //_ 2O i Note: No instruments of record reflecting easements, limitations, owner - DATE: SEPTEMBEt? /9 ZOO.J ships, reservations, restrictions and/or right-of-ways, it any, have been pro- vided to this surveyor, except as shown. No underground Installations or WO 11 Q _ 96/ 7_ O5 utilities have been located, except as shown. National Evaluation Service, Inc. 52Q3 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 themanufacturer'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-CARE® 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 accordancewith local, state, or federal pest control regulations. BORA-CARE is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot band of wood around the perimeter of a structure containing a crawl space or basement when the wood comes into contact with the foundation walls or support piers. This treatment includes the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the sill plate and two feet up on the wall studs and wood sheathing. On wood where access is limited to one or two sides of wood members such as sills and plates on foundation walls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes between applications. Pretreatment is performed at a point during the construction process when the greatest access to all wood members is available. Typically at the dried -in stage of construction when all structural wood and sheathing is in place yet prior to installation of insulation, mechanical systems, electrical wiring, and plumbing. 4.3 Protection from Water Since BORA-CARE is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated moisture contact, such as shower stalls, bath houses, etc. shall be protected by a water resistant paint or stain. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report. 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 7.1 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 7.2 identification. 6.0 EVIDENCE SUBMITTED 7.3 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. This Evaluation Report and the manufacturer's published installation instructions, when required by the code official, shall be submitted at the time of permit applicatiori. , BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators. BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 6.2 Test report, lab test of BORA-CARE treated wood and 7.4 In areas where a soil treatment/barrier termiticide untreated wood exposed to subterranean termites, treatment is required by the applicable code or local Formosan Subterranean Termite and Eastern code official, BORA-CARE is applied only as a Subterranean Termite, Ft. • Lauderdale Research & supplemental pretreatment and is not a replacement for Education Center, University of Florida, Document No. required treatments or barriers. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 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 CodeTM, and the 1998 International One- and Two- Family Dwelling Code subject to the following conditions: CITY OF SANFORD PERMIT APPLICATION Application # : bL,-LATVj0 ( Submittal Date: Job Address: 15.1 LAJ Value of Work: $ Parcel ID: ` '5 1 1, CxI =—Coxy`oning: Historic District: Description of Work: Square Footage: _ Permit Type: Building Electrical )fi Mechanical Plumbing Fire Sprinkler/Alarm Pool Sign Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential 4s 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 Occupancy Type: Residential 'P Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Plumbing Repair— Residential Commercial Occupancy Use Group(s): Flood Zone: (FEMA form required) T 9\ L? Property Owner: &Q 110MQ5. __T43C.0 (12,-(}}Contractor: 2, 6(ykz !Q ( 2. xt Address: (-t-I-JR5 Address: l c o 3 Phone: E-mail: Phoneq?, State License Number: Bonding Company: Address: Arch itect/Engineer: Address: Plan Review Contact Person: Mortgage Lender: Address: Phone: Fax: Phone: Fax: E-mail: 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 restrictions applicable to this property the ay be found in the public records of this county, and there may be additional permits required from other governmental enities such as water management di.Aricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirementsof Florida Ln/1 aw, FS 713. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Produced ID APPROVALS: ZONING: Special Conditions: Rev 0212007 Personally Known to Me or UTIL: FD: Signature ofCgnfractor/Agent Date o g tPrs pis Print Contra gent's Name 7m 61 o ary- tateof Florida 1, mate Y •, ANGEI.IOUECHANDHOK eMY COMMISSION # OD 58457.i i EXPIRES: August 14, 2010 : < h,,• Bondod Thru Notary Pubk underwnte• Contractor/ Agent is _ Personally Produced ID ENG: BLDG: SMITH DRAFTING & SURVEYING INC P.O. Box 4518 Deland, Florida 32721 Phone (386) 734-7047 Fax (386) 7344248 u9Ka 27 , 200V To: City of Sanford, Florida, Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot 2 ; Celery Lakes Phase 1 A; Plat Book 67, Pages 98 and 99; Public Records of Seminole County, Florida. aka: 152 ; Sanford, Florida 32771 Dear Madam or Sir; This is to certify that the residence constructed at the above referenced property and address meets or exceeds the requirements of "Sec. 6-7. Finish Floor Elevations" of the City of Sanford Building Code. Respectfully; Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 U.S. C-1PARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. l6W6Ao-M8 Exoires February 28. 2009 Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 178. SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owner's Name _ - / / _ - _ Pollcy umber - A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I Company NAIU Numoer I 52 G1 i1EATF/ELp /QC[.E city State ZIP Code A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT Z CEGE,CtY LAKES PHA-SE I A Aer, O 67. A4,5--s 380,29 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) iNccc FAM/LY SiA6A/YA9L A5. Latitude/Longitude: Lat. Long. Horizontal Datum: NAD 1927 (8 MAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood Insurance. A7. Building Diagram Number /_ A8. For a building with a crawl space or enclosure(s), provide ' ' - ' . A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) NA sq fl a) Square footage of attached garage -16W& sq fl b) No. of permanent flood openings In the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade ZA- walls within 1.0 foot above adjacent grade Q_ c) Total net area of flood openings In A8.b V,4 _ sq in c) Total net area of flood openings in A9.b 1*9_ sq in SECTION 'B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bl. NFIP Community Name & Community Number B2. County Name B3. State CITY of ANFOPO /Z029 9- _ i O G'o N TY FG0.2/OA B4. Map/Panel Number B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood Zones) B9. Base Flood Elevation(s) (Zone AO, use base flood depth) 2//7C0005 rE' Dale Aar. /7, /99-5 Effective/Revised Date 7 /9•9-5 1310. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In Item B9. ElFIS Profile [IFIRM Community Determined Other (Describe) --y 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 Date nt CBRS OPA 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, V1-V30, V (with BFE), AR, AR/A; AR/AE. AR/Al-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 nfcvorPZJ Conversion/Comments 04 Check the measurement used. a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ Z2 .Z ® feet b) Top of the next higher floor 41A feet c) Bottom of the lowest horizontal structural member (V Zones only) l` 9 feel d) Attached garage (top of slab) Z.Z. 0 feet e) Lowest elevation of machinery or equipment servicing the building ZZ . 20 feet Describe type of equipment in Comments) (/irG wroossrcve f) Lowest adjacent (finished) grade (LAG) feet g) Highest'adjacenl (finished) grade (HAG) Z2-L_ feel meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the date available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. - Check here it comments are provided on back of form. Certifier's Name / License Number Sfo,nAeu zC Smrril F/ori'o/d /0S.AJ. Alo.373e-' PLACF SEAL i RL FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For lilsurenca Gornpany Building Street Address (including Apt.. Unit. Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number City State ZIP Code _ Company HAIG Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insuranoe 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 El-E5. If the Certificate Is intended to support a LOMA or LOMR•F request, complete Sections A. B. and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico 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 feet meters above or below the tAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor elevation C2.b in the diagrams) of the building Is feet meters above or below the HAG. E3. Attached garage (top of slab) Is feet meters above or below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is . feet meters above or below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated In accordance with. the community's floodplain management ordinance? Yes No Unknown. The local official must certify this Information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -Issued BFE) or Zone AO must sign here. The statements In Sections A. S. and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A. B. C (or E), and G of this Elevation Certificate. Complete the applicable ftem(s) and sign below. Check the measurement used In Items G8, and G9. G1. The Information In Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation Information. (Indicate the source and dale of the elevation data in the Comments area below.) G2. A community official completed Section E for a building 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. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued I G7. This permit has been Issued for.. New Constnidlon Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _ feet meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: feet meters (PR) Datum Local Orficiars Name Title Community Name Telephone Signature Date Comments Check here if attachments FEMA Form 81-31, February 2006 Replaces all previous editions City of Sanford REVISION PERMIT NUMBER: O\D- D'- 75 ADDRESS: S Z WV%a4*4 2\A CGtbe- CONTRACTOR: Maronda Homes Inc., of Florida CONTRACTOR FAX: 4 0 7- 8 7 5 -14 6 9 DATE SUBMITTED: 05-2)O-M INFORMATION SUBMITTED (SHORT DESCRIPTION) PLEASE SEE ATTACHED FOR REVIEW AND APPROVAL. axe ('e\b\u p;nos,-r ss en , ec9 i p p\off Plaxns f -. o-o erne . P\eo se Coo e c ues rons P\ease a 11. Legeit of Symbols and Abbreviations: REROO. Sleet Reinforcing Rod Boundary Lino Brg Bearing Field Field Measured P.C.P. Permanent Control Point P.T. Point of Tangency Centerline Critic. Calculated Fred. Found P 1. Point of Intersection R Radius Right-of-way Line C.B. Concrete Block Gov't Government P.L.S Professional land Surveyor R.L.S.: Registered Land Surveyor Overhead Utility Lino Ch. Chord L.B. Licensed Business P.O.B. Point of Beginning R/W Right-of-way Easement Line Conc.: Concrete O.R. Of idol Reoords P.O.C. Point of Commencement Sec. Section A Central Angle Const.: Construction Pav't.: Pavement P.R.C. Point of Reverse Curve SIT Septic Tank ARC Arc Length Us : Concrete Slab P.C. Point of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bench Mark Blk. Block Elev. Elevetton PC C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ With Boundary Survey; O'Exccus/v£ F.L. E77,.3 6 1LuT EA56M T F? S'U PP494- i 7 0, cs-24.9• Pc.,P' ArAT. N.twT L AiCi rllt'w+T Fwly. ,QQIhD r.S C+P 24 3 v7- iyQcO ,Ci+,K or i A G NEATF/ELF A?CLE - w • Z4'/lsois.cr isv'r. r/z'co.t.Gurnr c FORD 7i10, G.S-Z439; PcP'nrRS.I. L/,4 j /9 5vao/iSio• /4c0e01A14 To /Yir io /.J vLAT BOOK /i96E5 ANO j /!/Qc/c ,Q6c0/IQS OF ./i/l/OLE G WTy, qE'/Li'9. CERTIFIED TO: 1 hereby certify that this map dnp;tts a surrey performed under my supervi- 1/%A20/VhA /`7i i/Y%S -_•__ sion and is correct to the :test of try knowledge and belief; and that this survey meets the minimum f:chnica! standards set With by the Florida Board of Professional Lend Suivnycrs in Chap;er 6IGi7-6, Florida Administrative Code, pursuant to Section 471027, Florida Statutes. SMITH DRAFTING & SURVEYING, INC.= 311 E. RICH AVE. DELAND, FL DELTONA, FL Stan E. Smith 386) 734.7047 (386) 789.2855 7o:ida-ftktored Lend Survoyot Certilicate Number 3736 NOT VALID UNLESS SEAL IS EMBOSSED DRAWN BY: SE SM/TN REVISIONS: CREW CHIEF: N2i.G SCALE: /i/_ ZOi Nola: No instruments of record reflecting easements, limitations, owner - ships, reservations, restrictions and/or right-ol-ways, if any, have been pro- DATE: SEPTEMBE2 / ZOOJ vided to this surveyor, except as shown. No underground Installations or utilities have been located• except as shown. WO if 9 - 96/ 7_ 05 J AFPCE Ener GauFORM600A-2004R 9Y eO 4.59 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: CHESAPEAKE Address: %SZ WNne&\1 1e.\cd (Ac City, State.SaA%Il t ELrtiCTRICOwner: E Climate Zone: Central I . New construction or existing New - 2. Single family or multi -family Single family - 3. Number of units, if multi -family I - 4. Number of Bedrooms 3 - 5. Is this a worst case? Yes - 6. Conditioned floor area (W) 1637 ft' - 7. Glass typel 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) 133.0 ft' - b. SHGC: or Clear or Tint DEFAULT) 7b. (Clear) 133.0 ft' - 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft - b. N/A c. N/A 9. Wall types a. Concrete, Int lnsul, Exterior R=4.1, 1033.0 ft' - b. Frame, Steel, Adjacent R=11.0, 207.0 ft' - c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1701.0 ft' b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 165.0 ft b. N/A Builder: Maronda Homes Inc. of Florida Permitting Office: City of 32_f1'Fp(d Permit Number: Jurisdiction Number: 12. Cooling systems a. Central Unit Cap: 34.8 kBtu/hr - SEER:13.00 _ b. N/A REVISION c. N/A - 13. Heating systems a. Electric Heat Pump Cap: 34.8 kBtu/hr - HSPF: 8.30 b. N/A - c. N/A - 14. Hot water systems a. Electric Resistance Cap: 50.0 gallons - 0.90 - b. N/A - c. Conservation cr e _ HR-Hea e larR um) 15. H its PT, d a C -C ventr o efa , able Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 20103 PASSTotalbasepoints: 20452 I hereby certify that the plans and specifications covered by this calculation are in compliance ' t nda E y Code. PREPARED BY: DATE: - -b I hereby certify that this buildin , a in pliance with the Florida Energy Code. OWNER/AGENT: DATE: 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: cct hm • = rj, `,`' 1 1 Predominant glass type. For actual glass type and areas, see Summer & Winter Glass output on pages 2&4. EnergyGauge® (Version: FLRCSB v4.5) DEC 0 7 1006 FORM 60OA-2004R EnergyGaugeO 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I 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 1637.0 24.35 7175.0 1.Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.0 2.Single, Clear NW 0.6 6.0 16.0 40.72 1.00 648.0 3.Single, Clear SW 1.0' 7.5 40.0 56.99 0.99 2252.0 4.Single, Clear SW 1.0 6.0 16.0 56.99 0.96 879.0 5.Single, Clear SE 0.6 3.0 3.0 61.07 0.92 168.0 6.Single, Clear SE 1.0 11.0 36.0 61.07 1.00 2197.0 7.Single, Clear SE 1.0 3.0 6.0 61.07 0.81 297.0 As -Built Total: 133.0 7173.0 WALL TYPES Area X BSPM Points Type R-Value Area X SPM = Points Adjacent 207.0 0.70 144.9 1. Concrete, Int Insul, Exterior 4.1 1033.0 1.18 1218.9 Exterior 1033.0 1.90 1962.7 2. Frame, Steel, Adjacent 11.0 207.0 1.00 207.0 Base Total: 1240.0 2107.6 As -Built Total: 1240.0 1425.9 DOOR TYPES Area X BSPM Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 1.Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 2.Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM Points Type R-Value Area X SPM X SCM = Points Under Attic 1637.0 2.13 3486.8 1. Under Attic 19.0 1701.0 2.82 X 1.00 4796.8 Base Total: 1637.0 3486.8 As -Built Total: 1701.0 - 4796.8 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab 175.0(p) 31.8 5565.0 1. Slab -On -Grade Edge Insulation 0.0 175.0(p -31.90 5582.5 Raised 0.0 0.00 0.0 Base Total: 5565.0 As -Built Total: 175.0 5582.5 INFILTRATION Area X BSPM Points 1 Area X SPM = Points 1637.0 14.31 23425.5 1637.0 14.31 23425.5 EnergyGauge® DCA Form 60OA-2004R EnergyGauge@/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGaugeO 4.5 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 30754.7 Summer As -Built Points: 31377.9 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 34800btuh ,SEER/EFF(13.0) Ducts: Unc(S),Unc(R),GagAH),R6.0(INS) 31378 1.00 1.09 x 1.150 x 0.95) 0.260 0.950 9203.9 30754.7 0.3250 9995.3 31377.9 1.00 1.188 0.260 0.950 9203.9 EnergyGaugeT' DCA Form 60OA-2004R EnergyGauge@)/FIaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge@ 4.5 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 1637.0 9.11 2684.0 1.Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.0 2.Single, Clear NW 0.6 6.0 16.0 14.97 1.00 239.0 3.Single, Clear SW 1.0 7.5 40.0 11.59 1.00 465.0 4.Single, Clear SW 1.0 6.0 16.0 11.59 1.01 187.0 5.Single, Clear SE 0.6 3.0 3.0 • 10.59 1.04 32.0 6.Single, Clear SE 1.0 11.0 36.0 10.59 1.01 383.0 7.Single, Clear SE 1.0 3.0 6.0 10.59 1.09 69.0 As -Built Total: 133.0 1610.0 WALL TYPES Area X BWPM Points Type R-Value Area X WPM = Points Adjacent 207.0 1.80 372.6 1. Concrete, Int Insul, Exterior 4.1 1033.0 3.31 3414.1 Exterior 1033.0 2.00 2066.0 2. Frame, Steel, Adjacent 11.0 207.0 2.60 538.2 Base Total: 1240.0 2438.6 As -Built Total: 1240.0 3952.3 DOOR TYPES Area X BWPM Points 1 Type Area X WPM = Points Adjacent 18.0 4.00 72.0 1.Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 2.Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM Points Type1 R-Value Area X WPM X WCM = Points Under Attic 1637.0 0.64 1047.7 1. Under Attic 19.0 1701.0 0.87 X 1.00 1479.9 Base Total: 1637.0 1047.7 As -Built Total: 1701.0• 1479.9 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM = Points Slab 175.0(p) 1.9 332.5 1. Slab -On -Grade Edge Insulation 0.0 175.0(p 2.50 437.5 Raised 0.0 0.00 0.0 Base Total: 332.5 As -Built Total: 175.0 437.5 INFILTRATION Area X BWPM Points Area X WPM = Points 1637.0 0.28 458.4 1637.0 -0.28 458.4 EnergyGaugeO DCA Form 60OA-2004R EnergyGaugeOlFlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R I EnergyGauge@ 4.5 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 5553.4 Winter As -Built Points: 7229.5 Total Winter X' System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points System - Points) DM x DSM x AHU) sys 1: Electric Heat Pump 34800 btuh ,EFF(8.3) Ducts: Unc(S),Unc(R),Gar(AH),R6.0 7229.5 1.000 1.078 x 1.160 x 0.95) 0.411 0.950 3355.0 5553.4 0.5540 3076.6 7229.5 1.00 1.188 0.411 0.950 3355.0 EnergyGaugeTM' DCA Form 60OA-2004R EnergyGauge@/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge@ 4.5 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total 1 Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2460.00 7380.0 50.0 0.90 3 1.00 2514.67 1.00 7544.0 As -Built Total: 7544.0 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 9995 3077 7380 20452 9204 3355 7544 20103 PASS y p41ST4 )0 el f EnergyGauge^" DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 FORM 60OA-2004R EnergyGauge® 4.5 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/s .ft. window area• .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from Insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeT" DCA Form 60OA-2004R EnergyGauge®/FlaRES'2004 FLRCSB v4.5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.4 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 3 5. is this a worst case? Yes _ 6. Conditioned Floor area (ft') 1637 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) 133.0 ft' _ b. SHGC: or Clear or Tint DEFAULT) 7b. (Clear) 133.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1033.0 ft' _ b. Frame, Steel, Adjacent R=11.0, 207.0 ft' _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 1701.0 ft' _ b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Unc. AH(Sealed):Garage Sup. R=6.0, 165.0 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 fe tures which will be installed (or exceeded) in this home before final ' e , a new EPL Display Card will be completed based on installed Cod o i a S. Builder Signature- Date: o5'30-0-1 Address of Pew Home: City/FL Zip: Cap: 34.8 kBwft SEER: 13.00 Cap: 34.8 kBtu/hr _ HSPF: 8.30 Cap: 50.0 gallons _ EF: 0.90 PT, _ tHE STq O a 1 a O NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86 for a US EPADOE EnergyStarr"'designation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf.'edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. 1 Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. areas. Version: FLRCSv4.5) i s wrightsoft- Project Summary Entire House MARONDA HOMES 4005 MARONDA WAY, SANFORD, FL 32771 Phone: 407-321-0064 For: CHESAPEAKE 13 Notes: Job: CHESAPEAKE Date: By: G. CARMACK Design Information Weather: Orlando, FL, US Winter Design Con0e420F Summer Design Conditions Outside db Outside db 93 F Inside db Inside db 75 F Design TD Design TD 18 F Dailyrange Relative Humidity M 50 Moisture difference 44 gr/lb Heating Summary 17692 BtuhStructure Ducts 3052 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load7 tat infi3iltralflionMethodlmpMigConstructionquality, Fireplaces 0 Heatingg Coolingg Area (ft2) 1637 1637 Volume (ft3) 13096 13096 Air changes/hour 0.38 0.20 Sensible, -Cooling Equipment Load Sizing Strut ut'orle 116000 Btuh Dints 8.09 Btuh Central vent (0 cfm) el 0 Btuh Blower Btu tt s a manufacturer's data n Ffate/swing multipplier 0.98 Equipment sensible,I ad 23725 Btuh Latent C ling Equipment Structur Duets Central ve L 0 cfm) Load Sizing 2091 Btuh 1602 Btuh 0 Btuh Eai ibment la ent load 3693 Btuh t total load Equiv. A F (cfm) 83 44 muq. tUtai capacity at 0.77 SHR 27418 Btuh 2.6 ton Heating Equipment Summary a Cooling Equipment Summary Make TEMPSTAR Trade HEAT PUMP Make TEMPSTAR HEAT PUMP Model N2H336AKA NTraCond N2H336AKA Coil FEM2X3600 Efficiency 8.3 HSPF Efficiency Heating input Sensible cooling Heating output 0 Btuh @ 47°F Latent cooling Temperature rise 0 OF Total cooling Actual air flow 0 cfm Actual air flow Air flow factor 0.000 cfm/Btuh Air flow factor Static pressure 0.60 in H2O Static pressure Space thermostat Load sensible heat ratio Soldfitallc values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wr1ghtsoft Right-Sulte Residential 6.0.90 RSR21115 - ACCA C:\Documents and Settings\gcannack\Desktop\Manual J Calcs 2006\Manual J Calcs 2006\ORLANDO\CHESAPEA 13 SEER 26796 Btuh 8004 Btuh 34800 Btuh 1190 cfm 0.049 cfm/Btuh 0.60 in H2O 0.87 2006-Dec-06 10:38:19 Page 1 wrightsoft- Building Analysis Entire House MARONDA HOMES 4005 MARONDA WAY, SANFORD, FL 32771 Phone: 407-321-0064 For: CHESAPEAKE 13 Job: CHESAPEAKE Date: By: G. CARMACK Location: Indoor: Heating Orlando, FL, US Indoor temperature (°F) 70 Elevation: 105 ft Design TD (°F) 28 Latitude: 28°N Relafive humidity (%) 30 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.1 Dry bulb (°F 42 93 Infiltration: Dally range F) - 17 ( M) Method Simplified Wet bulb (°) 76 Construction quality Average Wind speed mph) 15.0 7.5 Fireplaces 0 Component Btuh/ft2 Btuh of load Walls 3.5 3434 16.6 Glazing 35.6 3236 15.6 Doors 0.0 0 0.0 Ceilings 1.4 2394 11.5 Floors 9.1 6084 29.3 Infiltration 2.4 2545 12.3 Ducts 3052 14.7 Piping 0 0.0 Humidification 0 0.0 Ventilation 0 0.0 Adjustments 0 Total 1 20744 100.0 Cooling Component Btuh/ft2 Btuh of load Walls 2.5 2453 10.1 Glazing 51.5 4690 19.4 Doors 0.0 0 0.0 Ceilings 2.7 4677 19.3 Floors 0.0 0 0.0 Infiltration 0.8 861 3.6 Ducts 8209 33.9 Ventilation 0 0.0 Internal gains 3320 13.7 Blower 0 0.0 Adjustments 0 Total 24209 100.0 Overall U-value = 0.155 Btuh/ft2-°F Data entries checked. Cooling 75 18 50 43.6 wrightsoft Right -Suite Residential6.0.90 RSR21115 2006-Dec-0610:38:19 ACCA C:\Documents and Settings\gcannack\Desktop\Manual J Calcs 2006Vianual J Calcs 2006\ORLANDO\CHESAPEA Page 1 Duct System Summary Job: CAESAPEAKE Entire House Br. G. CARMACK MARONDA HOMES 4005 MARONDA WAY, SANFORD, FL 32771 Phone:407.321-0064 Project1 1 For. CBESAPEAKE 13 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length ('JEL) Heating 0.60 in H2O 0.00 in H2O 0,60 in H2O 0.43 / 0.17 in H2O 2.857 in/100ft 1190 cfn 21 ft Cooling 0.60 in H2O 0.00 in H2O 0.60 in H2O 0.43 / 0.17 in H2O 2.857 in/100ft 1190 cfJn Name Design Btuh) Htg cfm) Cig cfm) Design FR Diam in) Rect Size (in) Duct Mad Actual Ln (ft) Ftg.Egv Ln (ft) Trunk FAMILY ROOM h 4397 200 200 4.286 7 x(D V1Fx 10.0 0.0 ST2 MASTER BDR c 3123 200 200 4.296 7 xm V1Fx 10.0 0.0 stl MASTER BATH h 3216 75 75 4.286 5 x(D V1Fx 10.0 0.0 stl LIVING/DDaNG c 4452 250 250 8.571 8 xm VIFx 5.0 0.0 ST2 BEDROOM 93 c 2567 130 130 2.857 6 x(D VIFx 15.0 0.0 stl NOOK/KITCHEN c 3009 145 145 8.571 6 AD VIFx 5.0 0.0 ST2 MASTER TIOLET h 2340 25 25 4.286 4 xm VIFx 10.0 0.0 stl BEDROOM02 h 4279 140 140 4.286 6 AD V1Fx 10.0 0.0 stl BATHROOM h 1069 25 25 4.286 4 AD V1Fx 10.0 0.0 stl Trunk Htg Cig Design Veloc Diam Rect Duct Duct Name Type cfm) cfm) FR fpm) in) Size (in) Material Trunk stl Peak AVF 595 595 2.857 574 12 0 x 0 VinlFlx ST2 Peak AVF 595 595 4.286 526 12 0 x 0 VinlFlx Name Grill Size (in) Htg cfm) Cig cf n) TEL ft) Design FR Veloc fpm) Dian in) RectSize in) Stud/Joist Opening (in) Duct Mad Trunk rbl Ox0 1190 1190 6.0 2.857 673 18 x0 0 VIFx BoU*o1k wines bar been manually overridden Right -Suite Residential 6.0.90 RSR21115 C:\Progtam Files\Wrightwft HVAC\Manual J Calce 200MORLANDOWHESAPEAKE 13.rtp Calc - MJS Orien 2006-Dee-11 1901:10 Pap I a Maronda Systems Engineer of Record Desian 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, FI. 32766 FL PE # 50068, Design Matrix Analvsis TEE-LOK software PLAN JOB #1 LOT I ADDRESS DIV/SUB MODEL 152 6CL00203 2-3 WHEATFIELDICIR ORN-6CL CHEK3 LEFT CHESAPEAKE K & M 3 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. 51 IReviewedReviewedDwas: I Lavout 1 7-26-06 1 1/ 1 JSGRDI 1 02/19/07 1 t/ I Roof Loads - VT 7-27-05 JSGRD2 02/19/07 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 10.0 psf BC Dead: 10.0 psf HIP 11/02/06 MHS1 02/19/07 CFGRD3 02/16/07 MHS2 7-22-06 CFGRD4 02/16/07 MHS3 1-30-07 H1 07/22/06 MHS4 1 1-30-07 Total 43.0 psf H1 UZ/1(i/U7 MH5GR01 1-30-07 HGRD1 02/16/07 MS1 1-30-07 HS1 02/16/07 S1 G 7-22-06 HS2 02/16/07 ST1 02/16/07 HS3 02/16/07 STH1 7-22-06 HS4 02/16/07 STHGRD1 7-22-06 HS5 02/19/07 T1 7-22-06 HS5A 02/19/07 T1A 7-22-06 HS6 02/19/07 T1 SA 02/20/07 HSGRD1 02/19/07 V1 7-22-06 HSGRD2 7-22-06 V2 7-22-06 J 02/19/07 V3 8-22-06 11 7-22-06 V4 7-22-06 J2 7-22-06 V5 7-22-06 J3 7-22-06 V6 8-22-06 J4 02/19/07 V7 8-22-06 JGRD1 02/19/07 V8 7-22-06 JGRD4 7-22-06 V9 7-22-06 JS1 02/19/07 JS2 02/19/07 JS3 02/19/07 NOW JS4 02/19/07 INV # DESC GINTY 18331 THD26 18330 THD28 18360 SKH26R 18361 SKH26L 18363 JUS26 23 18370 1 THJ26 1 18336 THD28-2 2 EAT PLATES 1 138 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" OFFICE REVISION E*E:,[) t4f ORD DATE: AT 0 7 21 40-0 M GQ O A Av 1 fn In i3 o JS3 2 cn N q2 1 o i 4 i 34 S 1 US2 HAN ERS S HSGRDI-4PLY x HS6 HbbI HS4 12 VOLUME CEILING HS3 4 12 6 HS2 6EZ / HS1 LL ODD/SPACE x HS2 ODD SPACE x' 12 g 8'-0CEILING IHS34 HS4 aA fen. HOM I P w / HSGRD2 - 3 Y x I \ THD28 2 ST1 ER MHS1 T1S ODD SPACE T1S y CEILING ST1 z a a ST1 T-1S- 8'-0C91LING II 6 KNEEWALL STH1 T1S T1A I KNEEWALL T011'-0' L LL TO „'-0' STHGRDI 28-2 HANGER _ T1 12 J4 Q T' VOLUME CEILING HS2 P V_ 1G-STRLICLRAL SCISSOR GABLE T1 I FIELD FRAME I I H1 2 rv® HGRD1 -1PLY JOB NUMBER: CHEK3 CUSTOMER: REVERSED 1 12 0 l J1 JOB NAME: CHESAPEAKE K DRAWN BY: Uy -DATE: 7•u-06 I2 2 PITCH: 6/12 d 4112 O.H.: 1-0'A 1'-6 BEARING : 8' LOADING : 43psf MAI U / LUU/ F_ 20-0 6-8 I _ 134 . z N GENERAL NOTES Trusses are not marked in any way to Identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bracing of trusses. Refer to BC51 C:u]dP to Good Practice for Metal Plate Connected Wood Truisas for more detailed Information. Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the @C51-B3 Summary Sheet - Permanent Restraint/BradnO of Chords fi Web Members for more information. All otter permanent bracing design is the NOTAS GENERALES Los insses no est3n marcados de Nngtin modo que identifique la frecuenda o localizad6n de restricd6n lateral y arriostre diagonal temporales. Use las rernntetdaciones de manejo Instalad6n, restri¢16n y ardostre temporal de los trusses Vea el folk -to B6I Guia de Buena Prkd Trusses de Madera COnectating can Rams de Mewl Para Infurmad6n mis detallada. Los diba)os de diseRo de los trusses pueden esperlfimr las localizadones de restrIcd6n lateral permanente 0 reft— en los mlembros Individuales del truss. Vea la hoja resu meri BCSI-BT - estriaMn/Arrirsare Prrmanente de Querdac v Miembrcis Se ±mdarlos Para nibs Infamad6n. EI rhesto de Its dLsefios de artbstres permanerites son la responsab8idad del Dfseiadar del Edifkio. responsibility of the Building Designer. QThe consequences of improper handling, erect- ing, installing, restraining and bracing can result In a collapse of the structure, or worse, serious personal injury or death. El rtesultado de un manejo, levantamiento, instalad6n, restrrcd6n y arrisotre Incorecto puede ser la caida de la estructu2 o a6n peor, heridos o muertos. Banding and truss plates have sharp edges. wear gloves when handling and safety glasses when cutting banding.' Empaques y placas de metal tienen border - - - afilados. Use guantes y lentes protectores cuando Corte los empaques. IANDLING — MANEJO Avoid lateral bending. - Evite la nexi6n lateral. The contractor is responsible for properly receiving, unloading and scoring the trusses at the jobsde. El contratista tiene la responsabdidad de recibir, descargar y almacenar adecuada- mente los trusses en la obra. F llyy11??•L-1LL. 1i" y T1N If trusses are to be stored !horizontally, place blocking of sufficient height beneath the stack of trusses at 8' to 10' on center. For trusses stored for more than one week, cover bundles to prevent moiSture gain but allow for ventilation. Refer t0 @GSj Guide tq,,G4Ad Practice (oL i =ino installing, Restraining & Bracing_ gLpj„tealPlateconnectedWoodTrusses for more detailed information pertaining to handling and jobsite storage of trusses. Si los trusses estarbn guardados horizon- talmente, ponga bloqueando de altura sufiaenle detrds de la pila de los trusses. Para trusses guardados poi m5s Cie Una senana, cubra los paquetes para prevenir aumento de humedad Pero permrta venti- IaciOn. Vea el folleto BCSI Giiia de Buena PrActici nafLl:LMan.lrLtal w,.H ui Gilin.t.At: RQSStI'i Q-e 1Q51LY]Sei1LP- l@Qf<rs7S09S 110 GO^l3GASlle tletal pans informaCion nibs detallada sobre el mane!o y almacendo de los trusses en area de traba)o. QUse special care in Utilice cuidado windy weather or especial en dias near power lines ventoscis o cerca de and airports. cables electricos o de aeropuertos. Spreader bar for truss e 00e O O 0 Use proper rig- Use equipo apropiado ging and hoisting pans levantar e equipment. lmprovisa r. Do not store No almacene unbraced bundles verbcalmente los upright. trusses sueltos. GDO not store On No almacene en uneven ground. tierra desigual. HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. QWarning! Don't overload the sane. iAdvertenda! INO sobrecarga la gria! Never use banding alone to lift a bundle. Do not lift a group of individually banded bundles. Nunca use s6lo los empaques pat levantar un paquete. No levante un gropo de empaques Indwiduales. A single lift point may be used for bundles with trusses up to 45. Im Two lift points may be used for bundles with trusses up to 60'. Q Warning] Do rat over load supporting Use at least 3 lift points for bundles with structure with truss bundle. trusses greater than 60'. iAdvertendal No sobrecargue la eanxtura Puede usar un solo lugar de levantar para apoyada con el paquete de trusses. paquetes de trusses haSta 45 pies. Place truss bundles in stable position. Puede usar dos puntos de levantar pars paquetes mbs de 60 pies. Puse paquetes de trusses en una posici6n Use por to menos tres puntos de levantar para estable. paquetes cabs de 60 pies. INSTALLATION OF SINGLE TRUSSES BY HAND INSTALAci6N POR LA MANO DE TRUSSES INDMDUALES Trusses 20' C Trusses 30' or or less, sup- less, pport at port at peakquarter points. Levante Levante de del pico los los cuartos trusses de de tramo los 20 pies o I t Trusses up to 20' - I trusses de 30 I f Trusses up to 30' menos. Trusses hasty 20 pies pies o menos. Trusses hasty 30 pies MISTING OF SINGLE TRUSSES - LEVANTAMIENTO DE TRUSSES INDMDUALE Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posld6n con equipo de gnia hasta que la restricci6n lateral temporal de la cuerda superior este Instalado y el truss est6 asegurado en los soportes. Q Warning! Using a single pick -point at the peak candamagethetruss. iAdvertencia! El use de un solo lugar Para levantar en el pico puede hater dano al truss. HOISTING RECOMMENDATIONS FOR SINGLE 1JP TRUSSES 60' or IOss RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES I 7 n lnrm Spto , i w ry12 b7!! — j yl rgrh I TaghMTRUSSESUP TO r 60' TRUSSES HASTA 60 PIES Appr 1/2 truss Iength ThglNe TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Attach L=tv Sprondor bw 10' O.a abor as6tlbsdr max. M6•hNlprt SpnoOn trRr renI toI Y. truss gm — ryl Taglhu TRUSSES UPTO AND OVER 60' TRUSSES HASTA Y SOME 60 PIES TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL QRefer [o BCSI- 82 Summary Sheet - Truss Lnsrallation Br TemporaryRestraint/Bracing for more information. Vea el resumen BC51 B2 - ReSWCd6n/ Arriostre Temporal v Lnst_alaci6n de los Trussec pans mils Informac6n aLocate ground braces for first truss directly in line with allrowsofLopchordtemporarylat- eral restraint (see table in the next column). COloque los arnosti e5 de Berra para el primer truss directamente en tinea con Carla Una de las filar de rewico6n lateral temporal de la cuerda superior (yea la table en la pi6vima column). GDo not walk on unbraced asses. 4 No camine en trusses sueltos. 1,1ILI1foleff 101IN21! 3-TEPS TO SETTING TRUSSES AS MEDIDAS DE LA INSTALLACIUN DE LOS TRUSSES Install around bracing 2) Set first truss and anach securely to around bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below) 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracino to stabilize the first five trusses see below). 6) Install bottom chord temporary lateral iestralnt and diagonal bracing (see below). 7) Repeat prgcess on groups of tour trusses until all busses are set. I ) Instate lo5 arrio$Lres de tierra 2) Instate el primers Iruss y ate serluiamente al arriostre de tierra. 3) Instate los pr6ximo5 cuatro trusses con restncci6n lateral temporal de miembro corto vea abajo). 4) Instate el arrrosbe diagonal de la cucida superior (vea abajo) S) Instate arriostre diagonal para lac plarros de los miembi cis secundarias Para eslable los primer os unto trusses vea aba)o). 6) Instate la restrico6n lateral temporal y arriostre diagonal Para la Cuerda inferior vea aba3o). 7) Repita Este piocedimiento en grupos de cuatl0 trusses pasta que todos los trusses est2n instalados. Refer to BCSI-B2 Summary Sheet - Truss Installation & Temporary RestramUBracina for more information. Vea el res6men BrSI.02 - Instalad6n de Trusses v Arriostre Temociral para mayor information. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES EL RESTRICCIbN/ARRIOSTRE EN TODOS PLANOS DE TRUSSES. 21 This restrdrnt & bracing method is tot all trusses except 3x2 and 4x2 parallel chord trusses. Este m&odo de restriccibn y arriostre es pat iodo trusses exceplo cusses de cuerdas parafelas 3x2 y 4x2. 11 TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Lon stud de Tramo Es aclamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies maxim 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maxim 60' to 80" 4' o.c. max. 60 a 80 pies• 4 pies maxim Consult a Professional Engineer for trusses longer than 68. Consulte a un ingenfero pans trusses de mas de 60 pies. 0 See 13SSL--@2 for TCTLR options. vea el BCSI-B2 Para las opciones de TCTLR. Refer to BCSI-B3 Sum- 0 mar, Sheet - Permanent _ Restraint/Bracino of Chords Web Members for Gable End Frame restrainVbracing/ reinforcement Information. i`lj.,-• 1, - Para infornaci6n sobre restrimbn/a rriostre/retuerzo pans arma26n de hasdal vea el resumen BCSI-03 - Re- strf i6n/Arriostre Permanente de Cuerdas v Mfembros Secundarios. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LA RESTRICCI6N Y EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 Refer to 1lCSI-9Diagonal Bracing Summary Sheet 10 or 15' Repeat Diagonal Bracing Temporary & Per- _r _ every 15 truss spaces (30') manent Restraint/ Bradno for Parallel ,(• L, I ; : , _ - Chord Trusses for ( x' 1 - i • ( I r • = ' _ )I more information. Vea el resumer B171I- B7 - Restric- Apply Diagonal Brace 10 ribn v 0.: h75tre vertical webs at end of Temporal v cantilever and at bearing AO Lateral Restraints Permanence de locations. lapped at least two trusses. Trusses de Cuerdas 'Top chord Temporary Lateral Restraint spacing shall be Patalelas Para miss 1D o c. max. for 3x2 chords and 15' o.c. for 42 chords. informati6n. INSTALLING — INSTALACION o p ap 'all Tolerances for Out -of -Plane. z'M I"yn1 s: QMax. Truer: Tolerancias para Fuera-de-Plano. Bow Length Be. D/ so D (h.) Length — r7 3/+• 12.5' 114* Length Max.Bow 'W 1n- r 718' 14.6' 1 • 16 7' Mta. Bow 3/ 4'3' 1- 1l8• 18 8' Lorgft1• 4'1. 114' 20.8' 1- 114• 5' Pl Tolerances for /lbeb 1-in• 6'Out• of•Plumb. i 1.318'- 22Ar 1- tn' 25.0'1- 31+•Tolerancias 7' umb 1- 314• 29.2' ParaD150ff1ex - _ Fuera- de-Plomada. 2 28' 2' x33.3' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION QDo not proceed with construction until all lateral restraint and bracingissecurelyandpropertyinplace. No proceea con la construca6n hasta que todas las restric- dones laterales y los arriostres estdn colocados en forma apropiada y segura. 1$•%' Do not exceed maximum stack heights. Refer to 5C5L-9i c mmary Shoat - onstru Ion Loading for more information. No exceea las maximas alturas recomendadas. Vea el res6men r`~ ySCSI-B4 rArga de Construcd6n Para mayor infornad6n. s, is Repeat diagonal braces for each set of 4 trusses. Ground bradng not shown for clarity. Repita los arrisotres diagonales para cada grupo de 4 trusses. 2) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS LATERAL RESTRAINT DIAGONAL- BRACING. web Members ARE VERY IMPORTANT iLA RESTRICCIUN LATERAL Y EL ARRIOSTRE DIAGONAL ` ; L SON MUY '•4,;,•} f ,:'' IMPORTANTES! < o„y' 1asT, •. r^'`J P. Q 10'-15' max. Same spacing as Do not overload small groups or single trusses. No sobrecargue pequefios grupos o trusses individuales. Never stack materials near a peak. Nunca amontone material cerca del pico. 0 Place loads over as marry trusses as possible. Diagonal Coloque las cargas sabre Lantos trusses como sea posible. Bracing Position loads over load bearing walls. 10Coloque (as cargas sobre las Paredes soportantes. Chords Diagonal Braces every 10 truss spaces (29 max.) bottom chord Lateral Restraint Some chord and web members not shown for clarity. 3) BOTTOM CHORD — CUERDA INFERIOR - Lateral Restraints - 2x4x12' or greater lapped over two trusser Bottom chords Diagonal Braces every 17 10 truss spaces (20' max.) 10'- 15, -4.its, ?'= Some chord and web members max. not shown for clarity. Material Haight Gypwn Bowe 12• plywood ar OSS 16, Asphan shingles 2 bundles Concrete Block B' Clay nle 3J thes high Tnas trackq riot ALTERATIONS — ALTERACIONESYe era M Refer to BCSI-BS Summary Sheet - Truss Da or tobsite M 2difkatigM P. Installation Errnrc. Vea el res6men BCSI-B5 Dafios de trusses Modificadones en la Obra v Errores de Instalaci6n. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No ctMe, altere o perfore ning6n mlembro estructural de Ids trusses, a mends que est8 especificamente permitldo en el dibujo del diseno del truss. Trusses that have been overicaded during construction or altered without the Truss Manufacturers prior approval may render the Truss Manufacturers limited warranty null and void. Trusses que se han sobrecargado durante la construod6n o han sido alterados sin una autorizad6n previa del Fabricanle de Trusses, pueden redudr o eliminar la garantla del Fabricante de Trusses. NOTE: The Tnm Manuladve and 4m ire rely m the pmrrg0ar that the CarrtraGtr and acne kperatcr (e applies ) are prdesslarb w th the opaeYT to rrrdeake Ve work that• him a- I a do an try ghcr prolog. der Cuttraktu bele.a h needs assisarce bi same aspect d the mntrlefor, profecl, a gold text aatvarirx from a mrpetera perry. The Mamas raid Paediaes auaeed In Vrh dmnenl are kterided to ermae that the o•ed cra>nOlon aarHPes erePUYed will W the trrasn lift Pao: SAf13Y. These remmte eder. far twang• Yenl it, rstrahYrp aril lradrrp brines are bared upon the mBerdw npelvte of fo*y pe' sorntl krwlred with bras d04% rtrnlamre rd Instalitlorb by must. due to the ruNe d resportS001a kwdv A be Dreserae tidy as a GUIDE fa roe by a aoaned INLdtp DesfP v Cavaaao D b not krtvded that dose remrreidad ru be 0 tapered as apeta to the BWWV Desiprert desipr wedaa!En for hardaq, hsa6rg. reogr+9 and baOrg times rd a don not prech the rise d lithe epJwtdf i'ma s lea rntrakurp/hackq rd PrDA*V 00vy for the waft CAM's, Bears. roan and a/ fat kebmw d strumrr buglers avnparro as deterrrksed by the Ctntra r. Thra wTCA aM TF1 araesdy dismkn rry rr onU6Dty far diereses arlskq from the use. apploade • a reBanre an the semsdrermtlan rd kfornefom mraked heeh. IVI. Ef TRUSS PLATE INSTITUTE 6300 EnterpAse lane • Madison. wi 53719 218 N. Lee St, Ste. 312 • Ate ardln, VA 22314 60N274- 4849 • wwvr.sbdrdssVY.mn 703/683.1010 • www.tpbtsLarg R1wARr11a17 20061ILS 1V aronda Systems MARONDA SYSTEMS 4005 Maronda Way Sanford, FL 32771 (407) 321-0064 Fax (407) 321-3913 Date: November 1, 2006 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valley trusses labeled V-1 through 100 are covered under the general valley sheet provided in the truss package signed and sealed by the engineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please feel free to call at 407-321-0064. Sincerely, Tomas Ponce, P.E. Date: 11 / 1' OG Job: MARONDA SYSTEMS Customer: WO:VALLEY SET TI:V' Qt.y:l a DESIGN INFORMATION TOP CHORDS; 2X4" SP #2—2z4"TRARSVEASE- RACING NA MC TO —ME-- 12d NAILS AT 8' O.C. OR A SCAB OF HHHIIThisdesignisforan'udindual building cmopon.1 .red BOT CHORDS: 2X4 SP ag2 OF WEB WITHlu+been bawd on information prociekd fry ute dienk The SUPPORTING TRUSSES designer disc).im.any responsibility for dam.{. u+ WEBS: 2X4 SP R3 THE SAME DIMENSION AND GRADE AS WEB; NAILED rwll of f+dty . incortat ioformatton, .peeifk.dons I T II P I II IIandrmdesignfurnishedtothetressdaigtubyclientFACE (S) OF WEB WITH TIC MUST BE CONTINUOUSLY BRACED may NAILS STAGGERED vALLETRUSSES Y (TYP.) theelieand the eontimes+..aa.—y or this information as it III O.C. SCAB OR TRANSVERSE BRACKING TO EXTEND may relate to. q—ific projan ad aceepu no BY ROOF SHEATHING UNLESS NOTED VALLEY AREA respowbility or e+ercisesca control with regard to FOR 90% OF WEB LENGTH. 2X8 BRACE REQUIRED fabricatmt, handling. shipment and installation of"mm OTHERWISE. _ Thus tmss has been designedasanindividual building ON ANY WEB EXCEEDING 14'. COMMON VALLEY. emmppnenlina«oma« ew hAHsvrrl I I»sand VALLEY MEMBERS TO BE SET "' aenoles UNE edge or one (Bee NDS-97 to be i«otpeumd .s pan of the building design 1'iIR I by.B.id.ngDesign. (regi—clarehheetm PERPENDICULAR TO TRUSSES BELOW. "" denoles BOTH edges of Bolh faces. professional cogincct} %Vbcn reviewed for approval by the bgildle e mgmdesigner, the design loadings shown most be 1 — checkedtobc surat the data shown arc in IT IS NOT REQUIRED TO SHEATH TRUSSES ( I ONE BRACE REQUIRED ON WEBS > IF 94.0' LONG wi(hthe local building cmealocal clunalicrecords fm 2 TWO BRACES REO'D ON WEBS >=126.0' LONG. p" word or snow loads.ojectspeeificatiousofWCCi+l BELOWVALLEYSET, VALLEY MEMBERS ( ) applied bads. Unless shown. wss has rot been designed PROVIDE ALL NECESSARY TOP CHORD for Rongem me. pancy 10 The eesignassumesVALLEYTRUSSESAREACCEPTABLETOBE ' compressiot'hord Ppboso")mecontinuously BRACING. braced by sheathing unless otherwise epeciad bonne CANTILEVERED UP TO TWO FEET. MONOVALLEY bottom chant; in lemons are not fully bracd l.eerally by+ WHEN VALLEY MEMBERS ARE NAILED DIRECTLY _ property applied rigid ailing, they should bebraced .1 . I `— — • II. II m.,imamap=ins Oflo-w-c Court— Pl+law.I be TO TRUSS TOP CHORDS USE (2) 16D NAILS PER — —-aurroenMI!RU.ara mavorYturdrran 70 ga.gc hot dipped g. lvantad nett mINTERSECTION, OR TWO FEET ON CENTER. VALLlr tauegEl' rrr.) _ eeriog ASTh1 A 653. Grade 40. unim oNmvise sboum ' FABRICATION NOTES WHEN BELOW TRUSSES ARE SHEATI ED FIRST mmmfabricatioo.the bbricatear0allreview this USE (2) 10d NAILS OR (1) 16d NAIL PER drawing to verify that this drawing is in ronforma«e with SUPPORTING TRUSS the fabricators pans and to realize a continu.ng INTERSECTION , OR TWO FEET ON CENTER. ( \ VALLEY TRUSSES (TYP.) responsibility for such verifievico. Any d.serepacai. are to be put iowrimp before cutting or rabr&.dwo N. I COMMON OR GIRDER sh.11 cal be installed over motholm koou«dis. ond IF LESS THEN 3.0-0 THEN MOVE gram Members shallbeemfor ttghlfilurs .dtouood DIAGONAL WEB TO NEXT PANEL. — — bearing. Connector pl.la stroll be located on both fans of .. , • . :. . . the istus with nub fully embedded tired dull be aym. + boost /\ - the joint ool.s otherwise shown. A 5.4 plans is 5' widen / \ ('I WHEN DIGAONAL WEB PRESENT USE 4XI PLATE Ll 4' long. A 6a1 plate is f' wide . 1' longSlors (bola) ! mu pu.11cl to the plate length apmined. Double c. 0 on III WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE web members shall men al the centruid of the webs. nl— VARIES COMMON TRUSSES (TYP.) ahawise shotm Corma.or pate sixes are minimum UP TO 1117 (— sizes based ca the foma down and may need to be l 2X4 .t 2x4 ' increased fur cetaii. handling aMfor er:nmo nrwo. • VALLEY STRAPPING TO TRUSS BEW L This Crass coat. be fabricated with f.—ardam venalOR 5x6 DR VALLEY MEMBERS AT Q• hmba unless otherwiu shown. For additional 4x6 3x6 4' D. C. information on Quality Control tofu to ANSVTPI DIAGONAL WEBS REQUIRED WITH w4z8 3x8 4x6 • 4x6 24 O.C. (TYP) 1.1»s SPANS GREATER THEN 28.0.0 OR OR PRECAUTIONARY (VOTES 3x6 2x4 2x4 2x4 All batting and uatnoo recommeldammi ire to be 3x6 . allowed in .ccodarec with 'Handling. le st filling and2 x4 ( VARIES LCII Batting% HIB-91. Trusses arc to be handled with 2X4 J Zic .lm art during bonding mul boring• dctrsvy ad 2x4 12 installation to amid damage. Temporary and permanent 0.0.4 GV bacmg for holding :rums in . Might and plumb posilioo and fa reacting I.ural fortes Nall be daigod (` and inmaned by othe- C.refhl handltog is .scmial and er«rion bracing is al.'as neqdrad. Nomul pneaumnaery 3x6 2x4 2x 2x4 2x4 410 2x4 36 2x4 2x4 3x8 w actin fro w. aim ssrequire. ch nperary brocio{ during on 3x6 ow inwallation between wssnto.mid toppling a d 3x6 2x4 . domincing. Thetoprrvi. ionofersetinoorones.ahall It. •4x6 OR +4x6 V odu the conuoI ofperuem experienced in the 02x4 W int if jillation of " Uts. Professional dries eball be tough Q neI ed Corcctim 6r.. ofcansWfl. on load+ 9—tar Ill.n MAX. 6.0. 0 D.C.(TYP) MAX. 6-00.0. C. IT PI the daignInd. shall rut be apphd to I. -...ray time. MAX. TRUSS SPACING the loads other than the wcigDt of the cero s sh.11 be BELOW a 4E' O.C. f applied totro- unttl aver all rasscning and bracing is . Completed( SPANS UP TO 60.0.0 Fmw— EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI./TPI 1-1995 I WARNING: READ ALL NOTES ON THIS SHEET. A COPY Or THIS DRAWING TO aE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. aronda Systems, B«ingslomgnthrsdm.in{dcatcraunnDracin{nindDr+tin{,ponalh«in{ arnmibrDncinxwDehnapan of the building design and which nnu+l be considered by the building designer. Bracing drown is for lateral topped of"., mentbcrs only to reduce bvcUing Icogh. Ptovidons must be male to .«hor lateral braciog at ads .nd spceifued r lex.twns dclermind by the building designer. Additional bracing of the overall structure may be required (Sec HIS-91 of TPI) For apecifie ... bracing,NuircmentC cC.1.1 b.ildingdesignu (Tess+ Plate Institate. TPI is located n 527 4005 MARONDA WAY I DOnoftio0sim. Mdnon,\Visconsin 53719). Sanford, FL. 32771 407) 321-0064Fast (407) 32.E-3913 TOMAS PONCE P. E. LICENSE d0050068 1005 VANNESSA DR. OVIEDO FL 32766 Cont. SUDDort 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 Studs A 6-0- 0 O.C. WO: VALLEY SET T I : V 7/ 27/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4.7.21- 4355 Design: Matrix Analysis Profile Path: C:\TEE-LOK\ Work\Jobe\ MARONDA SYSTEMS\VT.prx DESIGN INFORMATION Tbh dedp is ON an individual bilding compunm and btl becn bad on mfmand Provided by the die . Tb. dcsiper disclaims my rnponabBity fm damages n Prat orfmlrya incorrect infamarion, V=.r atiom deism 6nnldl to NC Iran dmgm by the cliew led IbC Carrecrnm a aecvracy of Ihi. inlbrmttion tl It may relate to a specific pojm and accepts o0 revommbiliry a e ercistl on camrol with rtgad m nbrieat hmdl tag m pmem ad installation of bane. This ham has bom Are as a individual building . c- p-cm in ac—d— with ANSVrFl 1.1"S and NW47 to b. iocaponted a part orthe building desip by a Building DraDm. Whin reviewed fW app m! by the Wilding doper, the design bdinp sbown am be cbeckd b b. sate that the data Dow are m apetmmt with the local b.ildmg rode, lonl cli-nic records for word or roes load. project pc fi--,L- or W-W applied load. Ualm mown aoa bast m bra dramd for damp or 0-Tacey led. The desip annmo tom' . chow, (top or bormm) .re mmicuoody braced by A—hing.dm otherwise apecitled Where bottom chords in trmdm are not rally braced laterally by a property applied ripe cdlinns they mould be braced at a imam aprinj or low o.c. connector platen mall be mamomnd tom 20 prop boa dipped gal.m;ud steel mewing ASTM A 633, Grade e0, unless otherwise dawn F" RICATION-NOTES-- -- Prim to abticz6m the fabricator mall review this drawing; to verify that this drawing is in couformacce with tba hbriamfs plms and ro racist s ramiening renpoosibiliry for mach vedficalk- Any discrepancies are to be pot n writing before cutting or fabrication. Inn ant be;-11 overkowholn. lmom W diatatd grain. Member shall bean for 6glu fiIDng wood to wood boring. Connector plates shall be loamd on bah una d the rrvn with mah hay imbedhd and mall be rf m about the joint mlen otherwise dawn A sae plate fa 5' wide a 4' loo} A Est plate is 6' wide . t' berg- Slots (bola) too Parallel to the Pare lenph specified. Doublc cros on wen ambers shall men at the caamoid of the webs unless aherwin dawn Wmector Plate elm two moimom ion band onth area dtwm and may odd n b. mrnascd fist cetsm hmAinS O&W erecloo mead This mast is not to bs fabricated with me rnardam t r atd lumber anlm aherwin sbown. For additimW infmmatim on Quality Count refer to ANSVM 1.1"5 PRECAUTIONARY NOTES AD bnrog ad erecsioa rao®eoftnom are to be ronowed in aomrdame with -eptea many pmlicalk— Traao are to be hurdled with Panicdar ram mmg biding ad bmdlmg, delivery and ivdallnion to mid damage. Temporary ad permanent brw! g for holdiy ammo in a maight and plumb pod doo ad ror rmaog lateral rorea mall be deaped and m and by other. CarcNl bmdliaj is and etrsalm breaq is always regmrrd Norma Precautionary action err muacs r , " mach tmpmwy bracing during inw!lnoo bct man to avoid ugplmg and domiming. The mPw' W= of=tim of m cs sW be order the mnmol of puts a mimcd m the iomllatioa of m® a ffoC®opal advice mallbe might U nmdrd Caormmarion dooamualon Ism greater than the dedp lads shall not be appliod to tmman at any time. No loam other than the wdpn of the erecma abaft be applied to mama amD after all haeriiq ad bracing ion Job: Customer: WO:HIPDETAIL TI:HIP HIP TRUSS BLOCKING REQUIREMENTS APA•FORM NO. TT- 083 SPAN RATING AND BLOCKING RECOMMENDATIONS FOR USE OVER HIP -ROOFS SUPPORT AT 24' O.0 Root Slo a Panel SO an Retina 24/16 32/10 40/20 48/24 1:12 OK OK OK OK 2:12 OK OK OK OK 3:12 O-K 0 K 0 K 0 K 4:12 OK OK OK OK 3.:12 1 : c A „e 0K 0K 0K 8:12 OK OK OK 8:12 a - OK OK OK 7:12 p: - OK OK OK 8:12 0:. OK OK OK 0:12 aG - wlt4i*,' VA0-,*W1kA 0K 0K 10:12 k.- 0 ac..' 4a'' i:r ;r. OK 0K O K OK 12 : 12 O lKi K 0 K 13 :12 rF t e6 , 41,m.: r2ti` O KCLOCK 5/12 (1) 2X 1'•11 7/' TO THE FROM OF HIP TRUSS 7/16, OSB ROOF SHEATHINC'11 NO S:- SHADED ARIA REQU3UI IX LUMBER BLOCRIM7 BETWEM TRU V AT UN RUPPORTED PANBI. MOC1 IN HIP ROOF ARM/ 2X BLOCKING TYP NAILED W/ IOD 12' O.C. 6/12 OR ABOVE 2) 2X ONE FROM ONE BACK OF HIP TRUSS NOTE: NO BLOCKING IS REQUIRED ON 4/12 AND BELOW PITCHED ROOFS n WARNING: Eng Job: READ ALL NOTES ON THIS SHZZT. A COPY 01 THIS DRAWING TO BE GIVEN TO ZRZCTINC COFrIR);CTOlt. BRACING % MtNINOr fig' Mara ii l dot Systems string mown oc this drawing is amermmn bran& wad brans pores bracW a similar br..W whim u . Para of Dsgnr : TLY Chk the baiWW dr 'sap anmat be whichmbe considered by thebuildingdmgees. Bracing Lateral mois for l support of aonambersooytoroom, buckling length. Prwit; om mat be made to axons lateral bracing at cads sod apecnfid TC Li16 . 0 psf lecatiom dmmmod by the bolding designer. Additional bnmaogoftheoverallmeet= may be required (Sot Live FUB-91 P err TTI}Pa specific trottracingrega'umeats, cootaer baiblmg desnper Erma n... mutate. TFI i. located n 5u TC Dead 7.0 p s f 4005 MARpn• ONDA WAY DO.No Driva MdmWiaconsi. 55711) Sanford, FL_ 32771 Cempoom g bra- Tura Papa, i Co.. P.A., aft So ichade RA Psmma NC 27932 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE OWS0068 BC Dead 10.0 psf 307 Med2illon FL Chtil wts6 FL 32746 1 TOTAL 43. 0 josf Qty:l I PRE - ENO D TRUSSES WO: HIPDETAIL TI: HIP 11/ 2/ 2006 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4.7.32-0 e.--a_. ..-..a- —1.... 4- 13- 943w P•\ 7\MMN- 1 —v Namet CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:CFGRD3 Oty:2 ' DESIGN INFORMATION This design is for a individual building o ngmmd ad has been hoed on infhmatio n provided by Iht deem. no designer disclaims my sr pensibilny b di m s es as . mall of Ihultym ineerrm mlbrmdron. rymllaims rrdbr designs nuotsbd to the truss dsgnv by the client and the ommness or accuracy of this mlhrmatm as it may regale to a specific pojeo and access no roponabilityor eaerusa gn tmtrd with regard to fkErwation, barmAillL Shipman and installation oftrtma Thu men has been designed a an individual building component In accordance with AN51JTM 1.1995 and NDS97 th be mcu;cv ed m port of the ddlding dmgn by a Building Designer. When renewed liar approval by the building dragner, me d:ogn katdhnp shown omf be dpaked to be ma thin the dais shows arc in 'grooming with the kral building aAa local dioW ie rcolorda fir wind or mow losU project spooksi sins a special applied lads Unless shown, truss has not boon designed Ihr storage a occupancy lotls. The design os®w omprical chords (gap er bringing) are =1intamly traced hyshathingonlasahorwuespmfied Where boom guiads in tension ore not fully tread laterally by a property applied rigid soIML they shtald be braced at a mnimaa spacing of I P-0- Ms. Comma plum than her maooaaad fiom 20 gage hag dipped galvanized mad meeting ASTM A 653. Cade 40, gmleo odes shown. FABRICATION NOTES Prior to htriuiati the fabricator shall review this drawing to verg& thin this dining ism ®Ibrm.ore with the akiougA plans and to rdita a Imtm®g responsibility (br such verification. Any dmfvghmde ate to be W in writing bdbre owing or Ohnano. late dull mat be installed over kmabdel knots or distend gran. Members shall neon Inn fight fitting wood to woad sing. Comma plow:ball be bad ou both am of the grim will nail. filly imbedded and shall be sym. sham thejmw onion lights wisa shoo. A5a4 fist. is 5-wide. 40 long. A list plate is 60 wide a g- long. Sias (bales) vim parsad to the plot length specified Double as on wen members shall men at Ill. oenved of the web mien otherwise shown. Cammor plate sea are mi inumn size bed on the Dim she= and may need to he iocimd ftr mtain balling adla erection strove This enm is eel to be ahYatd with fire retardant tlad bmh r ®Ion aberwise dawn. Fa additional b0rmation on Qualify Cmmd rider to ANSVrM I-1995 PRECAUTIONARY NOTES All bracing and erection rtmmmmdatiom are to he Whetted In soc rdaoa with aa>sptd-mdostry publisioos. Tnmw ore to he handled with particular act during boding and rimming, delivery aid installation to avoid damage. Temporary sod permaneo bragging ft holding Inmw in a straight and plumb position and far staining Is" Ibrm shall be designed and installed byothers. Carding handling is essential and creation bragging is dways nspmd. Normal prow nm7 onion ftr hmm rsplit such uemporwy trn®g daring mmadloion her- mmOw go avoid toppling and domimmg. The supervision oraectioo craniums shall be hider the control ofperaas otperiencd in the installation of mina Probsvond advice shall be sought ifnmded Conrmtraion orcoanuoioo gold grater than the dwnggn loads thdl nes he applied to mow a my iml. No load; ether than the waght orthe erec on shall be spplid to, until after all (listening and tracing is wmpdod TC: 2xl2 SP #2 BCf 2x 8 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 1-5 H or (): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. L. and R. End verticals designed for wind 2-PLY TRUSSI fasten w/3"X 0.120"nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEB9- 2 per ft. Distribute loads equally to eachgply. This truss has not been designed for ROOF PONDING. Building designer mustiprovide adequate drainage to prevent ponding. (0.25 in./ft. min. elope to drain). Trues must be marked to prevent UPSIDE DOWN erection. 2 PLYS REQUIRED Lineal Footage - 24.7 3-0-0 Unbalanced load case(s) have been checked. Analysis based on Simplified Analog Model. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 13- 0" span framed to TC one face 61 On span framed to TC opposite face This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, D.N.O. In -Plant Quality Assurance with Cq . 1.00 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2w0/55,2-3.0/0, HOT CHORD 6-5.0/55,5-4.0/0, Webs 6-1.-1703/186,1-5.0/0,5-2.0/2, 0-0.0/0, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.06/999-0.13/786 4 Horiz. 0.02 0.03 NA Long term deflection factor w 1.50 8-10- 8 1 2 3 A 1703H 3.00" A 2-4-0 , Joint Locations ............... 1) 0- 00 3) 8- 7- 0 5) 6- 4-12 2) 6- 4-12 4) 8- 7- 0 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -395 0- 0- 0 -395 8- 7- 0 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. 40.0 ft W. 8.6 ft Truss in INT zone, TCDL. 4.2 pal, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 1- 8 1 1703 0 -186 B Pin 8- 9- 0 1 1638 0 -179 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 55 0.57 C 6- 5 55 0.00 2- 3 0 0.45 C 5- 4 0 0.00 16384 3.00" le 6-6-8 6 5 4 8- 7-0 0- 3,8 R0- 3- 8) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY Or THIS DRAWING TO BE GIVEN TO Maronda Systems ERE( RIEC COssTBACIOR. BRACING raMAENIEGn DWg: Bracing down on this drawing is via ermion hvcing, awind buildingdining, pond bracing a similar bracingsupwhich is pat of the building design ad .hide moss bmuidad by the tutldiag designer. Bracing dawn u 0r latgsv agiptwr of Inm Dsgnr : TLY Chk mmhbera only to reduce hinging Imph. Provisions mot her made to adna Iaorml bracing a ends and spmfid lowuw doermindbythcbmldmgdcsipa.AdditmaltressgoflhooverdlamamemsyberMuuctL(Sce NIB.91 TC Live 16.0 psf orT1 For spaifle tree hating rtQtoremme; conhae building dwignor.armv late lmitm4 Tn is lowed as5g) 4005MARONDAWAYDOooeioDnp.Mdia,C Dead 7.0 Willmannvn53719). pof Sanford, FL. 32771 C isponent Fnginrarrng by. Tom Engineering Ca, P.A., All Seuridsnde Rd. Edonon, NC 27932 BC Live 10.0 pB f 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MOOSO060 BC Dead 10.0 pef 367 MadaiSon FL Chat km* FL 32760 TOTAL 43.0 psf Design: Matrix Analysis Profile Path: T:\TEE-LOE\Work\Jobe\CHER3\CHESAPEAXE 2C 3\CFGRD3.prx Scale = 0.3245 WO: CHER3 TI: CFGRD3 2/ 16/2007 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 FBC- 04/TPI-02/NDS-01 Code: FLA v5. 4.18-2208 I ' Name: CHESAPEAKE K 3 ! Customer:30B IIPLIFT D.L. WO:CHEK3 TI:CFGRD4 Qty:1 DESIGN INFORMATION This design is Ibr a individual building component and ha been bead as m0rmalion provided by the client. The designer disddoa my responsibility for damages a s result of aultyer itmricel inftronatim specifications and/or designs furnished to the truss designer by the dims and thecorrabaa Or aaaracyof this in(brceafon o it may rdae to a spmCc prvim ad accept m responsibility or candi m no ®Irol with regard to fYrianm, handling, shi(mml and histallnico of ousmzs This truss bat ham designed as an individual building Cmq)wml in somrdanawith ANSVTPI 1.1995 ad NDS-97 to he mrayorred a pan of the laulding design by a Building D-dpher. When rcviared Br approval by the building designer, the dedp loadings os— must he droned to be aoe that the das shown "io apasnml wish the load building coda loot dimmer..ds Air riod a mow Icady pedea pai(iaicor or tposid applied beds. Unlen down, cam ha m been designed lbraoageaoonpaayloads. Thedaignamunes mapr®m edaarrt (cop a batam) are mninmdy braced by shushing onlea otherwise spoifloi Where bottom dhads in tension are, ea filly braced Iaeradry by a property applied rigid asling, they should be traced in a muiranm spaing of Id4' o.c Connector plains Nall be 11minoed Can 20 gsnte m dipped W mired aced ceasing ASTM A 653. Grate 41L onlea ahowise shown. FABRICATION NOTES Prior to 6:nutim. the hbriata shall review this dr wing to vie% Iha this driving is in mn:Gmaoce w th the abnryoA dam ad to mire a continuing repmstbality for each verifiaam. Any dim epmhda m to be pm in wrung blare rating a ralncatico. Mao Nall col be installed over lmothd4 Imas or dmmod groin. Mashers shall been thf tight fitting wend to .and busing. Co nnaaor plat Nall be looted on bah taco of this arms with oaib Ally imbodded and Nall be ryas. about Nepinl codas otherwise down. A 514 plan is 5' wide a 4' lag. A 6xt plan is 6' wide x I' Iong. Slots (halo) non paalld to the plate Imgth spmfied. Double rat on wed members shall ceas at the ®trod of the wds amles aher,y se down. Connor pW a air° are mmmmm Sim heed on the form shown and mry nod to be inccasd (br [main handling candler erasion areoe. This oust is m Ion be fabricated with fire retardant Rested hmnbes unlm cthotwin shown. For s",iasal infbren im o n Q uality Cmnol refer m ANS VfPI 1.1"5 PRECAUTIONARY NOTES All' g and cectice rtmmmendmims as to be fblb.ed in somdan: with accepted industry, pub!"im . Time ore to he bandled with particular era during ban9y and Nasdling, ddisay and innallmion to avid do nage. Teoporay and peruianmt tram: mr holding come to s straight and pt nub position and Ibr redoing local fbreo shall be designed and installed by others. CrdW baudling is mmtid and maim brag is always required. Normal preaur:onay astern Ir means require such temporay, bracing luring installation between tram to void toppling and dmnoing. The spar idon of ermion of trans shall be ampler theomtml of perms eaperimred u the inPallaionoftr®o. Proll " all advice shall be anugbl lfnmdcd Cahrmmo ofomstrucsm loads gas than be deign loads shall as be applied to mum as my time. No beds aba than the weight ofthe casan shall be applied to o>ma until after all ramming and bracing is TCI 2x12 SP #2 BCt 2x 8 SP N1 D WB: 2x 4 SP 83 2x 4 SP H2 1-5 0 or ()e Plate(s) OFFSET from joint center. The Joint Detail Report must be included with my submittal, inspection, ind/or fabrication documentation. L. and R. End verticals designed for wind 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. 8.6 ft Truss in INT zone, TCDL. 4.2 psf, BCDL! 6.0 paf Impact Resistant Covering and/orlGlazing Req Supported open based on int. wind zone. TC. .. FORCE..CSI. Cr ..BC. .40RC3..CSI. 1- 2 50 0.83 C 6- 5 a 55 0.89 2- 3 0 0.83 C 5- 4 0 0.03 Unbalanced load case(s) have been checked. Analysis baseti,on,Simplified Analog Model. MIILTIPLE LOADCASISS -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY trues designed to carry multiple loads. See total design loads to verify load This truss is designed in accordance with the 2004 Florida Building Code section 2306. 1 and referenced standards, U.N.O. In- Plmt Quality Assurance with Cq . 1.00 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 1- B 1 1930 0 -285 B Pin 8- 9- 0 1 1151 0 -227 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.13/760-0.26/384 5-6(L) Soria. 0.02 0.05 NA Long term deflection factor . 1.50 L) t Deflection is from local inner panel 8- 10- 8 3- 0-0 I I 1830# 3.00" 2- 4-0 t, Joint Locations ............... 1) 0- 0- 0 3) 8- 7- 0 5) 6- 4- 2) 6- 4-12 4) 6- 7- 0 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLY To TC Vert L+D -23 0- 0- 0 -23 8- 7- 0 BC Vert L+D -429 0- 0- 0 -429 6- 6- 8 BC Vert L+D -20 6- 6- 8 -20 8- 7- 0 This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-48/58,2-3.0/0, HOT CHORD 6-5.0/55,5-4.0/0, Webs 6-1.-514/191,1-5.-3/51, 5- 2.-97/1454,0-0.0/0, 11510 3.00" I, 6-6-8 I 6 5 4 8- 7-0 0- RO- - 8) EXCEPTASSHOWNPLATESAREIiTekMT20WARNING: Eng Job: READ ALL NOTRB ON THIS SHNIrT. A COPY OP 711I8 DRAWING TO BR GZVRN TO ERxCTING CONTRACTOR. BRACING WARNING, Dwg1 Ma won dot Systems B—i"t show° on drawing is m ermine b=uL wind tram I, portal brecn: a nm,la bracing which is a ryn DB r : TLY Chk t NebtrildbgGzipandwbnchmustbeconnderdbythebuildingdeeper. Bracing shown is Air lateral appon of Ine, gn manh6m only to redwe b,atliog length. Prgvu ins cow be made to anchor Lateral Is ad g a etds and specified TC Li16 . 0 a f maims deambedbyshebuildingdeeper. Additionbracingalbracingng of the overall structure ry be rmtiirdLive . (See 1SS-91 p ofTPI).For specific ram basing requirernener, muse building deogna.(Trun pee Institute, TPI is load as 593 4005 MARONDA WAY D'OnaflioDrimMedb^Wismnsin53719TC Dead 7 . G ). paf Sanford, FL 32771 component Erg neaiog by. Truss Fnginemng Co.. P.A., III Seacedude Rd, Fdenon. NC 27932 BC Live 10.0 p s f 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE rr0050068 BC Dead 10.0 psf 367 Madamon PL Chadu sty FL 72766 TOTAL 43.0 s f Design: Matrix Analysis I Profile Path: Tt\TEE-LOK\Work\Jobe\CHEK3\CHESAPEAKE K 3\CFGRD4.prx Scale = 0.3329 WO: CHEK3 TI: CFGRD4 2/16/ 2007 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 FBC- 04/TPI-02/NDS-01 Code: FLA v5.4.18-2212 Job: CHESAPEAKE K 3 Customer:108 UPLIFT D.L. WO:CHEK3 TI:H1 Qty:l ' DESIGN INFORMATION This design if for an individual building compacni and has been bard en inforr action peovded by the client. The design. dixtams any responsibility for damages u a retail of fairy or Incorrect information, spmflatio s and/or designs lama lid to the truss ddgc by the client and the correctness or accuracy of this infomation as it may relate to a specific project and accept, w rapcem'bkliry or everri= ro control Milt regard to fabrication. handling, shipmanu and installation of ""oea This true has been designed as an Indivimtal building onm1 In accordance with ANSVRI 1.1"5 and NDS•77 to be Ircnslana odasparicifthebuildintilaigns by Building Dalger. when reviened for approval by the building deigns, the design loadings shown onm be checkod to be sure than the data shave are in aga]nafard with lhs teal Wilding ends, least dinatk remrds wind or srrmv leads. project specill atrons a R-W tpplted loads Unless slnmt tent has not been designed fa siorago or oecaptncy leads. The design asstrms eompesston chords sop or bottom) are oatimoudy braced by sheathing unless oiltenvtse specified Vftm ban= chords in muccut are out lily brand laically by a properly applied rigid ailing, they should be braced in a nnanam speong of 10r,00 ore. Comma plums stall be marntraaured from 20 gauge to dipped galvanized sleet meeting ASTM A 633. Grade 40. unless ahasviso shown FABRICATION NOTES Prior to fabriatm the hbricw atershallrevthisdrawing to v" that this drawing is ko anfarnana with The hbriatds plus and to n alien a contusing respamhrhry for such ventilation. Mry d,sereporicis are robe Psi in writing odes arcing or hNiatim Plats doll nor be installed over kmdtoles, knot, or distorted gala Members shall be an for Iigbr luting wood to uaod baring. Canrcaor plats shall be located on both eca of the trna with rides fully imbedded and dull be sym. sbcen the join unit= at.iso douv. A 30 plate is 5' wide s 4' long. A 6s3 plate is 6- wide x g' long. Skits (holes) mn parallel to the plate length specified. Double curt on web mambas Pull mat at to oeamid of the wtba onk= ahawlse slho- Comma plate sins ue minima. clan bard a the fonts show and may need to ere increased for ansio handing and/or election sisals. This tru= is net to be hbristd with fire retardant tasted banner cork= aherw+x sham. For additional rn hinatken a Quality control refs in ANSLI PI 1.1995 PRECAUTIONARY NOTES All bracing and c esasca r®nnWLrda ue to be followd in aceadance with aaepttd industry publications. Trusses are to be handled with pantendr arc during tiding and Willing, delivery and installation to avoid damage. Temporary and pcmuan lancing for holding mars in a simght and plumb pmuon and for rsdaing Waal form shall be designed and hnstaikd by others. Cardl l hadim$ is essential suit erection bradssg b ahan required. Normal pusaaur ay action (or umss require each temporary bracing during s®allatioo bawcn trtssm to avoid toppling and damionin,} The supwAstoe of anion of mass dlsall be aria the mdrd of pave cepaienad In the nval W ion of uassa Professional advice stall be sought if needed concentration of construction Inds grater than the design loads shall race be joicd to truss a1 say lime. No lads and than the weight or the cseaces stall be applied to India; turd after all fastening and bracing is mmplad TC: 2x 4 SP N2 BC: 2x 4 SP N2 WB: 2x 4 SP N3 WDG: 2x 4 SP N2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V= 125mph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 58.0 ft W= 20.0 ft Trues in INT cone, TCDLa 4.2 paf, BCDL- 6.0 pee Impact Resistant Covering and/or Glazing Req WEB. ..FORCE.. CSI. Cr .WEB. ..PORCE..CSI. Cr 2- 9 209 0.10 C 8- 4 291 0.09 C 9- 3 285 0.09 C 8- 5 236 0.10 C 3- 8 12 0.00 C 5-3- 3 0- 6- 6 9-0- 0 T- 2 6. 00 PEI 900a 8. 00" MULTIPLE LOADCASES -- This design is the composite -result of multiple loadcases. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boris Uplift Y Type 0- 4- 0 1 900 -14 -509 B Pin 19- 8- 0 1 900 0 -459 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 1219 0.21 A 10- 9 1048 6.58 2- 3 - 1035 0.22 A 9- 8 881 0.49 3- 4 - 885 0.15 A 8- 7 1047 0.58 4- 5 - 1029 0.22 A 5- 6 - 1211 0.21 A Joint Locations 1) 0- 0- 0 5) is- 5- 0 9) 9- 0- 0 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 11- 0- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-1219/657,2-3=-1035/557, 3-4-- 885/560,4-5 1029/557,5-6--1217/674, BM CHORD 10-9--492/1048,9-8=-309/881, 8-7-- 515/1047, Webs 2- 9--188/209,9-3--76/285, 3-8-- 3/12,8-4=-85/291,8-5--191/236, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I. Spain - 0.14/999-0.27/842 7-8 Horiz. 0. 02 0.04 NA Max DL Deflection L/999 = -0.13 Long term deflection factor = 1.50 2-0- 0 9-0-0 3 4 5 6.00 6 900a 8. 00" 20-0- 0 10 9 8 7 10- § 20- 0-0 Q, 10- AO- 117112) ( 0-11-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 I WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAAING TO BE GIVEN TO Maronda SysteERECTING CONTRACTOR. BRACING RRN AING: Braang shmvoon leis drawing is m amino Mating, w,nd bracing, portal daring a rimilu hrcing which a a put of hue Wilding design and which must be considered by the Wilding designer. Brocing Hans is for lateral suppon nitrous; members only inredi a Wctbng 1n gih. Provisions mum be made to anchor lateral Mxtng at ends and spaind ms locations determined by the building dsiger. Additional bracing d the overall structure may be: required. (Sec HM.91 ofTPI).For spmfk tram ur bracing mquircds comactbuildingdsigc.(Trsm Plate Innitmc is $.cued it 543 4005 MARONDA WAY Do,afrioDrie.Maalmr4W,xaain53719). Sanford, FL. 32771 component Engnxring by: Tram Engineering Cm. P.A. 812 Sondside PA Edeaon. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE a MSM60 367 MsdalMon PL Chlduota, FL 32766 Desian: Matrix Analvsis Profile Path: C:\TEE-IAA\Work\Jobs\CHEK3\CHESAPEAAE K 3\Hl Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16. 0 psf TC Dead 7. 0 psf BC Live 10. 0 psf BC Dead 10. 0 psf Prx Scale = 0. 2919 WO: CHEK3 TI: H1 7/ 22/2006 Lbr DF: 1. 25 Plt Dr: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA d 7 i,)_ Fgn,o I I I Name: CHESAPEAKE K 3 1 Customer:10# UPLIFT D.L. WO:CHEK3 TI:H2 Qty:l DESIGN INFORMATION This design is for an oWividud build-1 ctatpon-I ad has been based m infonia a provided Who diont. The draper dislua.Imy repmsibiliry, for dueagm as a r®II of faulty inoarm in0rtns ion, speciM1ealic s and/or deigns Mnishd to the true designer by the dtenl ad the correctness or saaay of this information m It may rdae to. specific project and caps no ropuhsibrliyor made, IN control with regard a fabrication. hcAin& shipment and installation oftrmn This theses has bcon designed a an individual building enntpanehl in asadatoe with ANSVM 1-1995 and NDS-91 to be itmpasd u pat of tho building dmgn by a Btdldmg Dmper. When reviewed for qRwal by the latildina dmpor. the design loadings shows must be choked to be we that the data shown arc in IV with the load bmldmS ends, local dimasi r®da 0r wind or rice, load; prelim spod6eatiana or spinal sWid loads. lmlm shown, cues has nml been deigned for xiorag. or omgany loadz The dingn ximme mtoprm. dhonb (top or boners) as eontinuaudy br.a0 byshatbingunlmmber sespaddd. Where bdtoa chords in Iension mom wy braid taterdly. by . Politely apoiad rigid ccillnL Ibry should le braced a maximum spacvng of ID'-0'tic Connor phda shall be ruam4dmed from 20 gangs ha dipped gdvois d nod menial ASTM A 633, Orals 4Q unlm otherwise shown. FABRICATION NOTES hies to htriaio% the Obriaor shall review this drawing to .airy tha this &twin& is in cmFirmrce with the hGriaor's p:ms tied to realize. contonumg ropmsibiliry Ow such voiSuelion. Any direr - a are to be pm in writing before crating or fabrication. sae shall no be installed — knahola toot or &Vaned train. Members shelf been lbr trg.t fining wood to wood bmwmg. Conoma plum shall be lord on bah Octal the cum with uails fury imbedded and mall be ryo. show the jocu anlm aherman shown. A 5a4 plat u s' wide a 4' long. A 6.8 plate is 6' wide a f Iong. Sloe (hola) nonprallelm the plate lerhgh speidd. Double o s m with unmu. chat tneno the cintrord of tle wds -lon a herwiae dhows. Connemor pixie size are adei—m elm based on the force shown and may need to be teams for certain handling saNur emnon anme. this nuns is no to be Obrtntd with Bra raadmt wad hmhh r unlm cafe. wtse shown. For additional ahri+•ico at Quuhry Control refer to ANSIfrFl 1-199s PRECAUTIONARY NOTES All brain{ and ermrc reammmddno t ere to be followad in somrdanx with accepted industry publications. Tresses are to be hndld witb ;articular as dining bandf. g and brondling, delivery and installation to avoid dmage Timp ray and pa=aent Iarang for holding tnssm in a anayht and plumb pmuon and for resisting lateral form shall be designed and installed by others. CreW handliog is essential NO swim trade{ is alrsys rcqui,.i Normal preunionary asimlbrmate.quit suchttupersrybrwtiogdining installation berwmt instant to avoid toppling and dom'ntdog. The supervision of erecim of trtector shill be under the control of ptrsons eg crienced in the Weallrion ofuunn hollossimd Brice shall be aughl if:oww. C— tram m cfectruaion en WedsVoices thanthedongn Mtls shell sot he @Wid uo time my Rine No loads other than the wcigtl of the ereem dull be agtlid to trutssm until alter all Opening and bracing if TC: 2x 4 SP 02 BCt 2x 4 SP #2 WBt 2x 4 SP #3 2x 4 SP # 2 2-6 WGs 2x 4 SP 82 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This trues is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards,IU.N.O. TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1213 0.28 A 6- 7 1023 0.44 2- 3 -1036 0.24 A 7- 6 1029 0.30 3- 4 -1210 0.26 A 6- 5 1021 0.44 4-3-3 0-6-6 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. 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. 20.0 ft W. 20.0 ft Trues in INT zone, TCDL. 4.2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Reg FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-1213/576,2-3.-1036/585, 3-4.-1210/ 575, HOT CHORD 8- 7.-411/1023,7-6.-411/1029, 6-5.-410/ 3021, Webs 2-7. 0/234,2-6.0/8,6-3.0/236, Joint Locations ............... 1) 0- 0 0 4) 20- 0- 0 7) 7- 0- 0 2) 7- 0- 0 5) 20- 0- 0 8) 0- 0- 0 3) 13- 0- 0 6) 13- 0- 0 In -Plant Quality Assurance with Cg . 1.00 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 900 0 -488 B Pin 19- 8- 0 1 900 0 -488 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 06/999-0.13/999 4-3(L) Horiz. 0.02 0.04 NA Long term deflection factor . 1.50 L): Deflection is from local inner panel 7-0-0 6-0-0 7-0-0 1 2 3 4 6.00 PN 900# 8. 00" 20-0-0 8 7 lea 20-0- 0 0-11-12) OXO EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: RILAD ALL NOTRS ON THIS SHZRT. A copy or THIS DRAWING TO BZ GIVEN TO aRiCTZBa CONTRACTOA. aRACIRC NARRI80t Ma ronda Systems Ong ma-n m thu dras.ing am amino bracing. l wiM Itndag, pond treeing a is bracing which u. Pau of the hhilding dmpt and ahidn anon bt eaenderd hY the butldivg dmigner. Br.cicg.lMlwn b for Itlaal tapparl of (ruts members only to tsdmce hackling Imgb. hovisims imp he made to mchor let" freeing a ends as) ggdfld locations daermind by the building designer. Additional bracing of the omdl tmuome may be required. (See H)B-91 R Mmi1us.tntwWrogamPafrrmnrelninmS n1 u waad asp 4005 MARONDA WAYWOnoioDrive. adum.Urtscni 5]i19) Sanford, FL. 32771 Comlmmt Engineering bl' Trust Ugineering Cn, P.A., tog Sou dside PA Edenton. NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE M0050060 397 Medallion FL Chuiuotae FL 327GG 6.00 900# 8. 001, 4- 0-6 0- 6- 6 0- I 1-12) Scale = 01975 Eng Job: WO: CHEK3 Dwg: TI: H2 Dsgnr: TLY Chk: 2/ 16/2007 TC Live 16.0 pelf Lbr DFt 1.25 TC Dead 7.0 psf Plt DP: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf PBC-04/TPI-02/NDS-01 BC Dead 10.0 psf Code: FLA TOTAL 43.0 pelf v5.4.18-2214 Design: Matrix Analysis I Profile Path: T:\TEE-LOK\Work\Jobs\CHEK3\CHESAPEAKE K 3\H2.prx I I Name: CHESAPEAKE R 3 i Customer:10# UPLIFT D.L. WO:CHER3 TI:HGRD1 Qty:l DESIGN INFORMATION This design if our an individual building component and bon been bard ass ingratiation provided by the dims. The ddgna disdains my responsibility Dr damages s a smash of Wiryor incurred inlortnsion, spraflcatiau atdfa designs fiuois hd in the into designer by the dims and the mrrad°m or accuracy of this in0rmation m it may relate to a specific I eim and accept no responsibility or mtrcism no control rtN regard to 6hricsioo, handling, dsipmml and madlatim of truce. This sr® he been designed s an individual building mcpmern in aecnrds cc wth ANSVrM 1.1995 and NDS-97 to be lam, d a pat afore building design by a &°Icing Designer. Whm revie.d @r approval by the building rlmgner, the design lodiap she muu his mectd m be ado ibo the dra shown Q° in apotmml with Ibe local building codes, local dmalic records br ind or amw loads, pojoet specifications or spend applied lolls Union shown, min hat not been destgnd lbr storage or occ psscy loads The design assumes mrprmsn cla (top or helium) sa contimtaudy l..rd by sheathing anlm otherwise specified. Where hot- dyads in largest are mat fully braco I laterally by a wtipsu y applied rigid caling, they should be Iramd masimmn apcog of IO4' o.o. Connector plum shall be amio00. tom 2D ga°g° but dNPpcd galvanized sod mining ASTM A 653. Grade 44 mlm eshar.uc shown. FABRICATION NOTES Prior to IYbricasion, the falriuia shall review this Itrawitg so vehfy that ibis drarinI it in cmlbrmanea with the abrrmmra plea and to realists a mntaving rmpo s'hility Da sods vaifiebim. Any divepanoes are to bit put in writing before cutting or abrlalim. hates roll as be installed over, lmosholm. lmots or disoned grain. Members shall M to for light fiwag wood to wood bearing. Comectm plum stall be loured m both Prom of the pus with nails wry imbWdd and shall be rim. ahem Ibejoim ®Ins ahervisa tbo.o. A sea pine a 5' wide a 4' lung. A fullplea a 6' wide a t' long. Slose(hole) rim parallelto the plea Icoph specified Double eras m di members mall seem as the motroid of iho wft anion ahmwue drown. Cmnaza plc° elm are miniman vies lined out ft (brees she- and eery need to be uhaaerd for certain haaAli ng .,door a°mim sanest This trim is no to be htrialed with fire retardant mood lumber anlm odi- stro.o. For additional mftrsnstio n use Quality Control reltr to ANSVITI 1-1995 PRECAUTIONARY NOTES All bracing NO creation nvammmduiam are to he mll°wed in accordance wnh .aaptd iodusay publications Tmses are to be bandiad .ins pstidds sae stunts band'mg and bundling, delivery and bmalluim to avoid dsuaga Te pm>ry and pecmanmt trcng lbr holding tnmm in a straight and phmb pootim aM Ibr roosting Isad corm shall be designed and installed by elbma. Careful handling is e>mtial od cream trcot a al"reguirod Namd pecamsmary satin° tr muses repcism such larpelNy tra®g Ong installation has onuses to avoid suppling and doers g. The sparisioo of eradm ofomsm shill be hinder Ibecommol ofpos°n mperiencd in the installation oftrvsd Prolhsamat advice dull be ssgbi ifoeodal Cmrssruim ofcrosmuom leads Pater than the saign Imads Ihdl to be applied to muses as my dins. No loads she thanthe wdght of the asadonshallbe applied to irusa Instil aller all Amanmg and tracing it mrplesed TC: 2x 4 SP 02 BCr 2x 4 SP #2 D WBt 2x 4 SP #3 WGs 2x 4 SP #2 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, Ezt. 1.0 Bld Type. encl L. 58. 0 ft W. 20.0 ft Truss in INT zone, TCDL. 4. 2 psf, BCDL: 6.0 psf Impact Resistant Covering and/or Glazing Reg Supported span based on int. wind zone. FORCES (lb) - Max Compression/Ma* Tension TOP CHORD 1-2.-2294/ 229,2-3.-2805/276, 3-4.-2805/276,4- 5.-2294/229, HOT CHORD 10-9.-192/ 1977,9-8.-191/1991, 8-7.-191/1991,7- 6.-192/1977, 1 Webs 2-9.0/ 381, 2-8.-96/917f 8-3•-424/110,8- 4.-96/917,7-4.0/3811 I 3-3-3 0-6- 6 1 f MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This 1--PLY Hip Master designed to carry 5' 0" open jacks (no webs) across center and Hip Jack Truss framed to BC This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, O.N.O. In -Plant Quality Assurance with Cq . 1.00 MAX. REACTIONS PER BEARING LOCATION----- X-Load BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1447 0 -222 B Pin 19- 8- 0 1 1447 0 -222 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. .. FORCE..CSI. 1- 2 -2294 0.60 C 10- 9 1977 0.94 2- 3 -2805 0.43 C 9- 8 1991 0.69 3- 4 -2805 0.43 C 8- 7 1991 6.69 4- 5 -2294 0.60 C 7- 6 1977 0.94 Joint Locations ............. • 1)0- 0- 0 5) 20- 0- 0 9) 5- 0- 0 2) 5- 0- 0 6) 20- 0- 0 10) 0- 0- 0 3) 10- 0- 0 7) 15- 0- 0 4) 15- 0- 0 8) 10- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLY From PLF To TC Vert L+D -46 - 0-10- 8 -46 5- 0- 0 TC Vert L+D -77 5- 0- 0 -77 15- 0- 0 TC Vert L+D -46 15- 0- 0 -46 20-10- 8 BC Vert L+D -40 0- 0- 0 -40 5- 0- 0 BC Vert L+D -67 5- 0- 0 -67 15- 0- 0 BC Vert L+D -40 15- 0- 0 -40 20- 0- 0 Concentrated LBS Location BC Vert L+D -255 5- 0- 0 BC Vert L+D -255 15- 0- 0 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( s). I.Span-0.17/999- 0.34/664 8-9 Horiz. 0.06 0.12 NA Long term deflection factor . 1. 50 5-0-0 10-0- 0 5-0-0 1 2 3 4 5 6.00 REI 1447# 8. 00" 4x8 2x4 Dxa 4x8 6. 00 3- 0- 6 0- 6- 6 fq 144718. 00" 20-0- 0 10 9 8 7 6 10- A 20-0-0 10- 0-11-12) 255.3# 255. 30 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY Or THIS DRANIVO TO BE GIVEN TO t1aEfTIHO COIrT1UCTOII. aRAmCIYOedMAIIxIYOr DWg: eraciog sfwwn on Wu dir- ing is oa anion brag, wind bracing, postalpostalbracing a.mtw bracing which is a Ds r : TLY Chk aronda Systems thebuddmgdmpaM.ArLmusbesidcbythebwWngdmitpa.Bradngdgwn smrlsyalnppotof manbersonytordectbudding1angmin . Pro isio s mbe made to anchor lot" tracing itaids and gtaified incisionsdeantinedbythebuildingdesigner Additimdtracingoftheoverall anrdmemayberegnird.(SceMB-91 TC Live 16.0 psf arTnlFa k min specific biscing nguirernms m tonad buimgnm lding der.frnflee intrinsic, T I is fecatdas 593 TC Dead7 . 0 psf 4005 MARONDA WAY v0oohioDrive,Madnm,wlmdm53219), p Sanford, FL.. 32771 Compmmt Engineering by. Trim Engineering Co, FA, tit Smmdsde AA Fdmisn, NC 27932 407) 321-0064 Fax (407) 321-3913 8C Live 10. 0 psf TOMAS PONCE P.E. LICENSE AP0050068 BC Dead 10.0 ps£ 367 Medallion FL Clwluests, FL 32766 _ _ _ TOTAL 43.0 Asf Scale = 0.2975 WO: CHER3 TI: HGRD1 2/16/2007 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 FBC-04/TPI-02/ NDS-01 Code: FLA v5.4.18-2215 Design: matrix Analysis Protile Path: T:\TEE- LOR\work\ Jobs\CHER3\CHESAPEARE R 3\HGRDl.prx II I Name: CHESAPEAKE R 3 ( Customer:10# UPLIFT D.L. WO:CHER3 TI:HS1 Qty:l DESIGN INFORMATION This dip is R r m individual building component said far enbbaud on m(trmainn prnrided by the dtcol. The designer diw)uua my responsibility Can damnsto a rends of miry a iness inftrastion, specifications sodfa designs fiwishd to the oust designer by the diet am the corrmom an mrcy ortha in(braaion a it may reins to a specific pojm sad accepts no responsibility a mercises no control with regard to fabrication, handing, ihipmel and installation of "'arms This trun ha been designed a m iodividnW building component in mocrdrmce with ANSVrTI 1.1993 mmd NDS- 97 to be maarpors d a pan of the building design by a Building Designer. When reviewed for approval by the building designer, the design loading, shown scot be chuckedto be sure that the dam shownere in agreement with the local building codes. loel dime ie tads fir wind an snow loads, pream specifications or special apphd loads. (fslm shown, coon has nor born designed liar storage a oonrymcy loads. The design rmnmes ompr ni- chards; (cop a bottom) ere ®tinuaaly he by shadhmg mlm otherwise spmfid. Where bonnet chords in torsion ere no Polly tracd Iacally by wages fy applied rigid ocilinL they should be trod all tnesin® sparing of I 0'-0' o.e Caonmor plans shall be mmoflict. tornM gauge ha dippd gelmired and taming ASTM A 653, Gde afl, -Im mberwim sh-. FABRICATION NOTES Men to IWiaim, the fitricntan mall review this drawing to . airy that this drawing is in eonftrmane with the hhicatorI plans and to relay continuing responsibility 0r such vaiflation. Any diaepmda are to be pat in writing bdtre arcing a Mini ation, lay shall oar be installed ova bhoNnle, begs a dnacr d grain. Members shall be w far tight tning wood to wand baring. Conncsa pinta shall be botd on both fain of the row with crib fully ianddd and shall be synn. alma Ibe join unless otherwise snap. A Site plan is 5- wide a 4- long. A bag plate is 6' wide. L- lung. Slav (bola) rim t rdld io 1be plane loagh spoeifid. Doable rota on weir a® bers shall met a the oatroid of the webs union whnwise she * nm Caorplate sunera rnmmaum mni bald on the farm shorn and city nand to he nceas d 6 mtam heading mdlor amiss arms This rim a no to be fatriad with fire resardmi treated hunbermIm otherwise Mown. Fa rlNiimd mfarnanm on Quality Crawl refer to ANSVrFI 1-1995 PRECAUTIONARY NOTES All bracing and erection rmnmaedaions mi to be bilateral in .ccordntma with accepted iodimry, publiutiwu Trine ere to be handed with particular chap banding tad b= dlt.g, delivery and installation to avoid dwga Tehghvey, and permmtat bracing far holding trims in a naught and plumb position and fist, tinning Local 0rca shall bedmgned and ieaalld by where. CsadW handling is eaalial and ercaim bracing is always rtquit Norms Rau .ionay hmioo 0r truss iopth such tmhpory traarng dhumg mstdlas brswea sum an avoid toppling and d®odng. The supervision of aeahm of tnme, dull be coda the control of perms ctpericoad in the installation of pone Professional adria shall be soughl troaded Cmcentnaioo efoonmuerno lode greater than the design beds dull not be applied to trines a my fine. No room other than the weigh of the aim mall be applied to nuns moil after all (spacing and bracing is TC: 2x 6 SP # 2 BC: 2x 6 SP # 1 D 2x 6 SP 62 9-10 WBs 2x 4 SP 03 2x 4 SP 02 2-10,3- 9,5- 9 0- 0 All COMPRESSION Chords are assumed to be continuously braced unless notedlotherwise. WndI,od per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 2.0 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 15- 0- 6. 00 8- 1- 12 0- 6- 6 MULTIPLE LOADCASHS -- This design is the compOSite,result of multiple loadcases. User defined loadcases have been considered in this design. Bracing Schedules Chords Max O.C. From To BC 48.0" 0- 8- 0 12-10- 0 Bracing shown is for visual purposes only. FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2.- 5230/2298,2-3.-4469/1999, 3-4.-4086/1922, 4-5.-4470/1999,5-6.-5230/2298, HOT CHORD 12-11.- 1964/4734,11-10.-1967/4757, 10-9.-1506/4084, 9-8.-1967/4757, 8-7.-1964/4734, Webs 11-2.-35/ 193,2-10.-621/423, 3-10.-502/1564, 3-9.-2/1,9-4.-502/1565, 9-5.-619/423, 5-8.-35/194, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.54/ 862-1.06/437 4-3 Horiz. 0.31 0. 62 NA Max DL Deflection L/ 887 . -0.52 Long term deflection factor . 1.50 10-0-0 6x8 6x8 Joint Locations............... 1) 0- 0- 0 5) 31- 7-12 9) 24- 7- 8 2) 8- 4- 4 6) 40- 0- 0 10) IS- 4- 8 3) 15- 0- 0 7) 40- 0- 0 11) 8- 6- B 4) 25- 0- 0 8) 31- 7-12 12) 0- 0- 0 In -Plant Quality Assurance with Cq• 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -843 B Pin 39- 8- 0 1 1760 0 -843 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -5230 0. 41 A 12-11 4734 0.80 2- 3 -4469 0. 36 A 11-10 4757 0.64 3- 4 -4086 0. 67 A 10- 9 4004 0.79 4- 5 -4470 0. 36 A 9- 8 4757 0.62 5- 6 -5230 0. 41 A 8- 7 4734 0.76 15-0-0 6, 00 8-0- 6 0- 6-6 Face = 0- 2- 8 3.00 -3.00 Face = 0- 2- 8 0-8-0 0- 8-0 1760# 8.00" 1760# 8.00" 15-4-8 9- 3-0 15-4-8 0 0 8 2 l 0 40- 0-0 0 0 8 COSMETIC PLATES ) x6 (12) l.5x3 0- -9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 I WARNING: Eng Job: READ ALL NOTES ON THIS SHeiT. A COPY OF THIS DRAWING TO BE GIVRY TO Mdrunda Systems AxCrING CONT11a drawing is BRACING Ng. wind Dwg f Brainl ahowo on this dining u not ermhoh red by t void bracing, pad tracing sh ri n is loosing which a a prt of the tmlding olmp and which tam fKonndderd by the building design. Bracing shown a 0r load mi0ori oftnm DHgnr : TLY Chk : numbers only to reduce buckling length. No isions roust be trade to teacher lateral bracing to ends and specified IacnifW ddarmmd by the building diaper. Additional tracing of the averdl amaure may he required. (Sot MB-91 TC Live 16.0 p s f orTFl).Fa specific truss bridal rcquirweta, -1.0 building dmgna.fTrim rime institute, 771 is tooted in 513 7 .Q 8 f 4005 MARONDA WAY D'Onotio Drive, Mad m, 9mrmsi. 53719). TC DeadP Sanford, FL. 32771 Component Fngneering by. Truss Engineering Co., FA., 8I9 Soundside Reg Edeten. NC 27932 BC Live 10.0 p s £ 407) 321-0064 Fax (407) 321-3913 TOMA4 PONCE P.E. LICENSE OWSM68 BC Dead 10.0 psf 367 Medamoo L Ghaahsoga, FL 32744 .nn.n. v .1 . - Scale = 0.1540 WO: CHER3 TI: HS1 2/ 16/2007 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 FBC-04/TPI-02/NDS- 01 Code: FLA v5.4.18- 62083 I I I Name: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:HS2 Qty:2 DESIGN INFORMATION This design it Er an indMilud building cmpnml and has been based on inlhro pion povided by the dint. The design. disclaims any responsibility A domagns as a result of Nulty a moortocs intomation, q.iM1ulions andfor designs Moishd to the tram daignor by the client and the .rrmam. sonny of this .Amnion a n may redo to a specific prgjm and aceins no rapondbilitya nacsor on control with rtttrd to fdrintien, hardline, shipment and insWlmion ofmma This tram has been designed a an indlvidoa: bilding mnponnl in mecrdnm with ANSVfR 1.1995 and NDS-97 to be ioeap.atd as part of the bobbing design by a Building Daigna, when reviewed IG approval by the building designer. the design wadmp shown aim, be docked to be sore the the dais dld.m rein agrz®enl with the local holding coda, local dimdic raards thr wind. snow wsla, prim specifiaioor or special applied loads. Unless shown, tom his not been designed fG storage a occupancy load, The daip most pseeck I h(lop. broom) arc mltinuaary, brand by sheathing nnlm.his gimF.ed Whore bortom lords in tendon ra cats filly Gard Imerany by a poperly applied rigid tailing, they should be braced in a Laic® spacing of 10141' o.e continues plain shall be o sufaa,red goon 20 gauge bot dgged galvnirad men! mining ASTM A 653, Grade 4q nice otherwise shown. FABRICATION NOTES Prier to flbrintitr, the obr,mn "I review this drawing to verify the this drawml is I. mrfarmmsm with tha atriatee. plans and in realize a ®timing responsibility thr such v.iGas ion. Any dnaepancns are to be pad in writing bdbn mining. hbrication. Ron shall na bs installed ova modals, Gnu. dimmed grain. Members shall be a thr tight fining wood in wend boring. Ca tumor plains shall be located on bah ides of the ens with nails fully imbddd and shall be rym. show 1ha joint mslm.brwin drown. A Us plate it 5' wide a V wng. A 6zg plan u 6' wide a l" long. Slots(hole) cot pardld to the plea length specified Dan easee wen rmmbers shall men a Iba mood of the vdv =lm oth. wiae shown. Cmmmu plain cm ra mitiimom inres tamed on the flarm mown and may need to be imaged A stain handling andfor.mion crusts This truss is not to be htrsotd with Ere rerrdant trail imoher unlmothowinshwn. Foradditional ingirmatm on Quday Control ref. in ANSVrFI 1. 1995 PRECAUTIONARY NOTES All tracing and esnion r®mAndeiom rem be thiwwed in aormrdmica with amgad isdmny, pubiicssions. Tnmns are to be handled with particular care during banding and bunAitIL delivery cad installation to avord damage Temp rwy and permrrml tracing Ibr holding trhmns in a straight and plumb pan= and Itr raising Imam IGces shall be designed and installed by othmrs. Crdhl hndlmg is meniid and masion Gong is rhrays rNucd. Normal pros ionmy asson Itr moan regeco nth inculpatory Gating during installation ber wcon Meant; to wind toppling and domino ag. The supervision oreres,on orensaor mall be under the control orperxm end in th. instdtsion ofu> Profeadond advice shall be sought if oeded. Conenerrnion ofoonennm road] veneer than the design wade mall cot he applied to trusses; in Pry rime No lolls other then the weight of tba crmm shW be applied to trims until after all Rstenmg and bracing is completed TC: 2x 6 SP #2 BC:' 2x 6 SP #1 D 2x 6 SP 02 10-12 WBt 2x 4 SP #3 2x 4 SP #2 2-12,3-11,5-11 6- 10,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL: 6.0 psf Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(a). I. Span-0.47/996-0.92/505 4 Horiz. 0.32 0.62 NA Max DL Deflection L/999 . -0.45 Long term deflection factor . 1.50 7- 7-12 0- 6-6 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 12-10- 0 Bracing shown is for visual purposes only. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-5243/2323,2-3.-4594/2054, 3- 4.-4565/2121,4-5.-4565/2121,5-6.-4594/2054, 6- 7.-5243/2323, BOT CHORD 14-13.-1992/4740,13-12.-2003/4771, 12- 11.-1564/4166,11-10.-1564/4166, 10- 9.-2003/4771,9-8.-1992/4740, Webs 13-2.-48/199,2-12.-526/393, 3- 12.-520/1472,3-11.-194/463,11-4.-239/243, 11- 5.-194/463,10-5.-520/1472,10-6.-526/393, 6- 9.-48/199, Joint Locations ............... 1) 0- 00 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boris: Uplift Y Type 0- 4- 0 1 1760 0 -847 B Pin 39- 8- 0 1 1760 0 -848 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 5243 0.40 A 14-13 4740 0.80 2- 3 - 4594 0.44 A 13-12 4771 0.66 3- 4 - 4565 0.27 A 12-11 4166 0.61 4- 5 - 4565 0.27 A 11-10 4166 0.61 5- 6 - 4594 0.44 A 10- 9 4771 0.64 6- 7 - 5243 0.40 A 9- 8 4740 0.77 14-0- 0 12- 0- 0 14-0-0 1 2 3 4 5 6 7 6.00 6.00 7-6- 6 0-6- 6 Face = 0- 2- 8 3.00 3.00 Face = 0- 2- 8 0-8- 0 0-8-0 1760#18. 00" 17604 8.00" 14- 3- 11 11- 4-10 14- 3-11 8 4 3 2 40 10 0 1 0 8 3- 9) ( R - 3- 9) COSMETIC PLATES ( 2)3x6 (12)l.Sx3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTRS ON THIS BURRY. A COPY OF THIS DRAWING TO BE GIVCN TO RRZCTING CONTRACTOR. BRACING WARNING, Marondo Systems BraOOg on this drawing is m erearon bracing, wind h-KiDL portal bracingor minds bracing which is pan of me vending design and which mien be considered by the hiilding daigna. Bracing shown is (br lateral support oruua mmbm only to rococo inching Ienph. Provisions cam be made to nthor lateral bracing at aids and q called locations del ined by the holding designer. Additional tracing of the overall mncure may be required. (Sm 1B&91 ofTFp.For specific tom Gang requirements, emits mining dongnatTnm Rine Institute, TFI to load m 593 4005 MARONDA WAYDrounEioDrive, Madill Wttsemsim 53719). Sanford, FL- 32772 Componeit Engineering by. Tom Fagintain l Co., Fa., III Sontmdesde Rd. Edenton, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE sr0050069 307 Mrdamors PL Chuluvtas, FL 32760 Desicm: Matrix Analvaia I vrnfilp v.rh. T.\TFR-TI\Y\Vn L\.T 9.\naves!\nvvewnvay. w !\ n Scale = 0.1583 Eng Job: WO: CHEK3 Dwg: TI: HS2 Dsgnr:TLY Chk: 2/16/2007 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 FBC-04/TPI- 02/NDS-01 BC Dead 10. 0 psf Code: FLA TOTAL 43.0 pef v5.4.18-62071 Name: CHESAPEARE K 3 Customer:10# UPLIFT D.L. WO:CHE)C3 TI:HS3 Oty:2 r DESIGN INFORMATION This design it ger an indisidual building onnponent red has been hated at iofvmaim provided trithe dint. The decigna dvdalum soy resymsihlityf6r damage. = result of Ikulrya incorrect inmmnion, specifications andla designs furnished to the truss designer by the diem and the wrectnen or acora7 of this in Rronstion aa i1 may rdae to a specific prym end accept on responsibility or avow no control with regard to t briotlati hndl.& sbipmmt and installation of enure This men hall born desipd st ah individual building component in accordance with ANSVM 1-1995 and NDS-9710 be mcoprated m prt of thc building dmgn by a Building Designer. When reviewed ftr approval by the building dmpa, the design load)mp shown onus be Necked to be sure thin the data ahowv we in apconatl with the local building enAns, local dramatic re- its, wind or now, lolls, pmjm npviM1atins or sped.) applied loads. Unless dhow , tram ba oat bans designed fed voyage or oca, ) load< The decip wumor compression Nods (top or hot low) we continuously 1. by shathimg ® Ion aha.ne spmRd. Where borlom Nordin m tension we oat fully I laterally by a n , applied rigid . it.& they wood be' - se maaionrm spacing of 101-T o. Ccnnma plra shall be mnuOvmad Qom 20 pugs ba dipped galvanized aid coming ASTM A 653. (dale aQ n also oherrix th wo. FABRICATION NOTES Rip to atrnuion, the tlrnrao Wall revtca thi. drawing to verify that this drawing is in esa6raunm with the fabriota's plat and to rnlin a continuing responsibility 0r stab voiRnonion. Any duveprnoa are to be pm on writing her= arcing or fkbrialion. Mae dull not be installed am knalhotes, liven or distorted pain. Members shall be eon lbr tight fining wood to wood bw S. Connector plans shall be loosed on both aces of the rem with mils fully imbodded and shell be sy i. about the joint wlm ohn shown. A Site plate is 5' wide. 4' long. A 6x$ plate is 6' wide a g- long, Slur (hole) rum prdld to the plate length spm0ed. Double ads on webmenite tball rem a the eethtroid ofthe rN. onlm othawis show. connector plate sire re minimum sire listed w ibcf = dx and may send to be Inoasd lbr certain handling andhr aminn vane. This von is no, to be hhvrid with Are raadan tread lumber unlm clhawise dhow. Fa wihimal mlhmaion on Qoaliry Controlydbr to ANSVITI I-1995 PRECAUTIONARY NOTES All bradog end erection mcmmueodxkn ae to be Unwind in acmrdanre snth -, A Wdvvey pt6liatims. Trump ry to be hai did wire Iwruianlr cars during hording ad brmAmg, ddirery and installation to avoid strategic. Tapary ad pamment bradag liar bolding innate in straight ad phunb position and lbr resisting Is" Ibrm mall he dcdpd and mtalled byeth rs. careful handling is encinial and vev)on bracing is always requitei Normal pruradionry vim lbr trams mpsh such ismporry bracing during installation between true to avoid toppling ad daraiaemg. The sti m' vim of amino ref trump shill x under the control of ps>ms experienced in the installation of trsmn Rofeutonal advice dhall be mcght if oeod.& Concmnom ofmhanruion loads Pena thn the design lode mall oat be applied to trusses at my time No kinds olha tan the weight of the vaoers shell be applied to trnmm writ Nat all Ikavhing and tracing is TC: -2x 6 SP # 2 BCt 2x 6 SP 41 D 2x 6 SP #2 10-12 WBt 2x 4 SP # 3 2x 4 SP #2 3-11,5-11,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7- 02, CAC, 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 paf Impact Resistant Covering and/ or Glazing Req TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -5198 0. 39 A 14-13 14690 0.80 2- 3 -4785 0. 42 A 13-12 4734 0.67 3- 4 -5056 0. 32 A 12-11 4359 0.68 4- 5 -5056 0. 32 A 11-10 4358 0.68 5- 6 -4785 0. 42 A 10- 9 4733 0.65 6- 7 -5190 0. 39 A 9- 8 4690 0.76 2-8-0 6. 00 Joint Locations ............... 1) 0- 0- 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 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 -854 B Pin 39- 8- 0 1 1760 0 -854 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.50/ 932-0.90/472 4 Horiz. 0.32 0. 63 NA Max DL Deflection L/ 959 . -0.48 Long term deflection factor . 1.50 12-8-0 6. 00 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaees. User defined loadcaees have been considered in this design. Bracing Scheduler Chords Max O.C. From To BC 48.0" 0- 8- 0 12-10- 0 Bracing shown is for visual purposes only. FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2a- 5198/2331,2-3.-4785/2140, 3-4.-5056/2310, 4-5.-5056/2310,5-6.-4785/2139, 6-7.-5198/2331, HOT CHORD 14-13.- 2003/4690,13-12.-2020/4734, 12-11.-1669/4359, 11-10.-1668/4358, 10-9.-2020/4733, 9-8.-2003/4690, Webs 13-2.-61/ 190,2-12.-308/310, 3-12.-527/1478, 3-11.-306/759,11-4.-315/301, 11-5a-306/760, 10-5.-527/1477,10-6.-308/310, 6-9.-61/1901 14- 8- 0 6x8 3x4 6x8 6- 10-6 0- 6- 6 Face = 0- 2- 8 3.00 -3.00 Face = 0- 2- 8 o-s-o, _ o- moo 1760# 8.00" 17604 8.00" 12-11-11 14- 0-10 12-11-11 8 4 3 2 40- l0 0 0 0 R - 3- 9) (R - 3- 9) COSMETIC PLATES (2)3x6 ( 12)l.5x3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1583 WARNING: Eng Job: WO: CHER3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO TZ: HS3 ERECTING CONTRACTOR. BRACING WARNING. Dw9 MarOnda Systems °mgd mthbdrawmgismaecimbndng, windhting,pondbadngaamdrtraongwhxhtsspwof Ds r:TLY Chk: 2/16/2007 the buildng drop andwhichmustbemmdvodbytheluldingdmper. Bracing shown a lhr load support of tnm maabos only m reduce Wdding Imghh. Rhmnms mum be made to me hor Iowa] bracing o ads red spmnd TC Live 16 . 0 s f Lh r DF : 1.25 mfl locations dct=ined by the budding d=Via. Additimal Mating of the overall anuci m maybe required. (Sec MS_91 P cfTM).Fer spe rem lvadug noloircoanLL esonta hulding damper.frism Mine Institute, TM is locad a 51. TC Dead 7 . G s f P 1 t DF : 1.25 4005 MARON DA WAYD'Onofivu Drive, Madrsat, wren sio 53719). p O . C .: 2- 0- 0 Sanford, FL. 32771 ComponentEngineeringbat. Trim Engineering Co., F.A., 119 Soridside Rik Edenton. NC 27952 BC Live 10.0 psf 407) 321-OD64 Fax (407) 321-3913 FBC-04/TPI-02/NDS-01 TOMAS PONCE P.E. LICENSE OWS0068 r BC Dead 10.0 psf Code: FLA 367MadamwrFLChrtiaota,FL32766 TOTAL 43. 0 psf V5.4.18-62073 Design: Matrix Analysis Profile Path: T:\TEE-LOR\work\Jobs\CHER3\CHESAPEAXE X 3\HS3.prx Name: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:HS4 DESIGN INFORMATION nis dedpt is rbr an io ividud building umtpmaenl and has been based on inthrmanion provided by the client. The dedjnQ disclaims ny reitionnbllay mr damage as a result offlulryor incorrect innrmatlon, st mifiwins anchor designs fiuniAed to the sum dedpha y the client and the emmnm or aorvay of this ;n1 rrurion a it may relate too spedfic penjm and accepa no responsibility or ascrvae no cm,,uN .t:b regard to fWication, brhdlinR dispenses and instavin of more" This it= has been damped a v individual building commissions m accordance with ANSffTM 1.1995 and NDS-97 to be insularism olas pan of the 6ulding deign by a Ba ildin; Daip as. When reviewed fbr approval by the building dmpas. th. design Ipadtnp shown mum be chocked to be ova tbat ch. data it- wit in ap®ant wish the kcal holding enq dlocaldtmtic r®C1 fur wind or snow loads. project .pe illca ion. or special pplid foods. lklm shown, trust has not been designed lb, storage or.csuspohq Inds. The design amen - compression chords ( lop or btmom) re eontmmtedy tram tbytlteobkguolmothtrwaespaafiea Where but:- Nods in lensko are na wy braced laterally by a prrgamy applied rigid ceiling, they should be traced in a Taasiuntm spacing of I174- o.a connector pW a shall be mnvlaclus Beim 20 gauge hes dipped oalvrhind meal seeming ASTM A 653, title 40, unless allies a shown. FABRICATION NOT& S Prior to fbric ion, !be Otriwordh W revive the drowsing to verify thin ibis drawing is In mv0rmahcu with the abriwoYs plans sad to realize a cntinuing raI bility to such verification. Anydiscrxpancm ate o be Pta in -,i g belbre mtkg or latricaierh. Meta shall not be installed over 6mtholn 6has or dimnd grain. Mcudas shill be ten rbe ligbl listing wood to wood bass & Cmama plate sbali be lowed on both :ace of the vest with oeib filly imbddd and shall be are. &bola Ihepinl nlm allies shown. A 5x4 plate is 5- wide s 40 Ing. A 6xi plate is 6- wide x Be long. Slav (balm) rnparalleltotheplatslengthspoifld. Doublcrosm wch membm shdb mote o th. emreoid of th. wda elm otherwise shown. Cennaror plate Sim are min*raum mats based on the Itrm shown and may need o be increased fur eat tin handling mdkr creation drmn This trust is no o be Obricaal with ire retardant treated om bber onlm" havteshown. For additional kmt 4atim on QualityControl refer to ANSI,TFI 1.1995 PRECAUTIONARY NOTES All bat i aid satin rmamonntims are to be Mowed in accord. wills accepted :oduiry publicom& Trustees are to be handled with particular we doing banding and hmdlkg, delivery and installation to &rod damage Tmporany and permanent him I fur holding lame in straight laid plural, position and that redoing tatenl oaten shall be designed w:d installed yabers. Crdid hnTk= li essential and ermion bradug n always nqu:red. Normal precautionary action fur tome raluva such temporary tracing during icwdtanim hctwetn tome to nod toppling and dcmining. The supervision of Gavin of ousted L: all be under the moral of pet=os espaienCEd in the iasiallatioo of none. Professional advice shall be ought ifeenled Ceneentrnhon oftAesuaim tram greeter than The dwp lotla shall went be applid to gum a try lire No hats aber than tic weigti of the a won that] be applied to Tnmm curl aner at, hsienkg and brining is omrgled TC: 2x 6 SP #2 BCs 2x 6 SP #1 D 2x 6 SP 92 11-12,10-11,8-10 WBz 2x 4 SP #3 2x 4 SP # 2 3-11,5-11,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, 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 paf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC. , FORCE..CSi. Cr ..BC. ..FORCE..CSI. 1- 2 -5130 0.37 A 14-13 14616 0.78 2- 3 -4967 0.41 A 13-12 4675 0.68 3- 4 -5657 0.46 A 12-11 4546 0.78 4- 5 -5657 0.46 A 11-10 4545 0.76 5- 6 -4965 0.42 A 10- 9 4675 0.86 6- 7 -5134 0.30 A 9- 8 4619 1.00 6- 3-12 0-6-6 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Deer defined loadcases have been considered in this design. Bracing Schedules Chords Max O. C. From To BC 48.0" 0- 8- 0 12-10- 0 Bracing shown is for visual purposes only. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-5130/2330,2-3.-4967/2220, 3-4.-5657/ 2539,4-5.-5657/2539,5-6.-4965/2219, 6-7.-5134/ 2332, HOT CHORD 14- 13.-2004/4616,13-12.-2028/4675, 12-11.-1769/ 4546,11-10.-1769/4545, 10-9.-2028/ 4675,9-8.-2005/4619, Webs 13-2.- 76/180,2-12.-115/223, 3-12.-532/ 1480,3-11.-460/1169,11-4.-382/355, 11-5.-460/ 1170,10-5w-530/1476,10-6.-115/224, 6-9.-73/ 178, Qty:2 Joint Locations ............... 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2- 14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1761 0 -861 B Pin 39- 8- 0 1 1760 0 -860 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 56/828-1.10/420 4 Horiz. 0.33 0.65 NA Max DL Deflection L/852 . -0.54 Long term deflection factor . 1.50 11-4-0 17-4-0 11-4-0 1 2 3 4 5 6 7 6. 00 Face = 0- 2- 8 3.00 0-8-0 17614 8.00" 11-7-11 ,, 16- 8-10 9) COSMETIC PLATES ( 2) 3x6 (12)1.5x3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTZS ON THIS SHZZT. A COPY OF THIS DRAWING TO BE GIVEN TO ZRZCTING CONTRACTOR. BRACING WAIIHING. LMarends Systems Bracingsbowmthisdiningismatcretinbracing. wind bracing, portal tracing or sim lr tracing which is a pan of the building design and which rem be considered b y the building designer. Breong shown isItslateral support; dtruss hL or m® lha. my in rd= buckling length. Provisions sum be made to nr8or laurel tracing to ads and spaifid 1onlims dacrmined by the building designer. Additional bracing of the overall swoons may be required (Sae HIB•91 fTrl).For specific teem br&®g requconena, cmlaa buuldrrhg dedphcr.(Truss Most lnmhtlaa TM is lowed in 523 4005 MARONDA WAYD'a,oht.Drive. Moduli..lV-sin33719). Sanford, FL. 32772 Catxponent Engineering bat Teem Engineering Co, r.3., gig a undiade Rd, Mission. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE Ia'005006e 367 MadaMoa PL t2atduota, FL 32766 Design: Matrix Analysis 6.00 6- 2-6 0- 6- 6 3.00 Face = 0- 2- 8 0-8-0 1760# 8.00" 11-7-11 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16. 0 psf TC Dead 7. 0 psf BC Live 10. 0 psf BC Dead 10. 0 psf TOTAL 43.0 Dsf R0- 3- 9) Scale = 0.1583 WO: CHER3 TI: HS4 2/ 16/2007 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 FBC-04/TPI- 02/NDS-01 Code: FLA v5. 4.18- 62075 Profile Path: T:\ TEE-LOX\Work\Jobe\CHER3\CHESAPEAXE R 3\HS4.prx Name: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:HS5 Qty:l DESIGN INFORMATION This design is fbr an individual building tsoryonmt ad bin been hid on inlbrnation provided by the client. The dmgna dirlaiuss my respooahlity:tr damages in a rerun of f dq or mmreet inOnmaion, spediResthons andkr dmgns tlaoimd to the tru designer by the dient and the mrr®m or aonoay of this information o it may relate to a spmdc prim and map, on responsibility or macro no control nth regard eo fabrawirn, handling, shipment and installation or - This tru has bean designed a m individual building anmpnn.1 in smdm¢ rich ANSIfrM 1.1993 and NDS-97 to be' gad a pet ofthe building de$gn by a Building Designer. When reviewed 0: grprwd by the building designer, the design loading, show must be meatod to be me this the dam shove m ion agmnant withthe local hmWing end4 loot dimsic rids lbr woad or anor bads, project sped0catrms or spatial apphd loads. Ualm shove, trim has not him: designed lbr gorge or ompcty lands. The design es umo muds Pop or boner) are contbmmody, trseed by sheathing unless othawie specified. Where beam chords in tansim we not fully hraand laterally by a larpoly applied rigid wiling, they should be, . a a muimum spataig of iav o.c Connector plan shall be muouOmvd Rom 20 togs but dipped galvanized and musing ASTM A 653. Grade 44 unless othawite shorn, FABRICATION NOTES Pm to fabrication, the fabricator shall revim this drawing to warily that this driving is in ciefbrnshco nth the abrieaort plans and to raliae a continuing responsibility 0r rush veridulion. Any diorepar:de, are to be pm in writing bemre arming or fabrication. late shall nor be installed ever bmlhon. bum or distorted grain. Members shall bean fir tight Ming wood to wand hying. Come= plans mall be looted on tab face of the truss non pals fl:lly hmhddad and dmdl be rym. about thejoini mlm elhawin shorn. ASae plea is 3-wide. 4' Fong. A bag plate is V wide x 9' long. Slur (bola) nor parallelb the plate Iethgthspaifld, Deuble ads on wdh mantas shall nee st me mbvid of the wahs anlm othevis down, atmaorplaresi-arentinimum sins bred an the m dro.o and airynand m be mareesed for [main handling and/or amram srmes, This nu is sic to he ntriamd with fire retardant treated lumber onlm taha.is slowm. Fornddmla d initrmsim on Quality fraud rdtr to ANS VrPI 1.1995 PRECAUTIONARY NOTES All train{ and creation retammmdoic cat we to be 011o.d in moa dmce non ssepied mduay, publications. Tmots are m be bodied with particular cue during hooding and 4udl: n& delivery and installation to avoid damage. Tanryoray and pammmt tracing lbr holden{ n:va in a $"tight and plumb pomion and lbr resisting Wad Risen dull be designed and installed by others. Ctrdel handling is essential and emion bridal is drays required. Normal proramionry action liar moan require atom temporary hr.=& doing inaallatim boa buns to void toppling and dominating. The supervision of aesion of tomes $hall be under the®bed ofpcsons mpaianbd in the in$allatim of elraes. hofessienal adviee dull he sought f f oeeded. co emmlbse of em$ruetim loads gear than the design bads %hdl cad be applied in trines a my time No loam other than the weight of the amen shall be applied to trines will Net all Ik$min{ and bncng m mmopled TC: 2x 6 SP # 2 2x 6 SP #1 D 3-5,5-7 BC: 2x 6 SP #1 D 2x 6 SP #2 13- 16,12-13,10-12 Wet 2x 4 SP 43 2x 4 SP #2 0- 0 MULTIPLE LOADCASES -- This design is the composite result of multiple 101 cases. All COMPRESSION Chords are assumed to be continuously braced unless notedrotherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 40. 0 ft W. 40.0 ft Trues in INT zone, TCDL. 4. 2 psf, BCDL1 6.0 psf Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( s). I.Span-0.59/792- 1.16/401 ' 14 Horiz. 0.33 0.66 NA Long term deflection factor . 1. 50 5- 7-12 0- 6- 6 or (): Plate( s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/ or fabrication documentation. User defined loadcases have been considered in this design. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. Bracing Schedule: Chords Max O. C. From To BC 48.0" 0- 8- 0 12-10- 4 Bracing shown is for visual purposes only. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5041/ 2318,2-3.-5099/2282, 3-4.-5771/2577,4- 5.-6251/2748,5-6.-6251/2748, 6-7.-5770/2577,7- 8.-5098/2281,8-9.-5046/2320, HOT CHORD 18-17.-1993/ 4522,17-16.-2026/4594, 16-15.-1851/4682,15- 14.-2297/5823, 14-13.-2297/5822,13- 12.-1852/4683, 12-11w-2026/4594,11- 30w-1995/4526, Webs 17-2.-93/182, 2-16.-2/160, 3-16.-545/1391,3- 15.-469/1227,15-4.-408/252, 4-14.-159/489,14- 5.-248/166,14-6.-160/490, 6-13.-408/252,13- 7.-468/1226,12-7.-543/1387, 12-8.-2/160,8- 11.-88/178, Joint Locations ............... 1) 0-0- 0 7) 30- 0- 0 13) 25- 0- 0 2) 5- 6-14 8) 34- 5- 2 14) 20- 0- 0 3) 10- 0- 0 9) 40- 0- 0 15) 15- 0- 0 4) 15- 0- 0 10) 40- 0- 0 16) 10- 3-11 5) 20- 0- 0 11) 34- 5- 2 17) 5- 6-14 6) 25- 0- 0 12) 29- 8- 5 18) 0- 0- 0 In -Plant Quality assurance with Cq . 1.00 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 0 -856 B Pin 39- 8- 0 1 1760 0 -856 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. .. FORCE..CSI. 1- 2 -5041 0.38 A 16-17 4522 0.76 2- 3 -5099 0.41 A 17-16 4594 0.69 3- 4 -5771 0.28 A 16-15 4602 0.66 4- 5 -6251 0.26 A 15-14 5023 0.84 5- 6 -6252 0.20 A 14-13 5822 0.84 6- 7 -5770 0.28 A 13-12 4683 0.65 7- 8 -5096 0.42 A 12-12 4594 0.87 8- 9 -5046 0.30 A 11-10 4526 0.97 10-0-0 20-0- 0 10- 0- 0 1 2 3 4 5 6 7 8 9 6.00 -6.00 Face - 0- 2- 8 3. 00 0-8-0 17604 8. 00" 10- 3- 11 RT- 3- 9)) COSMETIC PLATES ( 2)3x5 (12) 2x4 19- 4-10 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNINGI BEAD ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Maronda Systems ERELTIa CONTRACTOR. BRACING NAENINOr Saba ig inn dwhiih gumanionbriredbytwinddingdepostalbrarrhg sl ai n is trace{ which rt a pot of the building ding, sad whim man be emsidaed by me Whaling dmpra. &acing moon is Ibr lama support of trim mambas only m rodun bicWog length. Provisions nut he made to andhor tsad trading at ends and spurned locations determined by the building designer. Additional tracing of that ovaatl sbranme my be required. (Sat MB.91 afTA).FvspmBcn bradngnxiui:anmis,omtm twildmgdaigne.fyma Flue Institute. T I u kxmd r3U 4005 MARONDA WAY DOnaftDrive, Malone, whmmnsin337In Sanford, FL 32771 Component Engineering by: Tricot Engineering Co., .A., lag Soumhide RQ Edanlon, NC 27932 407) 321-0064 Fals (407) 321- 3913 TOMAS PONCE P.E. LICENSE 4900SM68 367 Medamon PL CMshsots, FL 32764 1 5-6-6 0-6- 6 3.00 Face = 0- 2- 8 moo- s o 17604 8.00" 0 R - 9) Scale = 0.1583 Eng Job: WO: CHER3 Dwg: TI: HS5 Dsgnr:TLY Chk: 2/19/2007 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 FBC- 04/TPI-02/NDS-01 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v5.4. 18-2248 Design: Matrix Analysis I Profile Path: T:\TEE-LOR\Work\Jobe\CHER3\CHESAPEARE R 3\HS5.prx I ' Name: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:HS5A Qty:l DESIGN INFORMATION This design a for an individual Willing cornpcnatt and he boat heed on infermniah provided by the diau. The deripna disclaims soy responsibility (hr dvnago as a ra.h of Onitya mtraros mlbrmnim. gai0tatiau India designs tianimd to the tncv designer by the dint and the aareanm a amoacy of lha nfamatm a it may Mass to a specific project and accepts no responsibility or caerdsa no control will regard in 0shrluion, handling, shipmatl and installation artnme. This ntm has been designed a an individua balding conmoneet in smrdmas with ANSVfPI 1-1995 and NDS-97 to be incorporated a pat of the Iuildrn{ design by a Building Designer. When mewed lbr approval by the bahlding desip err. the design loadings shown oma Plan he checked to be an that the data shown we in agnanatt with lbe loel Gdldiog code local clinic r.ds 0r wind or mow teds, project specifications or spade applied lodt halm &be-. truce has no been designed 0r0orsgemoccepar.71aadt Thadaip scams mrrR®m chords (ten a bonoco) re, continuously traced byshedhingadma6aw+:specifled. Whore bosom chords in tenon are not tidy traced mealy. by properly applied rigid ailing, they should be breed r a masinum spacing of IV-0 ere Connector plate, shall be arm. 6- 20 gage be, dapped gdvmiud red coming ASTM A 653. Grade 40. unlm rherwise drown. FABRICATION NOTES Prim to atrimlon, the fbhncalw oral review ibis drawing m verify that this dr.wiog is m moftrmanee with the abricam's plea and to raliu a continwng responsibility far such verification. Any disaepanoo ra to be pm in writing ading a hbncasion Plata moll nor be installed over 6hahae 5anas a diamed P®. Momboa shall be cad tar tight titling used to wood haring. Connector platen mall be teemed on bah lose of the truss with evil fury imbedded and shall be rym shad thejonl unlm uthawise mown. A Sze plate 6 V wide a P long. A bag plate is 6' wide a Be long. Sloe (boles) om parallel to the plate Imph spc6ed. Double an m web members mall mat a the mstroid of the wens anlm otherwise shown. Coreador plate sire we minimum sim bid on the lbrea shown ad may need to be invnsd ltr certain holding andlor amim Irmo. This truss a oa to be 6brialed with fire retardant trosed honker atlas aherwise mown. For additional inlbrnrim on quality Contra rdtr to ANSVM 1.1995 PRECAUTIONARY NOTES All brad and arnim oa>mmvdaima we to be followed in accordance wilt acoepd rdnyry pndhlicatma. Tome are to be badld with prticolr core daring brndmg and Codling, delivery and madlrm to mud damge T®pary and pecoahan bracing far holding tresses; in s aralgbt and plumb poalioo and air raining lateral mrees mall be designed ad installed by chat Cardd hadling Is asattid and erosion IrcnI is always revered. Normal l reraaionay sdico Ibrtrosssrryah PlrLternpmrybracingcooing inaallaim bewosh basics to avoid toppling and do®oning. The supervision of ermin of basso mall be ands tba cmtrd ofpertens asperined in the installation of oma Professional advice mN be ecghm ifomdd. Canembvion ofeonaruuion loads greater than the design loads shall no be applied to Mtn. a my time No Inds aba than the waghm of the amen cow be applied to true until after all foaming and bKit hg is cootplad TCt 2x 6 SP 92 2x 6 SP #1 D 3-5,5-7 BCt 2x 6 9P #1 D 2x 6 SP 42 13-16,12-13,10-12 WBt 2x 4 SP #3 2x 4 SP #2 0-0 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Ext. 1.0 Bld Type. encl L. 40.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span-0.59/792-1.16/401 14 Horiz. 0.33 0.66 NA Long term deflection factor . 1.50 5- 7-12 0- 6- 6 Face = 0- 2- 8 3.00 1760# 8.00" II or ()m Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. User defined loadcases have been considered in this design. This truss is designed in accordance with the 2004 Florida Building Code section 2306. 1 and referenced standards, O.N.O. Bracing Schedule: Chords Max O.C. From To BC 40.0w 0- B- 0 12-11-12 Bracing shown is for visual purposes only. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2.-5041/2318,2-3.-5099/2282, 3- 4.-5771/2577,4-5.-6251/2748,5-6.-6251/2748, 6- 7.-5770/2577,7-8.-5098/2281,8-9.-5046/2320, HOT CHORD 18-17.-1993/4522,17-16.-2026/4594, 16- 15.-1851/4682,15-14.-2297/5823, 14- 13.-2297/5822,13-12.-1852/4683, 12- 11.-2026/4594,11-10.-1995/4526, Webs 17-2.-93/182,2-16.-2/160, 3- 16.-545/1391,3-15.-469/1227,15-4.-408/252, 4- 14.-159/489,14-5.-248/166,14-6.-160/490, 6- 13.-408/252,13-7.-468/1226,12-7.-543/1387, 12- 8.-2/160,8-11.-88/178, 4- Joint Locations ............... 1) 0- 0- 0 7) 30- 0- 0 13) 25- 0- 0 2) 5- 6-14 B) 34- 5- 2 14) 20- 0- 0 3) 10- 0- 0 9) 40- 0- 0 15) 15- 0- 0 4) is- 0- 0 10) 40- 0- 0 16) 30- 3-11 5) 20- 0- 0 11) 34- 5- 2 17) 5- 6-14 6) 25- 0- 0 12) 29- 8- 5 18) 0- 0- 0 In - Plant Quality Assurance with Cq . 1.00 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Boris Uplift Y Type 0- 4- 0 1 1760 0 -856 B Pin 39- 8- 0 1 1760 0 -856 B R Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5041 0.38 A 18-17 4522 0.76 2- 3 -5099 0.41 A 17-16 4594 0.69 3- 4 -5771 0.20 A 16-15 4682 0.66 4- 5 -6251 0.28 A 15-14 5823 0.84 5- 6 -6251 0.28 A 14-13 5822 0.84 6- 7 -5770 0.28 A 13-12 4603 0.65 7- 8 -5098 0.42 A 12-11 4594 0.87 8- 9 -5046 0.30 A 11-10 4526 0.97 6. 00 1 5- 6-6 0- 6- 6 3. 00 Face = 0- 2- 8 L VO-8-0 1760i## 8.00" 0148 1 a t f 10 15 40- V o 13 12 11 10 onloi, 8 R 3- 9) (R - 3- 9) COSMETIC PLATES (2)3x5 (12)2x4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: RZAD ALL ROTS ON THIS Sff1ZT. A copy or THIS DRAWING TO B GIV[H TO Marollda Systems isdagsa. an RACTOR. eRACI bracing. Wg. win Rao ads{ mown m the drawing it not erosion bracing, wind tracing, portal bracing sh similar bracing whim a s pat of the buildto{ dmgl orb whim eddy be cooddaed by me bsildidg daigher. &sdn{ thowc is fa lateral s gon of tom ambm only to reduce da:Hin{ Imph. M1wisimns cow be made to anchor lateral tracing v ads and specified lani) msadermind by the building designer. Additional laaang of the overall mwmO may be rcymcd. (See M&91 ofTMFa shad".. bndng rapnbomata,comas bnuldrng daigna.frnm Plate lnaitaa, TPI is loud 59) 4005 MARONDA WAY D'Om&io Dnve. Madison, lYaconsrn 53719). Sanford, FL. 32771 Cmtpmact Engineering by. Tom Engineering Ce,.PA.. gig cavvt.:ne Rd. Fdentm, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00050060 367 Madtsmon PL 6hutuota, FL 32766 Scale = 0.1583 Eng Job: WO: CHER3 Dwg: TI: HS5A Dsgar: TLY Chk: 2/19/2007 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 FBC- 04/TPI-02/NDS-01 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v5.4.18-2249 I I I Name: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:HS6 Qty:l , DESIGN INFORMATION This design is Ibr a individual building component ad has been band on intonation provided by the diem. The designer duciaims my responsibility Ihr damage a a resell of faolry or incarm ioltrmnion, rpesi0ratow andlw donpu Aaoished to the truss designer by I:te client and the enrrecinera ns accuracy of this mlbrmatah n it may rdte tc s spmllc pryjm and stupts on ramsibliry conerd to toned with : eprd to fsbricrdion, handling. shipment and installation of traoa This cots has boon designed = m inchwhid building component in emrdmon with ANSMI 1.1995 and NDS- 97 to be omrporcd as pan of the dulding design by a Building Designer. When rMcwed Ibr approval by the building designer. the design lodiop shown muss be menmd la be sons Iho the doe dawn am in speermn with the local building codes, local dimtie records lbr wad or, mow lade, projm specifications or special aWiod loads. union dawn, bun bon no been designed lb, amp or -4-cy loals. The design aneumo mamr® m churls (top or baton) are mntmmuty hrsond by sheathing m,lm otherwise specified. Where bmar muds is tension ere not rally hrsmd Iaerally by a ap sly mWied rigid coiling. they dhanld be bred ids muimom spots g of I0'4_ o.c Connector Plans shall be mm. im. Eon 20 puga ha dipped galvmird bud meemg ASTM A 653. Cdade 44 antes: Otherwise drown. FABRICATION NOTES Prior to Mrecaton, the fabrleyor shall reviN this drswmg io verify that the dewing b in onolbrmaan wihh thin & b*morti plus and to raliu a ®tinning re I bihty far each veridryion. Anydihcghmeice we to be poi in writing bcb amhng or fabrication. Mane tall not be installed over knotholes, lamas or disimd grin. Morahan shall he oil far tight Elting wood to wed b- g. Cesomns plans chat be loud on bah face of the teen with calls rally imbedded and shall he sym. about thajum odes otherwise :gown. A 5.4 plan is 5' wide a 4' long. A bag rite is 6' wide a 11' Icing. Slew (holes) ranpwellelto the gate length spmEed. Dan tlecotone web members mall coon at the centroid of the ouch onlm aherwize dawn. Connector plat tuns wm ere rointt arcbasedan the Rem mown and may ocod ro be mermd l r ootaia hurdling mdrns awoo arms. This our is one to be fab iwrd wits cot reradant umatd umber mlm a ici mow. For oddiron l albrmation on ()uoiry Control rota to ANSLfM 1.1995 PRECAUTIONARY NOTES All broog sad erection raammadaons in to be 011ow,d in accordance with mood industry publications. Truss on to he bandied with pomade an during heading and bmAbg. ddivery and baalain. to avoid danssgn Terriporay ad pRmmernl tracing 0r healing mono b s straight and plumb position and (far resisting Inert corm mall be designed ad badld brothers. CmU handling is essential and amim tracing is always required. Normal precautionary a71an Its trims require such tmnprery bracing during installation beaweon times to svpd loppling and domiming. The sumvitim oforwmon oftase mall be under the eonttnt of pawn eaperitacia in that bstalatiat drlt!ffi RUthaleeal alvlee mall be aaeght Ifaeded Cmcmaaioo ofcawnm) m told grater than the design Iota shell oa be spplid to onions it my him No lnlds other than the weight of the awn mall be gVid to mrssa until e.er all fetmmg and brs®g is TC: 2x 6 SP N1 D 2x 8 SP 81 D 3-6,6-8 BC: 2x 6 SP 81 D WB: 2x 4 SP $3 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, Vo, 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 ;one, Covering and/ or, Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -4896 0.29 A 20-19 4368 0.68 2- 3 -5267 0.32 A 19-18 4454 0.65 3- 4 -6311 0.25 A 18-17 4924 0.52 4- 5 -7137 0.27 A 17-16 6403 0.70 5- 6 -7191 0.27 A 16-15 7173 0.76 6- 7 -7191 0.27 A 15-14 6402 0.70 7- 8 -6310 0.25 A 14-13 4923 0.51 8- 9 -5266 0.32 A 13-12 4454 0.65 9-10 -4095 0.29 A 12-12 4368 0.68 H or_(): Plate( s) OFFSET from joint center. The Joint Detail Report must be included with any iubmittal,- inspection, and/or fabrication documentation. User defined loadcases have been considered in this design. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1760 1 -863 B Pin 39- 8- 0 1 1760 0 -863 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 60/768-1.19/389 15-16 Horiz. 0.32 0.63 NA Long term deflection factor . 1.50 Joint Locations ............... 1) 0- 0- 0 8) 31- 4- 0 15) 22- 3- 3 2) 4-10- 14 9) 35- 1- 2 16) 17- 8-13 3) 8- 8- 0 10) 40- 0- 0 17) 13- 2- 6 4) 13- 2- 6 11) 40- 0- 0 18) 8-11-11 5) 17- 8- 13 12) 35- 1- 2 19) 4-10-14 6) 22- 3- 3 13) 31- 0- 5 20) 0- 0- 0 7) 26- 9- 10 14) 26- 9-10 In -Plant Quality Assurance with Cq . 1.00 In -Plant Quality Assurance, per sec. 3.2. 4 of TPI-1-02, for joint(s): 15 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-4896/2277,2-3.-5267/2357, 3-4.-6311/ 2787,4-5.-7137/3085,5-6.-7191/3105, 6-7.-7191/ 3105,7-8.-6310/2767,8-9.-5266/2357, 9-10.-4895/ 2277, HOT CHORD 20- 19.-1953/4368,19-18.-1994/4454, 18-17.-1976/ 4924,17-16.-2556/6403, 16-15.-2830/ 7173,15-14.-2556/6402, 14-13.-1976/ 4923,13-12.-1994/4454, 12-11.-1953/ 4368, Webs 19-2.- 142/176,2-18r-34/444, 3-18.-542/ 1334,3-17.-594/1542,17-4.-555/300, 4-16.-282/ 835,16-5.-215/151,5-15.0/20, 15-6.-217/ 150,15-7.-303/889,7-14.-554/301, 14-8a-594/ 1542,13-8.-542/1333,13-9.-35/444, 9-12.-142/ 176, 8-8-0 22-8-0 8 8-0 1 2 3 4 5 6 7 8 9 10 6.00 -6. 00 Face = 0- 2- 8 3.00 as-o 1760# 8.00" 8-11-11 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES OR THIS SHEET. A COPY OF THIS DRAMING TO BE GIVEN To LMaronda Systems EAdgshow CO21TRACngis ERACI°° wAxxIEOr Bnciag dawn m this daring is not amen bracing. wad brn'g de porW lasting sh similar truing which is s pen of the bdWiog dmgnad .hmch ream be Cebddad y the bolding elmpter. Brstiog drown is Rr Item on of Iris members only to reaoe budding length. hoviskmo mid be made toarbor lateralbracing at ads ad ymEd a locations damind ytheboikmg dmgner. Addnimal bracing of the ovadl s rornae may be inquired. (Sen 1DR91 ofTM).Fns spaiEe braes h*werng rryuirt ace s. ennlm boilNng dealgner.(Trns Mao Inaiimq T 1 is lornd a 513 4005 MARONDA WAY D'OnoEio Drive, Madison. Wu®sia 5371n Sanford, FL_ 32771 Caoiponcrt Enpnaertog or. Trust Fngineonng Cn., A., gig Soundside R4 Edenton, NC 27912 407) 321-0064 Fax (407) 321-3913 TOMA S PONCE P.E. LICENSE ter0050068 367 Modamocs FL Chuhsobs, FL 32766 Q..1 n T 4-10- 6 0- 6- 6 3.00 Face = 0- 2- 8 fie O-Q 0 17600## 8.00" O-j 01, 8 R9) Scale = 0. 1583 Eng Job: WO: CHER3 Dwg: TI: HS6 Dsgnr:TLY Chk: 2/19/2007 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 FBC-04/TPI-02/NDS-01 BC Dead 10. 0 psf Code: FLA TOTAL 43.0 psf v5.4.18-2250 I ' Name: CHESAPEAKE R 3 Cust=ertl0() UPLIFT D.L. WO:CHEE3 TI:HSGRDI Qtyl4 ' DESIGN INFORMATION This design is ft a individual building enrolment and he bent based on in6rmmian provided by the dims. The designer dimairm my rcy.mvbility As dtmngef o a result of 11why or inmrrm initrmstion, gxiegatims mdbr dmgm Ilmtishcd to the tr m designer by the dim. and the corrmnm ar smracy of ibis inWrtomim m it may rdme to a spnihc prvea and Amos m onpoostbility or masises m motml with regard ao fahriaaion, handling, rhirmmt ad installation ofounor. This truss be been designed a a iodMdual building cmhpment in accordance with ANSV7Fl 1-1993 and NDS-97 to be inmporred as pars of the building design by a Building Deeper. Wbem ruvicared Wr apprwd by the building designer. the design loadinp show must be chmiad in be sac that ,be drat ch iwn are in apnmrml with the bead building axles, lend diramic stands fir wind or mow load%prelim spacharom or andal also.d losdi. Unless shorn, ben ha ma been draped lbr mange or omq+sncy loads. The tictiga sssu,00r mnspr®on chords No or bottom) ate continuously trfoedbyshenhagmlmocbmir-speafled. Where bottom muds in iessiou we nor fully brand Iradly by a ppperty applied ngidci[mg, tbey should tie brrad at s aaaimtnn spmang of io,4r ma. Camara plate shall be rmeha. red ben. 20 gauge but dipped pWanisd coed mooing ASTM A 633. Grade 40. uNm othorwix show. FABRICATION NOTES Prim to hGsutio n, he lle ricmr shall revive this drawing to vmiythat this drawing is in mnlbret wish the hdiicia ev plans and in win. mitaiufng res ionshihty 0r sod. von6caion. Any dia rmlis ies are to be pto m wntmg before sitting a Otric , Plain shall no he installed over bmotholm, 6sors or dimmed gram. Maohm shall be on air tight Rnag aood in hod besting. Conomor plain shall be bated an both Me of the arm with nails wry imbedded and shad] be ayes. about the joint mlm otherwise mown. A Sal plate is 3- wide a 4- long. A 6a1 plat is 6- wide x 1" long. Sots (holes) on parallel to the plea length specified. DmNe ads m wen manbers shall cities at the rmuoid oftha-ame aids otb- mow. Cinema plate sun are minis non skies based an the grace show and airy need lm be interested lb, strain handling snd/cr am= mtasa Thu ram is one b be fibrir>ted with Got raardant arced hmnha mlm ahawioe mow. Fnedditmd in,momaom QwlnyCmnolreferto ANSVITI 1.1995 PRECAUTIONARY NOTES All bracing and amim recomtnmdnimo re to be followed ai temrdance with ampd indamy publ.ratiom Tnmo are to be handled with peniodr use during landing ed bundling, ddivay and installed- to • turd damage Tamporry and permanent bracing for holding trams in s andgtt wad plmeb pmtm and for rowing load Raw mall xdsgned and installed brothers. Careful handling is essential and amen dial; is drays req.mcd Normal pcanimry saim fur tame requires arm tam -,miry L-=ng during installation be- comes ao shod topping and domindang. Thor agcvaam of eam.ou of come shall be under the central of lie mes nperiord in the installation of tens. Professional duke mall be ought if nee d. Cmncem resim of mnsuW;m loads greater than the design loaf shall not be sppl.d a mono m my acne No bads other than the weigh, of the nmm marl be sppa.ed to noises marl ftw all harming and diacimg is ennipleed TC: 2x 6 SP 41 D 2x 8 SP Al D 4-7,7-10 BC: 2x 6 SP 01 D WB: 2x 4 SP 93 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. 4-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts at 24" o.c. shall be installed on TC4BC in addition to nailing. Distribute loads equally to each ply. GLOBAL MAX DEFLECTIONS---:----- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.64/723-1.27/365 19 Horiz. 0. 29 0.58 NA Long term deflection factor . 1.50 4 PLYS REQUIRED Lineal Footage . 385.8 T 4- 3I- 12 0- 6- 6 U or (): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. This 4- PLY truss designed to carry 11, 0" span framed to BC one face 21 0" span split -framed to opposite face WndLod per ASCE 7-02, CEC, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft We, 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Reg Supported span based on int. wind zone. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. In -Plant Quality Assurance with Cq . 1.00 In -Plant Quality Assurance, per sec. 3. 2.4 of TPI-1-02, for joint(s): 4.10 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-14661/6624,2-3.-15449/6946, 3-4.- 17207/7845,4-5.-17920/8162, 5-6.- 26671/12122,6-7.-28195/12809, 7-8 28195/12809,8-9.-26670/12122, 9-10.- 17919/8162,10-11.-17206/7844, 11-12 15449/6946,12-13.-14660/6624, HOT CHORD 24-23.-5795/12972, 23-22.- 6933/15448,22-21.-10361/23034, 21-20.- 10362/23040,20-19.-22086/268741 19-18.- 12086/26873,18-17.-10360/23035, 17-16.- 10358/23029,16-15.-6932/15446, 15-14.- 5795/12971, Webs 2- 23.-760/1886,23-3.-1583/051, 3-22.- 270/641,4-22.-3286/7403, 22-5.- 5549/2542, 5-24,e 117,(455, Joint Locations ............... 1) 0- 0- 0 9) 28- 0- 0 17) 28- 0- 0 2) 3- 2- 8 10) 32- 8- 0 18) 24- 2-11 3) 5- 3- 4 11) 34- 8-12 19) 20- 0- 0 4) 7- 4- 0 12) 36- 9- 8 20) 15- 9- 5 5) 12- 0- 1 13) 40- 0- 0 21) 12- 0- 1 6) 15- 9- 5 14) 40- 0- 0 22) 7-10-11 7) 20- 0- 0 15) 35- 9- 2 23) 4- 2-14 8) 24- 2-11 16) 32- 1- 5 24) 0- 0- 0 TOTAL; DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 - 0-10- 8 -46 0- 0- 0 TC Vert L+D -46 0- 0- 0 -46 40- 0- 0 TC Vert L+D -46 40- 0- 0 -46 40-30- 8 BC Vert L+D -227 0- 0- 0 -227 40- 0- 0 Concentrated LBS Location BC Vert L+D -279 3- 0- 0 BC Vert L+D -279 37- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 5783 1 -2624 B Pin 39- 8- 0 1 5782 0 -2606 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 14661 0.30 A 24-23 12972 0.43 2- 3 - 15449 0.31 A 23-22 15449 0.52 3- 4 - 17207 0.19 A 22-21 23034 0.65 4- 5 - 17920 0.20 A 21-20 23040 0.65 5- 6 - 26671 0.27 A 20-19 26674 0.73 6- 7 - 28195 0.28 A 19-18 26073 0.73 7- 8 - 28195 0.28 A 18-17 23035 0.65 6- 9 - 26670 0.27 A 17-16 23029 0.65 9-10 - 17919 0.20 A 16-15 15448 0.52 10-11 - 17206 0.19 A 15-14 12971 0.43 11-12 - 15449 0.31 A 12-13 - 1466% .0,30 A 1 2 3 4 1" V' il.,l I t 1p l e P rs 9 10 11 12 13 6.00 1 6 -6.00 Face = 0- 2- 8 3.00 T 0- 6- 6 4-2-6 f I 3.00 Face = 0- 2- 8 0-8- 0 0-8-0 5783# 8. 00" 57824 8.00" 7-10- 11 24-2-10 14 7- 10-11 4 3 2 il 10 9 8 7 6 5 4 0-)0y840- - 0 _ 0 J0,,8 9) ]279# EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES Oa THIS SKEET. A COPY OF THIS DRAWING TO EE GIVEN TO MarOnda Systems EAiCTIpG CORTRALTOR. BIeACIEG WARNING, Bracing mown m that drawing is an mania brag, win dingo{, pond diseimg a gesilo diseio{ whim is a pan of the Wilding dmga ad sdhid, noon lomngdered by the Wilding tlsgaa Brain{ mow 17 itr loerd m aluuss ambers only to reduce bustling Imgtb. Provisions must he made to me w land bowng as cods and spmified I ) lo= imns dct=md by the bmtdmg dmp a. Additionalbr dog of theovtrall oar me msybo rmwet (Sm M11.91 ofTFi).Far spmlk tram treeing requfrmna ts. milam Wilding desigaa.(T.aem Ilene Inwnse. TM is honied at 313 4005 MARONDA WAY I7Q. of)io Drive, Mdum, wru®gn 337191 Sanford, FL 32771 Conspmmt Engineering by. Tr® Engineering Co.. F.A., 11{ Soundcide Rd. Edenton. NC 27932 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E- LICENSE 000050068 241 MedmWasn FL ChadlsotR FL 7216E Design: Matrix Analysis Profile Path: T:\TEE-LOX\Work\Jobs\CHEX3\CHESAPEAXE E 3\HS 279# (110- 3- 9) Scale = 0.1518 Eng Job: WO: CHER3 Dwg: TI: HSGRDI Dsgnr: TLY Chk: 2/ 19/2007 TC Live 16.0 pef Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 8C Live 10.0 psf O.C.: 2- 0- 0 FBC-04/TPI-02/ NDS-01 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v5.4.18-2251 Dl.prx Job: CHESAPEAKE K 3 1 Customer:10# UPLIFT D.L. WO:CHEK3 TI:HSGRD2 Qty:3 DESIGN INFORMATION TC: 2x 6 SP $2 MULTIPLE LOADCASES -- This design is the joint Locations This design Isf«anidi.mluldnminxramwnuand 2x 8 SP N2 3- 6,67 8 composite result of multiple loadcases. 1) 0- 0- 0 8) 31- 4- 0 15) 20- 8- 0 hall been basednrllforeivion prov,ued by the aim. The BC: 2x 6 SP #2 User defined loadcases have been considered 2) 4-10-14 9) 35- 1- 2 16) 16- 2-11 daipndsdannaoyRtpolwD117f«dama{ono 2x 8 SP H2 15-18,13-15 in this design. 3) 8- 8- 0 10) 40- 0- 0 17) 11- 7- 4ren,It of towry «nnarroct lm'ormutas tgreclfialnom asdla dalgns frunlalned to the tttm des+gttr y rlie dim WB: 2x 4 SP Y3 WndLod per ASCE 7=02, CiC, V= 125 h, P 4 11- 7- 4 11 40- 0- 0 18 9- 1-11 and o,Rnm «mcorrectness dthis lnfmutionu0 2x 4 SP #2 8-14,01 0 H- 15.0 ft, Iao 1.00, Exp.Cat. B, Kzt= 1.0 5) 16- 2-11 12) 35- 1- 2 19) 4-10-14 msymLatol spmfcpojmamamepum AllCOMPRESSION Chords are assumed to be Bld Type= enel L= 58.0 ft W- 40.0 ft Truss 6) 20- 8- 0 13) 30-10- 5 20) 0- 0- 0 retyasibilrryorexrcucesocomrdmNrepedlo continuously braced unless noted otherwise. in INT zone, TCDL= 4.2 pelf, BCDL= 6.0 pee 7) 23- 9- 5 14) 23-11- 1 tw,otwauadhoydupoe'e.mrmtalwm°f ulding This rRa hasbeentfaigreduonindividtulbuilding3-PLY TRUSS! fasten w/3"x 0.120" naila in act Resistant Covering and/or Glazing Re IxtP 4 94TOTALDESIGN LOADS comporcminocmdanceathANSVTPII.1995 m staggered pattern per nailing •chadule: Bracing Schedule: Uniform PLF From PLF _ To NDS-971okinmrp«ueeup noftlebW]divdarpl TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft. Chords Max O.C. From - To TC Vert L+D -46 -0-10- 8 -46 40-10- 8 by a Building Designer. When revlowwed far aWroval by Repeat nailing as each ply is applied. BC 72.01, 0- 8- 0 12-10- 0 BC Vert L+D -40 0- 0- 0 -40 40- 0- 0 the kedtobe sum Chia the datererna am derinn1. 19mrnical ctnaJ< ed cobscorethatthedatathwoo:in syecrncm Distribute loads equally to each 1 eiu Y ply. Bracing shown is for visual q purposes only. Concentrated L83 Location with the local building ooda local elimu!e rewards for TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. In -Plant Quality Assurance with Cep 1 BC Vert L+D -866 11- 7- 4 wind« uav loods legit specifications or Wmial 1- 2 -8959 0.25 A 20-19 7987 0.58 MAX. REACTIONS PER BEARING LOCATION----- BC Vert L+D -1394 20- 8- 0 appl'edwa`Unless emeatnmhas real been designed 2- 3 -10586 0.28 A 19-18 8208 0.58 E-Los BSet Vert Horiz Uplift Y Type FORCES (lb) - Max Compression/Max Tension far °ora{ionchadl flop or helium) are pantirrinorraly ,ngWaec The dagnastLma arllprC6glr flpr 3- 4 -12855 0.17 A 18-17 10016 0.40 0- 4- 0 1 3051 -1 -1591 B Pin TOP CHORD 1-2=-8959/4328,2-3=-10586/4719, braced by cbralMng""«haw(m spccflcl. R7eR 4- 5 -12856 0.18 A 17-16 4870 0.60 39- 8- 0 1 2729 0 -1571 B H Roll 3-4=-12855/5532,4-5--12856/5530, to laterally bell=aM cnhmI . amy 5- 6 -158540.21 A 16-15 4871 0.62 PROVIDE UPLIFT CONNECTION PER SCHEDULE 5-6=-15854/6642,6-7=-15858/6645, in, y applied ngid ailing, they should be broad ala 6- 7 -15858 0.21 A 15-14 14147 0.60 WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 7-8--13848/6326,8-9=-9274/4730, maximomednll of at20pu oc. adippedptnFula zA ede rtamJactured IY= rn 20gaoabedLipped gaMrdztlaW7- 8 -13848 0.21 A 14-13 8795 0.42 19- 2 -542 0.03 C 15- 6 -157 0.01 C9-10=-7915/4316, mmingASTMA652.Grade 40.unlea«herniseZ.. 8- 9 -9274 0.24 A 13-12 7260 0.52 2-18 1650 0.18 C IS- 7 2099 0.22 CBOT CHORD 20-19=-3847/7987,19-18--3937/8208, 9-10 -7915 0.22 A 12-11 7056 0.52 3-18 2349 0.25 C 7-14 -1321 0.07 C 18-17=-4401/10016,17-16=-6290/14870, FABRICATION NOTES GLOBAL b= DEFLECTIONS--------- 3-17 3405 0.36 C 14- 8 5243 0.32 C 16-15--6291/14871, 15-14--6264/14147, Prior tohbrialloutlefabricator ahall-rinvthis LL TL 4-17 184 0.02 C 13- 8 2241 0.24 C14-13=-4435/8795,13-12--3931/7260, drawing tow ly lhal lhn allowing a to couforoaora with in./Ratio in./ Ratio Jnt(s) . 17- 5 -2227 0.14 C 13- 9 1370 0.15 C 12-11=-3835/7056, rhe emoalatoA ptauc and lorraliu acomicre for such art Any duuon. I Span- 0.41/999-0.89/520616- 51970. 02 C 9-12 -491 0.03 CWebs 19-2=-542/145,2-18=-385/1650, b costing ln. an tie pul in lice mbepwlnmltingbefazantio{«ah+atian.PWa Hori:. 0.20 0.44 NA 5-15 10940.12 C 3-18=-1184/2349,3-17=-1201/3405,4-17=-35/184, shall not ximmllmovttahola.led«:«dismlad Max DL Deflection L/960 = -0.48 17- 5=-2227/985,16-5=-166/197,5-15=-246/1094, pain. Members shall be cte W ughe fining wood to wood Long term deflection factor - 1.50 15-6=-157/122,15-7=-309/2099,7-14=-1321/299, baring. Conan« Plata s:ll be loaub on bosh elm d the tnv, vitb calls fully imeodordareshall heq,nabs" 3 PLYS REQUIRED 14-8=- 1828/5243,13-8=-1312/2241, he)mm unless othrrWR shwrn A Ssa plate- 5• widen Lineal Footage = 285 13- 9=-401/1370,9-12=-491/161, gmr Doo run paarallel to the sale engt sli ble arou ar 8-8- 0 22- 8- 0 8-8-0 m web eribea oldinm shell othe umrd of the webs unless 1 2 34 5 6 78910 olhmn iss clown Cnrmor plate cm art minimum Pus based n de folds down Wtr:ry need to be irr eased for certain handling r.vVw elation urnic, This Inn u ea to be fabnaled wild fire caa,d,nl mated 6.00 6.00 lumber unlelean o Quality ehwv. F« to infornnn,oa on Quality Comrd rr:fer uo ANSVTPI 7 , TT J l p T - I I 6x f' Sx10 14995 8x10 3x6 Ox 0 6x PRECAUTIONARY NOTES I 4x624x6 All Madnj.nd crtaim remrnrnedati«e are m be Ibllined in a®rdance snlh aaeplsd rndtdry 4-11-12 4-10-6 publictuoas Tows are to be bodied wish Particular tam during bonding and b,ndling. dalwcryotd0-6-6 Sx6 6x8 3x6 6x8 0-6-6 Sx6 Lmallauuu to n,aid damage. Ta.wonrr and penunm 8x 14 10x10;E! 8x14 _ bracingforholdingtrussesinastraightadplumbI3x4µspurn and fa resisting Lateral foe" shall he designed and installed y other Careful handling is essential and i!eULilo_ aectli n bracing is always required. Na me! praamilaw v action for tome requires suchtemw.orary bracing curing Face = 0- 2- 8 Face = 0- 2- 8 installation bawten Ousts to avid leaguing and dominoln:. Thr anperruion of ertgion or lnurcs doll he 0-8-0 0-8-0 under the courci of persons apaiernoed in the installatin of times Pro sues l .Mice aMll be sought 12-10- 0 ie Uncalled C«n0m:ralueedeonsrractontw--sg acrthan 3051 8.00 i 2729M 8.00" the daip, lads shall not be spilled to tmssu al any lime. 9-1-11 21- 8-10 9- 1-1 1 Ne Iuds «2ier,h.n the vdght of tte seem uWl be 0 9 8 7 6 j 14 3 I Z 1 applied to rr s a until a6a all fastrnin{ and bracing ta corriPuaed 0 040-0- 0 0-00 8 R - -9) 866q 1394H R - -9) COSMETIC PLATES (2)3K6 (12)1.5X3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 I Scale = 0.1547 WARNING: Eng Job: WO: CHEK3 READ ALL NOTES ERECTING CONTRACTOR, ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO BRACING WARNING: Dwg: TI: HSGRD2 Maronda Systems Br.dryglow =nNsdmnngisnaelatonbndnywind bndng portalbraong«amlarbndng which sapen of Ds r:TLY Chk: 7/22/2006 the bolding design and nrbk6 mum be considered by the building de ngner. Bracing shown a forlateralsupportoftrrtssTCLiveLi160sfPLbrDF : 1.25 mratba, only to resold budding locations detssmired bylength. Prone«s now hemelee to anchor totem bracingatendsandspecifiedbuilding designer. Additional bracing the 91 of the wall structure tray be required (Sec HIS-9 4005 MARONDA WAY no onoDr iueimgwnsmrcgwm TPIIslootedatsa5TCDead7.0 psf Plt DF: 1.25 l9)Lm ngampc.(rnm tuel®tme. O.C. : 2- 0- 0 Sanford, FL 32771 Conn onem Engirmungq- Teas Enpoecrng Co.. PA.. III Sourdsitk Rd, Edcnim NC 27922 BC Live 10.0 ps £ 407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE NW50060 BC Dead 10.0 Psf_ Code:-FLA 267 Melsla - _rl. Chuluofas FL ] 27ii TOTAL 43 . 0 9f v4 . 7 . 32-62085 Design: Matrix Analysis I Profile Path: C:\TEE-LOK\Work\Jobs\CHP1C3\CHESAPEMM K 3\HSGRD2.prx 1 ' Name: CHESAPEAKE K 3 Customer:lO# UPLIFT D.L. WO:CHEK3 TI:J Qty:6 a DESIGN INFORMATION This d=np is the an individual building mho , cut and hen been baud on mformstion provided by the client. The draper dirdaitm any responsibility the damages as result of lhuhy or incorrect inmrmmotio n, specin"mms ad/m designs Maimed to the enno draper by the client and [hearrmnm or mncy ofthis ins rmarien sa it may rdote to a specific project and saints no reopen bilitya suds= no ®hol with regard to Illrimim. handling, shir-Col and installattm of arms=. This trusa has been draped a an individual building compmmetl in acmdatec.tth ANSVT14 1.1995 and NDS- 97 to be iootrimaled a part of the building design by a Building Designer. When reM aced (br ypo al by the building designer. the design loading she mud be chocked to be tore thin the data sthowu are in agreement with the =cal building ads% local climatic rids the wad or Few loch, prmw spedllutms or special applied Wrb. thlm shorn, trim has not been designed Ibr Forage or occupancy leads. The design sham= mnrprmiam chards pop errat bon) we continuously brocnf by sheathing mica other .iae tpincinpd. Where l000mh dhni in tensionere sus fidly traced laterally. by properly applied rigid wliog, they should be brand a a maximum spacing of I D'd- me. Cnoomor plot= shall be momfois. Ram 20 gauge ha dapped gid—ted Fed mining ASTM A 653. Ede 4Q unless aherwt>c *on FABRICATION NOTES Prim to Ihbricalinn, the IYtricalm %ball review the drawing to verily that this thawing is in an(brmace with the ahitatm' a piano s d to realize a confirming responsibility (be such verification. Arty diracgmdta are to be pm in writing beftre timing or striation. Rua shall no be installed over kpalboles. mat or distorted Vain. Mmhbas shall he inn the tight fining wood to wood bearing. C— oc or plot= mall be located on both Ore of The mass with nails IWIy imbedded and shall be ryas about the joni unless cthwwise shown. A Sat plate is 5- wide a 4' long. A fiat date is 6' wia4 a I' long. Slain (holes) rimporalldtotheplatelengthspecified. Doubletansno web mtmtvs shall trim at the cmtroid of the wcbsunless ethawim.bu m. Coanmmp1a1o6ewemioimu= dm bawd on the Itrces shown ad may need to be iomeseed the cesm handling md/w amino trims This trim is rim to be fabricated with fire reaaa dtr=tedhavther amlm er othwiss shown. Foradditional inibrmatim no Quality Control rdbr to ANSVrM 1.1995 PRECAUTIONARY NOTES All racing ad erection re®me daioos wit to be fbllored in a,, damaa with a¢eplad I I ry pubirwitns. Trusses wo to be bandied with particular ale during bwding wood handling, ddivay and madlatim to s. ad damage. Temporary and permanent Ins . & (be holding ism= in a smwght and plumb position and the nsFing lateral Voters "1 be designed and installed by others. (:wild banAing is essential wood auction tracing is always repdrod. Normal prtrmimay mino 0r omen noluir= such temporary bracing during installation but woes buss= to ovoid toppling wed dominoiag. The aghwviom of amino of bun= shill be coda the antral of p.mw apaiamW i. the insiallwian oft— Proftmmd advice shill 6s ought ifooedel Cerammm ic. ofmmaim kd% passthantbedesip Inds shill rim be applied to trusses to any lime No loads other than the weight ofthe armor, shall be applied to rot® until afia all (nFanmg and racing is TCt 2x 4 SP N2 BC: 2x 4 SP # 2 WB: 2x 4 SP # 2 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. 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. TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -53 0. 58 A 1- 3 2 0.46 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.14/ xxx 0.05/xxx 3-1 Horiz. 0.00 0. 00 NA Max DL Deflection L/ xxx . -0.09 Long term deflection factor . 1.50 3- 3-15 0- 6-6 Unbalanced load case(s) have been checked. Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION ----- Los BSet Vert Horiz Uplift Y Type 0- 4- 0 1 266 200 -392 B Pin 4-11- 4 1 112 154 -273 T Pin 4-11- 4 1 103 0 -46 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 5-0-0 Joint Locations ............... 1) 0- 2-0 3) 5- 0- 0 2) 5- 0- 0 4) 0- 2- 0 WndLod per ASCE 7- 02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 20.0 ft W. 5.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psE Impact Resistant Covering and/ or Glazing Reg FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2.- 53/0, HOT CHORD 1-3.- 2/2, 6.00 C/L: 4-11- 4 112# 1.50" A 266# 8.00" 103# 1.50" c 5-0-0 V 4 3 14 1- 1- 9 5-0-0 Rs.- 1- 7) yt EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNINGs RZAD ALL 510738 ON THIS SHZZT. A COPY OF THIS DZAVIRG TO Bill GIVZZ TO Maranda Systems ZRS:CIIHG ` GHTUIClOZ. BRACnto wARNI°°' Siang drown c 'm drawing is oat amino Inang, wind dingoes pad racing or similar tracing which u s pout of me dsitlhog imp sal . iticL one be ontidad by the tauWing designer. Bracingdo ls IOr W ergs ttrpporl of trim mambas only to reduce duckling length. PrirrFmf must be made to anchor lateral bracing it ends ad specified Incorrect; deermioed by the building deriper. Additional bracing of ths overall mrocr. re may be repubc& (Son IOB-91 ofm).rer spmtk truss hradn{ requirements, contact building dmgna.(Trita nine leummrs TM ls lowed in 513 4005 MARONDA WAY D'omotrio Wire, Madison, Wwwsio 53719). Sanford, FL 32771 Corponenl Fagmmmg by. Tnm Fapmaing C4 .A., Sit Spmdside PA Mentor. NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00050060 367 ModnE{on FL.Chuhtota, FL Attach with (3) 16d Toe - Nails 3-0- 6 Attach with ( 2) 16d Toe - Nails Over 3 Supports Scale = 0. 4810 Brig Job: WO: CHEK3 Dwg: TI: J Dsgnr:TLY Chk: 2/19/ 2007 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 FBC-04/TPI-02/NDS-01 BC Dead 10.0 psf_ Code:—F-LA— — TOTAL 43.0 psf VS. 4.18-61690 ueeign: matrix Analysis Frotile Path: T:\TEE-LOK\Work\Jobe\CHEK3\CHESAPEAKE K 3\J.prx I I I Job: CHESAPEAKE K 3 Cuatomer:108 UPLIFT D.L. WO:CHEK3 TI:Jl Qty:4 n DESIGN INFORMATION This design is for an Indnidrul building mnpomu And has born based oninformation prwidad by the dim. The designer nliclaims any rapormbiby for damages As o rmll offaulty or incorrect mfomuton, spa+iBwims antra designs krnisled to the utm &signs by the dim ant the mrmcr ess or amznq of Ihu information As it ivy relate to a spctlk Project and It W ms0armbiliry or cxl"oso to mural with regard to abrialion. handling, shipmciu and installation of trams This tram has been deignd a an indhidual building tomI . in amn. with ANSVIPI I-199s and NDS- 97 to be Incorporated As pan of the building design by a Building Designer. When reversed for approval by the buding daps, the design loadings sham rem be defied to be sum that the data shown are In agmerrem with the local building mks. local climatic records few mod or crow loads, pmjm sptsilicatiora or spercial applied loads. Unless sdoern, truss has not been designed for amp or oowPansy toads. The deign ammo oarr ressnn Chords (ma or time=) am cumusnate y based by shcathing onke mhernse spcilkd Whcre boom ands la weak. Am cam Ally brAced Inrnl ly by papeAy rMand rigid ceiling. they should be tinted in a maximum spacing of 10'-0' a e Connor plow shall be mfneurd fiom 20 pup hot dipped phinlead act mcening AM A 63s. Oracle a, uWm ceewise shown. FABRICATION NOTES Prior to fabrlatin thcfatriotor shall view Ihu dmm.& to vcny that this dravring is In conformance with the htirlomes Plans Ana to rah= a dmmumnng roppalbilty for such verification. Any dumnPando am to be pm in suiting before hating or fabrication Plan shall not be Invalid over kmloln kmu or dimmed grain. Members shall hem for tight fining wood to woad boring. Connector plates shall be located on both fma of the Incas with mils rely inibodded And shell be ym..mm dejoim unless otherwise down. A 5x4 plate is s' wide x 4' tong. A 6x1 pine h 6' wide a 1' tong. Sims (how) ten parallel to the plain length specified. D. cuts m win nnel . shall r1m n the steroid of the went unlm ctheraw shown Cmn odor plate sizes am minlmmo oas based out the form 61— and may nerd to be Increased for certain handling sndror creation mro$ This Inm ism to be fabricated with not retardant Irotod lumber ua= mlics, shmm. For additional infomullon on Qualny Control well" to ANSVr}I 1.199s PRECAUTIONARY NOTES All braong and erection recommendations am to be followed In Accordance with Kccgx industry Publications. Tenses am to be handled wrath particular are during handing and bundling, delivery And ins aluuim to ntid damuga Temporary And permarew bracing fm holding trusses in a straight and plumb position and for ns ling Ineral forcts $hall be desigred lad installed by others. CardW handling is coetul And e6lion timing is dways required Normal peamim]ry Action fin 1— requires such lonponry bndng during installation here= rum to Avid Waling and domindng. The mpeninon dcrmion of tomesdull be under The control of personas experienced in the i®album of trtmics. Pruf®arnd advice dWI be sough U ceded Cmoeuraum of cnstnrction loads greater than the design loads WII tot be Applied to buses at Any I'm No Initials other then the wagtu d tun ermas shall be Appinrd to try until after all hastening end bracing is omnptctd TC: 2x 4 SP #2 BC: 2x 4 SP 42 WB: 2x 4 SP 02 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. This truss is designed to bear on multiple supports. Interior bearing locationa should be marked on trues. Shim or we to if necessary to achieve full bearin. TC. ..F'ORCE.. CSI. Cr ..BC. ..rORCE..CSI. 1- 2 -33 0.24 A 1- 3 1 3 0. 19 GLOBAL MAX DEFLECTIONS--:------ LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 02/xxx 0.01/xxx ' 3-1 Horiz. 0.00 0.00 NA Max DL Deflection L/xxx = -0.01 Long term deflection factor a 1.50 2-3-3 0-6-6 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be contiriuously braced unless noted otherwise. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cep 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Borix Uplift Y Type 0- 4- 0 1 169 126 -267 B Pin 2-11- 4 1 67 98 -169 T Pin 2-11- 4 1 62 0 -28 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 0-0 6. 00 C/ l,: 2- 11- 4 67a 1.50" pg 1 169# 8.00" 62# 1.50" 1 3-0- 0 4 3 0- 10- 8 , 3-0-0 R0-11-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 I WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Maronda Systems ERECTING ( nthisdACTOR. BRACING WARNING: Bracing shown m luu drawing Is not erection bracing. wind bracing. portal bring or umibu bracing e.hieh is pan of the Is dlding design and which mum be considered by the building designer Bracing; r blendv shown is foenlsupportofInv" rcdtae buckling leaph. PmvW= nnitfl be mile to Anchor Weal bfGng at Cads and Beefed locations dacmdr d by the building designer. Additional bntdng of the overall anctum may be required. (See HIB-91 4005 MARONDA WAY i D'Onofno Drt m.hoMadmq WnxannpnPSJllf)a eruct bulldnngOdgncr (Tram Platelmlmtn. Trl is bald n3U Sanford, FL. 32771 Comporem Engineering by. Tram Engineering Co.. P.A . Sit Smnndin Rd Fdctan NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE OWS0068 367 Mwdamoo FL Chuhsots, FL 3276E Joint Locations 1) 0- 2- 0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 2- 0 WndLod per ASCE 7-02, CiC, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl L= 20.0 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 Compreaaion/Max Tension TOP CHORD 1- 2--33/0, BOT CHORD 1- 3=-2/3, Attach with (2) 16d Toe -Nails 2-0-6 Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.6004 Eng Job: WO: CHEK3 Dwg: TI: J1 Dsgnr:TLY Chk: 7/22/2006 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 psf Plt DF: 1.25 BC Live 10. 0 psf O.C.: 2- 0- 0TPI-02/FBC-04BCDead10. 0 psf rnein - Fr.A 61691 Design: Matrix Analysis Profile Path: C: CHEX \CHESAPEAKE K 3\Jl.prx I Job: CHESAPEAKE K 3 Customer:100 UPLIFT D.L. WO:CHEK3 TI:J2 Qty:4 DESIGN INFORMATION This deg is for an individtW building oompoaect and his been based on -nfonnmian pordrd by the dial The tlesigse dilciainns any meporwbrliry for etenges as a result of fmhry or inct rem informations spmaatiom ardkr design IbmiNnd to the 1= desigrce by the client and the correctness; s; or accunry of this information a it may rteta to a spmflc pnym and aacps no mWmwhllry or Luerdses no amml wish regard to fabrication. handling. shiprcm and installation of tr..ins. Thu buss has been designed as an IndMilual building wtWoncm io accorda im with ANSVrPI 1.1995 and NDS-97 to be incorporated a pan of the building design by a Building Designer. When revienod fa approval by The butlGrg design.. the deign 104r is sham mum be decked to be sure that the Tire slemm art In agezpem with the loot ounhding codes. Ioal ci iredie records for wind or snow bads. Peym spa -flatiron or special applied lards unless shown. Truss has nor been tleg ad for storage or osnpmry Inds Ttx 4mp assume mripressiorn chords (top or baron) an continuously braced by sheathing unlm otherwise spathes. Whom bonocn chords In Iran am m fully triad laterally by. paperly sM d rigid wiling, they should ed braced an a ma<imnm spacing of I(y-0' o ti Connector plan s1u11 be m.nctur .n fr® 20 gorge ha d:ppcd phzatmd sled mating ASTM A 653. Crade 40. n!m otherwise shown. FABRICATION NOTES Prior to fobrialm the fobnctuor shale revicr this drasnng to verily, that this drming is in codbrvrree with the bbnaloh plans and in rates o conimaiog responsibility for such seriflation. Any du.eparra art to be gad to writing before siting a faNialion Rato shall rim be installed ova taboles knees or dmoned Pen. Menibm dell be an for tight filling wood to wood bearing. Connector plain shall be looted on bed rat of the true with its wry Imbedded and Nallbe s) m about the joint unless otherwise Nano A Sao plate is 5' wide x l' bit. A US plate is 6' wide < a' long. Sba (hole) run paralhd to the plate length spmfea. Double cuts on w b acre. dull mat al the manr.eid of the webs unless onhvwic shorn. Couoram plate Tim cue minlieno cim based on the rave stewp and any need to be inerased for mtoio handling and/or anion slrea<a This Inn is rev in be fabriaed with fire reamed traNd In.*. unless ahervis shown. For Wdifaul Infornsstbn on Ousllty CorumI ref. to ANSVTPI I. 1993 PRECAUTIONARY NOTES All bracing .,it ermine reremrncretsrw,ro art to be follmsed in accoNarce with Keg" industry peNiatior6 Trusses w to be handled wilt particular art during banding and bundling. delhery and imallaim to avoid damage. Temporary and p.man ro bracing ( or holding truss In a straight and plumb position end for resting lateral forcaz shall be designed and ilmdkd by others Care1W handling is tame W end amen bracing Is always required. Normal preamimury SWW for tome require such temporary bracing during inea1W ion between trustee to avoid toppling and domindng. The supervision Ncrmcn of irussa stall be under the control of person experienced In the IMWIatim of i Pmflsaonl Mice shall be wu&W trended. Conorntration of oorsrirction beds grater than the design Inds shall net be applied to cremes it N7 bens No Inds she than the awigid of Ile cretin OW I be applied to trusses until after all fastening and brrcing is TC: 2x 4 SP 02 BC: 2x 4 SP H2 WEI: 2x 4 SP 82 All COMPRESSION Chords are assumed to be continuously braced unless notedrotherwise Wind analysis based on: SBCCI- 94, V=100 MPH, I= 1.00, Mean Hgt.=15.0 ft, Int zone. and enclosed building. 1- 3-3 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for wind. In - Plant Quality Assurance with Cq= 1 FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-10/0, HOT CHORD 4-3--5/7, TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -10 0.01 A 4- 3 7 0.02 T 0- 6I-6 F 1- 0-0 1 2 6. 00 ON EZI ON OR L 1-0-0 TI, 4 3 t. 0-10- 8 L 1-0-0 RT 01112) Joint Locations 1) 0- 0- 0 3) 1- 0- 0 2) 1- 0- 0 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 129 29 -61 B Pin 0- 10-12 1 30 0 -64 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(a). I. Span 0.00/906 0.00/999 2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 Attach with (2) 16d Toe -Nails 1 1- 0-6 1 Attach with (2) 16d Toe -Nails EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRARING TO BE GIVEN TO Maronda Systems ERECTING CONTRJrBRACING NARKING: Bracing thoon n tha dewril ny isis tot .mien brmng. end bracing. peal bracing m atmier bracing which u pan of the building deg and which oats be considered by the building designer. Bracing shou n is for beral support of inns me ilaw only to nduee buckling length. Prwnsion must be made to orchor lateral bracing at ends and specified locations dciermined y the building desigren. Additional bracing of the metal anrture may be required (Sue HIB-91 Ouaan'aga.( Tmn.t`Iwimm, Tn is Incited m5u4005 MARONDA WAY oofrorimMmmn5y719), Sanford, FL. 32771 Component Engineering by: Tim Engineering Co. P.A . keg Smrrdside PA Edenton. NC 27932 407) 321-0064 Fax (407) 321-3923 TOMS PONCE P. E. LICENSE *0050060 _ OLMedamon PL geduct* FL-T274S Scale = 0.8248 Eng Job: WO: CHEK3 Dwg: TI: J2 Dsgnr:TLY Chk: 7/22/2006 TC Live 30. 0 psf Lbr DF: 1.33 TC Dead 7. 0 psf Plt DF: 1.33 BC Live 0. 0 psf O.C.: 2- 0- 0 TPI-02/FBC- 04 BC Dead_10_.. 0__ps£— Code: —FL; TOTAL 47.0 psf v4.7.32-61692 Design: Matrix Analysis Profile Path: C: CHESAPEAKE K 3\J2.prx I I I Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:J3 Qty:3 DESIGN INFORMATION This design is for an Individual bulding arnpore in and has been based on infosslmim pr., by The clew. The designer died. are..y resyowbilip for dswses as. rau0 of laulry a incorrect informma% saacificrom and/or designee fumished in the Inm designer by the claw ued the corrocbnm or accuracy of this information u it my relate to a syeeelk Prelim and a cepla no responsibility ar a ereiaes no control mlh regard to fibriatiorc handling. dtipmw and iresulWioo of imsa This trim has been designed a on indnidtal Wilding comDolem in saiadance wile ANSVIPI 14"S and NDS-97 to be (iearpsreld u pan of The building loge by a Building Designer. Whew reviewed for sppoval by the Molding dim• the design tadinge eimwa em be chocked to be ruse that the data Norm ge in ngcmw with the bail building aides, kcal diendc records for wind or snow loadk pope speedbodaa a special apples loads Unless shown. Inm has not been designed for usage or con racy lads. The design emmcs wnpre.,am chords (lop or borlom) ore continuously braced by sheathing unks orhenvin specified. When bloom chords in Tema are i4l IWly broad latere:ly by a properly applied rigid eeihng. they should be breed a a mvmure spacing of 10'd' o c Connector plates shell be msm6nured hem 20 page M dipped pMnimd steel resting ASTM A 653. Grade 40. unless othnmrc shown. FABRICATION NOTES Prior to Iabriatin the fibriator shall revnv this dreaing to verity that this dras.ing is in ionfomarex teeth the fabricaloes plan and to =It= a aimiming resporntbnliry fa uch seMation. Any dicrep.neie. ore to be pm in vnling be(= gdting or fabriaion. Plata Nall not be installed over knotlWes, knout or distorted grain Members doll be nad for light filling wood to nod bearing. Connector plates Oil] be looted on both faces of Ile trm mth nails fully intbeddtd and dull be sym. shoal the )aim unless olhenvue shoran. A 3%4 plate is 5' wide s 4- long. A 6x1 plate is 6- wide a I' long. sea (licks) run parallel to ilc pule length syeciffed. Double cuts out neb rrnnbers call now in the cesumd of the n'mh unkaa ethemmite shown Cortrenor plate gins art minimum sss band a the form smw and may need to be uws;d fa eeriatn handling snda a 7acrmtntes. Ibis 1. is no, to be fabricated with randm b m audaald lumberunlmalemnse Noun. Fa addiliaul informaioo on Quality control refer to ANSIRTI I-1995 PRECAUTIONARY NOTES All bitting and creel recarnmendWien are to be folbnd in slmdanee with aooepid industry pNratkra Trusses am to be handled with particular an during banding end bundling ddr cj and installation to amd damage. Twporary end prnhunem boon& for holding trusser in a straight snd phhmb position and fee misting lateral form still b; designed and installed by others. CartaI handling is martial and erection bractng is alnstys required Nonlal pn>mmiomry wbo for Tn® requires suet 16.ponery bracing during Installation brnrco ims es to rived roppliry and domiming, The supervisonoferectionolinmessull b: der the control of permits oMencrecd in the installation of uresa Proi sfonl sdsxe shall b: sought if needed Conesuratlon of camnai)a loads greaser than the design bads cull not be applied to trusser at any titer No both other than the wcighi of the cream shall be applied to trlma ttmil aflu all listening and bracing is TC: 2x 4 SP N2 BC: 2x 4 SP #2 WB: 2x 4 SP 02 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcasea. 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 36 0.31 A 1- 3 4 0.26 2- 5-15 EXCEPT AS SHOWN PLATES ARE Maronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE 00050069 367 Maidamon PL Gxsk4otsa, FL 32746 I 0-6- 6 J, MT20 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to lie continuously braced unless noted otherwise. User defined loadcasea have been considered in this design. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift L Type 0- 1-12 1 195 141 -329 B Pin 3- 3- 4 1 75 109 -190 T Pin 3- 3- 4 1 69 0 -57 B H Roll PROVIDE UPLIFT CONNECTION PLOT SCHEDULE 3-4-0 6.00 C/ L: 3- 3- 4 75M 1.50" I 1 H 195H 3.50" 69t1 1.50" 1 3-4- 0 41 4 3 I. 1-1- 9 I. 3-4-0 h. R1- 1- 7) iING: ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO HE GIVEN TO ING CONTRACTOR. BRACING WARNING: channel a this dram=& is ry erection brncnng, wind bracing, peal bracing or simlar bracing which is a pan of ling dcdp and which rltlm be coM!dcmd by the bolding di dgner. Bracing Noun Is for latent suppon of truss h only to nibs buckling length Provision sent be node to anchor lateral bracing at cam and speerned i derm erned by thebuilding designer Addilionl braong of shove rall erall ansdum naybenquimd (See HiB.91 or speanc tnss bracing mryimncmc, anon Molding ddgter.(Tres Plate Intuition. TPI u located it S93 in Drive. Madison. Wisconsin 53719). ere Engineering by: Trans Engineering Co. .A., All sound R4 Edwin, NC 27932 flint Locations 1) 0- 2- 1 3) 3- 4- 0 2) 3- 4- 0 4) 0- 2- 1 WndLod per ASCE 7- 02, CiC, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Rat= 1.0 Bld Type= part L= 58.0 ft W= 3.3 ft Trues in END zone, TCDL- 4.2 pef, BCDL= 6.0 pef FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2= 0/36, HOT CHORD 1-3=- 2/4, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.03/ xxx 0.02/xxx 3-1 Horiz. 0.00 0. 00 NA Max DL Deflection L/ xxx = -0.01 Long term deflection factor = 1.50 Attach with (3) 16d Toe -Nails 2- 2-6 Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.5767 Eng Job: WO: CHEK3 Dwg: TI: J3 Dsgnr: TLY Chk: 7/ 22/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 SC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v4.7.32-61693 Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobs\CHEK3\CHESAPEMM K 3\J3.prx I I I N. CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHMK3 TI:J4 Qty:2 DESIGN INFORMATION This design is Ibr an mdividoal buildml mm[tonml End bin been blood - mfor=— pmided by the dint. The designer dsedalnm my responsibility I hr damages lo a reach of Dolly a intarm infhrmuim, spmfiatmea audhr designs l roidned to the tree designer by the client and the mrre oom a accuracy of this in flrmaim a it may rdre m • spimi8e prejm ad soccle no responsibility a aernses no control with regard la Wriuioo, handling, Nipnnmt and installation of train Thu men has hem designed a an individual building mmpniml to aoimdmce with ANSVITI 1.1993 End NDS•97 to be IIKLrpSEld as panof the building darp by a Widing Deogner Whim reviewed ft approval by the building dmgnor, the design leadmp abown men be dnmkd to be sore [bat the data shown are in agrmnent with the load hrilding coda. Mal dimric records lbr wind a slow, loads, pgjou specifications a special applied loads. Unlm shorn, Ulna has not been designed! 0r aaage a congnocy hods. The deign E:a-ao mrt r . chords (lap or Mtose) are omhnuwdy trcd by theatbinl wlm ahawise qxd led. Wbere broom dmrds bar tension m nor odly brad teaWly by E property spinal rigid roiling, lhay sboJA be brwzd as a masimom gating of I174' o.c Comma Plea dull be mrmikerlced tom 20 [loge hot dipped gdvanaed aced medMg ASTM A 633. Ode aq calm otherwise shown. FABRICATION NOTES eta to OEriotia% the f ibriana shall reran this drawing to verily "this &am g is m moIDrmacce wblb the htriators plans and to retire antioeing Realsihil[ ty fir accb v Bcgioo. Any dtsaghonda arc m bE p/ i writing hcAm arcing a dilatation. Maim shall not be installed ot4 kmabola, been or dimmed gales. Members shall be act Ibr tight filling wood to wood haring. Ceucoa plates shall be ltamd an both eke of the cuss with mails fidly Imbddd and shall be rym. atad thejoinl calm otb rMacsbowrn. A ss4 pine is s' wide a 4' long. A 6a1 pare is V wick a 1' Img. Slots (holes) run parallel to the plate length ghmfid. Douolo amsas web macibrs dull men r the cantrod a the weld calm otherwise shown. =cacr date sizes are minimmn tiro based m the Itrces shown and may need to be Leawood dor sawn handling mdfor erection antra. This roost is not to be oa and with ere rerdent awed Imrbe calm cabawian orb—. For ddition id mlbrmatim m Qusliy Central rcfer to ANSVITI 1. 1993 PRECAUTIONARY NOTES AB Ira®[ red erection r®mmenddioro are m be 0plowd in som danm with amtyid indtatry ptubintona Trine we to be hrdld with prnmlr cis during banding and Mmdliny delivery and installation to avoid damage Trnporry, and prmrhmt err I . Wr holding comes in a straight and pt=b positian and 0r rending lateral l rca Nall be designed and inmalld by where. Crelb) handling is essential and realm tracing es always regufred. Nor,et) pat onmry anion lbr trance,, nhN tatporry br.ctng daring mmallatioo brwelon coma to mold topping red dominoing. Thor mpavnsiaa ofrmion oftn[ssa Nall ban ader the control of persuss experienced in the imWlatim of buom PmfammaladviceNall be ought Vocalist. Cmomnrrim often irumioo loads gene than the drop loads Nall oce be appl[ad to truss to my tithe No loos other than the weight ofthe rmaa shall be applied to ts® e catnl ally all forming and bracing is completed TC: 2x 4 SP N2 BCs 2x 4 SP #2 Was 2x 4 SP H2 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. 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 12 0.03 A 1- 3 3 0.02 1-3-3 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 83 47 -154 B Pin 0-11- 4 1 23 39 -59 T Pin 0-11- 4 1 21 0 -16 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 1I 'I 1 26. 00 CIL: 0-11- 4 23# 1.50" Joint Locations ............... 1) 0- 2- 0 3) 1- 0- 0 2) 1- 0- 0 4) 0- 2- 0 WndLod per ASCE 7-02, CeC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. part L. 1.0 ft W. 1.0 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-2/12, BOT CHORD 1- 3.-2/3, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span 0. 00/xxx 0.00/xxx 3-1 Horiz. 0.00 0.00 NA Max DL Deflection L/xxx w 0.00 Long term deflection factor a 1.50 Attach with (2) 16d Toe -Nails 5x6 1-0- 6 0-6-6 rT Attach with ( 2) 16d Toe -Nails L 1-0- 0 V 4 3 0- 10- 8 L 1- 0- 0 R0-11 12) 12;' EXCEPT ASSHOWN PLATES ARE MiTek MT20 WARNINGI RZAD ALL NOTIS ON THIS SHIRT. A COPY OF THIS DRAWING TO BI GIVIN TO IRICTIHC COITRACTOR. BIACI80 wA1tHIII0r Ma ro n d a Systems Brad If shown m sus dnr log ls alb emim hndn{, wed bracing, de poor. hndng sh sin is bracing whist n pm of Ibe WtNm{ design and .harsh mud K tmddaed by the RuWing designer. Braun{shown is ftr lead acPPat of Miss maobors my to. bur2) ung length, hwnims mum be made to aaha IdeN bracing d ends red spin dad locations detanniod by the duldiml dmgnr. Additional bracing of the overall acnsmre may he required. (Sce W&.91 nspodfic ones 7ts. ®t. aMWinldmpr(Tr tlatelnmimq TR Is load asp4005 MARONDA WD'OmdioDrive.Madisc.%womon53In Sanford, FL. 32771 Cmtpmmf Engineering hy. Tim Enginemng Ca. A- 111 SomdAde Rd. Faentm, NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OW50060 3i7 Mrdamon PL Clwluollse, FL 32766 Over 3 Supports Scale =0. 7421 Eng Job: WO: CHEK3 Dwg: TI: J4 DsgnrlTLY Chk: 2/19/2007 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DPs 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf FBC-04/TPI-02/NDS-01 BC Dead 10.0 psf Code: FLA TOTAL 43.0 psf v5. 4.18-61694 r.a o a'_. .,uaa oalaaa ra.aa as rrbu[ a J\vJ%.prsc I I I Name: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:JGRD1 Qty:2 DESIGN INFORMATION This deep is Ihr an individual building component and has been bud w m1brmatmn provided by the client. The designer disclaims my respermsitrhty lbr damages as a result of Nulty or incorrect inbrmdto , speddW man mdtor designs Ilantshd to the term dedp or by the client and the correctness esrectnesexarsey of this in ltrmtl innn a it may rdae to a specific pram and accepts no rapmsibiliry or exercises no ®ool wuh regard to fabrication, handling, shipment and msialluioo of trusses. This elect has heen dmpwd a an individual building couponenl in accordance with ANSI171 1.1995 and NDS- 97 to be incorporud o part of the building design by a Building Dragon. what reviewed 0r approval by the building daltner, the design loadings show mast be checked to be we thus the data show are m ape®ens with the loci building codes local dimric n—cis lbw wind or snow Wada, proton Specifications or spocid applied lolls. Unless show, truss bat not been designed lbraerate n occ pency bads. The daipt assumes comp®m finds (top or broom) are coutmumsly bus.x byanmhmgunleoahawi, etpmf:ed where ban on chard. m Imatan we not may braced werdly by. popaly applied rigid ceiling they mould be braro. a muiomm spacing OfG- o I ' O.C. connector pinle shall be mmhnme0 edeco 20 pogebed dipped gat—jecd nod mining ASTM A 653, 6rde 4Q unless otherwise show. FABRICATION NOTES him to 6lricuio n, Ina abriciaor mall review this drawing in .wily that this drimint is in ®Brmma wbh the (Ittriwo's plans and to realize a continuing responsibility Ibr nlrh vmdelion. Any dicgsmdes us to be pm in writing beike inning or htricsim. noes shall m be installed war 6wbdes, torts or domed grain. Mewbas shall be ad for tight Nang wood to wood being. Connector platen mall be lowed w both nines of the truss wish onla fully imbedded and shall be sym shall thcom omen otherwise show. A US date is 5' wide x 4' keg. A 6xg plate Is 6' wide x to long. Sims (holes) rat parallel to the plate lenph specified. Doable eru on web members shall meet at the emtroid of the webs unles otherwise shown. Conner plate sses re mmimun sires tamed on the farces; she anA may bed to he InnEned lair main handling wWor eresmon come. This a® is sw W be atrfued with Nat retardant seated lumber mien otherwise shown. For additional mllamasm co ()ualuy Control refer to ANSVITI I-1995 LECAUTIONARY NOTES bracing and eredan rommnetdat; m, we In be h.d W scmdanrs with isocep d imn:ey unions. Truro rot to be hatdld .rah pwindr aiming bleeding and Iradling, delivery and silrim to void donate. Temporary and pomment ing lbr lidding trtw in a sanghl and plumb tiro and 0u rastmt lateral lbrin shall be designed installed by others. Candid handling is mmlial and lion bring is always required. Normal preramionsry, a Ibr tense ra: uiro math letrgwry brain& dining silaico between truss to avoid toppling and being. The nlpaw on of eredim of trvm mall be er the control of persons epaim sod in the dlaxn of mots Professional advice mall be sought xded. Conccotraioo of®nlruason Wads pots than logo loads mall no ben applied to hum at my lime Weds all. that then weight ofthe axaln, mall be lied to trtme until filer all faatetting and hrstmg is TCs 2x 4 SP 02 D BCt 2x 4 SP # 2 Was 2x 4 SP # 3 WDG: 2x 4 SP # 2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This hip jack truss has been designed to carry open-ended jacks. WndLod per ASCE 7- 02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B,,Rzt. 1.0 Bld Type. earl L. 20.0 ft W. 7.0 ft Truss in END zone, TCDL. 4.2 psf, BCDL: 6.0 psf Impact Resistant Covering and/ or:Glazing Req Supported span based on int. wind :one. GLOBAL MAX DEFLECTIONS--j------ LL TL i in./ Ratio in./ Ratio Jnt(s). I.Span 0.47/ 164 0.47/164 2-1 Horiz. -0.09 -0. 18 NA Max DL Deflection L/ 999 . 0.00 Long term deflection factor . 1.50 3-3-7 0- 6-2 1 1 t MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for wind. User defined loadcases have been considered in this design. In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 2- 4 1 129 262 -422 B Pin 6-10-14 1 247 0 -497 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -144 0. 94 C 4- 3 B1 6.66 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- 6- 2 0 0- 0- 0 TC Vert L+D 0 0- 0- 0 -56 7- 0- 2 BC Vert L+D 0 0- 0- 0 -48 7- 0- 2 FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2.- 144/96, HOT CHORD 4-3. 0/81, Webs 3-2.-131/ 433, 1.50 Attach with ( 4) 16d Toe -Nails 2- 11-14 Attach with (2) 16d Toe -Nails II 129# 4.50" 247# 2.50" 7-0-2 4 3 1 50 , 7-0- 2 r RI- 6- 0) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.4769 F I WARNING: Eng Job: t90: CHER3 READ ALL NOTNE ON THIS SHEIT. A COPT of THIS DRAWING TO Bs GIVEN TO tfnECr2so CONTRACTOR. BRACING WARNING, Dwg: TI: JGRD1 Maronda Systems Brag thew on this draw.9 er cad aim bracing, wind bcaonL ponal tracing a sinular tracing whim is a of Ds z t TLY Chk : 2 1 the bmldmg drop, and .him in= be considered by me mildmng dormer. Bracing mow is mr Inlaid c pport of true got / 9 / 2 0 0 7 mane its my m nedece to build Imps. nw Additional bit male fah ehor i`ad bcadog y lie r and epedee TC Live 16. 0 0 Lb r DF : 1.25 Weatima derermined by thehmsilalingdesigner. Aalditicod bracing ofthe ovtNl mhsaoe may ate repaired. (Sat FB691 PB f omioSpecific crew nt t;miachnldmgdmgc( frmPateWanuS TRa lowed ast5 Plt DP: 1.254005 MARONDA WAY ppepwMadiym hYn53TC Dead 7.0psfSanford, FL. 32772. Compcihmi Engineering by. Term Engineering Co., PA., III Soodside Rd. Edenton, NC 27932 BC Live 10 . 0 psf 0 . C .: 2- 0- 0 407) 321-0064 Fax (407) 321-3913 FBC- 04/TPI-02/NDS-01 TOMAS PONCE P.E. LICENSE $00050060 BC Dead 10.0 psf Code: FLA 367 MetlNmon PL Chu uotss, FL 32764 TOTAL 43.0 s f v5 . 4 . 18 - 617 2 5 Design: Matrix Analysis I Profile Path: T:\TEE- LOR\Work\Jobs\CHEE3\CHESAPEkKE E 3\JGRD1_nrz Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:JGRD4 Qty:1 ' DESIGN INFORMATION This design is for an individual building composem and has been Eased an information pmsidd by the clines The dmgc dischi ms any r-onmbility liar damagca as a result of fairy or Itor = infomation. spccifka is edAor designs famished to the truss designer by the client and the mrtmreo or accuracy of this infanlwion a It my relate to a specific pmjep and accept an nsporaibihq or emdae an control wilb regard in fabrication, handling, alupmem and innallalion of Irlmes Thus Nlm has hen desged as rn Irdmdual buldmg component in acootdarico with ANSVM I•I%S and NDS•97 to be inraplam ed as port of the building design by a BuddingDesigner. When revic+wd for approval by The buckling designer. the design Ieadinp sfimm ones be checked in be me that the dins shown art Ica agmrrmt wins the local building codes local climatic records for wid or snow leads, piojeo W-ficatiom or spacial sppled leads Unite shmrn tom has not been designed for storage or occmuicy hods The design assumes acnprcmm chords 1101) or bosom) am mmimnamly brand by tlteaWng unless otherwise specified Where batmen chards in t®c n am not fully brand laterally by a properly aPWied ngd ruling, they should be brand at a rrarimum spacing of If r-0' a., Ceareow pales shall be ressmfaoud fawn 20 pup has dippod ph —fled stet! mis ung ASTM A 653. Grade 40. wloa ciao Noun. FABRICATION NOTES Prior to fabrication, sine fabricator shall micw this drawing in verily that ibis drawing is In coofwsmrQ mth ale Iibrncatw's plans ad to meliu a continuing rspwmhirip for such verification. AM discieparntio art to be put in writing before culling w fabrication Plaree shall not be installed ma knahoks, knot or dinonsd grain. Members shall be coo for tied filling woad to wood bearing. connector states than be lootd ea both fans of the lnm with coils fully Imbddd and shall be sym aeon tha pint unless chemist shown. A Sxl plate is S' wide x a' long. A 64 plate Is 6• wide a r long. Sloss (holes) parallel to the plate kvgb spend. Double caws ea web members dull meet at the camraid of the ucbs unless ocherwise shown Connector plate cites era minimum dins bard on the form them and may need to be incased for couln handling andfor cseoion stressca This trim is not to be fabricated with rim m sudau Irceld lumber unlm of We ise shown' For ddniorul Infornntion on Quality Control eefer to ANSVIW 1. 1995 PRECAUTIONARY NOTES All bracing and erection navnnedatlons am to be folbwd in aaurdane with accepted industry publications Trusses am to be handled mth particular cam awing bsdnng and handling. defhwy and Installation to avoid damage. Temporary and pemasem bra tng for balding bl® in a straight and pinata Position and In: muting lateral Inset shall be designed and installed by others Careful handling is essential and emission belong is always required Norval prmmio ary action for inmo sequins such temporary tracing during Installation, Wes® insas to avoid loppliog and dmmineing. The supcnidm of onion of trusica dull he an the control or prisons cvycrmwW In the Insu1W) ea of bona Profrsional advnpe dull be sloughs if winded. Concentration of conaniction loads greater than the design leads dell not be applied to true$ at any time No Inds other than the weight of iha ereelon shall be applied to tatmes veil after all fadening and bracing is TC: 2af 4 SP #2 BC: 2x 4 SP Q2 WB: 2x 4 SP N3 WDG: 2x 4 SP N2 MULTIPLE LOADCASES -- This design is the composite result of multiple loa6cases. This truss is designed to bear oI multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-02, CiC, V- 125mph, Hen 15.0 ft, I= 1.00, Exp.Cat. B,,Kzt= 1.0 Bld Typens part Lin 58.0 ft W- 4.7 ft Truss in END zone, TCDL- 4.2 pat, BCDL= 6.0 psf Supported span based on int. wind zone. 2- 5-11 0- 6-2 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Thin hip jack truss has been designed to carry open-ended jacks. User defined loadcases have been considered in this design. In - Plant Quality Assurance with Cq 1 MAT[. REACTIONS PER BEARING LOCATION----- X- Loc BSst Vert Horiz Uplift Y Type 0- 2- 4 1 52 123 -393 B Pin 4- 7- 9 1 43 50 -134 T Pin 4- 7-13 1 40 0 -39 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 3- 2 0 0.00 C 4- 8-9 1 2 oint Locations 1) 0- 3- 2 3) 4- 8- 9 2) 4- 8- 9 4) 0- 3- 2 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -11 -1- 6- 2 0 0- 0- 0 TC Vert L+D 0 0- 0- 0 -30 4- 8- 9 BC Vert L+D 0 0- 0- 0 -26 4- 8- 9 FORCES ( lb) - Max Compreasion/Max Tension TOP CHORD 1-2--12/0, HOT CHORD 1-3=-1/1, Webs 3-2=0/0, TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -12 0.45 C 1- 3 -1 0.32 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.08/637 0.08/637 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 4. 24 C/ L: 4- 7- 9 43H 1.50" 1. 50 52# 4.50" 40# 1.50" 4- 8-9 r 4 3 1, 1-5-0 1, 4-8-9 „ rt R 1- 6- 0) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Maronda Systems ERECTING CONTRACTOR. BRACING NARKING: Bnang dawn an thisdmmng is not nvmion bracing, wind bracing, awl braciy or cioular bracing which la s pan of ha building design and which must be considered by the Wilding designer. anteing slow. is for lateral support mf icon mernbes only to nr)ae holing length. Prwinom cotes be made to anchor Lateral bracing at ends and specified 10= 1= davmind by the building hsgner. Additional bracing of the overall structure may be required (Sm HIB•91 4005 MARON DA WAY nonorrus caqmcLfkrmM,il=% W russ bracing ea 5le 7719 a molding Ov ff east l es roe m 1a I.esnd at sees Sanford, FL. 32771 Component Englnernng by: Tom Engineering Co.. P.A., aka Soude Res Fdeoroo. NC 27922 407)322- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD60 367 MadaIDrxs L Chuhaobaw FL 32766 Attach with ( 2) 16d Toe - Nails 2-2- 2 Attach with ( 2) 16d -Nails Over 3 Supports Scale = 0.5080 Eng Job: WO: CHEK3 Dwg: TI: JGRD4 Dsgnr:TLY Chk: 7/22/2006 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 I ' Name: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:JS1 Qty:6 I DESIGN INFORMATION This design is lr a individual Molding component and ho beat band on infmmium provided by the client. Th. daigna durlams any rapnosi tility 4r damages as a soh of rawly or marred iofamaion, specification, anNa designs fimnishd to the then deeper by the client and the aalemhen a .o m.cy of the iofbrmai— a It may relate in a speak prejea and Kccp . no responsibility a morcises no maul with retard to librrcrabn, h.dling, shipment and installation of mores This trm has been designed a an individual building oanpmml in aoatrdmce wish ANSVM I.1993 and NDS•97 in be mmI d a pin of the building design by a Berildmg Dmgne. Who revle.ed liar approve) by the building designer. the design bedhnp iho o must be sLe2d to be sate that The data shown agreementinagrent with the kol building coda, local dimmic rnea 6r wind a cow reeds, prim spcifiaarm a apaa.l applied loads Unlen sbowq trm has net hmn designed hat ssora e a omtpancy leads. Tho derign asuma oas r®m chords imp a bottom) are continuously tread by mcahmg mlen otherwise gheeifiam Where batam chords in imsian m not fully braced morally by . propaly applied rigid mlini, they should be bread at a maomesn sparing of IQ4- o.e Comma plan shall he manufaatod does 20 gauge ha dipped pivanized tied moeiog ASTM A 653. Ora" 40, mien abawisc shown. FABRICATION NOTES Fria to falriattoe>, the litricaaer shall resew ibis drmng to verily the this dromt is in cmgrmence wlb the htrlame' plena and to realim a continuing respan bility hat such verification. Any discrepancies m to be pm in writing bdbre adtesg a thbriaine. Rao shall as be inaalld o bvahola, etas a dmatd gain. Members shall be an 0a tight fitting wood to wed beating. connector pines shall be locoed on bah lees of the men with n nib thlly imbedded ad shall be rym about th.joint mien ahawin ehowo. A 514 plat. is 5' wide a 4' long. A 6al plate is 6' wide a 1- long. Shea (bola) rat parallel to the pine Imgth specified. Double ens on wan mmhbaf AuII men a We cmtraid of me weds mless ahawse shown. Cmnmorplate urn m mmhtmm tees based on the three sho and may need In be Mated la anon handling adM amim arms This men is oat to he 6hneJtd with file resident aeatd lumber mien abawtn hewn. For dditmal ahttrmation m Quasar Coand rdbr to ANSVrM 1. 1995 PRECAUTIONARY NOTES All bra ' g and a aim lemmmadtims are to oe allowed in ecardnce with sc pled indent publications. Trustees m to be hmAed wen paroada eon during Ending and bu-11; & delivery and installation to ndd damage. Tmlporay and permanent tracing 0r holding busses in . aaighl and plumb pocitim and Ibr redoing Lateen Ihrm shall N-designed ad installed by othat Cared handling is tcential and section breaet is okays rsgmed Named Prrraminary maim 0r tneao ragnco rich temporary tracing timing installation bewcen trusses to awed toppling and domboing. The supervision ofaeiicn dtrmes shall be under the control ofpasms aperienced M the installation of wan Fmf®oral dace shall he sought if nailed. concentration of eonnmimloam greater than the design bads shall na be applied In tnma as any time No bdt other than the weight of the ereaone mall he applied to trusses mtil filer all homing and bracing is aeepldd TC: 2x 4 SP 02 BCt 2x 4 SP 02 Was 2x 4 SP #2 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. 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. FORCES ( lb) - Max Compression/HaA Tension TOP CHORD 1-2.-34/6, 1 HOT CHORD 1-0.-82/74,0-3.-11/16, Webs 1-0.-65/68, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jat(s). I. Span 0.05/527 0.01/999 1 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 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. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 60.0 ft W. 3.0 ft Truss in INT zone, TCDL. 4.2 pef, BCDL. 6.0 paf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -34 0.23 A 1- 0 -82 6.13 0- 3 16 0.04 3- 0-0 Joint Locations ............... l) 0- 0- 0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 User defined loadcases have been considered in this design. In - Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- R- Loci 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 6. 00 GL: 2-11- 4 Attach with (2) 64# 1.50" 16d Toe -Nails 3. 00 PB q 168# 8.00" 67# 1.50" 3- 0-0V-0-0"V 4 3 0. 10- 8 3-0-0 R0- 11-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: RnD ALL NOTIS ON THIS SHZZT. A COPY OF THIS DRAWING TO az GIVIN TO Maronda systems BRIngdxw COIITRA ing is aRAm bat :&wind rat BeringshownigInadra••+mg is nor trmhm trd by t vied brag d penal bracing sb dmla traders which n. pat of theb-m isse deign and whim men be mntidisio by the Mrildnmg simper. Bmm g mown b hat donor atppon of truer Ie®bT only IO sedum hucldmg length. Frwanom must he code IO.mma lalertlland ng a ads nil specified brxlko dct= iod by the bailding deeps Additimd truing of the overall arlmre msybe rerpeired. (Sm NIB-91 efTM).Fa q. dk true bndng lagw®col& mueo Mrildrng design- rrm Floe institute. Tfl a lowed a 51l 4005 MARONDA WAY D'Omotldo Driv4 Madison. M emnm 5371n Sanford, FL. 32771 Ctmsponent engineering by. Trim Fmgneerkg Co., F.A., 311 Swuree RQ Edamon, NC 27937 407) 321-0004 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE 00050068 307 MadaHlon R Chukao* FL 32766 Desiqn: Matrix Analysis Profile Path: T:\TEE-LOR\Work\Jobe\CHER3\CHESAPEARE R 3\JE 1 1-5- 6 Attach Ith 2 16d Toe -Nails Over 3 Supports Scale = 0.5888 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16. 0 pef TC Dead 7. 0 pef BC Live 10. 0 pef BC Dead 10. 0 psf 1.Drx WO: CHER3 TI: JS1 2/ 19/2007 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 FBC-04/TPI- 02/NDS-01 Code: FLA v5. 4.18- 61697 I I ' Name: CHESAPEARE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:JS2 Qty:l DESIGN INFORMATION This dap a far an individual building component end has been based as information provided by the client. The doper disddme any responsibility mar damages as a remh or amity or it.. Info nation, specifications ad/o designs Mnidted to the true designer Iy the client and the eareeruo or musty of that inartnatbm in it may rebate to a specific project and accept on impose bilityOt aaclse oo ontrd wilh rcPad'a rstrirtin, baodling, shipment and installation ofmme. This hen has been designed a a individual bufldmg component in accordance with ANSV M 1.1995 and NDS- 97 to be iampvcd a pen of the building design by a Building Designer. Wbm reviewed Ibr approval by the W W.g deeper, the design loedinp cbowm must be checked to be pare that the dris shoe are in agreement with the local building oedq local climatic—eda far wind r now loss, projw Waidmiat or special applied loads. Unless shorn, mm has not been designed 0r stage or occupancy bads. The dap assume mmaressin chords (top or bottom) we continuously tracedbyshcK mgmlmatherwtmspedfied. Where bottom des in leadon are, not hilly trrted laterally by a property applied rigid c ilmL they amid be' we maximum spacing of HUI` arc customer plan mN be mnohzurod Qom 20 gauge M dipped galvanized and mining ASTM A 653. Grade 40. calm aherwise shown. FABRICATION NOTES Pier to fabrication, the fatrsmOt shall review this drawing to vat y that ma drawing is in anf emiram with the fabraxions pans and to realize a continuing responsibility Itr such verification. Any daevixaacie ate to bo pm m writing edbm arming o fabrication. Flee shall not be installed over kngholes, boots a dixioned grain. Maoberd for s shallbetightBiting wood w bon. S. Cnocdn pW a shall be locoed an bah face at the Ina with nails fbily imbedded and shall be sym. about the Joint calm Other.tn abeam. A alas plate is Se wide 4' long. A 6xg plate is 6- wade x Sw long. Sbn (bola) nm parallel to the pixie length specified. Deadccrosm with meauhen mall men a the emttoid often web oleo other ve she. =. CnneerOt plate drat are minimum stares based on the ttrm she ad may peed to he bnaeased fir wvin handling aodla crouin QfmG This truss is not to to atricined with fire retardant aimed timber unless Otbawis shoao. For additional in0rmatioo on Quality Central rdtr to ANSVFFI 1-1995 PRECAUTIONARY NOTES All braemg and owim ro—aoasdrbms are to be 0lbaed in aworth=with accepted vdomy publications. Tram are to be handled with particular me during badiog ob hurdling, delivery cad iustallatim to avoid damages Temporary and pennant bracing liar holding huge in a straight and phtmh position and M amain{ lateral Dam shall be designed and bunabld by others. erefid handling is essential and criterion tr® g is always required. Normal pnvmionry anion far fat® spire such temporary tr®g during mnallaim bola. tame to avoid toppling and elamind & Thecupavaim crew= oframes shall be mdr the mud of pima experienced! in the imatxilatiou of tr®ea mf®coal dviot shall be sought irnado0. Conecotrrton of oonanection loads Par than the dap loads mall not be applid to trusso a easy lime No loads Other than the weight of the armors shall be applied to4m mil ally all faximmg and brauing is TCt 2x 6 SP 92 BC: 2x 4 SP 42 Unbalanced load caae(s) have been checked. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. 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. MAX. REACTIONS PER BEARING LOCATION ----- Lot BBet Vert Horiz Uplift Y Type 0- 4- 0 1 124 83 -199 B Pin 1-10- 6 1 48 73 -110 T Pin 1-10- 6 1 34 0 -5 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 1-7- 5 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. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. SB.O ft W. 1.9 ft Trues in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 22 0.06 C 1- 3 -7 0.04 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 3-1 Horiz. 0. 00 0.00 NA Long term deflection factor . 1.50 1-11- 2 1 2 6.00_&: 1 10- 6 48# 1. 50" Sx6 0- 6- 6 0- 3- 13 0- 3-13 Joint Locations............... 1) 0- 5- 8 3) 1-11- 2 2) 1- 11- 2 4) 0- 5- 8 User defined loadcases have been considered in this design. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. In -Plant Quality Assurance with Cq . 1.00 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-22/0, HOT CHORD 1-3.-7/2, Attach with ( 2) 16d Toe - ails 1-2- 3 1 Face = 0- 2- 8 3.00 j Attach with (2) 16d Toe - Nails II 124# 8. 00" 34# 1.50" 1-11- 2 4 3 0-10- 8 1-11- 2 R0- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL ROTES OR THIS SHEET. A COPY OP THIS DRAWING TO BE GIVEN TO Narmada Systems W=gslm COIISRACTOis DRACIRG WARHIHGr Brae={ shove i ='baring is no erwioo tracing, wind tracing, penal ratdng sh ameba bra®rid-tuchstW is a part of s Ise bdldm{dap tend whicL mur ate ®stdered M the dmldm{daps. Bracing mo.a isftr lataat nWon of tam manbers soy to reduce bucLmg Imph. Provisions must be nsde m aaebor lateral tracing at ends ad specified uncatims decmined by the building dnpa. Additional treeing of the overall muame may be required. (Sec WB-91 ofTMl For spmfitee tr tramng requvmnmts emimbusiding dedpa.(Tnm Inc Innimc6 TF1 is bond v dU 4005 MARONDA WAY Dbooe;oDWive. Mdno.Wisconsin sA7191. Sanford, FL_ 327771 Cmtpmcut Engineering by: Tram; Enpowing Co- F.A., Sig Soemdside Rd, Edenton. NC 279A2 407) 321-0064 Fax (407) 321-3913 TCM4A9 PONCE P. E. LICENSE 400050060 367 Madamot FL C uluora, FL 32766 Over 3 Supports Scale = 0.5513 Eng Job: WO: CHER3 Dwgt TI: JS2 DsgariTLY Chk: 2/ 19/2007 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 pelf Plt DF: 1.25 BC Live 10. 0 psf O.C.: 2- 0- 0FBC-04/TPI-02/NDS-01 BC Dead 10. 0 psf Code: FLA TOTAL 43.0 Dsf v5.4.18-2252 I I I Name: CHESAPEAKE R 3 Customer:l0# UPLIFT D.L. WO:CHER3 TI:JS3 Qty:2 DESIGN INFORMATION This design is ft. mdivich d lmldle{ mnglmenl and bat been bard on mAnnrim pwided by the client. The designer disdains any responsibility fa damages a a renal of Dalty or mrarm m(brmrltat, spefiations andlor designs Ibmishd in the tstm designer by the client rod N. mroctnm or accursy of 1hi. mlbrmrioo as it may rdre 1n a specific ptsjw and raps no raponaibttity a === no control with regard to pbricatim, hasellmg, shipment and installation of ones This true has been dmpd a an individual building mmpmcrt b aaadmce ends ANSVTTI 1.1995 and NDS-97 to be mmpard a Pan of th. building design by a Building Designer. When reviewed liar approval by No bmNing deigner, the dmp lodmp deem massbe emend to be sae Nr the dam dhow R in agreement with the loin building mEer, Iona dimatic.m.ds for wbd a were, bd% lamina speftmons or spatial Wislid loads. lklm shown, trun ha m been designed Ile storage a occupancy loads. The design ammo comprtam dads (mp or bate m) arc continuously braced by sheathing elm otherwise specified. where broom chords m leuam ore not wry tread ltleally by property applied rigid mling, Nry thouW be' , r muirmtm spaemg of 10-0' o.e CmnmorpW a shallbe mnuOcvrd tram 20 gaup hot dipped galvanized and mining ASTN A 633, Grade e0, elm otherwis. shown. FABRICATION NOTES Ries to fahrialsoq the fabricator shell review this tire if to verify that ibis drawing is in tmmamaome with the 0triataA plums and to realize a ®tm®g repma3ihry Itr much verification. Any doesgi des are to be pm in wmmg bclbm coning or Wcatim. Ftra shelf no be installed over mothda, loos or dimmed grain. hkmhot shell tom Ar tight fining wand to end hearing. Connector plates shall be laved on bah Ace W the cram with malls folly insNmm ad shelf be rya, about the joint onlm ollics shown. A 3.4 pare s 5' wid. r e' long. A Sag plate is V wide a I' long. Slob (bola) smpralldiethoploolenpbspaatifld. Doublecrosm wed members Nil mart at the emtroid ofthe webs mum when shs connnaor Plato sin era smininsamm den band on the lbrm ssowo and may mad to be inervsd mr certain handling rd/a codiom name. Thu mm is no to be Abriaid with fire rawdrit trasd Icmo. elm otherwise shown. Fordditiond bmrmrimmQosdrty Control refsm ANSVTM 1. 1995 PRECAUTIONARY NOTES All tracing and ermine recommendations are to be Allowed in aamdree with accMial industry publications. Tram are to be handled with particular me during bmdmg and bimdsng, delivery and ins dlaioo to avoid damage TcoDaary red pemane t bracing Rw hold crone in . maight and ph®b podnm and 1tr raining lateral three Nail be deigned ad inmalld by others. eyeful haacilmg is mmiut red erectionbrag a always acs.i i. d. Norma l isrmnimry action Ar crnaa rtquira such temgawy i cng during installation betw® ounce to avoid tapping and dominomg. The aupervl000 of ernason of coma shall he under the canal of persona aponmtod in the installation of teas 14afe+aond advice Nall be ruglht if needed Concentration of mostrwion loam grasser than the dap beds shall no be q#iid to nausea 0 any tihtk NO bads doer than the weight orthe cream Nil be applied to coma ®tit alter all Aiming and lead I is TCs 2x 6 SP #2 BC: 2x 4 SP #2 Unbalanced load case(s) have been checked. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. 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 bearin4. TC. .. FORCE..CSI. Cr ..BC. ..FORCE.. CSI. 1- 2 -9 0.01 A 1- 3 1 0.00 GLOBAL MAX DEFLECTIONS--------- LL TL I in./Ratio in./ Ratio Jnt( s). I.Span 0.00/999 0. 00/999 3-1 Horiz. 0.00 0.00 NA Long term deflection factor . 1.50 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLOd per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1. 00, Exp.Cat. B, Rzt. 1.0 Bld Type- encl Le 60.0 ft W. 0.0 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-9/2, HOT CHORD 1-3.0/1, Joint Locations ............... 1) 0- 2- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 This trues is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, O. N.O. In -Plant Quality Assurance with Cq . 1.00 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 3-12 1 73 32 - 131 B Pin 0- 8- 4 1 18 29 - 47 T Pin 0- 8- 4 1 14 0 - 1 B R Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE a0 i"--I' 1 2 6. 00 Attachwith (2) CIL: 0- 8- 4 16d Toe -Nails 18# 1.50" Sx6 1- 0- 4 I 0-1I0- 14 0-6-6 Attach ith (2) 16d Toe -Nails EXCEPT AS SHOWN PLATES ARE MiTek MT20 1Narol Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE bOOS0068 367 Medallion PL Olwduota, FL 32766 Face - 0- 2- 8 0-9-0 4 3 0-10- 8 0-9- 0 110- 3- 9) WARNING: RZAD ALL ROTRS ON THIS SHRRT. A COPY OF THIS DRAWING TO BB GIVR21 TO aRZCIING COIITRACTOR. BRACING WARNING. Brad if sown on this drawing ism ereoioo tracing, wind tracing, pond bi if or similar braeng which is a pan of she haildithg design and which mum be ® ddeea by the brdldmg designer. Brag ft is Ihr laterd attppm of enm members only to, ad brhrldmg lengnh. Rovi6our mom be made to anmba Iterd bracing r cis and speafld locaims determined by the ddldmg designer. Additional bractog of the overall hdrinme may be repriced. (Son MB•91 ofTR),Fcr specific dness tracing "qutrmmo, non building dmper.(Tr® Rae trine. Tn b located as 513 13'Oootrio Grim Madison. Wiromsin 53719). Ca. opoocat Fagmmsing bat Trm Enginnatng Co.. Fa., I I I Soundsift Rd. Edenton, NC 27932 Over 3 SupportsScale =0.8022 Eng Job: WO: CHER3 DWgl TI: JS3 Dsgnr: TLY Chk: 2/19/ 2007 TC Live 16.0 psf Lbr DF: 1. 25 TC Dead 7.0 psf Plt DPs 1. 25 O.C.: 2- 0- 0 BC Live 10. 0 psf FBC-04/TPI- 02/NDS-01 BC Dead 10.0 psf Code: FLA TOTAL 43.0 oaf v5.4.18-2253 Name: CHESAPEAKE R 3 1 Customer:10# UPLIFT D.L. WOtCHER3 TI:JS4 Qty:2' DESIGN INFORMATION Thu design is lb, an individual h sldreg cernpmau and has been toed on infirroam pravided by the diem. The designer disdainis my responsibility fir dannge as a anti or &dry or mmrrea inmrmnion, spmfintasns soft deipu Mnisned to the tnia designer by the dint end the mrrmnm or .a r.q of this intbrtnaion ar n may relate to a spt ific proja7 and eocgtu on responsibility or caercise all mud with regrd to abriaike, handling shipment and installation of trust This Inn has been designed a an individual building mnryonml in aomrdsno with ANSViM 1.1993 sad NDS-97 to he iocorimmd as pan of the building design by a Building Designer. When reviewed fins, approval by the building chipper. the deign loadings shown rents be checked to be we thin the dale shown am in agreement with the local building codes, toed dtmaic.weds cur wind or allow deeds, prelim specifietiooe or spacial ap(died loads. Unlm shown, truss has one been designed fba range a ooe+4onrcylo.h. The dmgn assume mrryr i cbotft (try r lolrore) sre omtmtousty traoed by sheathing wlm otherwise specified. Where bettasn cbadi in tension use m Ibly brand Ieoally by a pralvty spplied rigid Colin& they mould be traced a a continuum spacing of 10'4 mL Comma plies shall be mannameed Rom 20 gauge hot dipped gafvsntsed and mmmg ASTM A 653. Order 44 =lm otberwin shown. FABRICATION NOTES Prior to fldetcation. the alrirnr shall review, this drawing to verily thin this drawing is in odomrnnana with the atrianoee plans and to realize a ®Imtring responaNliry, b such verification. Any duugtsoda are to be pin in writing before cutting or Wricitien. Mina shag sea be installed ova kmthot4 knots 6r destined grain. hsmbm shall be Ion Ihr tight fining wood to wood hewing. Gamma plan shall be locoed on bath am of the tress with nahh f sty Imbedded and shall be rym. shin thnjaa ® Ion otherwise shown. A Us pine is 5' wale It 4- long. A bag plan u 6' wide a f' long. Slou (bola) runia" ldmthepWolmphspeiRaL Doubleanson won recmbots shall rem r the omtroid of the webs union otbonvin shown. Catnedr ptare size are minimmo sire based on the 0rces she and may need W be inaeoed err certain handling and/or erasion strma This trite is not to be atrialed with fire ra+dent treaded Innnber anion raberwoo shore. For dditimal hift. ion on QualityControl reftr to ANSVPM I- 1995 PRECAUTIONARY NOTES All treeing and armion rmommernduions are to be Ibllowed in accordance with amgred industry putlicat— Trune re to be handled with particular ere during banding and bimdlin& delivery and installation to avoid damage Timpotry ad pomment tr. dng cr holding fracas re a straight and pl®b position and lbr resisting lineal arcs mall be designed and masted by others. Crefid handling is mential and crmim brag is always required. Named prmtmry, anion 0r tresses requires such ternpary tncunI during installation be set mare to avoid loppliug and don sitom& The supervision of erection of trine shall be under the control of fumes etperieoa'in the installation of Intern Prefbssnonal advice shall be anughl irnmded coxmurice afmstrtnion Waft grate than the deep loaft shall not be applied to Intse to my vine No loads other than the weight of the armor shall be spplied to us sass will ally all flsming and tracing is TC: 2x 4 SP 42 BCt 2x 4 SP #2 WBs 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. WndLod per ASCE 7-02, CLC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 40.0 ft W. 1.7 ft Truss in END zone, TCDL. 4.2 paf, BCDL. 6.0 paf Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in. in./ Jnt(s). I. Span 0.00/999 0.00/999 2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcasea. 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 1 147 64 -215 B Pin 1- 7- 0 1 63 0 -125 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 1- 8-4 1 2 4. 00 wL- 1 2. 00 0- 8-0 N 147# 8.00" 63# 2.50" L 1-8-4 L 4 3 1- 4-8 L 1-8-4 1, RI- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 r WARNINOt yF READ ALL aOTRR Or THIS SHZNT. A COPY OF THIS DRAWIFG TO ea GIVIRM TO Maronda Systems RSIR Isboan COaTdACTOR. eRACIHO WARHIHOt tan/ show can this drawing is our amino heady& cad tracing portal tracing a andr trndng which via pan of thebuildngdedOtadMirbtenonhemtadaedbythebahldingOmpher. Bracing shorn is 0r latsal ntppon or truss ass nnembers my m reins bucking Imph. Provisions onus be made to anchor lava bandng o mdiend spsifid locations deetmned hY the building designer. Additional bracing of the mvall structure may he required. (Sal NI&91 orTM).Fm spmRc ono, bring requiranme, mm.Cn building dmpne.(Trtm Mae Wnnma. TM is Wcatd 0593 4005 MARONDA WAY ooyoRio trivebtdian,Wisconsin 5371n Sanford, FL 32771 Component Engineering by Tree Engineering Co. P.A., III Sowdside RA Filenlon. NC 27932 407) 321- 0064 Fax (407) 321-3913 TOMA4 PONCE P.E. LICENSE OWS0060 367 Madamon FL Chu)uelta, FL 32706 Joint Locations ............... 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 User defined loadcasea have been considered in this design. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-3/3, HOT CHORD 4-0.-18/10,0-3.-9/21, webs 0- 0.-5/1, TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 3 0.01 A 4- 0 -18 0.01 0- 3 21 0.01 Attach with ( 2) 16d Toe - Nails T 0- 11- 2 ttach with ( 2) 16d Toe - Nails 0-2- 1 Scale = 0. 7965 Eng Job: WO: CHER3 Dag: TI: JS4 Dsgnr:TLY Chk: 2/19/2007 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DFt 1.25 O.C.: 2- 0- 0C BLive 10.0 psf FBC-04/TPI-02/NDS-01 BC Dead 10. 0 psf Code: FLA TOTAL 43.0 psf v5.4.18-61700 Design: Matrix Analysis Profile Path: T:\TEE-LOR\Work\Jobs\CHER3\CHESAPEAXE E 3\JS4.prx I I I Name: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:JSGRDI Qty:2 ' DESIGN INFORMATION This design it for an individual wilding mmpmmt and his been based anin0rmtlm pr ovided by the dims. The designer duclairm ray responsibility for damage; as a resuh of awryor inform inlbrmatier4 apecifiaions milt designs dsrnisaed to the arm designer by she client and the correctness or accuracy oflhis information To it may relate to a specific prejeci and amega ne rcR onabiliry or mccises on control with few To atrication, hmdlio{, shipment and installation of mina This Trim has been designed as an Individual building component in a®rdaha with ANSIRTI 1.1993 and NM97 to be incorporated a pan oftha building design by a Building Designer. Wbm reviewed for approval by tha building doognv, the deign ioad'mp shown mum he Reeked To be — the the data mown — m aF—f with the local baldm{ so*& local ditTaie records for wind or stow loads, Timed specifications or sputa applid loads. Unless mown, non has not bet, designed for atrage t omWahcy loads. The deign asstnnm mmpession team (top t bnnnm) Tan emtinmmdy b. a byshmhmg-Imetbwi.W.erfI.& Where bottom Ards in Imam are not fluffy traced laterally by a properly appliad rigid soling, they should be Issued at a reminmm spacim{ of I V-0- Pia Cmnmor platesAil be manullmRd Time 20 gmile hot ped dipgiJmized sledmeeting ASTM A 633, Grade 44 -leas caber wise shown. FABRICATION NOTES Prim to aMiason. the Dtriat shall review this daring to verify that this drawing is in ®Itrmmca with the nbriamr s plans and to realize contInmg respmatiliry As, such verification. Amy dnier<pTanaes are to be Pm m writing before mnlng or Ohialoo. Pica shall not be hmsalld over Imolhnlq Imets or doond Vain. Mtanera bshall be cutfor tight fitting wood to wood bt>r. S. Cor mmer plaes shall be Instead on both Den of the amen with nails defy imbddd and shall be rym. ahem the)nint aim otherwise shows. A 30 plate is S' wide s 4' long. A 6x$ plate is 6' wide a g- long. Slots (hies) runparallelm the plate length specified. Doublo sus on web mmI shall men at the cmbuid of the web unlm tho wine shown. Cmnmt plate aim are minimm sizes based on The ibr ees shown and may need to be mimed for cortabl handling sedlt erection screams. This mats is not to be lltrnad with fire retardant healed lumber unless otherwise shown. For addnimal Information m Quality Cmtml refer to ANSVI7'1 1.1993 PRECAUTIONARY NOTES All bracing and creation remmnsadrims ate Pit be IW$owed In accordance with xcgxcd industry publications. Trines Tara to be handled with particular art during handing and noting, delivery and Installation To avoid damage. Trmparcy and pi .1 brads{ for bolding mores In araighl and plumb pootioo and lbr resisting Iatca forces shall be designed and Installed by other. CardW handling is essential and creation bracing a always ro0mrad Norms praaeuimay anion for from require such nsmporary bracng during Installation bdwem trlmm to evond tnpplmg and dommomg. The mpmVlaon of ca7ionof mom A1ll be coda the ®frml of pine cMerimad In the i."Imion of hmm. Prof®onal advice shall be sought if aesdm CoucenoTam ofmsamsion Iotaow grower than the dingo loads shall nonbe sppliedm from o my time No foods other than the weight of the crociora shall be applied to mccas until after all Doming ad tracing a TCt 2x 4 SP 02 BCs 2x 4 SP 02 WBs 2x 4 SP #3 2x 4 SP # 2 4- 4 All COMPRESSION Chords are assumed to be continuously braced unless notedhotherwise. Right End vertical designed for wind. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq• 1 FORCES ( lb) - Max Compression/Mai Tension TOP CHORD 1-2.-32/25, 1 SOT CHORD 4-0.-201/169,0-3.- 23/25, Webs 3-2.-100/225,0-0.-163/ 215, GLOBAL MAX DEFLECTIONS--!------ LL TL I in./Ratio in./Ratio Jnt( a). I. Span 0.13/xxx 0.03/xxx 4 Horiz. -0.02 -0.04 NA Max DL Deflection L/xxx . -0.10 Long term deflection factor . 1.50 2-3- 2 0-6-1 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-02, CaC, V. 125mph, H. 15.0 ft, I. 1.00, Exp. Cat. B, Rzt. 1.0 Bld Type. encl L. 40.0 ft W. 5.2 ft Truss in HIM zone, TCDL. 4.2 pot, BCDL. 6.0 pot Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- X-Luc BSet Vert Hori: Uplift Y Type 0- 4-13 1 367 113 -454 B Pin 5- 1-12 .1 234 0 -307 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Joint Locations ............... 1) 0- 0-0 3) 5- 3- 0 2) 5- 3- 0 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+ D -46 -1-10- 9 - 46 5- 3- 0 BC Vert L+D -40 0- 0- 0 - 40 5- 3- 0 Concentrated LBS Location TC Vert L+D -27 2- 0- 5 BC Vert L+D -36 2- 0- 5 TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -32 0.29 C 4- 0 - 201 0.34 0- 3 25 0.40 5-3-0 1 2 3.33 Ill. 1.68 o 367# 9. 56" 234# 2. 50" 5- 3- 0 1-10- 9 5-3- 0 R1-10- 7) 364 EXCEPT AS SHOWN PLATES ARE MiTek MT20 F 46 WARNING: Eng Jobt RRAD ALL N073B OR THIS SHERT. A COFT OF THIS DRAWING TO 83 GIV1N TO x1xCTZRG COISTRACT0 ERACIF0 WARRING. Dwg I EMaronda Systems Braatg a,nawo i this drawinguantamenbring, wind bracing, penal tracing sh similar tracing whim is a pm or Ds r : TLY Chk : the trdldin{dingo and whirb ohm be mnaderedbytheboldingdesigner. Bra®{ shown is for IssoN support of fro membm only ro rahce trnddmg length. Frovmons ham be made to anchor heal bramg at ends and specified TC Li16 . 0 s f locations detained by the building designer. Addiiimal tracing oftheoverallsavtmonLiveemayberequred. (SHM91 p ofTMFt specific fro tracingruuvemam%mono wilding dodpor.artes Platlocated lumtte, T77 Is loed a du 4005 MARONDA WAY DCnte;o kiv% M.dhsm. 9r man 33719) TC Dead 7.0 pot Sanford, FL 32771 Ca.ryment Engineering by Tens Engineering Ca, FA., tit Soundsedc RA Edenton, NC 27932 407) 321-0064 Fax (407) 321-3913 BC Live 10.0 Pot TOMAS PONCE P.E. LICENSE M0050069 BC Dead 10.0 psf 367 Medallion PL Chubsotes, FL 32766 TOTAL 43.0 s f Design: Matrix Analysis Profile Path: Ts\TEE-LOE\Work\Jobs\CHEE3\CHESAPRARE E 3\35111RDI_ers Attach with (4) 16d Toe -Nails y 0-7II-8 Attach-' ith (2) 16d Toe -Nails Scale = 0.5696 WO: CHER3 TI: JSGRDI 2/19/2007 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 FBC-04/TPI-02/ NDS-01 Codes FLA I I I Name: CHESAPEAKE K 3 1 Customer:l0# UPLIFT D.L. WOtCHEK3 TI:JSGRD2 Qty:2 DESIGN INFORMATION Thb design is err an individual inuldmg component .d ban been tend at inmrtmion provided by the dims. The deep. dudalmn my rm, bdiry lb, damages at at result of aalry or incts iolbron ion. apciRmieru odds designs kroitad to the tom designer by the dims and the Caron= or tmoaey of this infbrmmm as u may bate io s spedk projm and aoerpn no rt I bilaryaaer i m omtrol hth regard.. abriosm, handling, shipment and installation of" aa" This twin ban Mon dmVwd a an individual Golding compmmt in scadaxe with ANSVITI 1.1993 and NDS-97 to be 0mpar.d o pet of the building dingo by a Building Designer. When reviewed Itr approval by the building dmgner, the deeps loadings ahowo mum be enodod to be mrs: that the data an— ea in sogy—t rich the local building codes, lob diatatk rids Az rind or nor loads, project apodkoin s or cpooal applied loads. Uodm shora, one ba net been designed Air storage or omrpe,cy ldadL The design assumes compression aLcds (tap or baton) are continuously bratdbymmrbingsales otherwise gpeofied. Where bottom dads in tension are not Iblty trwad laterally by a prmpaty applied rigid coling, they mould be b.amd a a cumiomm spacing of I0'-0' ere Cc enmor plan shall be manvfYcturd Rom 20 gauge her dipped gJvnised and meemg ASTM A 03, Grade 40. unless dherim dmrsn. FABRICATION NOTES Prior to 1lhvmion. the Otriras shall rtview this drawing to verily then this thawittl is m coalbims— with the abrimda piston n d to relict a continuing rtsI biliry Rr such verification. Any dtsagteods me m b c pn G trntin{ bells enttGg s rabrintion. Flan shall but be installed over knothole, eau s distorted pain. Manbm "I he not err tight Ruing wood to wood bvmg. Connects plan shall be local on both face of the 1r11ss with nails Redly imbddad end Nall b o sym. ahom the joim onlm athawiae down. A da4 plan is V wide. F Img. A 6.I plan u ti'ride x I' long. Slab (has) rso pealld to the plec length spmRd. Double amU on web mm,bera shall mein at the cmtmid of th. web. mlao otberwse entewn. Cmems plat dar en eatbtlmum axe heard on the dress shorn and may Dead m be msusd err omtain hetdlin{ .ells eraam mesa Thu man is not to be abriesld with dm retardant crossed lobs ®Ion athmwine dw.o. Fa addnienal inm,menton m Quality Control refer to ANSVrPl 1.1993 PRECAUTIONARY NOTES All bracing and mom rtmmmadariow we to be tblkwad to aomrdaom m h monad industry publimimL Tame are to be haedld rills particular save inning boding and bmdliRL delivery end innallam to avo d damage Ttmporey, and permanent bra . g lbr bolder{ tr®s G a mralghi and plumb p®don ad err roam{ barrel mine luau be designed and installed byshare. CardW handling is essential ad armim tracing is always.,joh . Normal :rvnlonsty men err trvaa numry sold temporary broiug ahaing installation be tnrm to ewd toppling and Awind erg. The supervision of amctim of buns Nall be under the maul of psaona etincimead m the imallnion of utma Pr,rmnmal advice Nall be aubt if,modm Cooemntio, ofoonNosim haft gamer than the design loch Nall but be applied to anaas at my time No lolls other that the weight of the commonNall be applied to trens anal after all naming and bracing u cumplad TCt 2x 4 SP 02 BCn 2x 4 SP #2 WBn 2x 4 SP 03 2x 4 SP 02 4- 4 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-36/32, BOT CHORD 4-0.-215/183,0-3.-25/28, Webs 3- 2.-128/226,0-0.-181/230, MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-02, CaC, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bid Type. encl L. 40.0 ft W. 5.2 ft Trues in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 13 1 366 ill -434 B Pin 5- 1- 12 1 279 0 -296 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.03/365-0.07/607 4 Horiz. -0. 02 -0.04 NA Max DL Deflection L/407 . -0.03 Long term deflection factor a 1.50 Joint Locations ............... 1) 0- 0- 0 3) 5- 3- 0 2) 5- 3- 0 4) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 7- 9 -46 5- 3- 0 BC Vert L+D -40 0- 0- 0 -40 5- 3- 0 Concentrated LBS Location TC Vert L+D -17 1- 4- 4 TC Vert L+D -51 3- 7- 4 BC Vert L+D -15 1- 4- 4 BC Vert L+D -36 3- 7- 4 TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 36 0.30 C 4- 0 -215 0.35 0- 3 28 0.42 5-3- 0 1 2 3.33 SO 17# 3x4 Attach with ( 4) 16d Toe - Nails 1-4- 6 3x4 2_ 2_ 8 0-6-1 4x10 7- 1. 5x3 0.7-2 3,4,( Attach with ( 2) 168 16d Toe - Nails 366# 9. 56" 279# 2.50" t, 5- 3-0 1-7- 9 5-3-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 (RI-8- 5) 15# 36# l WARNING: Eng Job: RRAD ALL ROTRR ON TRIG RNRRT. A COPY OF THIS DRAWING TO silt GIVEN TO Marondo Systems RRCfIRG COhisdr. 7&is mxboubO n&%r WARNING. +g' Brabu Non inn this drawer{ is os memo tracing, e end ding des postaltradng sh aonba trrov{ .hied u pan of D B r : T LY C hk : the Gtildan{deign red rbiN mint be enosidmd by the Golding designer. Eked n{ atom s err Irenl acryport of titer members only to rmtum bowing length. ProAtions men be made to aotLor lemal tracing a ends ad specified locations darrnti, d by the hawing designer. Addilimi0 bmdng of the overall onx2me may be ramrd. (S=10&91 TC Live 16.0 p s f 111I.For specific trta brava{ rcolubematm, tsm building dmptm.(Trve Flee ln.tMq Tor is located a 323 4005 MARONDA WAY D'Cseu toDrimMaduoq\Yssmoom53714 TC Dead 7.0 psf Sanford, FL. 32771 Conumon pm Fsopneng by. TreatFnnaaa giing Co..Cm., P.A.. II{ Sodade Rd. Edonton, NC 27932 407) 321-OD64 Fax (407) 321-3913 BC Live 10. 0 psf TOMAS PONCE P. E. LICENSE a0050060 BC Dead 10.0 psf 397 M.damon FL Chuh.ods, FL 32766 TOTAL 43.0 o f Scale = 0.4549 Win: CHER3 TI: JSGRD2 2/ 19/2007 Lbr DF: 1. 25 Plt DPs 1. 25 O.C.: 2- 0- 0 FBC-04/TPI- 02/NDS-01 Code: FLA v5. 4.18- 61702 uesign: matrix Anaiysis Protiie Path: Tt\TEE-LOK\Work\Jobs\CEEK3\CHESAPEAKE K 3\JSGRD2.prx I I I Name: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:MHS1 Qty:l DESIGN INFORMATION This design is (tr a individual building component and has been based on mmrnation provided by the chat. The dmgna didaion any respmdbility fa d mqe as a remit of falry or inmrres inlbrmnim. specifications and/or deagm M1nnis4M to the trim designer M the dial ad the aroma or accuracy of this mlhmetion as n may rid. to .pefic project ad scarps no responsibility or escsa no antrol with regard to fabrication, hatdlmg, shmmem ad insidldion of trtins This oum betahbdeigned a a individual lu,lding component in seauda teas with ANSVTPT 1.1995 ad NDS- 97 to be iosaporaed as pen of the building design by a Building Designer. When reviewed fir approval by the building designer, the design losdmp shown ram be marled m be sae tbo the dens mown rc io agremhenI with the local building coda, local dicrunk raoords sir wind or sow lord.. po)m speillationa or gmdd applied loads. holm drown, trim has ens been designed intact cat one psex1loads. The design ®inns mmremm eI I (top or hormm) see cominuct dy true by sheathing unless ahawiae sicfied. Where bottom chords in imam are not filly treed laterally by a popsy applied ngid ccilin&, they should be trued in matintum spacing of I(Y-0' me. Coonma plans shall be mandmad fiom20 gauge M chipped gdmned dad meeting ASTM A 65% Grade 40. elm ahawin Wows FABRICATION NOTES Prue to labriation, the GMicamr stall revive this dining to vsiy thd this dawtng u in tmlhmanex with the atricadoes plea ad io rceltme s c mining responsibility fit such vaillessim. Any discepdme are m be psi m wnihtg bethre dmmg a Ohiwion. Pldo shall no be hurdled over knahocQ vas or dis:and grain. Members shall beard for tight fining wood to wood hearing. Cemnmor place shall be lowed on both Oces of the trim with nags fully imbedded ad shall be sym. sbo t thepm elm ahawia mowm. A 5.4 plate is 5' wide . Clang. A6. 2plaeis6'wfdo.1'loo& Skon.Ae) rat pardid to eha pfara length specified. Double eves on win members dull mad at the ceoaoid of the well unlm oduawse sboro. cCiorplate aim der minimum tiro head on the bees d:owo and may need to be manse lh calm handling adfor alCion drmns. This din is oe to be abriwd with firo reratlmi trail hum unlm aheswise mown. For a tSonal mfhmetim on Quality Control refer to ANSVT l 1.1995 PRECAUTIONARY NOTES All harm& old swim rennmmendatiom ant to be lNbwed in amrd- with sc pied Whoery peblieuons. Time ere to be handled with panuala care damg badmg and hmAin&, ddivay ad installation to acid damage. Temporary and prro menl bracing far holding mutant m e oraghl and plumb persi ad ke resisting lateral three mall he designed ad madld by others. Crdd handling a esiatiad and aaaim tracing is sways reptrad. Normal precautionary mien lh trustee require such temporary brag timing mddlam be- trtme In -old toppling ad domince g. The u pavidm of anion of tram mall be under the control of persons eghcie need in the installation ofams Prollestsiond advice mall be aught ifeemdml concentration ofesarmuclm loads greyer then the design loads shall no he applied to trine a my time No loads other then the weight ofthe action shall be applied to home until after all fanning ad tredo1 si concocted TC: 2x 4 SP 42 BCt 2x 4 SP N2 WBt 2x 4 SP i3 2x 4 SP O2 0- 0 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for wind. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B. Kzt. 1.0 Bld Type. encl Le, 58.0 ft W. 19.5 ft Truss in INT zone, TCDL. 4.2 psf, BCDL: 6.0 psf Impact Resistant Covering and/or Glazing Req 4- 5-15 0- 6- 6 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 898 236 -470 B Pin 19- 8- 4 1 035 0 -383 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE TC. ..FORC6..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -2225 0.26 A 1- 0 1323 0.30 2- 3 -2056 0.29 A 0- 8 2003 0.52 3- 4 -1796 0.29 A 0- 7 1914 0.55 4- 5 -1796 0.29 A 7- 6 160 6.26 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(s). I.Span-0. 13/999-0.26/860 4-3 Horiz. 0.04 0.09 NA Max DL Deflection L/999 . -0.13 Long term deflection factor at 1.50 Joint Locations.........._.••• 1) 0- 0- 0 4) 13- 4-12 7) 13- 4-12 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12 3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0 In -Plant Quality Assurance with Cqw 1 In -Plant Quality Assurance, per sec. 3.2. 4 of TPI-1-02, for joint(s): 7 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2.-2225/1158,2-3w-2056/1002, 3-4.-1796/ 836,4-5.-1796/836, HOT CHORD 1- 0.-739/1323,0-8.-1199/2003, 8-7.-996/ 1914,7-6.-91/160, Webs 2-8.- 108/204,3-8.-256/719, 3-7at-126/ 170,7-4.-299/231,7-5.-793/1741, 6-0at0/98, 0-5.-325/242,0-0.-412/149, 1-0.-468/ 640, 0-T 7- 4- 0 12-5-0 1 2 3 4 5 6.00 3. 00 1. 0-8-0 898# 8.001r 7- 7-12 11- 9-12 9 8 7 1-119 19- 9-0 EXCEPT AS SHOWN - T8 ARE MiTek MT20 I WARNING: Eng Job: RZAD ALL NOTIS ON THIS SHtNT. A COPY OF THIS DRAWING TO 3Z GIVEN TO CTING CONTRACTOR. BRACING WARNING. fig: Larsonda Systems Bradmownathuma•:ng is to anionbean&, bra®&, portal bracing or similar bracing which is. pet of Dsgnr : TLY Chk : the bwidmg design adwhimmudbeconsideredbythebuildingdesigns. Bracog mown u lbr land support of mum members only in raise W W mg lan°hProvisions ono be made toamor laaal bracing it ad: ad specified TC Live 16 . 0 e f lesra7sms daamind by thebuildingdesigner. Additional bracing of the overall mtr ucous ay be required. (SatMB.91 P ofT714 er spedde u trade{ rapdranmu , comas building elragna(Tcun Plate Instime. TPI is local si 513 TC Dead 7 . 0 S f 4005 MARONDA WAY IyOmfito OriqMathison. Wisras 'a 53719) P Sanford, FL. 32771 Component Feginasinl by: Tr® Engineering Co- yen., 111 Sommlside Rd. Edenton. NC 27932 BC Live 10.0 po f 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OW50060 BC Dead 10.0 pef 367 Madstmon PL Chuluota, FL 32766 TOTAL 43.0 pef 835# 1.50" Scale = 0. 2888 WO: CHEK3 TI: MHS1 2/ 19/2007 Lbr DF: 1.25 Plt DFt 1.25 O. C.: 2- 0- 0 FBC-04/TPI-02/NDS- 01 Code: FLA v5.4.18- 61703 Design: Matrix Analysis Profile Path: T:\THE-LOK\Work\Jobs\CHEK3\CHESAPEAKE R 3\MHS1.prx l Job: CHESAPEAKE K 3 CuBtomer:10A UPLIFT D.L. WO:CHEK3 TI:MHS2 Qty:l DESIGN INFORMATION This drape if for an Individual building mnpatenl and has hem hand on inforvulm provided by the client. The design disclaims any respoetsa(Bry fa damages a a fault or awry or incorrect Infornulion sposfaatiooa ardAx design foniwed to the trio ddpc by the client and the clamanas or amncy of this Informal- as It maywhale to a speafc pmjos andatsrpta m respambilirya uemi no mmrol with regard ie abriadas handling. shipmers and inslalWion of truss". This true has been deaped a an IndivWnl building mmporcnt in accord - not with ANSVrPI 1.1995 and NDS-97 to be incorporated as pan of the balding design by a Building Design. Who miwi d for apprml by the building designer. the design loadings shown matt be dsatd to be one that the dais shown am In ogmnml with Iho local Wilding coda local cleruNc r®rds far ind a wow lads. prcjm sposflolic. or special applied loads. unless showier inm has not been designed far asap or oaevgoncy loads. TIe design assumes omtI . chords (No a mom) are mmiatosry brand by sheathing union otherwile specified. Where bosom chords in lemfon an not wry brand lataalty by . propWy applied rigid "Ling, they should be bond al a msviomm spacing of 10' O' o c Coniocins pears Visit be nrmdbnmd foam 20 page M dippd gahsnimd sal closing ASTM A 655. Grade all unless otherwise shorn. FABRICATION NOTES Prior to to"" ion. the fobriota dull review this timing to venlj the this drawing a ui conforntarim wish the fabriaoe, plans and to resim continuing responsibility for orb v flbcstion. Any disercpenci" am m be pm (o tmfing before cutting a a0rialon. Plain hall not be Installed ova knotholes. knota or dtaand gram Members shall be m fa light Ming wood to.aod bearing. Cautions pates shall be located m bah to= of the tnm with nuis fWy imbaddod will dun be rim about the joint aaless otherwise shown, A Sid plate is 3' wide x 4' long. A 6d plate is 6' wide x L' I=& Sloe (holes) run paralMJ toile plate Imph spemfod DwsNe cuta on web mendam shall nee at the nsmnid of the wells unless, dKrwisedhows Caumor plate rims art minimum dra based on the form down and may -it to be inicnxd for certain hanAog and/ or esmion an isu Thal tom ism to be bl ri"id oath fire osudam treated hnrtibe unless shawls shmm. For addttfaal Indamdom oo Quality Control filer to ANSUTPI 1.1995 PRECAUTIONARY NOTES All bring and erosion raamroduiorn are to be followed in accordance with aazptd Insist" publication Troaa are to be handld with particular an during banding and bundling, delivery and Inaalatm to amid di nage. Temporary and panun:tit bracing fa holding Inism in a aright and phmb position and fa redoing Lateral form dull be designed and Installed by abet CardW hurdling is etaemial and erosion braong a ahsp rryuird Natal pmutimay scion fill union requires aKA temporary bating (luring instal Wiom between intro to amid toppling and domin oin4 Ter nip-idm of erection of totem dull be under the comm of peaueal mperiotmd in the inrialation of tretOes Professional advice Gall be wugh if mdrd. Concentration of mnsorucuom loads {water thin the chip loads dell not be applKd to true" at any time. No loads other thin the weighs of ill. erectors shall be applied to trusses unil alter all fattening and bracing is wroples TC: 2x 4 SP M2 BC: 2x 4 SP N2 WB: 2x 4 SP #3 2x 4 SP N2 3- 5,1- 7 All COMPRESSION Chordal are assumed to be continuously braced unless noted otherwise. User defined loadcasea have been considered in this design. FORCES (lb) - Max Compreasion/Max Tension TOP CHORD 1-2--1116/ 894,2-3=-1015/692, 3-4=-81/90, HOT CHORD 7-0--776/ 715,0-6--980/1002, 6-5=-592/732, Webs 2-6--98/279, 6-3--388/618, 3-5--826/699,5- 4--131/159,0-0--211/253, 4- 5-15 0-6- 6 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for wind. WndLod per ASCE 7-02, CLC, V= 125mph, 8- 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= encl Le, 58. 0 ft W= 13.0 ft Trues in INT zone, TCDL- 4. 2 psf, BCDL= 6.0 psi Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. .. FORCE..CSI. 1- 2 -1116 0.24 A 7- 0 -716 0.21 2- 3 -1015 0.32 A 0- 6 1002 0.33 3- 4 90 0.30 A 6- 5 132 0.43 GLOHAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( a). I.Span-0.10/786- 0.20/106 5-6 Horiz. 0.03 0.07 NA Max DL Deflection L/999 = - 0.10 Long term deflection factor = 1. 50 7- 4- 6.00 5- 8-0 3.00 1 L3±L oint Locations 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 8- 0 5) 13- 0- 0 3) 7- 4- 0 6) 6- 8- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 619 260 -465 B Pin 12-10- 0 1 551 0 -411 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr .WEB. .. FORCE..CSI. 2- 6 279 0.07 C 5- 4 159 0.29 6- 3 678 0.22 C 0- 0 253 0.22 3- 5 -826 0.61 C 0-8-0I I 1 I 4- O 619H 8.00" 551H 4. 00" n. 6-8-0 6- 4-0 - 1-9 13-0-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 I WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Maronda Systems ERECTING CONTRACTOR. BRACING WARNING: Dwg Braeng building de as Ibis diming uo erosion brace t wind looms pawl boring d amiW m later which e pen of De r : TLY Chk : the building chip and whichloambeconsideredqthebuildingdesignerStangdownisfaafrnlaDPo^ ol trio nicniberd ony o rdm buckling IwV IL Provniom mow be made m anchor lateral bracingin cats and specified TC Live 16 . 0 psf aatons dce nund by the buildingdesign. Addslonal bracing of the overall structure may be required (Sal HM-91 p 4005 MARON DA WAY aDomhlo D, buMmdim We Inusa mime 53719) contact along aaignvfirm Mat. inaiema Tn is loots at sit TC Dead 7.0 p Sf Sanford, FL.. 32771 Corrpatm Esiginemng br. Tom Enyncenng Co. PA.. gig Soundd Rd. Fdemm NC 279)2 BC Live 10.0 psf 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE WWSW60 BC Dead 10.0 psf 267 Medallion L ChuLaota, FL 32766 TOTAL 43.0 Sf Design: Matrix Analysis Profile Path: C:\ TEE-LOX\Work\Job3\CHEIL3\CHESAPEAKE K 3\MBS2.prx Scale = 0.3382 WO: CHEK3 TI: MHS2 7/22/ 2006 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4.7.32-61706 rJob: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:MHS3 Qty:2' DESIGN INFORMATION This design is fir an individual hufldung component and be bem band oninibrmarion provided by th. dint The dmgner disdaitm any rcWmtihlity fir damage n a result of faulty or inmrm in ion, sptdhaiom m6W dmgna Monied to the tnon datpter by the client and th. corrections or money ofih. ribrnutm as it may rdare to a specific project and seeegti on rapmdhilury of aerdsns on mntrd with regard to fabrication. bmdlin{, shipment and installation orb ma" This men his been t mptd as an 6&,Wual building component I. moordanrn with ANSVTM 1.1995 and NDS- 97 to be incorporated a pan of the building design by a Building Deigner. Wbm reviewed fir approval by the hdldmg dmpa, thedmp badiop shown men bo cherid to be on than the data mown Rio agemtent with the local building cods local dimmer r= fir wmd or coca, leads, palm spwflcmiana or special applied loads (fmlm mawtt, men bar no bent designed l r storage or cmparrY loads The dotage ammo enwrap® m chord. (top or tenom) are continuously braced by sheathing colon abewin specined. Where bottom dads letension ara not fidly traced lareratry by. property applied rigid ceiling, they ahatld be hraod masnnurn Wade{ of 1014' owe cmemor piata shall be tram Occur l atom 20 gang. had dipped g.lvanined sled amusing ASTM A 633, Grade 40. colm othawise showo. FABRICATION NOTES him to fabrication, the fabricator shall review, this drawing to verity that this drawing is in mnlhrma ere with the atr(aefs pions and to realise a continuing ruspru ' bility Itr such .criifation. Any di are to be psi in writing bdhre arming or fatr(ueion. Rua mall net be installed ova knotbolq knco or dinned gain. Members mall be a mr tight fittmg wood to wood bearing. Connor plans mall be load on both Om of the men mth nails Sally imbedded and mall be.you. ohm tbepnt melm oaherwm shown. A 5s4 piare a 5' wide a a' Img. A lag plane is 6• wide . {• bag. Sloe (bola) ram parallel to the plat length specified. Damle cim m wen msnhas mall new as the mtr ad often webs mlm ahe. iac shown. C """platedm m ramminmdrat based co the bran mown and may need to be imereasd lbr caul badlmg aderm for imwaxes This von is nor to Is fatr(ad with Ore retardant old Imma mlm otho - dsnw,o. Fa additional intbrmstion on Qaaiiry Control refer to ANSVf79 1-1995 PRECAUTIONARY NOTES All tracing and atdim recommendations ara to be fallowd m somdmm wile somptd ondeary publtaiae. Tbmns era to be handled with particular care damn handing ad bundling, delivery and ceaalmion to avoid dunnage. Temporary and permmma I i If Ibr holding troxa in a straight and plumb posibm and Ibr rnistmg lateral lbrm mall be designed and i aallad by other Cordial hurdling is menial and anion bracing is always required. Normal peranlonary aim fir Ironton requ>Qor orb iapaary, kiting during maalloim between trans to void toppling and decorating. The stgwvisiat of amino of trtmns mall be coder the control ofpaanoa cperiard m the 11mon oftrunts dv Professional ucamso all be ufoedd. Concentration oftnnaru Lion leads gal than the design bads mall out be applied to messes 0 my hme No loads other than the wcgbi of the amen chill be applied to bum until alley all faammg and bracing is mmplad TC: '2x 4 SP 92 BC: 2x 4 SP N2 WB: 2x 4 SP N3 2x 4 SP # 2 0- 0 or (): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, Bind/or fabrication documentation. Right End vertical designed for wind. MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz OplISEDULE t Y Type 0- 4- 0 1 470 327 4 B Pin 10-10-12 1 459 0 -5 T H Roll PROVIDE UPLIFT CONNECTION PER 8 PROVIDE HORIZONTAL CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--;------ LL TL j in./Ratio in./ Ratio Jnt(s). I.Span 0. 04/xxx 0.01/xxx 4 Horiz. -0.01 - 0.03 NA Long term deflection factor 1.50 4-3-3 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Deer defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2. 4 of TPI-1-02, for joint(s): 4 TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1292 0.51 A 1- 0 859 0.26 2- 3 -133 0.35 A 0- 5 -1264 0.35 5- 4 -1267 0.40 Joint Locations ............... 1) 0- 0- 0 3) 10- 6-12 5) 5- 4- 9 2) 5- 4- 9 4) 30- 6-12 6) 0- 0- 0 Shim or wedge if necessary to achieve full bearing. 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- 11.0 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.-1292/1049,2-3--133/85, HOT CHORD 1- 0.-814/859,0-5--1264/1208, 5-4--1267/ 1207, Webs .5-2- 0/215,2-4.-1093/1115, 4-3-0/ 226,0-0.-277/131,1-0.-453/331, t 10-11- 10 0 T- 1 1 3 4.00 2. 00 f1W. 4111's 0-8-0 470# 8.00" 459# 1.75" 10- 8- 8 6 5 4 1-4-8 ld 10-8-8 OUP6 111-5-6 0"0-6) EXCEPT AS SHOWN PLATES ARE MiTelk MT20 Scale =0.3899 WARNING: Eng Job: WO: CHER3 READ ALL NOTES OH THIS SHEET. A COPY OF THIS DRAWIXG TO a= GIVEN TO ERECTIIIG COa1TRACTOE. eItACIIIO arARIIIIIGu Dwg: TI: MHS3 Maranda Systems Smngdtownnothad— Itanotamimtrcn{,widbraciOLponatradngorsimilatrcingwhKbis. Fan of Ds r:TLY Chk: 1/30/2007 the holden{ dxip adwlridnmustbemudadbythehsildingdaipne. Hrodog shown u fir Ianaal stl, of men mamba. only m rduco hrklin{ Impb. Irovtsiam ovum be Dads m anchor W eral trcn{ a atria ad spmfid locations ddemindbythehrildingdesiper Addiiimalbradn{oftheovaWlanmmtm. ybera*rd.(S=MB-91 TC Live 16.0 psf Lbr DF: 1.25 ofTMFer spa;ne irmn bracing repubenuen; contact baildmg dmpor.(Tmx Plate lnatitme. TPl is located at 523 TC Dead 7 . 0 psf f P 1 tOF: 1.25 4005 MARONDA WAY him Madison. wam .ncn517In Sanford, FL. 32771 Compmml Fnginming by: Tnw E ngincomg Co.. I.A.. 118 Smodside Rd. Edenton. NC 27932 BC Live 10.0 psf 0 . C .: 2- 0- 0 407) 321-0064 Fax ( 407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE WOOSO060 BC Dead 10.0 psf Code: FLA 367MedaMon LChuhasta,FL32766 TOTAL 43.0 sf v4.7.3505-128 r.._„ .,..... a .,.,-w..v ... ,. s.v,.,. w•+.v.+\wo nrsa.u rs n aV no.yan Job: CHESAPEAKE R 3 I Customer:10(# UPLIFT D.L. WOsCHER3 TI:MHS4 Qty:2 DESIGN INFORMATION no design u in, to individual Withug n.ntponehl rd has onbeenbond on ioQrtnstion provtded by the client. The designordi3clutm my re gmmbiliy br damages as a result of Nulty a Incorrect inflavmion, sp cifiatiam mdror designs furnished to the Ism dmgac by the diml Kid the enrreanm or K ouni , of this infGrnnm a it may retain to a specific project and Keep[ no rapenribility a asscm no ®trd with regard to htricraion, ba dlutg, shipment and installation oftrtnse. This sum has been designed a an indivdual building component its accordance with ANSMI 1.1993 ad NDS- 97 to be ioaorpmned as pm of the building design by. Studding Designer. When nvicred fir approval by the building designer, the design loadings shown mom be chocked to be mrs that the time mown re in ap®mr with the local halemg endeA local dimaiie rids br mud or snow foods, Irojm gtocifiaians or social applied loeds. Unlca mown, b= ham bom designed nor vamp or occupancy coda The design amhmes mnpC> an0 chods (lop or barlese) are coninuemy brrcdbyshahingunlcaorhvwisespmfiad Where bortom cl ords in ionei re m filly traced laterally by a pepety applied rig l calling, they should be trrad at main® spacing of Ivy owe Connector plains shall be manafiard Dom 20 pope m dipped galvmbad aied rousing ASTM A 633. Grade 44 mica ahewise move. FABRICATION NOTES Prior to Nbriaim, the Ntriaor shell rwtaw this drawing to warily, that tho drawmis is m conbrmuue wnh the Nbriaorl plan and to rolin a mninumg responsibility fur men verification. Any discrepancies ore to he pot in writing bebre cling or (A."ion. Plate shall m be installed ever mothda, kms or dimmed psi.. Manhunt shall bees far light fining wood to wood haring. Conowor plates shall be lowed on both Non al the mm with odb"imbedded and shall be sym about thejoint mica othamse shown. A sate plate a d- wide s a- In.$. A 6.3 plate is 6- wide a k- long. Sian (hales) von pralld ao the plate length spmfiad Doable cda on wed mmhea shall most at the emtrod of the wales unIca sahawiss mown. Connectorplate era re mioitwm saes bad eathe tree mown rod mq need m be unaead fbr certain handling ardlor CerJim mind This sum is no to be fabricated with fire rdcdant treated lumber mle[ otherwise drown. For additional moron ionon QtWity Control referla ANSV171 1-1995 PRECAUTIONARY NOTES All bracing and amino revommadricu are to be b lowed in accordance with accepted industry p. licateona Tnmns re to he handled with particular ae during binding and hrAtog, dd,wy and installation to avoid damage Taagorry and permanent tracing br holdmg ouOe in s rogdd and plumb podtice and br rain[{ fated trots shall be designed and inaalld by other, Creild to dling la cactlid aid ceotion bracing it always nsfuh a Normal pm•oim+r win. In, sumo rquit swb nagtorry brag doing installation between buae to ovoid toppling and domh+oing. The nWevasm oferection of bum shall he trdr the ®dal ofpesons capotimced in the meallatian offs a Pmfcaional advice shall be sought if oecdd. Cooamhrioo ofmoainreran tads goer than the design steaks shall m be applied to truans at my 6— No bob other than the weight of the errors shall be applied to ouao until efie all Naming and tracing is mmyod TC: 2x 4 SP 02 BCs 2x 4 SP #2 WBt 2x 4 SP #3 2x 4 SP N2 7- 7 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. FORCES (lb) - Max Compression/Mai Tension TOP CHORD 1-2.-1077/1251, 2-31-799/603, 3-4.-34/38, HOT CHORD 7-0.-1186/833, 0-6.-1377/1035, 6-5.-612/688, Webs 2- 6.-265/709,6- 3.-239/371, 3-5.-752/669,5-4.- 91/91,0-0.-195/176, 3-3-3 0-6-6 as- 545# 8. 00" 1 7 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for rind. WndLod per ASCE 7=02, C& C, V. 125mph, H. 15.0 ft, I. 1. 00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 40.0 ft W. 11.0 ft Trues in INT zone, TCDL. 4.2 pet, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE.. CSI. 1- 2 1251 0.36 A 7- 0 -1186 0.26 2- 3 -799 0.39 A 0- 6 -1377 0.32 3- 4 38 0.14 A 6- 5 688 6.21 7-6-0 T 2 4. 00 2.00 Joint Locations ............... 1)0- 0- 0 4) 11- 0- 0 7) 0- 0- 0 2) 3- 9- 0 5) 11- 0- 0 3) 7- 6- 0 6) 7- 4- 4 In -Plant Quality Assurance with Cq. 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 545 273 - 563 B Pin 10-11- 2 1 465 0 - 288 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(e). I.Span 0.10/469 0. 02/999 3 Horiz. -0.02 -0.04 NA Long term deflection factor . 1.50 3-6-0 3 4 4x6 2x4 M 465# 1.75" 3- 7- 12 6 5 11- 0-0 R1- 5-6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.4874 Maronda Systems 4005 MARONDA WAY Sanford, FL 32771 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE APM50060 367 Medamon FL Ghuhaota, FL 32766 wwkcrll dti : READ ALL NOTES OF THIS SHEET. A COPY OF THIN DRAWING TO DE GIVEN TO 1RIECIING CONTRACTOR. BRACING WARNING, Bramg shown on this dining is m oon— dndog, wind boring, penal trying or sitrular ire - is which is o psn of the bi0lding design and which must be considered by the budding dcpgna. Bracing shown is br laical mppon of truss tnanbes only m reduce buciding length. Provisieu scam be made to anchor tramd bracing ra ends and specified locations deersnind by the building designer. Additional tracing of the overall mueore may be required. (See 1013-91 ofTP1).For specific tons hamig requirenenle, contact buikhng deign r.fTrm Pies inedmq TPI is had N 313 VOnoMo Drive, Mdoon, fKwestn 33719). Compared Fnpoeamg by. Tr= Engineering Co- P.A., ail t Samdade Sal, Fdmtoh. NC 27932 Eng Job: WO: CHER3 Dwg: TI: MHS4 DsgnrsTLY Chk: 1/ 30/2007 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 lCode: FLA Designs Matrix Analysis Profile Path: T:\ TSB-LOR\Work\Jobs\CHEX3\CHESAPEAKE X 3\MHS4.prx i Job: CHESAPEAKE R 3 Customer:100 UPLIFT D.L. WO:CHER3 TI:MHSGRD1 0ty:2 ' DESIGN INFORMATION Thu dmgu is III, an individual building enanponent and has been hued on inib motion provided by the client. The designer disda®soy responmhlrty fbr damages as a result of IEdty or inmraa inlbrmatitn, mociM1mtlau and/or designs (Iwidied to the tflmmdiner by Iha diandms ad the araennm or oaarary of Ibu information ail mryrdate to a tpocibe prgeo and amepi no responsibility a aacian on control with regard to Wriaion. hurdling, shipment and Installation oftrt as This truss has been dinged as an indivlmal buldmg enmpmen in moord with ANSVAI 1-1993 and NDS-97 to be iocorpon tud a pan of the building design by a BuilNng Designer. When reviewed for approval by the building designer, the dingo lodinp sham mum he staked Ib be noes that the data shown are to agtma on ththe local building ads local climatic read, ft wood a show load; pajc spcci&M u or rpaial applied Into Uole allow., from ha r a been designed eat mes.{ e er oar cy l The dmgn .:names aampresam cherds ( wp or bone) are continuously brandbyshesthtng®Ionorhowise specified. Where bottom chords in tension m oat filly braced Intensity by a property applied rigid waling, they ebould he broad a a auaimom spades of I V-0- oweemnedor plates shell be msouflcs. Cam 20 gahgo bat dipped galvanized med moemg ASTM A 633, G.dc 4Q uolm othawia mown. FABRICATION NOTES hior to Otricia" the fabricator Nell review this drawing to verify that Ibis dr.wms is in aefbrmapoa wttb the a6 iaaoA plane and to realize emtmh®g responabSpq mat Inch verifiaian. Any disaeprlcia re to be pal in writing bdbre among or abriaim. late Nall to be installed over katotbolea, knee or dined grain. Mebva Nall be can fir tight fining wood to wood being. Conoeor plate shelf be located an both 11co of the tram with nails Polly imbddd NO Nall be rye. atan Nejotnt unlen otherwise Mown. A Sao plate is S' wide a P long. A 6.1 plat. is 6- wide a I" long. Sim (bola) ram parallel to toe plate length specified. Double ens In well members shall men a the centroid oribe wells tale onto Now. Coommer plate tires are minimum sim based en the lbrees shown and may nend Ica be OQCaed Ibr edlam buiding endla erection atTCOa. This trim is not to be atrrrd with Ore retardant trod lumber anion otherwise show. For oddafonal inf0rmatm on Quality control refbr to ANSVr 1 1-1993 PRECAUTIONARY NOTES All bracing ad aeoiun rammmadaiom No to be fbllored m accord ara wiIb Kcgxd industry publication& Tr® e are in be handled with particular care during boding and b-IIII- , delivery and inmallam to avoid damage. Temporary and perosoal braans fbr holding trine in a straight and plumb portion and lbr re stiog lateral Ihnb Nall be decphd and installed byeabers. erdbl handling is ernmtial and ceion bracing is Mays required. Normal precautionary atom lbr home require well temporary bean{ dur-S installation bewem trustees to odd toppling and domindog. The sulhervisim of ercim of mono Nall be trade the coton orllertms eapafetmd in the mediation urhutsaa. hoamotW duce shall be sought if oadei cmomtraim ofcoomwim loads goer than the design loads Nall oat be I plied to t usse at any lime No loam saber Nan the teeght orthe seam Nall he md.d to tram until after all lamming nod bracing is TC: 2x 4 SP S2 BC: 2x 4 SP A2 WBt 2x 4 SP 03 2x 4 SP $2 2- 4,6- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1- PLY Hip Master designed to carry 31 0" open jacks (no webs) and Hip Jack Rafter framed to TC In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3. 2.4 of TPI-1-02, for joint(s): 4 TC. .. FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 2600 0.44 C 6- 0 11110 0.32 2- 3 31 0.62 C 0- 5 1529 0.55 5- 4 1425 0.77 2-3- 3 0-6- 6 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for wind. User defined loadcases have been considered in this design. WndLrod per ASCE 7-02, ChC, V. 125mph, H. 15. 0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 40.0 ft W. 11.0 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Reg Supported span based on int. wind zone. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2e-1600/1123,2-3e0/31, BOT CHORD 6-0.-996/1118,0-5.-1148/1528, 5-4.- 1100/1425, Webs 5- 2.-152/392,2-4.-1441/1113, 4-3.- 187/43,0-0.-154/397, Joint Locations ............... 1) 0- 0- 0 3) 11- 0- 0 5) 4- 4- 4 2) 4- 6- 0 4) 11- 0- 0 6) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLY From PLY To TC Vert L+D -46 - 1- 4- 8 -46 4- 6- 0 TC Vert L+D -54 4- 6- 0 -54 11- 0- 0 BC Vert L+D -47 0- 0- 0 -47 11- 0- 0 Concentrated LBS Location TC Vert L+D -56 4- 6- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 634 182 -592 B Pin 10-11- 2 1 563 0 -200 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.19/636-0.38/325 4-5 Horiz. 0. 04 0.07 NA Long term deflection factor . 1.50 4-6- 0 6-6-0 1 56. 2# 3 4.00 2.00 0'8- 0 634# 8. 00" 563# 1.75" 1 1d 4- 4-4 Ilk 6- 7- 1 2 L 6 5 4 1-4- 8 11-0-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.4896 I WARNING: Eng Job: WO: CHER3 READ ALL VOTED OF THIS SHEET. A COPY 01 THIS D2AwIRG TO BE GIVEN TO RRxCTING CONTRACTOR. ERACING wAR17INOt DWg: TI: MHSGRDI Maronda Systems nlNwcsi`p drmhconnaamkcn{,wmdtrcn4ponaltrcngonmlatroaeralst isopmof Dsgnr:TLY Chk: 1/30/2007 the butldiegdmgnandwhimmodbecothsiderdeythehnWin{ dmgner. &acie{ dhowv tbr lateral m9>oat of truce roeohea only to ram. bucI ding length. PruvWorts Inn be mode Ib anchor lateral bracing a ram turd specified lootam dereromd by the btnldin. g designs Adainnal kiting of the overall structure may be req i. . (Sm HIS-91 TC Live 16.0 psf Lb r DF : 1.25 of7 O. Fa spmflc hen 6roda{ rcgmrenmq oonue lsaildpng hlmpha{Truss Ice. Irmittne TA is Wand r S17 P l t DF t 1.25 400S MARONDA7A1/ D'Ono1inDrive, Me&-% msn53719). TC Dead 7. 0 psf Sanford, FL_ 32771 Cm apmmt Enginmtog br. Tina F nginming Co., .A, III Samdside Rol Edenton. NC 27932 BC Live 10.0 p e f O.C. - 2 - - 0 407)321-OD64 Fax (407) 321-3913 TPZ02/FBC-04 TOMAS PONCE P. E. LICENSE OrGO50069 BC Dead 10.0 psf Code: FLA 367MeadaIDonFLChubota,FL32766 TOTAL 43.0 Osf v4.7.3505-1294 Jobs CHESAPEAKE R 3 1 Custonsert10# UPLIFT D.L. WO:CHER3 TI:MS1 Qty:12 DESIGN INFORMATION This dmp is far .n individual building mmpaen end his been hated on inmrmnirn provided by the client. That dadgna dixl.ims ley rcyhmuhltly fa damase at s reuh of holly or inmesa InlbrmmMn, gsadaalbnS mMr deign. s rnirid to The nuat designer by the client nd the c rrmhm or, amtrscy ofibis bsh mditn at it may retain to a Specific prom and —cPi as rcipmribiliry or aardsm an control with regard no hte atm, hulling. Shipment andmatallatm art — This truss has been designed a an lodl.iNhal building mmpmrnl in aaprdatxL wllh ANSVT}1 1.1995 and NDS•9710 be In &Wslad at pan afthe building design by a building Drape. When rmicwd for —avel by the building designs. The design loadings Shows must be dn¢ked to be ve that the dale down rein ageanml with the foal bdldin{axle, bud climatic ra N be wind or mass 10BU p6113011 RxdkAims or gtald applied leads. Unlm down, trm his ate hen daipal b stnge or"I s"ey loads. The dmgt assumes cmalwask dwda ( lop orbonlom) re axdist on sly brwdbydnelhta9-1—rahawimePcbd. Whew Mmm dhonds la tensrn re no Ihte ems id Ireally byaproperty aplihad ngd Soling, they Should be brarnd at a maatmum Spadeg of I014- owes Connector phda Shall be tnrnuhaurd boo 20 loge he$ dipnd gA—,cd and mining ASTM A 653. Grade 44 aim ahawim Nara FABRICATION NOTES Prior to fabrication, the ( IbAcaar shell rcvin this drawing to verily that this drawing is in a albrmna with lb, htnamei plans and to noise a continuing respandbrlity M nib verification. Any disergatmae are to be pat in writing b 1bre puling or Mriulion. Flue hall one he mgdld ova knNhde, kwz or diammal gun. Members shall be M Jar light dmng wine Pro wood berinl. Ctn nclue plate shall be Itzmad an both acts op the Irun wilh nails fully imbaldd end Shall be rym. about The)anl mlmteharueshowa. A sic piateit 5' wide. s- loot. A 6al plate is 6- wide a 1' loss. Slas (holes) run parallel to the plate ingth rpedbed. Double MIS an webmMbrs Nall meet Se the cenboid oftha webs tmlm otherwise shown. Comma plate Fife Sea minimum inn hated an the Prise Nana rut may used to he increased Iter ruuin handling nNm aeafen Firma. This truss is net to be ahricoad with lire retardant trend lumber aim otherwise Shown. For additional normSeton an QtWiry Control refer to ANSMI 1.1"s PRECAUTIONARY NOTES All brawn{ nil auaioo raanmmada inaJ Ses In be fbllmed In ac ardance muss soceived Industry publnwiont Truna Sea to be handled with Pnimlr use dormg baMmls Sees bmdlinl, delivery and indalhaln to avoid dane{ a. Tmporry and Permission' bracing she holding times in a straight end plumb poalhm and fbr resiNng lateral faro Nall be designed and inaalld by others. Cardhl handling IS menlial and auction bracing is alwrA inquired. Normal pramimry him Ibr trusses squires PA temporary bracing during imallsim bameen Wm 10 avoid toppling rut dommoiag. The at9navidm of amen of tome shall be under the control of pains apaianced to the indddrpan of truce. Fief® onal advim indl he ought tf notdd. coneaxresirn ofmnaruaiao bads Amer then the deep bads Shall Site be epplid le Clines at enY lime. No leads other then the wdgnl of ibe cmon Shall be applied in truates until File all fastening end •ado{ i, enmplael TCI 2x 4 9P # 2 BCt 2sc 4 SP 02 WBt 2x 4 SP 03 2x 4 SP 02 0- 0 MULTIPLE LOADCASES -- This design its the composite result of multiple loadcases. Shim or wedge if necessary to a41eve full bearing. MAX. REACTIONS PER BEARING LOCATION----- X-Loc B9et Vert Horiz Uplift Y Type 0- 4- 0 1 533 ' 331 -431 B Pin 10-11- 2 1 459 0 -517 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 4-5-3 0- 6-6 k f 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, Kzt. 1.0 Bld Type. encl L. 40.0 ft W. 10.7 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 Tensibn TOP CHORD 1-2.- 1294/1036,2-3.-133/94, SOT CHORD 1-0.- 775/e60,0-5.-1207/1210, 5-4.-1209/1208, Webs 5-2r0/216, 2-4.-1095/1058, 4-3.0/217, 0-0.-277/125,1-0.-435/331, Joint Locations; ............. • 1) 000 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI- 1-02, for joint(s)t 4 TC. ..FORCE..CSI. Cr ..BC. .. FORCE.. CSI. 1- 2 -1294 0.4B A 1- 0 860 0.27 2- 3 -133 0.35 A 0- 5 1210 0.35 5- 4 -1209 0.40 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(a). I.Span-0.05/401-0. 10/983 5 Horiz. -0.01 -0.03 NA Long term deflection factor . 1.50 11- 0- 0 0-3-tB q 1 1 2 3 4. 00 0- 8-0 533# 8.00" 2.00 459# 1.75" 10- 8-8 6 5 4 1-4-8 10-8-8 RI- 5- 6) EICEPT AS SHOWN PLATES AREIMiTek MT20 Maronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 Fax (407) 321- 3913 TOMAS PONCE P.E. LICENSE 0e0050060 367 Medallion L Chutuota, FL 32766 WARNINU: IN" ALL NOTRS ON THIS SH116T. A COPY OF THIS DRAWING TO ei GIVRN TO RRXCTING CONTRACTOR. BRACING HARNINGi Brsdnl Nowt/ an this drawing is net cation leading. wind bracing. pond earn{ m atmilr tracing which is a Pon of Iho building deign rut which mow he tmadad by the building designer. Stating dawn is far lot" ugvw of tnes mtru6aS only to reNra blddms length. Providrna mat be made to anchor Ideal bridal at ends Ind sped6d loutbu. daermistd by the bulletins designer. Additional bracing ofths overall structure may be rapird. (Set HI&91 rTPWFw Nm:k true bntdn{ rogm=. m m ,m bnildin{ detgoe.(Trua nee hnrdne. TPI la loans at S13 D'Onol io Drive. Madism. Wirconsio S3719). competent Engineering hr.. Truss Engineering Co.. F.A.. 111 So mtrids Rd. Edenton. NC 27932 2-6-5 0-1-10 Scale = 0.3837 Eng Job: WO: CHER3 Dwg: TI: MS1 Dsgnr:TLY Chk: 1/30/2007 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf pit DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI- 02/FBC-04 BC Dead 10.0 psf Code: FLA rnmaT. 41_n nnf v4.7. 3505-128 I I I Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:S1G Qty:l DESIGN INFORMATION This deep is for u indhidual building components and has boat based ono informal" proviG>1 yihe diem. The designer disclaim any ratsonsubrhry fa darmagn u a result of faulty or inoorrm imfornauom, speciflotiom andla designs uished in the truss dnipser y the client and the cerrmnoss or ac uracy of ibis iNbrmation a it tiny relate to a speafc project and am7st; no responsibility or cwaso no mmrol with regard to fabrtoiea handling, shipment and nnaalW ion of inissa. This Inds has ben de dgead u an imlMuluat building component in aceordsrsce midi ANSYMI I.1995 and NDS-97 to be Incorporated as pan of the building letup by a Building Designs. Wbat revkwW fa appmvd by the building designer. the design loodinp shown must be deeded so be sum rhu iha data sh- arc In agrs n with the local balding iodic loml dimatiti mmr I fa wind or stow Inds, pmjra specifications or special applied lads. unless shown. Irtm Im- not ban designed fa s orap a omrparc7 Imds. The design amuse oor prrmon chords (top or broom) am continuously braced by sheathing unlm oilcrwt a spmfkd Where bottom chards In tenLOn am not lbiy braced Waaly by property applied rigid ceiling. ticy should be braced in a tradnuren spacing of ICY-0" o.e Conrraor plain shall be mn dkmrcd from 20 pugs ha dipped phveimd staJ mining ASTM A 652. Grade 40. unka aherwis shown. FABRICATION NOTES Prior to fabrsoifoR the rabriola dill mvew this dining to verily that Ibis drawing ts in conformance pith the GMiatal planes and to realize tarusnoing respmmbihry fa such verifintion. Any dicreprcin an to be pa to writing before cutting or fabnation. Plato Nall era be Installed oier knotholes knots 6 distaned grain. Members NWI bead for light niting wood to wood banng. Connor piano shall be looted ow bah ram of the Inds with outs fully imbedded and dull he sym abase the pea unless otherwise sham. A 3c4 plus is S' wide x V Ion& A 6.3 pule 6 6' wide x 11' lott& Slag (bola) inn parallel to the phm length specified. Double ant on web maibes shall min at the a simd of the wcbs unless mherwve show. Caucasians Pule sins am miuitmm sits band on the form sher.a and our red to be ireasM fa cause handling atsdrar caraeoo areaes. This truss is not to be 6brioled with fire retardant tneated lumber unlm alvwescshown. Foradditional Infuntsu m as Quality Curd rider to ANSVrPi 1.1995 PRECAUTIONARY NOTES All bracing and make rrmrmnonditions am 10 be lollowed in o®rdarec with aaepred industry ptbnotiaa Tram am to be handled with particular am during banding and bundling. ddl.ery and installation to ovoid Knape. Temporary and permanem brwng for bolding inures In a straight and plumb podlm and fa resisting Wrnl form shall be designed and Installed by ahem Capful handling Is essential and auction bracing is shays required. Normal Prmaiaary wive, for tnmcs requires ace mrsporw7 bradng during itstallatm be- immcs to,void toppling and mminoing. The serpemsioo detection of snits$ Naar be tmdn the comml of prisons eaperiaord In the Installation or mess. Profadanal advice dWI be sought d Deeded Caccmratsom of constriction hods grans than the design lords 9Wl not he applied to Irma at any lime. No lads aha than the weight of the imam Noll be applied to tivaa owl din all fastening and bracing is TC: 2x 6 SP N2 BC: 2x 4 SP 62 WB: 2x 4 SP 63 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CCC, Yes 125mph, 8= 15. 0 ft, I= 1.00, Exp.Cat. B, Kzteu 1.0 Bld Type= encl L= 60.0 ft W= 13.3eft Truss in END 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 - 804 0.10 A 16-15 673 0.21 2- 3 - 1192 0.14 A 15-14 57 0.07 3- 4 - 1022 0.14 A 13-12 1101 0.25 4- 5 - 1022 0.14 A 12-11 1101 0.25 5- 6 - 1192 0.14 A 10- 9 57 0.07 6- 7 - 804 0.10 A 9- 8 673 0.21 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.03/999-0.06/875 11-12 Horiz. 0. 02 0.04 I NA Max DL Deflection L/999 = -0.93 Long term deflection factor - 1.50 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cges 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boris Uplift Y Type 2- 3- 0 1 614 0 -622 B Pin 11- 1- 0 1 614 0 -622 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 14-13 65 0.07 B 3-12 248 0.06 13- 3 46 0.01 C 12- 4 740 0.24 11-10 65 0.07 B 12- 5 248 0.06 11- 5 46 0.01 C 11- 6 313 0.10 15- 2 325 0.08 C 11- 9 763 0.24 15-13 763 0.24 C 6- 9 325 0.08 2-13 313 0.10 C 6-8- 0 6-8-0 6.00 - 6.00 5x8 3. 00 1 1 -3.00 Joint Locations 1) 0- 0- 0 1) 13- 4- 0 13) 4- 6- 0 2) 2- 6- 4 8) 13- 4- 0 14) 4- 6- 0 3) 4- 6- 0 9) 10- 9-12 15) 2- 6- 4 4) 6- 8- 0 10) 8-10- 0 16) 0- 0- 0 5) 8- 10- 0 11) 8-10- 0 6) 10- 9-12 12) 6- 8- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-804/710,2-3=-1192/1083, 3-4-- 1022/917,4-5=-1022/917,5-6=-1192/1083, Cr 6- 7=-804/710, CBOT CHORD 16-15--545/673,15-14--51/57, C 14- 13=-16/65,13-12--859/1101,12-11=-858/1101, C ll- 10=-16/65,10-9=-51/57,9-8=-545/673, C13-3=- 3/46,11-5=-3/46, C Webs 15-2=-307/325,15-13--634/763, C 2- 13=-207/313,3-12=-156/248,12-4--575/740, 12-5=- 156/248,11-6=-207/313,11-9=-634/763, 6-9=- 307/325, Face = 0- 2- 8 Face = 0- 2- 8 614M 54. 00" 614M 54.00" 46+ + t 460 t, 16 15 ] 5 12 1s 9 8 0-10- 814 13-4-0 -10-8 3( 0- 3- ) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3734 WARNING: Eng Job: WO: CHEK3 READ ALL NOTES ON THIS SKEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: SIG Maronda SystemsBmng` on ngi.raamanbnong.itinda+dn4 portal waeingaamilarbr.angwhich isapart of Dsgnr-TLY Chk- 7/22/2006 gn the building desiand which mostbeoaai . y do Wilding dmgnv Bracing down is fa Wcnl mDDort o<irsm members ony to reduce budging length. provisionsmuss be rode to anWr latual bracing in ads and specified IOalibrR tlyd WnWy the Wilding designer. Additional bung ciftie overall structure may be rmquimd (Sce MB-91 TC Live 16.0 psf Lbr DF: 1.25 or trusts For specific trbracing regWmncus. contact buildingdesipa.(Trtm Rate lwitae. TPI Is looted at 593 TC Dead 7.0 pet! Pl t DF : 1 . 25 4005 MARONDA WAY D'onohdwi ioDrimMman.amnsin53719) Sanford, FL. 32771 Competition Engiraasngby: True EnginoangCo.. P. A., gig Stasdsidm R4 E.dasta, NC 279)2 BC Live 10 . 0 psf O. C .: 2- 0- 0 407) 321-0064 Fax ( 407) 321-3913 TPI-02/ FBC-04 TOMAS PONCE P.E. LICENSE *0050060 BC Dead 10. 0 psf Code: FLA 367 Madamon FL Ehuluodas, FL 32766 1 TOTAL 43. 0 psf v4 . 7 . 32-62099 Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\ Jobs\CMM3\CHESAPEAXE A 3\S1G.prx Name: CHESAPEAKE R 3 I Customer:108 UPLIFT D.L. WO:CHER3 TI:STI Qty:3 DESIGN INFORMATION TC: 2x 4 SP Y2 11 or.(): Pla£e(a) OFFSET from joint center. aaaaaaaaaaaa-a--Joint Locations Th.amp,ura.ni,dnd.l huikli,*a.rf... dha BC: 2x 4 SP 12 The Joint Detail Report moat be included 1) 0- 0- 0 6) 20- 8- 0 11) 8- 0- 0 hmm Maam.11pn.mdd Fy as dl ATl. WB: 2x 4 SP 13 with an submittal, Yinspection, and/or 2) 6- 1- 0 7) 20- 8- 0 12) d- 1- 0 o- ad-laanaan, R-Nhpo.d-p...,l errdna, a,.a araa.lan r r....r. 2x 4 8P 42 0-0 fabrication documentation. 3) 8- 0- 0 8) 16-11- 0 13) 0- 0- 0 p. r-.. dlna wdmp.bydrd-anduc WG: 2x 4 SP 12 User defined loadcases have been considered 0) 13- 6- 0 9) 13- d- 0 anv^• m.•.!^rin'ar^",.I^ hrnaywm MULTIPLE L071DCASES -- This design 1s the in this design. 5) 16-11- 0 10) 11- 4- 0 M.q-11.r-jed arid..cqMa 6aq...ild,y r. Paces m.mtrd w.h rgnd n W iabm han 11 q. coaposite result of multiple loadcases. This truss is designed in accordance with In -Plant Quality Assurance with C - 1.00 tyQdttrc aaand.r alle ai This has All AllCCMPRZSSION Chords are assumed to be the 2004 Florida Building Code section MAX. REACTIONS PER BEARING LOCATION----- daipdaanindimidr. 11ukb panrq..v.insashes continuously braced unless noted otherwise. 2306.1 and referenced standards, U.N.O. X-Loc BSet Vert Horiz Uplift Y Type wuAtRvnl1- la3and NM47nr.,mrr..nalu WndL*d ASCE 7-02, CLCI V. 12 h, per r BracingSchedule: 0- 4- 0 1 226 139 -27 B Pin laa of"hluldrr d ip, by . n,iidinq 1. ig a wlm ana.M ra m-el by d. h-16q dapar d. rdpr B- 15.0 ft, I- 1.00, ExD.Cat. Bt Rat• 1.0 Chords Max O.C. From To 11- 6- 8 1 1656 0 -1214 B H Roll kr.dnp dn.n mm 1. dcl.d w Iv a..Ihl da daa Bld Type- enal L- 58.0 ft W- 2017 ft Truss BC 72.0" 8- 0- 0 11- 4- 8 PROVIDE UPLIFT CONNECTION PER SCHEDULE aa•Pwa' whd.kalhrild.Grdmk.al d. rand. ra..nd a ann. k,ada. pry -a in I= cone, TCDL- 4.2 psf, BCDLw 6.0 psf Bracing shown is for visual purposes only. D'PoY• FORCES (lb) - Max C oapression/Max Tension ror"ina. al-6iM dk.d,,uniadan,.n,n,. Inpaat Resistant Covering and/or Glazing Reg TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. TOP CHORD 1-2--398/0,2-3--450/379, h.nra k- aaipad ra aa.p a-Var.n, halo The WEB. ..FORLE..CSI. Cr . W&B.'..YORCE..CSI. Cr 1- 2 -398 0.13 A 13-12 311 0.20 3-4--1172/1532,4-5--429/656,5-6--207/295, dvp same a.q.mk d..&(bV a l..a.n)aa 12- 2 164 0.05 C 10- 4 -1561 0.56 C 2- 3 -450 0.32 A 12-11 310 0.13 BOT CHORD 13-12-0/311,12-11-0/310, a-yr"mdhyh.9"L.A.. "I'a"'- olcoried whm hatr.n d..d. in Wnsim we a. Mly 2-11 -343 0.13 C 4- 9 223 0.07 C 3- 4 1532 0.50 A 11-10 585 0.28 11-10--444/585,10-9--565/530,9-8--229/229, r..edl. a.lyly,r.q.1,"VFW rigidmhgLd" 11- 3 583 0.19 C 9- 5 -383 0.13 C 4- 5 656 0.33 A 10- 9 -565 0.24 8-7--221/224, dah•r.. maa•n.:.,nraenrlv r"c• 3_-1082 0.31 C 5- a 209 0.07 C 5- 6 295 0.16 A 9- 8 229 0.17 Webs 12-2--24/164,2-11--343/202, kaaw Conray. d.nnaa adf-20pph- rnmaAAss.ctr.mao, 10 GLOBAL MAX DEFLECTIONS---------- 8- 7 224 0.17 11-3--399/583,3-10--3082/831,10-4--1561/1301, al- LL TL 4-9--182/223,9-5--383/346,5-8--133/209, in./Ratio in./Ratio Jnt(s). FABRICATION NOTES I.Span- 0.03/999-0.04/999 3-2 Riserhrkaia.Lim, rd.-9. 11 rir-dwm,.iV R.Cant.-0.11/999-0.21/519 7 13-4-0 7-4-0 f,dwdi. d.n,i.inmrnnn -th0, Horiz. -0.04 -0.07 --- x rhricdra'. 0-and royals. aaiairqmq--shy r..h va iraia. AM di.M-ice- n do N :, Long term deflection factor - 1.50 ng 4- 1- 0 3-11- 0 1-4-0 3- 7- 0 0 rili.1 W-mt.ra Nbri<.rinr. Pla..d.11 a.l. irdall.d n.a krrrMb• baas a dined pain h+oae. 4- 1- 0 8- a 0 13-4-0 16-11- 0 20- 8- 0 d.n 1. d r fining .r. ligm finud...ard ha ` 123 4 5 6 Craws.. p.t. "I] h. , aud m hnlh r 1. Ina. r0ales Or, jnia N mk ur rmladd.d andloll1,. 6.00 6.00 ya mb alra,n- darn ASao li. i. S' ,vide a 4' Nw. A 6.1 li.. 6 6' rude . A• kW Sir. (nka) rm parallel S16 nd.pa.kVhgm,rr.d rAAka..m 4.11 ryas .1 d. amid era. __N mm rah-i. t.,.n Cm rr pa. --a. nrriman-t-Wm d. Gees dae.n ad say n d. h..vad ra - ha,dl:p ,rda. a, - anm Thu w 6 a. Ie 1. 3x4 fOrkmd - th rm rear"". d Wh. Ink. d. -I- d..aa Fa .dddi nal ads-.tm m Ql.lily Cr-.a fa,. AN = 1.1995 3x4 4-2-6 PRECAUTIONARY NOTES 0- 6- 6 Sx6 All asMti d.das,i. m ih ..qd .b fdk..d n.aa.8n.e-id.aaT.d adirry l.rbliW a.ra 7-5-15 III Tnao as to I. handled,.ahMriklr-d-V 618 N,d.V and hadh,%Wray and i,a.n.lia n ..aid 3x4 2x4 dr.q.. T-p ary and rya M-* ra hn" In,.o i,..naifm and pa bF-kirn and for rwi.@ Waal rare dug to damped and maned by n0- x4 3-0-0 3- a 0 Candd ry I.dvaymb1-no 0-6-6 Sx6 m-.k- roi Nrarr i- t* I. fnmamasropira h . t q"o.aim adrt"a•-• ti.cirp m:r ir.lktim Aausn.me k„maid,rAiirM and d,r, imrrs T)ra atwim, nr ocaik. rl.iao d.11 h. r.ida to a rd raa.. 2:4 r r'' 'f ' 181141 i: i, d.o dell h. mavudim kadapateoraldutrcp, knd shall a. he poiad. am a any i- Nk k.d. aha 0- ft 10.80 cip1. er da ass.. All N goi.d n t -ad ana an r ao:, and hraci M i. a.npaed 4-1-0 3-11- 0 3- 4- 0 2- a 0 3- 7- 0 a-1-0 8-0-0 11-4-0 4-0 1611-0 zo-s-o 226M 8. 0" 1656M 3.00" 8-010 3-4-8 0 1 7 91 1-9 COSMETIC PLATES (2) 2x4 (2)+(fR4) 1-k 8-0-0 3-4-0 9-4-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 l i nq o : READ ALL NOTES ON THIS SHEET. A COPY OF TRIO DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. t7RAC INO WARNING: Dwg: Maronda Systems Rrsing&.i mu- h- t..o.a.nit, ft BI Bracing .a.r r.4'v- rma erg Dagnr:TLY Chk: h.klry o-.d n.mba...ea.a d. I.nu ' m ha. ady. aaa. r+eN a loyal. P n.:a.. ar ho n.de n anwr lam) )vary n a d ad to r-d sal au l deW nmkad bl de I. duirF dmpc. Amda..l bn,.:y du. n,a.n rn.ave rr.y he rogaad rya IIrH-r1 rr rnn Fa TC Live 16.0 p e! gaofa Inc N ing agars .L a..ao hailing eon, a.rrw Ph.. latit w. TM . I..,d n Sl17 rgwr;n 4005 MARONDA WAY I nn..kad. nws771q TC Dead 7.0 pa! Sanford, FL.32771 G-M,ear+ si+ni by: Tr- r•.rsnm,nFCn.PA..FIe%,wdad,Rd. re.m,nNCnn7 407) 321-0064 Fax (407) 321- 3913 I BC Live 10.0 ps! TOMAS PONCE P.E. LICENSE 00050OW BC Dead 10.0 pof 347 MedaOon FL Ghuhntz m FL 32766 I TOTAL 43.0 oaf Design: Matrix Analysis I Profile Path: T: CRESAPEA11M R 3\ST1 _nr. CANT: 9- 0- 0 Scale a 0.2195 WO: CHER3 TI: ST1 4/17/ 2007 Lbr DF: 1. 25 Plt DF: 1.25 O.C.: 2- 0- 0 FBC- 04/TPI-02/NDS-01 Code: FLA vS A 1a-d97S Job: CHESAPEJUM K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:STH1 Qty:l DESIGN INFORMATION TC: 2x 4 SP A2 MULTIPLE LOADCASES -- This design in the joint Locations ThuaesP,urnanlmividirlb,cldinimmpa,emand. BC: 2x 4 SP N2 composite result of multiple loadcases. 1) 0- 0- 0 5) 15- a- 0 9) 11- 4- 0 hal baaammromstionwo.i6mbythe cliw.The WH: 2x 4 SP #3 Deer defin6d loadcaeea have been considered 2) 4- 1- 0 6) 20- 8- 0 10) 8- 0- 0 destgmditchimanyresponsibilityfordamataa aunoroulryvlrconm,,,rorm., iaq aaaiao WDG: 2x 4 SP N2 in this deaf gn• 3) 8- 0- 0 7) 20- 8- 0 11) 0- 0- 0 adlor "So Mmtaratothe inmd dparby the d'ea 2x 4 SP N3 0- 0,0- 0 Bracing Schedule: 4) 11- 4- 0 8) IS- 4- 0 and the earrmnemoraccuracy of this inronmtionasit All COMPRESSION Chords are assumed to be Chords Max O.C. From To In -Plant Quality Assurance with Cq= 1 may relate to aspecificpmjoeandacceptsoutre:pormbr lily orapcisaoommrolwith regard to continuously braced unless noted otherwise. BC 72. 01, 8- 0- 0 11- 4- 8 MAX. REACTIONS PER BEARING LOCATION----- rabrI ion handling. shipment and irmallalionorina>$ WndLod per ASCE 7-02, CLC, Ver 125mph, Bracing shown is for visual purposes only. X-Foes BSet Vert HOrir Uplift Y Type Thistmsshasbendesigaduanindhidmlbuilding 15.0 ft, Z= 1.00, HExp.Cat. B, Kzt= 1.0 FORCES (lb) - Max Compression/Max Tension 0- 4- 0 1 226 139 -17 H Pin oomI lnaracrdarmwithANSVM1.1995.nd Bld Typed encl Law 58.0 ft W* 20.7 ft Trues TOP C80RD 1-2a-383/121,2-3--485/360, 11- 6- 4 1 1655 0 -1280 B 8 Roll NDS-97tobeIncorporated aapart ofthe building design by a Building Designer. When mvie.td(or approval by in INT zone, TCDL= 4.2 pet, BCDL- 6.0 pe! 3-4=-1225/1482,4-5=-1019/1274,5-6--340/446, PROVIDE UPLIFT CONNECTION PER SCHEDULE the building loadings °m°be Impact Resistant Covering and/or Glazing Req BOT C80RD 11-10=-49/299,10-9=-474/639, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. tobempc'meeal.at...aminshown chocked lo ha ales that the dueNamarei. tgrmnrctuWED. ..IrORCE..CSI. Cr WEB. ..FORCE..CSI. Cr 9-8=-329/361,8-7=-336/365, 1- 2 -383 0.23 A 11-10 299 0.32 with the local building codes. local dinnalicrecords for 2-10 -279 0.11 C 9- 4 -829 0.18 CWebs 2-10=-279/221,10-3=-462/667, 2- 3 -485 0.26 A 10- 9 639 0.33 wind asnow load&projxtspecirotiauanpocial 10- 3 667 0.21 C 9- 5 - 1130 0.52 C3-9=-1042/836,9-4--829/725,9-5=-1130/987, 3- 4 1482 0.32 A 9- 8 361 0.22 ppkaroads Unless shoomU ahis"otbm'dcdp'od 3- 9 -1042 0.30 C8- 5 214 0.07 C 8-5=-133/214, 4- 5 1274 0.33 A 8- 7 365 0.24 for scants a ••cinpanc7loods. The design annum 000Wtmmon chords(iop or bonaan) ammminuwsyGLOBALMAXDEFLECTIONS--------- 5- 6 446 0.33 A braced by Nathioj unless aherwise spanred Whene LL TL balam chords in tonnes... nos fully bred laterally by. in./Ratio in./Ratio Jnt(s). properlyapplied rigid ceiling. they NouWbebrrsda I.Span-0.10/999-0.19/659 16-11 savdaam spicing of ldO• at- Connor plains sMl be marmiaoured from 30 pate hot dipped pl amad and R.Cent.-0.13/820- 0.26/418 7-8 mming ASTM A 653. Grade 40. unless anovte da,ert. Horiz . 0.03 0. 06 1 NA Max DL Deflection L4299 - -0 . 10 11-4-0 4-0-0 5-4- 0 FABRICATION NOTES Long term deflection"factor = Pncr to fabrication. the rabriata Nan review this 1 2 3 4 5 6 drawing lo wiy that this drawing is in cont-ece with the hbricatda plares. nd to =It=. mmooint 6.00 responsibility for such vcrtnatioa Any discepaooea am 6.00 to be pa in writing before cutting a phricatio . Plea shall not be installed ore knothole, tarots or diaonm 4x6 4 x8 Mrb train, e,en doll be m fa tight Riling wood In wood bad.& connectorplatesdoll be located on bah lied of the Inn with roil& fully imbdded and "I he syp. about Ihejoim unlm cthenam Kowa A 5%4 plate is 5' wide x 4' long. A fist plain is 6' wide a Be Iont. Sloe (hole) m s parallel to the plate knob specified. Dabk pans can 3x4 wa neenMls doll Thep in the ¢nrnrd of the web unless 3-2-6 aher%s $him. Coonce, PIM sizes ore minimum 0-6-6 sires based on the race' shoran and may need to be 5 x 6 ircraad ra main handling and/or erection areas Thta tnep is not to be fabrOted with fire saardsea treated hunibertiotherwise uolre w 6-5-15 1.50 iofamatio.ort Qualiy carrdeANSVIPI 1.50 1.199f IPRECAUTIONARYNOTES NI bracing and ermloo remmmerdatleru era lo be t 0-6-6 3- - 3-0-0raldad i0 atanrdnRs trash artepad Itrdnary SX6 ' publ)atlora Trusses am to be handled with particular JI are during tiding and bundling. delivery and l insW W ion to avoid dawte. Temporary and pvmanem bracing fa nodding trams in a straight and plumb position and far reslairy lateral form doll be designed 5x8 and installed by others. Cardhl handling is essouuial and 10.80 ermim bracing is always sppired. Normal peomiorory moo for moss requires such temporary bracing during inmaltaion bersatresses; to avid toppling and damming. The rupovlsian of erection or bosses shall be under t e eonuol of pmam eeperiprmd in the installation of tmau Professlanl advice shall be amyu HoQaed Conaruration of co aructim loft gm= than 3- 4- 8 the dcup herds shall no be applied 10 inraa a any lime. 226q 8.00" 5 3. 50" No lam aM than w=the eight or the actors shall be 8-0-0 3-4- 0 9-4-0 appliedtoucao anvil Net all fastening and bracing a mn lcted 11 10 8 7 1- 920-8-0 CANT: 9- 0- 0 1- ) COSMETIC PLATES ( )3X6 (4)1.5X3 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Maronda Systems CRE TINGlshow CONTRACTOR. BRACING WARNING: Brsciry dawn m this drawrng l& nor pmlon broang, wind bracing, pore) bracing a ambr braciry which a. per Of the building dafp and which hum be Considered by the building desiyc. Bracing shorn Is fa lateralmpponortinmemlersonlytoreducebuddinglagh. Pro idoro room be node to anchor larval bracing at ends and spesiBed h)ations dctemuned by she building dGper. Additional bracing or the overall structure troy be required. (Ss. HIB•91 a TFl).fa spootk um ascoll ep,dreetert; moue building ddgner.rfnss Hare tastleaa TM Is located a 513 4005 MARONDA WAY DOoohfo Drive. Madison. Wiwma.33719). Sanford, FL. 32771 Cmryorcm Englnmi.g by: Tram Enpncering Ca. P.A. 818 Smndsih Rd. Pdcmoa NC I7932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MM50060 367 Mard>.Non FL Chu4sotis, FL 32746 Eng Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10. 0 psf BC Dead 10.0 pef WO: CHEK3 TI: STH1 7/22/2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4.7. 32-61711 Design: Matrix Analysis lProfile Path: C:\TEE- LOK\Work\Jobe\CHEK3\ CBESAPEAKE K 3\STH1.prx Job: CHESAPEAKE K 3 Customer:108 UPLIFT D.L. WO:CHEK3 TI:STHGRDI Qty:l DESIGN INFORMATION This drip is fa An individual building canpmcm and has bee based m infmnalion prep by the dlao. The ddgna do ,larg urymaponst firyfiordasnagesm. rcmh of Wty w ir=w idlo tlon, w=r aliom ardor d-9. hurnithld to It. Inea ft.Iv- by tho client AM the mrresom oraccuracy of Ibis Information a it asp relate to a staon project sod soaps ao resyordbllry, or eserasca an control wnh roped lo fabricalion. handling. shipment and hmallusu of Imam Tb4 truss has ban designed a an hdnidual builduug mnnporecd In a000nbone frith ANSLrM 1.1993 and NDS-97 to be incorporated a pan or the W ldeng dedp by a Building Desgm. When renewed for approval by the building desipv. the dmp loading, shown mesa be meted to be sum that the data shown am In-Froemaw with the local Grilding codes. Wal dimatic records for wind or snow lads, proje= spriSmtiom ea special Applied lads, Unless shown, nUa be. not bens draped fm song, or omupa a:7 loads. The design asnrnes mmismssim chords ( top or bottom) an continuously braced by sho thing unless otherwise specified. When bottom udlor I in, am m fully tread Laterally by a Ixoperty applied rigid Ceffing. they should be f rsad u ms,detnun sparingof 10'-0' o c. Conresser, Plata shall be namLaured frorn 20 pop M dipped gaMnised and mewing ASTM A 633. Grade 40. miles ahawise shown FABRICATION NOTES Prior to Ad riatioo. the fabriaor shall review this drawing to vmfy that this doming is in canforrmna wvih the Obrtmtoes plans and to realize a mditaung MV0013 biliq for Such sOlf{Oiiea Any discrepancies are to be Pat in writing briars salting or fabrication Rain shall not be installed aver knahola knots or diaoned grain. Members shall be on for light filling wood to wood bearing. Commor pWa shall be boated on bah era of the IruO with ills fully tnehoddcd and Wall be Arm abed the joins mlm otherwise he A 3v/ plate is 3' wal, v 4' Ion} A W plate is 6' vide s t' long Slou (better) ma Parallel lo the Plate lenph spcifled. Double cuts on web.mantra shall coal at the xmrold of the webs unless otherwise shoran Connector plate sir= am minimum ass based m Ile form ahavo and any read to be creamed far certain handling anefor ceaion stressG This tneu is not to be fabnat d Inlh Are ralydeal frosted loutbv on athawx shown For ddidaul infemation on Quality Control mra 10 ANSMI 1.1993 PRECAUTIONARY NOTES All bracing AM sari- rccosnmadatiotu am to be followed in Accordance with aw;x industry p laralims, Tmsss am to be handled with paniadu cam duringg bending and WMSng. ddnvay and installation to avid damage T-p..y and pemmnau bradng far holding Imsse in A aralghl and plumb Position and In, resisting letml fam shall be designed and i= Wkd by others. Caudal handling is essential and cmdioo bracing is Always required. Normal pttsameomry action for tru so requires such temporary bradng during installation bou® ImOn to avoid lapphing and dorninong. The xttpesviaon of ermion of Itwaos atoll lose coder the moral of palms eel cneemd in the Installation or truss Pmrtaio al Advice shall be dW if mdcd. Cw=umiw orco=ructim loads g,ma than the drip kids shall nor be applied to tome at any Lime. No Imb orhcr than Or weighs of the croam shall be Applied to trusses; until afla all haeoing and bracing Is TC: 2x 4 SP 02 BC: 2x 8 SP 02 2x 4 SP 82 4-10,7- 9 WB: 2x 4 SP 83 WDG: 2x 4 SP N2 MULTIPLE LOADCASES -- This coo Qfj- ie the composite result of multiple loadcasea. All COMPRESSION Chords are assumed to be continuously braced unless notedlotherwise. User defined loadcases have been considered in this design. WndLod per ASCE 7-02, CiC, Van 125mph, Bra 15. 0 ft, I- 1.00, Zarp.Cat. B, Kzt- 1.0 Bld Type= encl L= 58.0 ft W= 20.7 ft Truss in END zone, TCDL= 4.2 paf, BCDIA 6.0 pef Impact Resistant Covering and/orlGlazing Req FORCES (lb) - Max Compresaion/Mani Tension TOP CHORD 1-2=-913/549,2-3=-714/400, 3-4-- 54/9,4-5=-54/9,5-6=-887/351, HOT CHORD 13-12=-545/780,12-11--292/558, 11-10=- 39/17,10-9=-2400/804,9-8=-294/790, 8-7-- 285/776,9-4--458/186, Webs 2- 12--217/381,12-3=-487/528, 3-11=- 170/392,11-9=-344/1354,3-9=-506/183, 9-5=- 791/361,8-5=-154/266, 5- 5- 15 0- 6- 6 EXCEPT AS SHOWN PLATEY AW AiTek MT20 Maronda Systems 4005 MARONDA WAY Sanford, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050060 367 Medallion IL CMsluelts, FL 32796 Design: Matrix Analysis I or (): Plate(a) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with C(r- 1 In -Plant Quality Assurance, per sec. 3. 2.4 of TPI-1-02, for joint(a): 9 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boris: Uplift Y Type 0- 4- 0 1 746 203 -628 B Pin 12-10- 0 1 2642 0 -849 8 8 Roll 20- 6- 4 1 623 0 -351 B li Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 10- 9 - 2400 0.34 C 11- 9 1354 0.43 C 9- 4 - 458 0.05 C 3- 9 -506 0.17 C 2-12 381 0.10 C 9- 5 -791 0.37 C 12- 3 528 0.21 C 8- 5 266 0.09 C 3-11 392 0.10 C 9-4- 0 6. 00 16x8l 264244 4. 00" 7- 20- 8- 0 11 t0 joint Locations 1) 0- 0- 0 6) 20- 8- 0 11) 11- 7- 4 2) 5- 0-12 7) 20- 8- 0 12) 9- 4- 0 3) 9- 4- 0 8) 17- 4- 0 13) 0- 0- 0 4) 13- 0- 0 9) 13- 0- 0 5) 17- 4- 0 10) 13- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 13- 0- 0 TC Vert L+D -118 13- 0- 0 -118 17- 4- 0 TC Vert L+D -46 17- 4- 0 -46 21- 9- 9 BC Vert L+D -40 0- 0- 0 -40 13- 0- 0 BC Vert L+D -79 13- 0- 0 -79 17- 4- 0 BC Vert L+D -40 17- 4- 0 -40 20- 8- 0 Concentrated LBS Location TC Vert L+D -120 17- 4- 0 BC Vert L+D -1449 11- 7- 4 BC Vert L+D -79 17- 4- 0 TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 - 913 0.31 C 13-12 780 0.23 2- 3 - 714 0.28 C 12-11 558 0.22 3- 4 - 54 0.46 C 11-10 -39 0.16 4- 5 - 54 0.46 C 9- 8 790 0.40 5- 6 - 887 0.23 C 8- 7 776 0.32 GLOBAL MAX DErLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span- 0.05/999-0.11/809 5-4 HOrir. 0. 02 0.03 NA Max DL Deflection L/999 - -0.05 Ltzho-t( hzod Qpflection factor a 1.50 120N 6 6. 00 0-6- 6 T 2-2- 6 3-0- 0 1 623A. 50" 0-0 i 79# Over 3 Supports Scale = 0.2298 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Brdng shown on this drawing is m amnion bratang, wrnd bracing, portal bracing a tdmuleir bradag which is a p.n of the buildiog design and which mug be mritidosd by the building designer. Bsdog shown is for Weal supped d tram mmdt=s only to nshua Wiling lenph. Provisions arus3 be made to Anchor tMeral bradng at ads and speaAnd lAcalica daardned by the Wilding designer. Additional bracing of the owall structure may be n>7u1rnd. (Sc Fi1B.91 efTPl) For spodnc tram bracing mgdmtms, Warm Wwlding dnipvfrma late Imdmt . TP1 is inoned At 3a3 D'Orofrio Done Madison. Wisconsin 53719) Comport m Enpuming br True Engineering Co.. P A.. LIt Soundside R4 Edcdon, NC 27932 Profile Path: C:\TEE-LOK\Work\Jobe\CHEKS\CHESAPEAKE K Enq Job: ( 1i FO: CHEK3 Dwq: TI: STHGRDI Dsgnr:TLY Chk: 7/22/2006 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 psf Plt DF: 1.25 BC Live 10. 0 psf O.C.: 2- 0- 0 TPI-02/FBC- 04 BC Dead 10. 0 psf Code: FLA TOTAL 43.0 psf v4.7.32-61712 iRDl.prx Job: CHESAPEAKE K 3 Customer:100 UPLIFT D.L. WO:CHEK3 TI:T1 DESIGN INFORMATION This design is fes in individual building component and has b® baud on inf6mwton providd by the disc. The designer dnadaioa any rupuutbiliry for den ape as a mean of Tautly or iomrrm mnfwmalio& aliaafialtaa and/w designs namidd to the um dWV- by the dkm and the mrmrcss or accuracy of this infornmion a it may rchtle to a sptsific pmjed and aocepu no, nsPoumbiliry or curses W control with regard to bbnctium landing. shipnrnt end installation of it=ta This truss has been dedged as an individual building com Pam in accordance with ANSVIPI 1.1993 and NDS-97 to be incorporated a put of the bolding deign by a Building Da gm. When reviewed for approvvl by the budding designer, the design loedinp Norvn mmm be chcdd to be anR thinthe data shown am In ajmentrr l with the local building code, loot dimne records for wind or asow loads, pu)ec spaifiatmoa a span) applid loads Unless Now& Imo has = ban designed far Storage or aocuponcy loads. The design asstrmes oonWresaama Chords (cup or bottom) an continuously bared by shothing oelm othvvase spca el. Wheat bonoa churls Is lemon = = redly traced btaa]ly by a properly applied ngid ceiling. they should be triad at a rbasirumm spacing of I Vol' o c co nnector puree shall b: manufactad from 70 pop has dipped ph-med ail meting ASTM A 653, Grade 40. unless otherwise show& FABRICATION NOTES hat to fatrlano& the hbncnu dull revka this drawing 1n verity that this dmmng is In canfbmon z with the bbriatda plain .,.it to maim a continuing mWondbildy for such vvilfcalion. Any dnacpencfes am to be pa in arcing before cutting or fabrication. Pura shall = be Iabllod ova trotbdo, knots a diaond grad& Mcmbos Stall be an for tight fining wood to wood hearing. Connector plate shall be bond on bah fain of the Inm with tails fully Imbedded and doll be gym. &bad lbe Join Bohn utbuwie down. A 5xa pole a 5' wide s a' long. A fi%2 plak la 6' wade x P long. Sbta (hoks) ram parallel to the plate haunt spmfkd. Donde cuts on win rraaaabaf shall sea at the oauroid of tL! webs anlea olherwin sl o Cowrcaw pure sizes are aunirann sizes hued on the force sawn and nay need m be Irraesa I foe corWo handling uAla, enaction seem This truss is = to be fabncud with fire raudarn [rated hmaba ralm odvaw show& Fa additional Inforvaticn on Quality Control refs a ANSVfPi 1.1995 PRECAUTIONARY NOTES All bradry and cmcl rzwmahahmtlom ere to be fh' in accordance with Smelted industry publications Tr® am to be handled with particular am during handing and balling. delivery and installation to avoid damage. Temporary and pcmarcnt bracing IN holding In® In a straight and plumb position and for marring Wend form dull be designed and Installed by shwa Careful handling is essauW and amim tracing a always mbuird. Normal praontioriety xllm lb, truss mpuira such ientponry bracing during Inaalbli® benrtah Ine aes to avoid toppling and dbatming. The supavidon of erenlon of trustee shall be oda the control or pains aperienoed in the installation of Irussl Professional advice mall be auglu d rceded Cmmdndao of m=ruaioo kab grata then the deign loads Nall not be spplied to tmaa at any time. No lads chat then the weight of the croon shall be 1pplid to trusses moil sfta all fastening and bracing is zmalcid TC: 2x 4 SP 02 MULTIPLE LOADCASES -- This design is theBC: 2x 4 SP #2 composite result of multiple loadcaees. WE: 2x 4 SP N3 User defined loadcaees have been considered WDG: 2x 4 SP N2 in this design. All COAPRESSION Chords are assumed to be In -Plant Quality Assurance with Cq= 1continuouslybracedunlessnotedotherwise. FORCES (lb) - Max Compression/Max Tension WndLod per ASCE 7-02, CLC, V= 125mph, TOP CHORD 1-2=-1206/615,2-3=-991/508, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 3-4--991/508,4-5--1206/615, Bld Type= encl I.= 58.0 ft W- 20.0 ft Trues HOT CHORD 8-7--466/1036,7-6=-466/1036, in INT zone, TCDL= 4.2 pef, BCDL- 6.0 psf Webs 2-7--222/225,7-3=-169/610, Impact Resistant Covering and/or Glazing Req 7-4=-222/225, WEB. ..FORCE..CSI. Cr .WEB. .!FORCE..CSI. Cr GLOBAL MAX DEFLECTIONS--------- 2-7 225 0.14 C 7- 4 225 0.14 C LL TL 7- 3 610 0.20 C in./Ratio in./Ratio Jnt(e). I.Span-0.15/999-0.30/745 7-8 Boric. 0.02 0.04 NA Max DL Deflection L/999 = -0.15 Long term deflection factor = 1.50 Qty:2 Joint Locations 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Boris Uplift Y Type 0- 4- 0 1 900 0 -490 B Pin 19- 8- 0 1 900 0 -490 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1206 0.19 A 8- 7 1036 0.76 2- 3 -991 0.21 A 7- 6 1036 0.76 3- 4 -991 0.21 A 4- 5 -1206 0.19 A 10-0-0 10-0-0 I IA 2 3 4 5 6. 00 Pq 900H 8.00" 10- 110-11-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 4x6 DXn 0-0 T- 7 0-0 6.00 r 71ruuv3.nu: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING To HE GIVEN To ERECTING CONTRACTOR. BRACING WARNING: Dwg: LMaronda Systems Bradng shave an this drawing is two aeaion bracing. wind bracing. pone] bracing w similar bracing which is a pan of tic building dcsip sal which mat be mdtdde bythebuildingdesigm. Snedngmvo dldIsfa lalm] nRlpbrl of truss D s r : TLY Chk mamas only to reduce doling length Pmvisiom must be made to anchor lateral bracing at ends and specified TC Live 16. 0 psf botions dacrmined bythe, Wilding designer. Additional bracing of the overall cincture may be required (Sin H®-91 4005 MARONDA WAY of TM).Finespcdtktnmbodngnyuimrcros.mnadbuldmgdeugnaffma Wal=hnue, T I is bald tyu D'Qofrio Drive. M adiWismnstn 537191. TC Dead 7.0 gasp Sanford, FL 32772. Casnpotew Engimornng by: Tram Engiocering Co. P.A, all Soudcide Hsi. Edado& NC 77937 BC Live 10 0 407) 321-0064 Fax (407) 321-3913 psf p TOMAS PONCE P.E. LICENSE 0005006/3 BC Dead 10.0 psf 267 Modamon FL Chaduo* FL 22799 TOTAL 43.0 psf Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\CHEK3\CHESAPEAKE K 3\Tl.prx 1 900a 8.00" 6• 0-I1-12) Scale = 0.2875 WO: CHEK3 TI: T1 7/22/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7. 32-62087 Job: CHESAPEAKE K 3 I CuStomer:10# UPLIFT D.L. WO:CHEK3 TI:T1A Qty:1 DESIGN INFORMATION This drip Is for in indhidual building component and has been bard oa infamuion provided by the die. The dingser dicW rm any respondbiliry, lm damages a a 11 of lindry or incorrect infomatiorx spexiflotiang a d/ar desigra furnished so the true d"' by the dtent the onmm m or Accuracy of this Infon>vtioo n I rutsy ndate t0 A Apecife projm Arai orxspts'm raPonAsbsllry or ecadics no ccmmi with mprd to blanalida haramL this atud installation of dmonso" This Irue has been designed As an Individual building competent In awards= with ANSVITI 1.1995 and NDS-97 to be incorporated As put of the building design by a Building Design=. When mimed for appronl by the building deals=. the dmp kadinp Ahearn mud be checked to be sore that the data thoww Am In Agreements with the 1=1 building coda local climatic record. for ed or mar, Inds. Palm sp=nau- or dal Applied said. Unit. she- Isom hum been designed nor Asorsp or o=q ney load.. The design .sumo companion chords (top or hatom) are continuously brarn l by d"hing enlm ah.w m specified Where bonm lords in tension are not fully braked laterolly by s property applied rigid Cdlung, they should be haeed .18 ma,dnmum spadng of 10'.0' ac. Comma plates Nall be manufactured brain 20 Pugs has dipped phadecd steel sooeing ASTM A 653. Orade 40. wnlm oilmertvis Ahown. FABRICATION NOTES Prior to fabrialim the faMicasar shill review the doting to verily that this droning is In cordis raree with the Obrammes plena and w naliec a continuing ueiassen hey, for inch wnfication. Any discrepancies art to be pal in writing belbre rating or aWtalion. Piste shall m it Installed over kmholm, knots or diaaned grain. Members shall be rat fa light fining wood to wood haring. connector plain shall he looted on bah faces of the trey with Nils folly imhadded aad shall be Arm about lbe join unlessahetwise shown. A 5a pWe is 5' wide a c' long. A 6x$ plate is 6' wide x a' long. Slots (holm) coo parallel to the plate length specified. Double cos em tvcb tent to shill men as thowurpid of the webs unless other is shown. Comecea plate Aim ate nudrrmm aim bond on the faces Nuevo and moy mud to he ineracd for eeroln handling andfa traction Aster This Irue ism to be nOrintm with rare retardant treated wniEv mlm othcrtds a%-. Fa eddtuonal inwnusdon on Quality Cerra series, to ANSVMI 1.1995 PRECAUTIONARY NOTES All bracing and crmmn recommendation ate to be fdluwed in accvduacc with Accepted iadtmry ptaiiatian Temarc Ato behandled with particular an during banding and bumming. ddi%wy W Indalution o uad damage. TcnPonry oad pemanenr sradng fa holding trnsas m a .nigh rid plumb Position And for reading Weal forces Nall be designed tad Installed by others. CuNd handling b mmni.l and tmok- bracing is always required Normal prmndwn.ry zsion lir lnts> a raryira Assets tcrepo dry htdng during Incalwm seines lima to mid toppling and bminoing. The wpeMvonof= rain of musses Neell he under she ccmrd or, e.,puknmd In the Installation of trmstt Professional Advice dads be =ugh T nadod. Carteuntion ofmmnclion ( cads greamv thin he design lads dell m be applied w tn® at Any dune. No lads other than the wcigh of she cr¢ton chill be tpplied to trtessics ismil Auld all listening and brndng Is TC: 2x 4 SP A2 MULTIPLE LOADCASES -- This design is the BC: 2x 4 SP 02 composite result of multiple loadcases. WB: 2x 4 SP Y3 User defined loadcases have been considered WDG: 2x 4 SP R2 in this design. All COMPRESSION Chords are asaumed to be In -Plant Quality Assurance with Cq- 1 continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension WndLod per ASCE 7- 02, CiC, Nee 125mph, TOP CHORD 1-2--1206/615,2-3=-991/508, Ha 15.0 ft, Ice 1.00, Exp.Cat. B, Kzt= 1.0 3-4a-991/508,4-5a-1206/615, Bld Type= oncl La 58.0 ft Wns 20.0tft Truas HOT CHORD 8-7=-466/1036,7-6=-466/1036, in INT zone, TCDL- 4.2 pef, BCDLe 6.0 psf Webs 2-7a-222/228,7-3-169/610, Impact Resistant Covering and/ or Glazing Req 7-4=-222/225, WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI. Cr--------GLOBAL MAX DEFLECTIONS--------- 2- 7 228 0. 14 C 7- 4 225 0.14 C LL TL 7- 3 610 0. 20 C in./Ratio in./Ratio Jnt(s). I.Span-0.15/ 999-0.30/744 7-8 Horiz. 0.02 0. 04 NA Max DL Deflection L/ 999 a -0.15 Long term deflection factor - 1.50 joint Locations 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- E-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 860 8 -406 B Pin 19- 8- 0 1 900 0 -490 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 -1206 0. 19 A 8- 1 1036 0.76 2- 3 -991 0. 21 A 7- 6 1036 0.76 3- 4 -991 0. 21 A 4- 5 -1206 0. 19 A 10- 0- 0 10- 0- 0 1 2 3 4 5 6.00 PlEi 860N 8.00" 4x6 6x8 6.00 1 900a 8.00" 20- 0-0 Ple 8 7 6 11, 20-0-0 10_ EXCEPT AS SHOWN PLATES ARE M. MT20 ( 0-11-12) Scale = 0.2973 WARNING: Eng Job: WO: CHEK3 REM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING 11T11. BRACING WARNING: Dwg: TI: TlA LMaronda SysteMSarising fen onibisdrawingistoemissionbracing, wind bracing, portal bracing a similar bracingwinch is a Pori of the building drip amwhichmmmbeconsideredbythebuildungdwipan. Brwng shownis falalml avppan of trueDsgnr:TLY Chk: 7/22/2006 merMes only Io red=; Wessling knob. Provislaa must be nude to ant I lateral bracing at craft And specified sit aloca... ddemined by the building dosgner. Addiummal braang of the overall srudum may be required. (See HIB-91 TC Live 16.0 p s f Lbr DF : 1.25 4005 MARONDA WAY DD' O imlofnoD Miabsinc ison, Wr-ai537 i9) IDI ng 'tnIwlnaa TTI is worm at5a2 p TC Dead 7. 09fPltOF: 1.25 Sanford, FL_ 32771 Compatm Engimeringb):Tits Enpnecring Co. P.A. gig Soundddc cr Rd.Fado4NC27912 BC Live10.0 pef O.C.: 2- 0- 0 407) 322-0064 Fax ( 407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE *00500613 BC Dead 10.0 paf Code: FLA 367 Msdamors FL Ehufuolia, FL 32766 TOTAL 43.0 Deaf v4 _ 7 . 32-620R9 Design: Matrix Analysis lProfile Path: C: 3\CHEK3\CHESAPF.PM K 3\TLA.prx Name: CHESAPEAKE R 3 Customert10# UPLIFT D.L. WO:CHER3 TI:TISA Qty:4 r DESIGN INFORMATION Thu deep if for an individual building component and has been bond on information provided by the dient. The deeper tlfsd.less my rat, hility 0r damages o a rcm h of faulty or inmrrea inmrounton, speefieiass rhdfa designs honithed to th. trues design. by the client and thetarmom ur smcey ofthis inf i. iah a ii mayrdre m a spmfic projm and acsepu o0 responsibility or macises m Control with regard to abricthon, handling, shipment and in tallatm of tome. This tom bin been designed o an mdividoal building mmpoomt in accordance with ANSVITI 1.1993 and NDS- 9710be inmpos od o prat of Ue building design by a Baildms Deegner. When reviewed (or approval by the building designer. the design loodinp Show o must be d choc tohe Surearmom thin the data dawnareinaptwitbthelocalholding endq local diuutic rods Ihr wind or mow Inds, protect sp.sflosima or special gViod loads. Unless sham truss bass not been designed lir nonpor ecouprtc7 bds. The design mums compression chords (tap a bonan) are continuously hard bysheathingunlmulh.wisespecified. Where atom dewds in tension re.a rally braced laterally by popedy applied rigid ceslmg, they shodA he bond r a masitmn spnog of I Qd' ate. Comedy plea shall be maouacnoed Qom 20 polls hat dipped gdvmird atee meeting ASTM A 633. Grind. 40, onlm otherwise shove. FABRICATION NOTES Ries to flbrhotion, the fabricates shall review this drawing to verily thin this drawing a in anitrmr.r. with The ft or'o plans and to realin a eentinuing reghmsibildy for sirh vaifiuton. Any duvepcmda are 10 be pm in writing I A - Codling or flbrictnn. Ina dull oat be installed over bothd4 boots or distened grain. Member shall be mi Ihr tight fining wood to wood boo hg. Connma ptra shallbe bard ne bah hen d the tom with cuis Ihily totbddd aid shall be Sym abet lhejoim unless aherwu: shown. A 5.4 plate is 3' wide a 4' Img. A 6at plate is 6' wide s g' long. Slm (hda) run paralld io the plate length specified. Dot ego on web members shall roea at the centmid ofthe webs unless Sherwin dhow. Cmnma Plate urn are minimum sins based an the ( brm shown and may need to be increased Ibr condo handling sodfa ermim morn This tress is not to be htriuted with fire ro rdml trend lumber unless Otherwise dw. o. For additional inlb-nosion on O: ulitycontrul rider to ANSVrPI 1.19115 PRECAUTIONARY NOTES All bracing and .mien neommcodwimf re to be Ibllnwd in aaadrsce with aomW industry pdbliuims. Truax rat to be handled with Particular cm during Foaling and bundling, delivery and installation to avoid dmuge. Tomisoray and permanent bracing mr holding trutses in a might rid phemb position add mr resiaiag Irad goo shall be designed and maalled byclh.s. Careful hmAlmg u essential ad aeoion bracing is always re luiroi Normal peradimay action lbr mom re* m Such temporary bolo& during installation between trines to avoid toppling and daninoing. The nwvinon ore mioo of pone shall be under this control of patens agoerimced in the installaau ormuses. hof>dmal advice Shall be Sought if neew. Cane nonsion ofemamaino beds greater than the design bads shall ma be applied to misses to my mime. No beds other than th. weight cribs armors shall be Wind to mina until idler all listening and bracing is omgdod TCt 2x 4 SP 92 BCt 2x 4 SP #2 WBt 2x 4 SP 03 WGi 2x 4 SP #2 3Lt 2x 4 SP 02 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CLC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 20. 0 ft W. 19.5 ft Truss in INT zone, TCDL. 4. 2 pat, BCDL. 6.0 pet Impact Resistant Covering and/or Glazing Req GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./ Ratio Jnt( s). I.Span-0.17/738- 0.34/374 7-8(L) Boris. 0.02 0.04 NA Long term deflection factor . 1. 50 L)i Deflection is from local inner panel 5-9-3 0-6- 6 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. This truss is designed in accordance with the 2004 Florida Building Code section 2306.1 and referenced standards, U.N.O. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1174/ 617,2-3.-956/507, 3-4.-955/508,4- 5.-1168/631, HOT CHORD 8-7.-461/ 1010,7-0.-482/1002, 0-6.-264/641, Webs 2-7.-229/229, 7-3.-173/580, 7-4.-220/253,0- 0.-218/361, Joint Locations ............... 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 19- 5- 8 8) 0- 0- 0 3) 10- 0- 0 6) 19- 5- 8 In -Plant Quality Assurance with Cq w 1.00 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 887 - 5 -494 B Pin 19- 4-10 1 827 0 -420 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. .. FORCE..CSI. 1- 2 -1174 0.23 A 8- 7 1010 0.69 2- 3 -956 0.25 A 7- 0 1002 0.68 3- 4 -955 0.24 A 0- 6 641 0.40 4- 5 -1168 0.27 A 10-0-0 9-5- 8 1 2 3 4 5 1 1 887# 8.00" 6.00 6.00 4x6 6x8 3x4 827# 1. 75" 19-5- 8 8 7 6 0- 19- 5- 8 al 1-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3086 I WARNINGi Eng Job: WOtCHER3 READ ALL NOTES 031 THIS SHEET. A COPY OF THIS DRAWING TO BE GIV" TO ELECTING CONTRACTOR. BRACING WARNING, DuTI: TlsA Dung Mng Shown 0n this dra.ang is nor erection fix ng, wind bracing, penal trnng a amila bracing whim is a pat of aronda Systems BrhpDs r : TLY Chk : 2 / 2 0 / 2 0 07 the buim cam lding design andwhichbeomdddebythebuildingdeeper. Bracing dhowis (fir lateral to of i run in only to redoce laselding length. Provisions men be made to coda herd br. I g at cods sad Specified locations determined by the hdldmgdeeper. Additional braving oftheovenll mnrnae maybe rapirod.(See HM91 TC Live 16.0 psf Lbr DF: 1.25 orTM.ta cep tic a,m bracing ra9drmentS mown t-khrig ddgner.fr,m Flats h,emma Tit is teed at 313 7 Dead .0 P8 f P 1 tDF : 1.25 4005 MARONDA WAY D'Onobin Drive. Math-, Wum tdn 33719). TC Sanford, FL. 32771 cannoneerEngineering by: Tree Engineering Ca, P.A., 919 Soudside R4 Edenton, NC 27932 BC Live 10 . 0 pre f O . C .: 2- 0- 0 407) 321- 0064 Fax(407) 321-3913 FBC-04/TPI-02/NDS-01 TOMAS PONCE P.E. LICENSE OVWSO068 BC Dead 10.0 psf Code: FLA 367 MadstMon FL ChaYtots, FL 32766 TOTAL 43.0 oaf v5 . 4 . 18 - 23 92 Design: Matrix Analysis Profile Paths T:\TEE- LOR\Work\Jobs\CHER3\CHESAPEARE E 3\T1SA.prx Job: CHESAPEAKE K 3 Customer:100 UPLIFT D.L. WO:CHEK3 TI:V1 Qty:1 DESIGN INFORMATION This design is for on indmdrul building mmpmun and hill been baud on informaion prwidrd by the diced. 77e designer disclaims any responsibility fa damages as residl of faulty or Incorrect Information. Specificationss and/or ddgns knobbed to the truss design by the diem and [be oxrmannm or accuracy of this Infornaim on; it nay Miele to a vocific pryer and aoccpls no responsibility or exercises no control with regard to Whriolio. 6aminl shlpmem and installation or Inch Thu tram has been designed as an Irdbridiul building cents, a in accordance with ANSIRPI 1.1993 and NDS-9710 be iorxrporacd is pan of the Golding design by a Butldmg Designer. Who reviewed for approval by the building dalttrer. the design loediny shown -0 be checked Ica be sum that the data Noun are in agmanem with the local building mim local climatic records fa and or aria Moft pmjal specifications or vacial apWwd load. Unlas shown truss has m been designed for aoroga a oocsgaay load. The dalp comma ooroprmion tbonN (lop a bottom) are osirdioerously Goad by showhing unless otherwise specified. Where b=tom elands in taabn ue not IMy braced laically by properly applied rigid oabng, they should be broad at a madnmm gadna of 10'-0' ac connector plan awl be mamfawrtd mom 20 pugs m drppol get anlmd sew mating AS7M A 652. Grade 40. colas otherwise shown. FABRICATION NOTES cow m fabrication. the obriater Nall m v this drawing to vml} thin this drawing u in osofaruaas with the hbriame. pum and in molts continuing responrrGlity fa such verification. Any distuepondes art te be pa to writing bcfae ailing or Dbricalion. Pita Ball m be Imtdled over kmlol . knots or d;nated grain. Washers shall berm for tight titling woad In wood ba-W Ceorecor Plana Nall W looted m bah Om of the Imm wmb will fury imbedded and shell be aym. show thejoledonlrn olb—i: shown A 3x4 pGle u 3' wide x 4' Meg. A 6xt pGlc is 6' wide x g' lort4 Slou (Iola) run panlld to the Pine length spmffed. Double cuts m sieved oerrbera &W I cm at the aatroid of the web unless otherwise sin Comwor plane Gm on mimlimm Gone Wand on the forces shown and may rib to be irtacnN for muln hulling and/or monion arena. Thu Iron ism to be ibrioned with tim ru nt ni treated htmbermini = Inwim Noun Fa additional information m Qaluy Carol refer to ANSVfPI 1.1993 PRECAUTIONARY NOTES All bracing and anion mcommerrdalions art to be fawned M accordance with a coped imnstry publiatlorn Trustee art to be handkd with pankular care during hooding and bundling. delivery ud Instelutlas in nod damage_ Temporary and pernanau bracing for holding irises In a alight and dumb plum and for mailing Iatad form alrll be designed and installed by other. Carefol handling is essential and anion bracing is always rtpuimd. Norval l reaubriry a=Mn for tnssses require ouch unporary Iroerng during installation ban® Irma a amid Icppinng and dorninofng. The topoviGow of ermiw o rtrasta shill be under the control of persons apericnond In the Installation of maxis. PlOkaiollal advice still be mutbr if nteednd. Conarntion of =umnaesim loads greater than The drag Inds &all m be applied M Irusirs at any tinrc No Madr = her Ill.. the neigN or the anion dull be applied to trustee until ally ail istW ng and bracing is TC: 2x 4 SP A2 BC: 2x 4 SP N2 WB: 2x 4 SP #3 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcaaes. Right End vertical designed for wind. Wind loads have been checked perpendicular to the face of the trues. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--14/42, HOT CHORD 1-3=0/0, Webs 3- 2-0/0, EXCEPT AS SHOWN PLATES ARE MiTek M720 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcaaes have been considered in this design. In -Plant Quality Assurance with Ccn 1 MAR. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Soria: Uplift Y Type 0- 0- 12 1 62 51 -117 B Pin 2-11- 4 1 34 -22 -20 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLBCTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Spars 0.00/xxx 0.00/xxx 3-1 Horiz. 0. 00 0.00 NA Max DL Deflection L/xxx - 0.00 Long term deflection factor - 1.50 3-0- 0 1 2 4. 00 1.53: 3 3x4 rnT Uj 1.50 0OWA IfflAr fflur_IOWA ILWAF O A_73 :i I r e I I I 3-0- 0 ,, 4 3 Joint Locations 1) 0- 0- 0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 WndLod per ASCE 7-02, CGC, V- 125mph, H= 15. 0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- encl L= 58.0 ft Wer 3.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 paf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 42 0.08 A 1- 3 0 0.06 WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. 3- 2 0 0.01 C T I- 0- 0 I VIA2c2IJIMIi: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAHING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING RARNING: IDorg: Larondes SysteMSnaaIonthisdrawingisnotamniabracing_ wind bracing. portal bracing or awls` broung which is a pan of thebuilding design and which must be nnullered by the Wilding dalgm. among sloven is for [am) sinPPort of truss De r : TLY Chk members only toredo¢ buckling length Rmium muss be Wade to anchor laurel bracing at ends and etiffnd locations dceermlord by the building designer. Additional bracing of overall aa udumay be required. (Sot RM-91 of TPl For apodne Iron brad., mauirmnem. cord= Gelding deiip-jrm Plate Insiiruic TPI is looted in su D»norrioDrie.Madison,Wisconsin53719). TC Live 16.0 psf TC Dead 7 . 0 psf 4005 MARONDA WAY Sanford, FL. 32771 Caatpttrnd Engineering by:Trm E.ngine=ing Co.. P.A., tit SamdGde Res Edenton, NC 27937 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMAIS PONCE P.E. LICENSE * 005006e BC Dead 2.0 psf 367 Medallion FL Chuhwfs, FL 32766 1 TOTAL 35. 0 psi Design: Matrix Analysis Profile Path: C:\TEE-LOX\Work\Jobs\CBEK3\CHESAPEAKE K 3\V1.0rx Scale = 0.6349 WO: CHEK3 TI: Vl 7/ 22/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.32- 61722 Job: CHESAPEAKE K 3 Customer:10$ UPLIFT D.L. WO:CHEK3 TI:V2 Qty:l DESIGN INFORMATION This design is for an individual building omporeo and his been based on Inlbrnialion provided by the dim The deal&- disclaims any reop0mot.Ilry far damages as a rand[ of bully or incur a infoamation specifications anoVer designs &mkhcd to the tied dcdgnt by [he dkm and the ormoness or accuracy of this information as It may ,ante to a spocilk pmjon and omcpu No responsibility or excasm no mural vv lh regard to abriolton, handling. shipment and Installation of "us"" This Irtm his been designed as on indmdal building conipmm in aamrdanoe wish ANSVM 1.1995 sad NDS-97 to be incorporated n fin of the building design by a Building Designer. When micivod for approval by the balding designer. the design loadings dntm nmea be checked to be sum that the data shown are in agrmmu with the pool building coda, local dimuie records for rind or a- ladL frojecs specification or Wpedal applied leas. Unless a]omc uten has not becG designed for s orsga a amnparcy lads. The design ass nova metpream CI I (lop to bo cam) am continuously braced by sheathing onlea ahenriz spodnaa. Where boltnm dins in tension art not fully brand laically by a propciq applied ngid cedin& they should be broad at a maximum sponng of IOO' o c Cauwmm plain dull 4 mamnfu urr d from 20 Page bar dipped PMniced Ned mating ASTM A 651. Grade 40. unlace aherwlac shoved. FABRICATION NOTES Prior to IWnolion, the fabricator w0 rmwvv this droving to vvi4 that this dewing Is in mifamnce with the Obricato/s plans and to realize a continuing rr>aausbihry for arA verification Any discrepanda am to b: pad in rating boom rating or fabrication. Plea shall at be installed over knandaa. knots or dlNated grain. Members shall be m fo tigla nninj tweed to wood hearing. Crrumor plate cull be bated a bah lam of the Inns with ants fully 1mbedard aria cull be tyro. abed the jam union olbavye dram A 5ss plala W 5- vide x a' long. A 6d pLue ise wide s s' Ira} Slots (boks) inn parolld to the plate length specified Double cuts on web ocribers owl am si The cenaroid or the who unlm abamse sitewa Coveneacr plaie si7n am minimum alas hsed co the Iarm slowed and may red to b: ineaested fa asuln handling andfor section Naewta This truss is at to be faErialed with Dm ,panda. Iraled number, unless ahcawis shows For additional intfomxiou a Quality Careful mfer to ANSIRPI 1. 199s PRECAUTIONARY NOTES All bracing and emotion remraanndalioa am to be follm cad in accordant with accepted industry pblimelioma inters am lobe handled with particular zee during banding and bundlin& ddrmy and instalsllon to avoid damage Temporary and permaaca[ bracing for holding trtmes in a Nmigho and plumb position and for redoing lateral form cull he designed and Insul by others. Careful handling is mouul and eenion bracing is always required. Nomul precautionary maim for inrssa requires such Tmpcary bracing during instapWioo bpwecn try m avoid loppliog and dmuroing. The tupervWm of eiecim of coma ddl be under the control of pens apeneecrld to the instaplatloo of Inman Professional advice cull b: moghl If needed. Concentration oronstrinion hoods groin than the design pods doll re. be applied to isms N any Lime, He lads ohc than tla wdglu of the xenon cull ha applied to comes until ant all Wcning and bradog is TC: 2x 4 SP N2 BC: 2x 4 SP N2 WB: 2x 4 SP 83 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for wind. Wind loads have been checked perpendicular to the face of the truss. FORCES ( lb) - Max Compression/Max Tension TOP CHORD 1-2=-36/105, BOT CHORD 1-3=0/0, Webs 3-2=0/0, 2- 0-0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. User defined loadcases have been considered in this design. In - Plant Quality Assurance with Cq 1 MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Boriz Uplift 7 Type 0- 0-12 1 153 128 -279 B Pin 5- 11- 4 1 92 -54 -64 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.08/xxx 0.03/xxx 3-1 Horiz. 0.00 0.00 NA Max DL Deflection L/xxx = -0.05 Long term deflection factor Ni 1.50 6- 0-0 4. 00 1. 50 1. 50 oint Locations 1) 0- 0- 0 3) 6- 0- 0 2) 6- 0- 0 4) 0- 0- 0 WndLod per ASCE 7-02, CLC, V= 125mph, Bo 15.0 ft, I- 1.00, Epcp.Cat. B, Kzt= 1.0 Bld Type= encl L- 58.0 ft W= 6.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 105 0.45 A 1- 3 0 0.40 WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. 3- 2 0 0.06 C 1534 1 i I I I Ak 1 1 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL N07ES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Maronda Systems Bradog damn a this droving it to pram bracing. rind bracing. Paul bracing or similar pro ng which is a pan of the bolding design and which ram be considered by the bolding datgner. among dmwvn a fa lateral support of lives members only to red= billing length. Provisions most be made to anchor lateral bracing at ends and apeeifred locations apumlrted by The bolding designer. Additional bracing of the overall structure nay be required (Sin HIB-91 of TPT) For apecilk iris bracing requiremenls, co.- deigi er.1- Plane 1-vue. 1. is loosed al sill 4005 MARONDA WAY D'Onofno Drive.Maducn W, n5)719) Sanford, FL. 32771 Comporcm Engineering by: Tine Engirecng Co. P.A., gig Sandia rid. Fmuon. NC I7912 407) 321-OO64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE u0050060 367 Madamon PL Chub[ ota, FL 32766 2- 0-0 Scale = 0.5081 Eng Job: WO: CHEK3 Dwg: TI: V2 Dsgnr: TLY Chk: 7/22/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O. C.: 2- 0- 0TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA TOTAL 35.0 psf v4.7.32-61723 1 Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:V3 Qty:l DESIGN INFORMATION This design is for an iMivimul bmldm6 comparsaw and hisbeen based an information pmided by the client. The design dtxtoims any resaonsibdiq• ror damages as a result of faulty no ineanm Infortnttm spocinotbm edror designs Ibmsshed to the mn0 designer by the client ud the correctness or accuracy of this reforautL— n u aw edam to a spmlic pram and csrpu an rapmsidhp or csc ucs no coturd with rcgad to Obriaioa handling. shipment and rnstallmim of Ion@L This tom has bxn designed u an udrvidml buildmg component in omadanca with ANSIM4 1.1995 and NDS• 97 to be incorporated a pan of thi building deatgs by a Gelding Designer. When micned fa approval by the building designer. the design loadings Mown muse be choded to be cam the the data ussowv are In alp—nx,u with the local building codes. local dimatic meant for wind or saw"', loads. prejca spon6ntima a special applied sends. Uttlm shown 1rtm has nee been designed for usongs or o=gmwy loads The design assumes compression chards (lop or boil=) art continuously braced by sheathing unless otherwise specified. Where bottom chords in tension art na Adly bracod la orally by popoiy appi d ngid ceiling. they should be braced at maamum sang of 10'-0' o.c. Connector pales shall be monufattrd from 20 page ha dipped phamnE used arcing ASTM A 652. Grade 40. winless otherwise shoos. FABRICATION NOTES Pow to fabrication the hbrtaor shall miew this droning to vcrii} that this droning Is in conbrmonce with the fabruonats plant and to malim a condoning MMOMoblip for such.ertfiution, Any discrepauaa are to be pal in writing before cutting at Nbriaim Planes shall not b: installed over tnnolholS toots or distorted grain. Members shall heed for tight fining wood to wood bearing. Connor plates shall be heated an bah fen of the! nets alih rods hilly Innbeddrd and shall be a)-. about tM) oim unless otherwise shown, A 5d pale Is 5' uide w As hang. A 6%9 plain c 6' wide x I' bug. Slims (Mks) win Parallel to the plate length spoo . Doble ens an act, = cabers shall mail u the Qrnatmid of the ups unko otherwise shown. Connor Pole si— art minimum I= based on the form shown and may nod to be increased for c ruin handling and/or creation presses. This trm is not to be fabricated with fire rcuwdam imstd lumber unknahcrwise shown. ForodddiaW infomwion onQuahq Courd rile m ANSVrP1 1.1995 PRECAUTIONARY NOTES All bracing e 1 crcaim Iecornini nudaliorn m Io be fdbwed in accordance with Kccocd industry Publications Trusses are to be handled with Pnicvl r care during banding ad bundling, delivery and installation to snn said damage. TemporaryandpeaneabroengfaMuting Imo is straight and plumb position and for rtedsting latrnl forces shall be designed and installed by others. Cardb! handling is essential nd erman bracing Is slaT1 required. Norval prec utiomry scion nor Inma require such temporary bra in& during imullm— bestrnen trusses to s ad toppling and dardndng. Ter usnper. ision ofemlon of!rinses dullba under ihecomrol or pusmu evpuiatmd in IM Installation of trsam Professional advice shall be ago if needed. Coraanntion of cormmctm Inds greater than The design loads shall not be applied to tresses at any time. No leads other Own the a igla of the emas shot be applied in rnrssea amil aller all meeting end bracing o TC: 2x 4 SP a2 BC: 2x 4 SP H2 WB: 2x 4 SP M3 All COMPRESSION Chords are aasumed to be continuously braced unless noted otherwise. User defined loadcases have beeA considered in this design. I FORCES (lb) - Max Compression/ Max Tension TOP CHORD 1-2m- 61/295, HOT CHORD 4-3-- 51/69, Webs 3-2--168/ 401, 3-0-0 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Right End vertical designed for wind. WndLod per ASCE 7- 02, CiC, V= 125mph, Sea 15.0 ft, Ion 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= encl Le, 8.0 ft W= 8.0 ft Truss in END zone, TCDLea 0.0 pet, BCDL= 0.0 psf Impact Resistant Covering and/ or Glazing Req TC. ..FORCE..CSI. Cr .. BC. ..FORCE..CSI. 1- 2 295 0. 88 A 4- 3 69 0.77 WEB. ..FORCE..CSI. Cr . WEB. ..FORCE..CSI 3- 2 401 0. 22 C Joint Locations 1) 0- 0- 0 3) 8- 0- 0 2) 8- 0- 0 4) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 277 -388 -359 B Pin 7-11- 4 1 329 0 -663 B 8 Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Cr--------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.60/ 155 0.60/155 2-1 Horiz. -0.06. -0. 09 NA Max DL Deflection L/ 999 = 0.00 Long term deflection factor = 1.50 8-0-0 1 2 4.00 277P 1. 50" 329# 1.50" 8-0-0 4 3 8-0- 0 yf' EXCEPT AS SHOWN PLATES ARE MiTek MT20 I WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Maronda Systems ERECTING CONTRACTOR. BRACING WARNING: Bracing shows an this drawing is not emion brdng, aid bracing penal prang or similar bracing which is pan Of the building design and which muv be comidcted by the building designer. Bracing dmsvm is for lateral rapport of true nesMos only to tedoca bulling kngth. I misian must be made to anchor Iaeral bracing in ends and specs location daerminadby iM building Oeslplo. AdditwW bmdng trthe o mil strWum coy be nquirtd (See HB•91 arTM).Fv Meet trio bracing rvqutrurems. contact building d=ngrer.frrno Flan Inoimna. T I is loam it sus 4005 MARONDA WAY D'OnefrioDrimMadisonWisconsin $37 19). Sanford, FL_ 32771 Component Engiorering by: Tim Engineering Co.. P A , III Sounds, Rd. Fdcracm NC 27932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00050060 367 MadaBaa FL Ehashsota, FL 32766 3-0-0 2-8- 0 Scale = 0. 5399 Eng Job: ' a "' WO: CHEK3 Dwg: TI: V3 Dsgnr:TLY Chk: 8/22/ 2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA TOTAL 35.0 psf v4. 7.32-61778 Design: Matrix Analysis I Profile Path: T:\TEE-LOK\Jobs\FL\125\Chesapeake\CHESAPEAKE K 3\V3.prx Job: CHESAPEAKE K 3 1 Customer:100 UPLIFT D.L. WO:CHEK3 TI:V4 Qty:l DESIGN INFORMATION This design is for an uaavidual building eo-ponemu and has been based misinformation provided by list diem. Thor designer diseLimm any responsibility for mrnsges as a result drawly or incorrect Infornaion, specirkalions andror designs Potouhed to The truss designer by the clKnt and The corman as or aavraq' of Ills information a it may retote to a specilk project and oaepu into responsibility or exercises inn control o ilb regard to fabricallati handbag, Nipmem and installation of iraIIes This inm has been designed as an individual building component in o®rdance with ANSVrPi 1-1995 and NDS-9710 be incorporated os pan dlhe building design by a 8u11ding Desigm When mimed fa appimll q the building designer. the do mgn loadings Norm must be checked to be mra that she data doom art in agreemein Mils the local Wilding codes, Iasi dimvic recerm for uid a show bads. prgecl cpcnrkwiad or special applied bads. Un1esa shout, tam has rol been designed for uorage a occupancy loam The design as i mat cmnptuslon chords (mop or ham-) art comin—ly braced by sheathing unless ahav in specified. Whim bamm chords In tension are notfully brad laremlly by a pmporly applied rigid cc:li.&, they should be braced aI a ittasitrum spacing of 10'-0' o C. Connector plain dull be mamdaclurd from 20 gauge hot dipped gavlelred 0=1 moving ASTM A 653. Grode 40, unless othemim shmtn FABRICATION NOTES P— to fabrication. the fabricolor dull review this dr-ring to verify that mhis dramng is in cnor-- vviib he fabrimloe. ptaa and to ,.It. . a-miror-p ruponsibihry for such verJiulion. Any discrepaMn art to be pia in Man.& before cutting or fabrication, Rates shall not be installed au kmhokt ems or dimmed Storm, Washers 0.11 be cad for tight fining nsiod to mood hearing. Catmta glares shall be located on bah ram of the trust m1h sits Polly imbedded and dull be sym. about Ih,*nr links, alereise shown. A 5a plate is 5' vide J' long A 6aa plate is 6' —le v a' long. Sias (holes) inn pnralel to the plate length specified. Double cuts on nth mcelbaa dull meal at The cenlrwd of the nela unless alleruim shown Conissector plate sire arc minimum vim bawd on the forces Nam and may, treed to be increased for certain ladling adlor erection stresses. This into ism to be fabricated mth Dm rctadam tread lumber unless olhcmw Lhenim. For additional idornulm on Quality Control refer to ANSVrPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recsunmedattons aft in be fnibad In accordance mil acupd irduguy publications. Trusser are to be handled uilb particut r are during boding and bundlin4 delivery and installation to avoid damage. Temporary and permanent brddng for holding trusses in a urnlghl and plumb position and for reslsminS lateral form still be designed and Installed by rapes. Carclltl handling is esseminl and erection bracing is dne)1 required. Normal precautionary aetim rormisses requires such Iemponry brisling dun.& Installation him— trusses to meld toppling and dommnoing. The zrpenision demoton duunes shall be under the control of persons mperienetd in the installation or trmu Professional advice shall be sought ificeded Concentration dconsinlctlon lands grate than the design loam shall nor be applied to trusses at nor time. No ism other than the utiOd of the canon shall be applied to trusics umd after dl listening and bracing B completed TC: 2x 4 SP #2 BC: 2x 8 SP #2 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcasea. User defined loadcaeea have been considered in this design. MAX. REACTIONS PER BEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 3 -21 -10 B Pin 2- 7- 4 1 4 -33 -15 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CLC, V= 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Kztes 1.0 Bld Type= encl L= 58.0 ft W= 2.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 1.2 pat Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 14 0.00 A 3- 3 0 0.00 3- 2 19 0.00 A 4- 0 I-4-0 3 2 1 0. 40 F 6. 00 Joint Location 1) 0- 0- 0 3) 2- 8- 0 2) 1- 4- 0 4) 0- 0- 0 Wind loads have been checked perpendicular to the face of the truss. In — Plant Quality Assurance with Cq= 1 FORCES ( lb) — Max Compression/Max Tension TOP CHORD 1-2--2/14,3-2=-1/19, ROT CHORD 3-3=0/0, GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(s). I. Span 0.00/999 0.00/999 2-3 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 0- 8-0 0-8-0 C MIN FAI I• 1 I I I I. _ _ 2-8-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 I WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING 710 BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Ma aces n d a Systems Siang shrove on lhr. dra1n 9 is m ,mom boxing, wind brocing. portal brxing a similar taxing much is o pan of Ili building design and %inch must be cos aiderd by the building deugner Bracing sh-vm is for lateral mppon of truss members only le nosh buckling knglh. Provisions muss be made to arches lateral bracing.1 ends and specified locations determined by to brllding designer Addiltoal bracing of the memll anxnmre ray b: required (Sea HIB-91 d TPI) For specific into bracing requirtmernt, contact building designer (fain Plate lndimm, Tel is located at 513 4005MARONDAWAYD'OaMo Drive. Madimq Wisconsin 33719). Sanford, FL. 32771 Component Engixering by: Tam Engoneering Co.. PA. SII Soundude Rd. Edemon, NC 37932 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE $*0050069 367 Madatilon FL Dhuluotale FL 32766 Eng Job: Dwg: Degnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf TOTAL 35.0 osf Scale = 0.9181 WO: CHEK3 TI: V4 7/ 22/2006 Lbr DF: 1.25 Plt DF: 1.25 O. C.: 2- 0- 0 TPI- 02/FBC-04 Code: FLA v4. 7.32-61716 Design: Matrix Analysis lProfile Path: C Jobe\CHEK3\CHESAPEAKE K 3\V4.prx I I ' Job: CHESAPEAKE K 3 Customer:108 UPLIFT D.L. WO:CHEK3 TI:V5 Qty:l I DESIGN INFORMATION TN. dedp is m, .. individual building mmpone u and he boom bald on Information pro ided by the ellem The design. disclaim, atry ,tsp«ulbility fo damages n. result .f Nulty a incomees infomairon. tpeeiriahom a dl.m designs fornislcd to the ime dWV= by the die« and tha rarm.m «aocuncy of that information ss h MY rdam to m spesdfc PeeFs and accepss no m.portsibtlay oir -iser no marl rith np,d to fabrication. handling. dupmom andinsulation of tntta This tram has been designed as an inelmduol building oonrpatat 1. a000rda.so rim ANSVTPI 1.1995.nd NOS- 91 to be trnmrprtded a pan of the building dogs by a Building Dampter Wbm mviened f« approval by the building dcdgm. the design loadings sherm rem be d, ceedJ,to be sue than the dim sha,.n are In ffg r m with tie local Wilding Dodd local dimatic mom far ind o scow lads. Pmins sprdflcdiem o spod.l applied lads. Unlen shorm tun has not been designed for stomp or omtpaney lads. The demp sesatma mnp, C6lon dq,ds hop or bmnom).re earui,atasty traced by ehnthing unless otltvnnse spmlfrd. When bottom rAor I in tensb. am not IWly braocd Wenlly by properly applied rigid mling. Ley should be braced u a muumm spacing or 10'-0' o e, Con eau palm shall be manufaotured fro 20 pugs hot dipped pMniteed send mining AM A 633. Grade 40. unless «hasnvix shun. FABRICATION NOTES Prim to fabrrmiork the atria« stall revinv this during to veriy Ind this droning is in anitrnume wrth the htriaoM1 psaa mod to rnl,m a continuing resaoa, bilay for uch venfintioa Any disreputdo am to be pm in writing before sling «fabrication. bun shall not be insulled ova kmltola toots or diseo ed grain. Members shall be cm fa light fitting rood to wood bung. Courtesans plato still be located on both fin of the I= with =is hdy imbedded and dun be gym ,brat the Pot =it= allemlix alienist. A 5.4 pate is 5' ride a 4' long. A US pare Is 6' fide a a' long. Slots (holes) men paNM to the pate length speared. Doubt cams on mb timbers shall min at the centmotd of the ,.eha unkin ohowbc shmro. Connector Plate am am minimum dui bosd on the o m shown mad may noted to be irseramd for analo handling ardlo nmioo nmsa Thu irm is not to be rabnoend with fire marches treated lumber unlm emhenvise shmn. For additional infmnmmm on Qabry Cord refer to ANSVrPI 1. 1995 PRECAUTIONARY NOTES All tracing and erection rernmmendatio s am to be dined in steordanoo with w.eptod industry publications. Tr mot am to be handled wrm poniesar am during banding and bundlin& delivery and imalalsm to mid damp. Temporary and pumas" brndng for holding utma in a unight and plumb position and rot redwing lateral form WII be designed and Installed by others. Careful handling is eacm W and cram brndng u shvays required. Normal prmini-,y scion W inns require such mutpontry bracing Awing Insulation bet m trusses to mid toppling and domimng. The supervision of crociu n of inass shall be der the oabd of pesva -p--.d I. the immaladon of tram Profeaiaal driee shall be sought if needed Cormntraliu, or union ncm Iadm gnesteer Ihan he design loads shall noI W mme. applied totriosatanytiNolads other than the ndglu or the cromers shall be applied to tr.ua anal sillier all lamming and banding is amplaed TC: 2x 4 SP N2 BC: 2x 4 SP 82 WE: 2me 4 SP A3 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. Over defined loadcaaam have been considered in this design. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2=-42/162,2-3=-136/46, HOT CHORD 1-5=0/0,5-3=0/0, Webs 5- 2 90/187, WEB. ..FORCE.. CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 107 0.27 C Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WadLod per ASCE 7-02, CGC, vies 125mph, H= 15. 0 ft, I= 1.00, Exp.Cat. B, Kest- 1.0 Bld Type= encl L= 58.0 ft W= 5.3 ft Truss in END zone, TCDL= 4.2 paf, BCDL= 1.2 psf Impact Resistant Covering and/or Glazing Req TC. ..FORCE.. CSI. Cr ..BC. ..FORCE..CSI. 1- 2 162 0.18 A 1- 5 0 0.04 2- 3 - 136 0.14 A 5- 3 0 0.04 GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 3-2 Horiz. 0. 00 0.00 NA Max DL Deflection L/999 - 0.00 Long term deflection factor to 1.50 2-8- 0 2-8-0 1 2 3 6. 00 - 6.00 Joint Locations 1) 0- 0- 0 3) 5- 4- 0 5) 2- 8- 0 2) 2- 8- 0 4) 5- 4- 0 6) 0- 0- 0 Wind loads have been checked perpendicular to the face of the truss. In -Plant Quality Assurance with Cq= 1 MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0- 12 1 67 -145 -91 B Pin 5- 3- 4 1 72 -145 -91 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE 4x6 1- 4- 0 3x4 3x4 I- 4- 0 1.50 1 5- 4-0 6 5 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 i WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRARING TO BE GIVEN TO Maronda Systems ERECTING CONTRACTOR. IcAACING WARNING: Bnpng alstum a this Raring is m ercer4WI tracing. wind bfaht& gm. brain{ sl similar trmdug which ,s pan of the building hsign and which nur9 be oottidered by me WiNnng tlmgtner. Brmdng shown u f« lasml mppon o! tram mas m- i bras only to redna kvieliag lenph Provisions in = be ode to archer Wed brorins as ends and spedfied loactmg eldeemined by the building datpter. Additional bracing or the oven structure dry be required (Sot HIB-91 4005 MARONDA WAY DVnofrsM. rbDmivaiLymr.Wro57719j wtwyadpv.rr anaelmlmw TM a seas n3ay Sanford, FL 32771 Component Engineering bl Tram Enginvaring Co. P.A., 919 Smndside Rd Edenton. NC 27932 407) 321-OD64 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE OWSOD68 367 Medal PL Chubisofa, FL 32766 Scale = 0.6140 Eng Job: WO: CHEK3 Dwg: TI: V5 Dsgnr:TLY Chk: 7/22/2006 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 psf Pit OF: 1.25 O.C.: 2- 0- 0TPI-02/FBC-04BCLive10. 0 pap BC Dead 2. 0 psf Code: FLA TOTAL 35.0 vsf v4.7.32-61717 Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:V6 DESIGN INFORMATION This design is for an individual building component and has ban based m Inknuanlon pi ided by ohs client The designer Nacl ims any responsblhry for damages u . call of faulty or inmrnel mrun upon, socaamnions nnd/a designs furnished to the truss designer by the ehem and the mrrterncm or accurocy of ibis Information as it my mule to a spociftc project and accepts m opom,bihry or -I= m anurol worth mprd so hbrinlian. handlin& ship== and snot llalion of t"" Thu truss his been designed as an Individual building Component In acmrdi me oilh ANSVTPI I.199) and NDS-97 to be Incorporated m pan of the Wilding design by. Building D-gner. Wien maetad for apprmll by The Wilding designer. the design Iaslinp shorn must be ehakm to be am that the dais ahonn um in ag emem tlh The load building codes, local dimoic records fa mrd or suer load& pm)ea spa(aormrn or special applied loft Uedm shoum, true led not been designed for slags or oaaapancy In.d& The design assumes compnession chords (top or botmu) are coruinuouly linseed by sheathing unless olbenrix specified. Where bosom chords in tension art no IWIy braced laterolly by a properly applied rigid cdli&L they should be breed at . ma.imur& .ting W nod• • e. emr.cmr pales shall be matwfaured from Id pugs hot dipped phi and aal necling ASTM A U). Grade 40. unless otenv(ae sbmm FABRICATION NOTES Prior To fabriatioa, the faWiator WII re-, this drn.ing to -fy that this dmuing I. in aafonr once frith the fabriaoes plans and to rnlim. surmising respanslbing• for smh rerUlmlbn. Any dixrcp-ks om to be pm in irriting before cutting or fabrication. Plato shall no be installed ov knotholes km. or daoned gain. Members shot] be m for light ailing nood to hood bearing. Connasor plates slue be baled on bah faees of It- I- nith -all. fully imbedded .,.it slut] be s) m, elbow thojuim unkts chemise thou. A )as ph.te u )' aide a V long. A 6ua pWe u d' ntde s 1' long. Sloe (teilo) con parallel to she plate knph spec,li d. D" cum on rem member shall mat at the ammid of the nibs unless whenn.e aim- Connmor plate I=.rc Wit!... gtC based on the force shoun and my mad to be Imruted for antes handling and/or emoi0n stress. This truss Is not to be fabricated ugh vim raturdam treated lumber unless ahmaisc storm. For additional Wbmatton on Qwliq Control refer to ANSIRTI 1.199s PRECAUTIONARY NOTES All bracing and ermua reconnnendunons are to be fallmmd in oaardares mth accepted industry publimim s. Trusses are to be handled mth panicvur am during b.ndrag and bundling, delivery and installation to amid damage Temporary and pemureru timing for holding trusses in . straight and plumb position and for raining lateral form shall be desigred and installed by oldem eamfd lundllog is emmiad and Nwian bracing is nlnf)s required. Nomul pmandiorury xhda for IIIt17M requires such temporary bracing during Installation bnuran tomes to mold toppling and kininoing. The ituMis" of cRttien of utuain shall be mdef the mmml Of pufons uperkrced in the tmtallallm of muss Profasioml aAxe shall be souglil tf needed. Co spenumism of cenorwian lads gn via than he design loads shall ads be applied to trrs e, at any lime No loads ilia than the %tight of she emoon sholl be applied to trusses orud saes all fuming and bracing is s%splued BC: 2x 6 SP 82 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, (7a 125mph, H= 15.0 ft, I- 1.00, Exp.Cat. B, kict- 1.0 Bld Type= encl L- 1.3 ft W- 1.31ft Truss in END zone, TCDL- 0.0 pelf, BCDL- 0.0 pelf Impact Resistant Covering and/or Glazing Req WEB. ..FORCE..CSI. Cr .WEB. .IFORCE..CSI 4- 2 173 0.04 C T 0-1I0-13 C EXCEPT AS SHOWN PLATES ARE MiTek MT20 Maronda Systems Its 4005 MARONDA WAY Sanford, FL. 32771 407) 321-0064 F2: (407) 321-3913 TOMAS PONCE P.E. LICENSE $10050069 267 Medallion Pl. Ehuluola, FL 22744 Design: Matrix Analysis Bottom chord live loads based on uninhabitable areas without storage loaded concurrently per IRC-00 R301.4. MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcaaaB have been considered in this design. FORCES (lb) - Max Compreaaion/Max Tension TOP CHORD 1-2--165/322,2-3--84/169, HOT CHORD 5-4=-320/165, Cr Webs 4-2--92/173, GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). L.Cant. 0.01/xxx 0.01/xxx 3 I.Span 0.01/999 0.01/999 2 R.Cant. 0.01/xxx 0.01/xxx 1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 a 0.00 Long term deflection factor - 1.50 I 0 0-# 3 2 1.61 6.00 1/. 4 r2 I 1 t 1-4-0 1 4 5 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Orating Ihouun an This dmtring Is not creamn broc,ng, rend bracing, ponal brxmg a uvular tinting ntich is a pan of the building design and ntakh mug be ansidemd by the building designer. Bracing swum Is for lalernl appun of Truss nembers only to rdum bulling length. Provisions mug be nude to arehor, b1crol bracing at ends and IpecifedIomliau -mined by the building designer. Additional bracing of the overall structure my be required. (Sec HIB.91 of TPH.For spaihe Inns timing mQuimmeu& COMM building desiger (Tow Plane Institute. TPI is $cued at Sa) D'Onafrio Drift, Madison, Wisconsin 53719) Compacm Engineering by. Truss Engineering Co.. P.A., all Soundside Rd, Edenton, NC 27932 Qty:1 o - Joint Locations --- 1) 0- 0- 0 3) 1- 4- 0 5) 0- 0- 0 2) 0- 8- 0 4) 1- 4- 0 In -Plant Quality Assurance with Cq- 1 MAX . REACTIONS PER BEARING LOCATION ----- X-Loc BSet Vert Boriz Uplift Y Type 0- 0-12 1 98 -138 -192 B Pin 1- 3- 4 1 97 0 -182 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 322 0.13 A 5- 4 -320 0.07 2- 3 169 0.03 A 0-5-8 Scale = 0.6233 Eng Job: WO: CHEK3 Dwg: TI: V6 Dsgnr:TLY Chk: 8/22/2006 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 pef PIt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA TOTAL 35.0 psf v4.7.32-61662 Profile Path: T:\TEE-LOX\Jobs\FL\125\Chesapeake\CHESAPEAKE K 3\V6.prx Job: CHESAPEAKE K 3 1 Cu8tomer:l0() UPLIFT D.L. WO:CHEK3 TI:V7 Qty:1 DESIGN INFORMATION This dinp is for a. iodnidml building owrplancris and has been based on info rwbn pmvidd by the diem. The 0mgner ducledms.uy responsibility for damages a. result of lastly or inert rrea idorinaiia sped ion, atdlor designs Ibmtshed to the true design by the diau and lh ow mum a =uric• of this Inro tion a d may edam to a specifb pmjm and addryu no misponsibihry a eseneises no comral with regard to fibriolion, handling. shiprow and installation of imam This truss has but designed ss an Individual building mttpontenl in a-rdarce utth ANSVIPI 1.1997 and NDW to be incorpora ill as pan of the building design by a Building Designer. When rin imrd fa epprmal by the building designer. the design loadings shown oust be chocked to be rem that the data shown are in .pmnen with the local building coda load climatic r®rds for wind or snow, loads, PmJoet spy0calia s or special applied Ida Unless shomt truss has not ban designed! W daege or ocalPencT bids. The design assumes oontpesssioe [bads (top or baton) am cmtiaeusiy I by sheathing unless otherwise specified. Wiem halt- chords in tenuon am to fully breed laterally by a property applied rigid acting. they should be brash u a maumum spacing of IV-0' o e Connor plain dull be maadloured fun 20 gauge hot dipped phuaimd dW mining ASTM A 653. Gradle 40. unless olhawise stove. FABRICATION NOTES Prior to fatrication. the fabnwa doll rnv this drawing to verity [hill [his drawing a in mnforinsnce Dish the fahnotoM1 pans and to minim a seining resI billy for such vcrificaswa. Any discrepancies am to be pa In writing before ailing or fabrication. Plates shall not be Installed ac knahoks knots or distorted! grab. Members shall be cut for tight (hung mood to wand hearing. Connor plates shall be lowed on both fan of the tram with Nus Ibly innbeddd and shall be s)m about the joins wnkss ahrntiR showm, A 5%4 plate is 5' rude v 4' Iag. A 6.ct plate is 6' wide s 1' long. State (holes) ran parotid in the plate lenpb specified. Dou b! am on wco members shall min ai sae ewroid tithe wins unless otherwise dmrra. Connector plate si>a am -.I- sizes Eased a the lbrtra shorn and my need to be ntneasd fa certain handling edfor erect s m4a This tram Is not to be fabritatod with fire retardant hall lumber unless othernue swan. For additional information a Quality Control refer to ANSVIPI 1.1995 PRECAUTIONARY NOTES All bracing and crecim raarnnmtda kin; am to be followed in nrmrdance with acuped industry publications. Tri® am to be handled with particular cart during boding and bundling. dclnwy and installation to ovoid damage. Temporary and pcnnarncm bracing fa holding trusses in . straight ad plumb Position end fa mdoing Lateral forth dull be Aedgncd end installed by «hers. Careful hulling is essential and ereesion bracing u ahrep rcgwmd. Normal procaaionary action fa trustee eeguinea nrL temporary bracing during insulation beswcen Irnmea to nvd lopping end dmtinoing. The Suprnidoa of amid of Ines doll be under the Commit of penes eapciercrd in the Installation of try Professiaol advice shall he sougda if nailed Coo¢nuuwn of constrmhon Inds greater than de design lads Wes no be applied to trues r any lime. No bells other than the weight of the aodon doll be applid 10 Irritates until after all fmcoing and bracing a TC: 2x 4 SP A2 BC: 2x 4 SP 82 WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC,' Via 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rst= 1.0 Bld Type= encl L- 4.0 ft Wea 4.0 ft Truss in END zone, TCDL- 0.0 psf, BCDL= 0.0 paf Impact Resistant Covering and/ol: Glazing Req GLOBAL MAX DErLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span 0.00/999 0.00/999 1 Boris. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor a 1.50 MULTIPLE IAMCASES -- This design is the composite result of multiple loadcasea. Oder defined loadcases have been considered in this design. MAX. REACTIONS PER BEARING LOCATION ----- X-Loc BSet Vert Boris Uplift Y Type 0- 0-12 1 62 -193 -96 B Pin 3-11- 4 1 62 0 -99 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE WEB. ..FORCE..CSI. Cr WEB. ..FORCB..CSI. Cr 5- 2 203 0.05 C 2-0-0 6.00 -6.00 2-0-0 joint Locations 1) 0- 0- 0 3) 4- 0- 0 5) 2- 0- 0 2) 2- 0- 0 4) 4- 0- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq= 1 FORCES (lb) - Max Compreaaion/Max Tension TOP CHORD 1-2=-49/145,2-3- 55/61, HOT CHORD 6-5=-37/63,5-4a-40/148, Webs 5-2ee-120/203, TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 145 0.03 A 6- 5 63 0.05 2- 3 61 0.02 A 5- 4 148 0.05 40 3.4 q1-0- 043x I- 0-0 Sx3 AL A6 AL AL 1 1 T 4-0-0 tV 4-0-0 1, I EXCEPT AS SHOWN PLATES ARE M.iTek MT20 I WARNING: REM ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO SE GIVEN TO Maronda Systems ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this dmwng la not emotion bracing. rid bearing. paW besting or similar bracing whicha pen of the building design and which min be considered by the building designer. Bracing shown is fa atupl PAT n of truss mata 0. only to ris her bulling knph. Provisions mum be nude toanchor lateral bracingal ads and Excifted j locations determined by the building designer. Additional bndaj of the overall structure pay be required. (See HBL91 Scale = 0.8487 Eng Job: WO: CHEK3 Dwg: TI: V7 Dsgnr:TLY Chk: 8/22/2006 TC Live 16. 0 psf Lbr DF: 1.25 TC Dead 7. 0 psf Plt DF: 1.25 BC Live 10. 0 psf O.C.: 2- 0- 0 TPI-02/FBC- 04 BC Dead 10. 0 psf Code: FLA TOTAL_ 43.0 psf v4.7.32-61661 Design: Matrix Analysis I Profile Path: T:\TEE-LOK\Jobs\F'L\125\Chesapeake\CHESAPEAKE K 3\V7.prx Job: CHESAPEAKE K 3 Customer:1011 UPLIFT D.L. WO:CHEK3 TI:V8 Qty:1 DESIGN INFORMATION This des pt to for an Imrvidual building mnporw ..it has ban based on infomulion provided by de dicat. The designer ducwrre any rrspondbilay for d.anp as a result of Oulry a hmneo Inf-line. ape irlotian and/or dedgns furruslcd 10 the tom design by the than end The correanm or accuracy of this information a II may revue to a spmfc Pry &ad sups To re ambiliry a eeuc>e ro corund milt regal to ebriatiote hadiing, shipmem and inualhlen o(lnC"a This tam has ban deigned as an ind-dual building comporwJd to aavrdanoe with ANSVIPI 1 •If95 and NDSA7 to be Incorporated u pan of the Mulding delp by a Building Design. Who m recoil for approval by the building designer. the deign lading soon mug be chided so be - that the rim sown are Ion agncmmc with the local building codes. heal climatic muds for vrid or snmv loft protct spconeattera a special applied Inds Unless absent. truss has not been designed far storage a aaepsny Warta The design asmme comprm{m clods (top a bmlom) are rentimesaly broad by direthin onleo otherwise specafad. Where bottom Chords In tauion are an hilly braced enemy by propery applied rigid ocilln& they should be brand st s madmuin apanng of I(Y-0' o C. Coueaa plain still be mamnhetured from 20 page hot dipped g iMnimd sal meeting ASTd A 633. Grade 40. unlm othov7se down. FABRICATION NOTES Prior to faI)MMITon the ebriotor stall m'IT: this driming to veriy that this drawing s in confomuh¢ wish the ehncatofs Plans and to realms a continuing reponsibiliy fa such wrifiation. Any discrepancies are to be Put In writing befoe opting a htrication. Plata doll me be installed over kmtole, tans a distorted pain. Merobos shall be cut for light fitting wad to wood baring. Cauheoa Plain stall be lomd on bah facia of the iron with ails wy imbedded and shall be Via. abort nhepion unkrl 016- Nmm. A 5a/ Plate is V wide x 4' long. A 6%9 plate is 66 wide a 6• Iong Slou (holes) run panild to the plate length spmnod. Drub k cuts on web ntenbee shall ante! at The mnroid of The untie unless ctlerwis sown Coonmur pens rim ate minimum stm hued a the form atea.n ad may mxd e w increased for main handling and/or erection Cann. Thu trim is not To be 11, led MITT art murdam treated onber unless otherwise Cant. For additional Inlurmauon on Ouslnry Control refer to ANSVIPI 1.1995 PRECAUTIONARY NOTES All bracing and erection rmomuehdatios are to be fabrvd in ac ordana with saxpid industry Publications. Trtmo ate to be handled with particular am during banding and bundling. delivery and Installation to avoid damage Temporary and pemrnctn tracing for holding truuo n a straight and piumb Poduon ad for resisting weal form shall be deigned and Installedtalled by pliers. Careful handling Is maulal and raeaion bndng is Nways required Normal p rawbnsry action (or Ind requite such actnponry bracing during Installation benaeen Trusts to mad leppinng and damndmg. The cgovition o(crania of tom doll be under the natural of persons experienced in Us Inwlweo of vitae Prof lorW scions doll Ica acught d needed. Comadratba or emstmctioa lads pater than deep bdon thedadsan be applied to I- at Ny IimG No lade other Than the w=ght of (he erq]ae doll he applied to NitO until one all (listening and bracing Is TC: 2x 4 SP A2 BC: 2x 4 SP 82 WH: 2x 4 SP N3 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcases. User defined loadcases have been considered in this design. FORCES ( lb) - Max Compresaion/Max Tension TOP CHORD 1-2--55/57,2-3=-55/55, BOT CHORD 1-5-0/0,5-3=0/0, Webs 5-2--120/221, WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI 5- 2 221 0.06 C Analysis based on Simplified Analog Model. All COMPRZSSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CiC, V- 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. e, F:ztea 1.0 Bld Typo= encl L- 58.0 ft W= 6.7 ft Truss in END zone, TCDL- 4.2 psf, BCDLea 6.0 prof Impact Resistant Covering and/or Glazing Req TC. .. FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 51 0.28 A 1- 5 0 0.06 2- 3 -55 0.17 A 5- 3 0 0.06 Cr-------- GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./Ratio Jnt(a). I. Span 0.01/999 0.01/999 3-2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 ea 0.00 Long term deflection factor - 1.50 joint Locations 1) 0- 0- 0 3) 6- 8- 0 5) 3- 4- 0 2) 3- 4- 0 4) 6- 8- 0 6) 0- 0- 0 Wind loads have been checked perpendicular to the face of the truss. In - Plant Quality Assurance with Cq= 1 MAR. REACTIONS PER HEARING LOCATION----- X- Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 88 -51 -105 B Pin 6- 7- 4 1 88 -51 -105 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE 3- 4-0 3-4-0 I 2 3 6. 00 -6.00 4x6 1- 8-0 3x4 1- 8-0 3x4 1. 50 XXXX 1Stud e I 1 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAMING TD BE GIVEN TO ERECTING CONTRACTOR. BRACING MARNING: Dog: MorondotSystemsBracingsiewnonThisdrawinganotercctestbracing, wind bracing. Portal bracing a similar bracing which is o pen o< the building design and whits onion be considered by the building designer. Bring sown n for weal support oft ns r Der ' TLY Chk ase nc+ nbcn Dory to red= Wiling Ioagth. Provisions must be made to arcty weal bracing at ads and spea114d TC Live 16.0 psf locatehu dnmuuredbythebuildingdeign. Amtioal bracing of the overall stricture may be required (Sec HM.91 4005 MARONDA WAY or")'FwsP= Lnct=brsd4grcQtHfmwtmmsl Wlding mlg=.(Tnm utd MBmlmft"eTMisloN515D'Orefnu Drrm Madmen. 53719) TC Dead 7.0 psf Sanford, FL 32771 Component Engineering br Tim Engineering Co..P.A.. gig Sandside Rd. Edenton. NC 27932 BC Live 10.0 407) 321-0064Fax (407) 321-3913 psf TOMAS PONCE P. E. LICENSE OOMSO068 BC Dead 2.0 psf 367 Medamon PL Chtduotte, FL 32760 TOTAL 35.0 iosf Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobs\CBER3\CHESAPEAM K 3\V8.prx Scale = 0.5472 WO: CHEK3 TI: V8 7/ 22/2006 Lbr DF: 1. 25 Plt DF: 1. 25 O.C.: 2- 0- 0 TPI-02/FBC- 04 Code: FLA Job: CHESAPEAKE K 3 Customer:1011 UPLIFT D.L. WO:CHEK3 TI:V9 Qty1 -1 0 DESIGN INFORMATION This daag is for an individual Wilding component did has been based m Issforvatioh pmided by all.esedi71e dralrlc duchies; any msponsubil:ry for dams&= as a m ah of faulty a Incurred lnfatnalion, gscdfioltoo and/ or designs famished to the truss designer by the dion and the correctness or a®raey or this iMf m ibn as It only relate to a sped lkpmjed and Kc* no ropeembiliry or cosdae ran control with regard to fabriotion. handling, shiMm and installation of Irtmo This trim has been designed a an individual building m ahal in amordaraa: with ANSVfP1 I.1993 and NDSA7 to be inarporsmd a pan of the Wilding dingo y a Building Design=. When rerieud for appronl by the building designer. the ddg losdiap shown men be yed cd to be sum that the data shown are in agcem&-ht b withtheat Wilding codema , kol diticshmr . for Mid or ouw Maids, Pu a sp nnflo Burn or weds! sppled iosds. Unlm &hone, truss has not been designed for asap on occupancy loads. The deign assures W ..ion Cheads (top or betlom) art Continuously bread by shhewhing unlet attrwise specified Where ooamm chord; In tension art net folly braced laterally by a pmpedy spplied rigld ceiling. they sbedd be bread at a nadmom spacing of Iva' o c eonaaw plalo shall be oamfacuned fiom 20 pop to dipped gshsdad aced evening ASTM A 653. Grade 40. unless otherwise a slum. FABRICATION NOTES Print to fibrntioo, the fabricator WII mien this drawing to verify that this drawing is In conformance with the fabricator% plans and to malim a antnnuing mgmmbiltty for meh vailiation. Awry ditacpanea ate to he pin in writing before canting or fabricauoen. Plate shall runs be nnsW kd" knotholes. knou or dwMed grain Martha shall be at for tight filling wood to wood boring. Connedor plums s4sll be looted on both fain of the truss with vita why imbedded and shall be ayes. show lbe ycnt unless otherwise shown A U4 plate Is 3' wily x 1' long. A 64 plate is 6' wide x 9' LM& Slou (boks) me paralld to tie plate lagh apmDud Doak erns on nth oeatum & Sall sued at the cewnod of the wells unlm ahernise shown. Connector Plata sisss use mintion- dos based on he farm dawn heed taw rashes u W d for swain homing ardor eetion antes. Ihis irm is not to be bbriaod with fire erardaht located huller udoa otherwise sham. For additional information owl Quality Chard rdcr to ANSVTPI 1.1995 PRECAUTIONARY NOTES All holding and eoam moonsuerdattons art to he followed in socordam with accepted industry publtottola Tr® am to be handled with paniofat pre during handing and Wniin& deirmy and imtallalion to amid damage. Temporary and ponanent mkdng fa Adding trtmes In a straight and plumb p asoioo and for rtslatng lateral form shall be deigned tad installed by others. Careful handling is esrmul crud sedion bracing is always required Normal Ismoutlovry action fa trusses myubes such ternpotsry bracing curing installation between trusses to avoid toppling and lrciraang. The mpenisioo of creation of Irnari shall be seder the meta of perms epciened in the inaalb, or uusses. Professional sd*c shall be sought if n- AW Coumurstbad n of constructionlandsgraterthanthe drag load. dull raw be applied to trusses at any lime No k & oha than de wdght of the eedors dull be sppliod In a- trail all. all fastening tad bssong is glad TC: 2se 4 SP 82 BC: 2x 4 SP B2 WB: 2x 4 SP N3 MULTIPLE LOADCASES -- This design is the composite result of multiple loadcasea. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1- 2=-399/314,2-3=-398/314, BOT CHORD 6- 5=-203/355,5-4=-241/506, Webs 5-2e- 448/800, WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 800 0.20 C or (): 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, CiC, Van 125mph, Hen 15.0 ft, I= 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= encl L= 9.3 ft W= 9.3 ft Truss in END zone, TCDL= 0.0 pef, BCDLeu 0.0 paf Impact Resistant Covering and/or Glazing Req TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -399 0.20 A 6- 5 355 0.26 2- 3 -398 0.20 A 5- 4 506 0.27 GLOBAL MAX DEFLECTIONS--------- LL TL in./ Ratio in./ Ratio Jnt(a). I.Span 0. 05/999 0.05/999 2-1 Boriz. 0.01 0.01 NA Max DL Deflection L/999 - 0.00 Long term deflection factor = 1.50 Joint Locations 1) 0- 0- 0 3) 9- 4- 0 5) 4- 8- 0 2) 4- 8- 0 4) 9- 4- 0 6) 01 0- 0 User defined loadcases have been considered in this design. In -Plant Quality Assurance with Cur 1 MAE. REACTIONS PER BEARING LOCATION----- 8-Loc BSet Vert Boriz Uplift Y Type 0- 0-12 1 62 -244 -69 B Pin 9- 3- 4 1 62 0 -71 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE 4-8-0 4-8-0 1 2 3 6.00 4x6 12x4l 6. 00 I 62N 1. 50" 1. I EXCEPT AS SHOWN PLATES ARE MiTek MT20 WAMING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING OONTRACTOR. BRACING WARNING: Dwg: Maronda Systems eg n on this drawing a not brsong. wind bracing, portal brsong a similar brain{ which is a pan of building ding and which ram be cormdestd by the building designer. erring shown is fa weal loppon of tmss Dsgl2r : TLY Chk : ass ony m minas b idding kngh. Provisions muss be made to ancter lateral bracing sl ash tad myecifkol loestions dete=mned by the Wilding designer. Additional bracing or the oserslh anzmm nay be mgWmd (See HIB.91 TC Live 16.0 psf i7jmnuiculding0afgef7 a•Panelmlwq 771 la Inatm nsu 4005 MARONDA WAYDUrioDrtMadison. Wi tn5319TC Dead 7.0 psf Sanford, FL. 32771 Cosnpanem Engineering by: Trim Engineering Co. P.A. all Sound side Reg EAwoo, NC27932 BC Live 10.0 psf 407) 321-0064 Fax (407) 321-3913 TOMS PONCE P.E. LICENSE N0050068 BC Dead 10.0 psf 367 Modamon IL C) xduoTa, FL 32766 TOTAL 43.0 paf Design: Matrix Analysis Profile Path: C:\TEE-LOK\Work\Jobe\CBEK3\CHESAPP-NM K 3\V9.prx 2- 4- 0 Scale = 0.4787 WO: CHEK3 TI: V9 7/22/ 2006 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA