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118 Wheatfield Cir - BR04-001529 (CELERY LAKES) (SFR) (A) DOCUMENTSPE 18 10hea."-i''eld 6irADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION Ce. litf Id Loj& i A;e S PERMIT # /) y— /Sa 9 DATE — 0,!S-- 0 PERMIT DESCRIPTION 11 PtiJ S PERMIT VALUATION SQUARE FOOTAGE ftftfto b qftft* Ea M in R 0 to y t= f oi a City of Sanford Certificate of Occupancy This is to certify that the building located at 118 Wheatfield Dr for which permit number 04-1529 was issued has been completed according to the plans and specifications filed in the permit, to wit as a Single Family Residence complies with all the building, plumbing, electrical, mechanical, as well as City of Sanford codes and ordinances and with the provisions of these regulations. Staff Approval Date Conditions (if blank, no conditions apply) Building: F. Ortiz Engineering: D. Richards Public Works: J. Crumpton Utilities: R. Blake Fire Department: Zoning: 08/ 09/ 04 08/06/ 04 08/06/ 04 08/10/ 04 Maronda Homes .. 08/10/04 Property Owner Building Official Date CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL. INSPECTION SINGLE FAMILY RESIDENCE**** DATE: 08/_ PERMIT #: , 04_ 1529 ADDRESS: 118 Wheatfield Dr CONTRACTOR: Maronda Homes PHONE #: Jason 321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. w ngineer' UG Public Works Utilities Fire N/A_ Zoning N/A Licensing N/A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) DATE: Form A aoCERTIFCATEOFOCCUPANCY 7 REQUEST FOR FINAL INSPECTIO9.? SINGLE FAMILY RESIDENCE**** 08/05/04 PERMIT #: 04-1529 ADDRESS: CONTRACTOR: PHONE #: 118 Wheatfield Dr 1Vlaronda Homes Jason 321-436-1020 The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering Public Works ElUtilities Fire N/A Zoning N/A Licensing N/A CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION Ax SINGLE FAMILY RESIDENCE**** I 1 1 DATE: 08/05/04 PERMIT #: 04-1529 i I r G ADDRESS: 118 Wheatfield Dr:; w C Y al •.s v7 .1 t CONTRACTOR: Maronda Homes 0 ilG" U A Q Jason 321-436-1020PHONE #. CL ai The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering Fire N/A Public Works []Zoning N/A tili . . Licensing N/A CONDITIONS: ( TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) fi LMBC1001 CITY OF SANFORD 8/09/04 Address Misc. Information Inquiry 09:00:13 Location ID . . . . . . . Parcel Number . . . . . . Alternate location ID . . Location address . . . . . Primary related party . . Type options, press Enter. 5=View detail Opt Description 254895 32.19.31.51570000-0610 118 WHEATFIELD CIR PLANNING & ZONING COMMENT CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES Free -form information CELERY LAKES, PHASE I LOT 142 ******** SW DEV FEE $1700.00 WA DEV FEE $650.00 BP04-1529 PD 4-8-04 SEE REC#6618 3/4"WA METER SET FEE $190.00 PD 4-8-04 REC#6618 F2=Address F3=Exit F5=Special Notes F9=Parcel Notes F12=Cancel LMBC1001 CITY OF SANFORD 8/09/04 Address Misc. Information Inquiry 09:00:18 Location ID . . . . . . . Parcel Number . . . . . . Alternate location ID . . Location address . . . . . Primary related party . . Type options, press Enter. 5 View detail Opt Description CUSTOMER SERVICE NOTES CUSTOMER SERVICE NOTES 262975 118 WHEATFIELD CIR Free -form information 3/4"RC METER SET FEE $190.00 PD 4-8-04 REC#6618 F2 Address F3=Exit FS=Special Notes F12=Cancel i CITY,QF SANFORD.'PERMITAPPUCATION Permit #: Dater December 31, 2003' Job Address 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 DwellingUnits: 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. 1101N. Keller Road, Suite F Orlando, FL 32810 Phone: 401-475-9112 Contractor Name & Address: WILLIAM.T. SELF 4005 MARONDA WAY SANFORD, FL State License Number: CFC057039 Phone & Fax: (407) 948-3630 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/ Engineer: Tomas Ponce Phone:007 321-0064 • . 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 maybe additional restrictions applicable to this property that may be found in the public records ofthis . . 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. Signature oent Date Signature of Contractor/ nt Date . RUSSELL KEITH SUMMERS WILLIAM T. SELF Print Owner/ Agent's Name Print Contractor/Agent's Name 111-b q AAAJ vsDate Signature of ignature of Notary -State of orida Notary -State of rid. Date a........ LAURIE PELLEGRINO LAURIE ' PELLEGRINO, I ,panmhi q, PY Pp CommA DD0232804 . r r Comma DD0232804 Expires 7/16/200/ 7' ; Expires 7/18/200 e' Bonded Nru (800} 432-4254: Bonded ttuu(800)432 54;. oFF`a° Flonda Notary Assn., Inc • Florida Notary Assn Inc s ............ e Owner/Agent" is _ X_ Personally Known to Me or Contractor/Agent is'. X Personally Known to Me or Produced ID Produced ID APPLICATION APPROVED BY: Bldg:- 3 "-z t1 y Zoning: Utilities: FD: Initial & Date) (Initial & Date) ( Initial & Date) (Initial & Date) Special Conditions: _ u CITY QF SANFORD 11T,APPLICATI N ; Permit #: 0 Dater, Job Address: Description of Work: SINGLE FAMILY RESIDENCt Historic District: Zoning: Value of Work:' Permit Type: Building Electrical Mechanical X Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential. Replacement _ New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership &. Legal Description) Owners Name & Address: Maronda Homes Inc of Florida 1101 N. Keller Road; Suite F Orlando, FL 32810 Phone: 407-475-9112 Contractor Name & Address: GARY CARMACK 4005 MARONDA WAY SANFORD, FL State License Number: CAC043900 Phone & Fax: (407) 321-0064 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. 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 al county, and there may be additional permits required from other governmental entities such as Acceptance of permit is verification that l will notify the owner of the property of the nah ire of Owner/Age—Date SignatureSig Russell Keith Summers Print Owner/Agent's Name Signature of Notary -State of &rida Date mnou....... a...I LAURIE PELLEGRINO lqa Comm# DD0232804 Expires 7/1BJ2007 Bonded tluu -42547 a....::'::':. Florida Notary Assn., Inc a...........19 Owner/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: B1dg7-'0-0'f Zon Initial & Date) le to this property that may be found in the public records of this management districts, state agencies, or federal agencies. Lien Law; FS 713 Agent Date GARY CARMACK Print Contractor/Agent's Name Ir.I3 Signature of Notary -State lorida Date 8sassnuee ... so .un.................... LAURIE PELLEGRINO Comm# DD=2804 E)Om 7/18/2007 b OfR BwxW u((00i4 32 rt2 F riwu.0 u u uuumumms....u.ou....9 Contractor/Agent is _X— Personally Known to Me or Produced ID Initial & Date) Utilities: Initial & Date) (Initial & Date) Special Conditions: f iTV "IW QANPnIDT PFRMiT.' APPPiCATT ivV Permit #: Job Address: Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building Electrical X Mechanical _Plumbing _ Fire'Sprinkler/Alarm Pool Electrical: New, Service — # of AMPS 1—'70 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair— Residential or Commercial Occupancy Type` Residential -X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: Attach Proof of Ownership & Legal Description) Owners Name& Address: Maronda Homers, Inc of Florida 1101 N. Keller Road Suite F Orlando FL 32510 Phone: 407-475-9112 Contractor Name & Address: Ai ronolg domes, :Ac. o41 Flar ek _State License Number: G oOn/bG3 . Phone & Fax: (407) 475-9112 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 #hat 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 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signature of Owner/Agent Date Russell Keith Summers Print Owner/Agent's Name aXAAU' 4U-Ao- 1 61vq Signature of Notary -State o1florida Date aBN.N................ 0...NNN. N.......4 LAURIE PELLEGRINO coet# Dooz3zs04mE> irea 7/18R007 Bonded thru (8004324254 a "° Florida Notary Assn,Inc 5....................... NN......NNNN Owner/ Agent is _X_ Personally Known to Me or Produced ID Dy Sf atur Contra ctor/A rgent Date D4A, e b.PvctIIi'.Si Print Contractor/ Agent's Nye AI&O— J111(24 Signature of Notary -State Florida Date a ............................................ i LAURIE PELLEGRINO i`own} i D00232W4 E7/16r2w Bo ryn ddeJJd__ tlnYiO)432-41M: a III11 ConIra8RrPgtW19...'R••" PLr13.8 Flo lde Note Aean.l Inc R°i7til t to Me or Produced ID APPLICATION APPROVED BY: Bldg: F3 I L" Zoning: Utilities:. Initial & Date) (Initial & Date) Special Conditions: Initial & Date) (Initial & Date) CITY OF SANFORD PERMIT APPLICATION Permit #: 0 Date: January 30, 2004 Job Address: 118 WHEATFIELD Urbe, LOT 61 CELERY LAKES Description of Work: Sin IgeFamilyResidence Historic District: Zoning: Value of Work: $83,188.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy 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: 2,288 Construction Type: VI # of Stories: I # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-0610 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1101 N. Keller Road,Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce FEB-2 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 installati icat I c Y nb work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all law r g lat g nstt u t oinin jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOL • , A S'BOII ERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing informaion 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. 1 /30/04 Signature f O r/Agent Date Russell Keith Summers Print Owner/Agent's Name 30/04_ Signature of Notary -State of 41a Date y............................................ s LAURIE PELLEGRIN,0 Y?4,' Comm# DD0232E04 Expires 7/16/2007 y ofw r' Bonded mru (wo)432-42s4- Florida Notary Assn.:Inc . Owner/Agent is _X_ Personally Known to Me or Produced ID 1 / 3 0 / 0 4 Signature of or/Agent Date Russell Keith Summers Print Contractor/Agent's Name 1 /30/04 Signature of Notary -State lorida Date., LAURIE FELLEGRI5IC) i//r P Comm# DD0232". s$ S,z Expirss7/16/2007 Bonded tluu (600)432-4254:. Florida Notary Assn., Inc N........... Ntt Contractor/Agent is _X Personally Known to Me or Produced ID 22 f14'0 f APPLICATIONAPPROVEDBY: Bldg: J d- Zoning: Utilities: initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: 1V aronda Homes A N EA SIL Y OBSER VA BLE BETTER VALUE! 1101 NORTH KELLER ROAD, SUITE F • ORLANDo, FLoRiDA 32810 407-475-9112 • FAx: 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA VOLUSIA COUNTY p 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 61, 118 WHEATFIELGUYil) at CELERY LAKES. RUSSELL KEIT :t ' MERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 30TH day of JAN.UARY, 2004 by RUSSELL KEITH SUMMERS who is personally known to me. NOTARY PUBLIC LAURIE PELLEGRINO Mr Pu ComffW DD0232804 Expires 7/16=7 Bonded 8uu (800)432.4254: y......::......... Florida Notary Assn.. Inc' u....=j i o W 0 U. U. 0 rZiCeOi= teU-11l0,04 Y J =.= Y. UZZZZ40g 0 0 a v a v 1 Idifi 1111411 Hat It UVI It Uw it uai ie i„ Z:_ u: ;, ;•u-2 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 05199 PG 1642 CLERK'S ## 2004023775 RECORDED 02/17/2004 12t59:13 PM REi' 1RDING FEES 6.00 RELIADED BY S O'Kelley STATE OF FLORIDA NARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 05187 PG OEt35 CLERK'S # 2004017315 RECORDED 00/04/2004 01:45:35 PN RECORDING FEES 6.00 RECORDED BY L Woodley TAX FOLIO NO. 25-133-6949 PERMIT NO. 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 PROP, EfVY (Legal Description and Street Address) Lot 61 118 WHEATFIELD MP: Subdivision: CELERY LAKES General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F, Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F, Orlando, FL 32810 Name and address) CERTIFIED UPVSURETY (Bonding Company) V ARYANNE MOROSE Name and Address NIA -QLERH OF CIRCUIT (-OURI Amount of Bond LENDER Name and address Bank of 102. Wi 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 different date is specified.) RUSSELL REITA SUM101EIRS Maronda Homes, Inc. of Florida Vice President - Construction M Sworn to and subscribed before me this 30TH day of JANUARY, 2004. " y ib s iskiF ! j rs iYS,k,I 1 Lau -AtU, 10Lr Notary P `, t) YEublic " 0u.7io p nN nruLAonnuo.n..m.uu.uuu. ` ,.. URIE PELLEGRINO orP"a Comm# DD0232804 r` , 3 E 7J1812007 s Bonded thru (800)/324254e r uwi.. Florida Notary Assn., Inc u.w n •u uun uu n.uu wun.i . CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 61 Subdivision: CELERY LAKES Property Address: 118 WHEATFIELbbyelt x 1. Two (2) recent boundary and; building location_ surveys showing setbacks from all structures to property lines for permit for structures (not fences)._.. x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. Fx- b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. 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. x h. Square footage table showing footages: Garages/Carports 377 S.F. Porch (s)/ Entry(s) 36 S.F. Patio(s) S.F. Conditioned structure 1,8%.5 S.F. Total (Gross Area) 2,288S.F. FE 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). FRI 4.. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. 0 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Friday, January 30, 2004 SIGNATURE: By d& yo Authorized Agent) 0 m m PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 61, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. I I 7 609III N 89'38'17" E 100.00' 5' DRAINAGE ESM'T O 33.89' CO j 10.00' W o PROPOSED 78 61 ARLINGTON Y a o 4 BEDROOM o PROP. FF=22i.Wo Ln O O 58.00' 5.00' 5' DRAINAGE ESM'T N 89'38'17" E 100.00' 77 62 SCALE: 1 "=30' y t4D 5.00' --- S F ORiE 3T i iS 174,7 23. g7 133, I WHEATFIELD CIRCLE SURVEY NOTES: 1,) The street address of the above -described propeity is 118 EVHEATFIELD CIRCLE. 2) The above -described property lies in a Flood Zone X per FIRM 12117CO065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: C i, CERTIFIED CORRECT TO: K TNER SURVEYING„ INC. R. BLAIP-XITNER = P.L.-S. NO. 3382 Post Office 3bx 823`,fSanFord, Fl. 32772-0823 47) 322-2000 PROJECT NO: 04.115 SURVEY DATE: i PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 61, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 7 9 i 60 N 89'38'17" E 100.00' 5' DRAINAGE ESM'T O 33.89' O tj 10.00' 4 61 o PROPOSED ARLINGTON 'K' 7 a 0 4 BEDROOM o PROP. F F = 22 . (o O O 58.00, O 5.00' 5' DRAINAGE ESM'T N 89'38'17" E 100.00' 77 62 SCALE: 1 "=30' Dy cov A ice/ j 3 f % i S 4 23 33, 9r ii1 i ( WHEATFIELD CIRCLE SUR)/EY NOTES: 1) The street address of the above -described property is 118 WHEATFIELD CIRCLE. 2) The above -described property lies in a Flood Zone X per FIRM 12117CO065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. j r/ REVISIONS: ' /// CERTIFIED CORRECT TO: KFfNFR"SURVEYING-, INC. R. BLAIR-,I<iTNFR:-,.,,P.L.c. NO. 3382 Post Office 136 23; Sanford, Fl. 32772-0823 o ( 407)-322,2000 m PROJECT N0: 04 _ it S; SURVEY DATE: Master Fife #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist Sufficiency Review Manufacturer Name: Nora ndex/ReynoIds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407)667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Governmental Product Approval: Agency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialantic, City of Indian .Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS3/26/02 Maitland, City of Malabar, City of Melbourne Beach, City of Scan Date 4-4-02 A enc Initials/Date Melbourne, City of Mt. Dora, City of Orange, County of ACP 3/1'5/02 Port Orange, City of Rockledge, City of Satellite Beach,, City of Seminole, County of Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of LP 3/26/02 P Aripw M O# S3J1fG-`5R' 1/ Created on 02/04/02 Page 1 of 2 i NORANDEX PAGE 29 CAULK TOP OF MULL 10 X 3/4" TEK SCREW - WINDOW JAM 5/8 1" ls3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-39) WINDOW 5/8 JAMB 10 x 3/4" TEX SCREW CAULK BOTTOM 0 F MULL PRECASTED SILL SEE CHART FOR FASTENERS WINDOW HEAD FLA-45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY lx3 MULLION (XFLA-26-1) 1x4 MULLION (XFLA-39) WINDOW SILL 3 Je"MIN. 3/4"MAX SEE CHART FOR FASTENERS• RAWACTURER NAME: MASTER EHE # ..... NOTES: 1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 T6, OR8063T5. CFIARLES A ' p!, N 2) WHEN THERE IS ONE TAPCON (1/40" X 1-1/2') F.E. ON EACH ANGLE LEGPLACED ON , THE TAPCON SHALL BE FL. DATSE3/21/ 20121 3) CONCRETE COMPRESSIVE STRENGTH - 3,000 PSI AT 28DAYS. 1. L — . e NORAMEX PAGE 30 NOTES: 1) ALL AL OR 60E 2) WHEN ON EA( PLACES 3). CONCM AT28, CRARMS . FL REG. DATE CENTJlW MANLWA MASTER DW SILL SH HEAD D W SILL 3H HEAD ti W A okah w E i co 0 F b i NORANDEX PAGE .24 I1 A UR N-AJa, e RF • rmly _-_. I 4 s s a 3%1610 x 2-3/4" TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACrNG- 2) #10 x 1-3/4" FH-SMS INTO .2 x BUCIC SEE ELEVATION FOR ANCHOR SPACING. II Ill BUCKIYHTII 131/2- MIN. EM EDBMENTYIII SEE ELEVATION FOR ANCHOR SPACMG. wooD sucK a HEADER AND SILL SE TYP. I BY BUCK STEM REMP. ALL " PANELS 60.0D.P... OPTIONAL Z BY WOOD BUCK G BO" fi 1 7.975" I4I { g 46 24 9 BB.6" 48 48 18 g 152.760' 67.6 fi7.5 2{ g ULS76" 8D" 67.6 57.5 Ig g 76.5 (8) 67.6 g7.5 18 8 128" 60" 69.7 68.7 7 20 g 85.625 (2.5) 66.8 eg.8 10 g EOY _ 46 {fi 80 to 147.875" Ba 45 454) 2410 BB.S" 46 45 !8 10 162. 660" {gg 4g_g 24 10 111.976` 98" 6S5 fi9.fi IB 10 5" ( 3) 53.4 65.4 18 I10 IE8' BB" b4.6 04.6 20 10 83.825 (2.6) 64.6 50.6 10 !0 NMI IN PAREN1g6Iq 111DICA7E3 PANEL 91ZE B{ pggT- SIZE WIDTH M7 3 4" TEMPERED GLASS ( iLASSDOOR SLIDING GLASS DOOR W: . E CHART No. OF No. OF G'OMPARATRE ANALYSIS CHART No. OP No: OF O I GN IDAD ANCHORS AN,; 6 tiC11.1'-pSF 1RNDOW DESIGN LOAD ANCHO125 ANCHORS (a A iONMENSTONSCAPACITY-pSF f46SGA HEAD k 1'RA11S INCHEWIDTH HFIGRTPOS1719E NEGA LEAD k H1., S[L6 IAMB DNCliFS) INCHES " 80 201" - 86.7 89.4 3O g ] A 147.375' 68.7 00.4 24 8 Q) JJ i 152.750" - 88.7 77.4 24 B 111.875' 80 88.7 83.6 IS g [y r, 128" 80" 68.7. 83.825 (2.6) 86.7 79.3 10 O (> zoG.: eo 60 90 10 Crj co147.876" 96 `o80eoR4i0 `•'J i3152.750' •85.9 86.3 24 1D Q) 111:976' 88.7 71.3 18 to 75.6" ( 3) 9) 66:7 73B IB 10 4 12g 88' eS.B 84B 20 10 O BS.8P6 (2. b) 88.7 86-2 2) 3/16"0 x 2-3/4" y k u TAPCON OR MIAMI W STEEL REM. DADS APPROVED CONC. p 1) 24 4 ALL 10' PANELS FASTENERS. SEE ELEVATION FOR 60.0 D.P. ANCHOR SPACING. Nyto z EsV F rO AS RE U7RED TYP. IOD SHIM gSHGWNj JAMB. SECTION x S -- t-- e Via' MUDD TRACK AS REQUDtED 1 BY 2) 3/16'0 x 2-1/4' TAPCON OR 2 BY BUCK r. MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. wo Nm wo y c I I o r h NOTES: I SHIM AS REQUIRED.. MAX SHIM STACK 'I/4% / 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T6• OR T6 WITH TYPICAL WALL THICKNESS OF • 0.62" . 3 USE HIGH QUALITY CAULK BEHIND' WINDOW FLANGE. e 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS ¢ pCHARTS. AND MAY VARY DEPENDING ON SIZE. b 5) THE RESPONSIBUI'LY FOR SELECTION OF NORANDEX D PRODUCTS TO MEET ANy AppUCABLE-LOCAL.LAWS. BUILDING CODES. ORDINANCES OR OTHER SAFETY CTION REQUIREMENTS REST SOLELY WITH THE ARCHITECT. BUILDING OWNER OR CONTRACTOR. 7) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI rv-IAT26DAYS. A X e ANF PANEL a 7 YtYtr-.- TM X X X_ X PANEL PANEL PANEL PANEL a r a j o itu o j 7• ?: i; .o 2BY2) Tlr!ca IIsymoN (4BY2) "picAL clavA=H 4 N O q L X X X_ X PANEL PANEL PANEL PANEL a r a j o itu o j 7• ?: i; .o 2BY2) Tlr!ca IIsymoN (4BY2) "picAL clavA=H 4 N O q L a r a j o itu oj 7• ?: i; .o 2BY2) Tlr!ca IIsymoN (4BY2) "picAL clavA=H 4 N O q L 2BY2) Tlr!ca IIsymoN (4BY2) "picAL clavA=H 4 N O q L NORANDEX I PAGE 23 I A . 4 o 2)_ #10 x 1-3/4" PH—SMS INTO 2 BY BUCK OR WITH s x 2-3/4' TAPCON THRU 1 BY BUCK, (SHOWN) WITH A i-1/4" MIN. EMBEDMENT INTO MASONRYSEEELEVATIONFORANCHORSPACING. 2) #10 x 1-3/4" FH—SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING, I ---1- d. H fLOPTIONAL 2 BY WOOD BUCK 2) #10 x 1 3/4" PH—SMS INTO 2 BY BUCK WITH 1-1/2' MIN_ EMBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. f r-2 x Wnnn mrru 3/16" TEMPERED GLASS; o 1PANEL .SIZE INCHES DESIGN LOADCAPACITY- PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB q WIDTH/ HEIGHT EXTERNAL INTERNAL XX XXX XXXX cri W W q . o ALLx 59%" 53.3 55.8 10 16 18 6 361/ i6 $ 591/Qb z " 49.8 49.8 12. 18 22 o 630. 7911/2 16 20 W A. 83679/ 2 45 45 ph12 I 8 SERIES 500 ALUMI}ilW SLIDING GLASS DOOR. ALL OPERABLE PANELS FASTENER CHARTIOCENTRAL TAPCON OR ML4MI M4NMAGTUREI{ N A , = 1 x WOOD BUCK t Fd DADE APPROVED CONC. FASTENERS. • y i r4 ° b WIDE W) SEE ELEVATION FOR ANCHOR SPACING. i':,t W p. N ti w:j Eliy rS REQUIREDTYP. HORIZONTAL SECTION iHIM zSHORN 1/ 4' SHD1-- II -- DD TRACKA5 REQUIRED1 BY 2 BY BUCK M c` z o a 2) 3/1870 x 2-1/4" TAPCON OR MLAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING, +/• mn .m®c ' sco •mre I NOTES: 1 SHIM AS' REQUIRED: MAX SHIM STACK 1/4'. T ' C/ q q 21 ALL ALUMINUM EXTRU // SIONS ARE ALLAY 6063—T5 OR T6 WITH TYPICAL WALL THICKNESS OF . 0.62" 3) USE HIGH :QUALITY CAULK BEHIND WINDOW FLANGE: 4) GLASSTHICKNESSBASEDONTABLEE1300 .:GLASS CHARTS; AND'`MAY VARY DEPENDING ON.SIZF, .. 6) THE RESPONSIBILITY FOR SELECTION -OF 'NOIRANDTaX. PRODUCTS TO" MEET ANY APPI:ICA$LE IO.CA , tAWS, BUILDING CODES. ORDINANCES OR OTHER 'SAFETY REQUIREMENTS RESTSOLELYWITHTHE.ARCHITECT, BUILDING OWNER OR CONTRACTOR: B) CONCRETE COMPRESSIVE STRENGTH — 3,OD0 PSI AT 28DAYS. X PANEL X PANEL X PANEL X PANEL od I 2BY2)TYM nsauaer (4BY2) TycAL munox F 4 r- - NORANDEX PAGE 22 r W/1 U1/21 MIN EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 10 X 1-3/4" P.H. S:M.S: MIN. EMBEDMENT NOTES; SEE ESEEELEVATION FOR ANCHOR SPACING. 1) :SHIM AS REQUIRED, MAIL SHIM STACK 1/4". 2) ALL. ALUMINUM,.:;EXTRUSIONS ARE ALTAY 6063—T5 Q* AUT.Y OFL3UEMGHCAIU ; EHIND WINDOW LNGE. 43GLASS. THICI{NE'SS-:BASED ON TABLE E1300 GLASS novels CHARTS, AND.'MAY VARY DEPENDING ON SIZE. 5) THE ;RESPOkStILITY TOR SELECTION OF NORANDEX 2 PRODUCTS TO'::-UEET -ANY APPLICABLE LOCAL LAWS. B1IIliDING..COt1E$,=012DINANLrES .OR OTHER SAFETY REQUIR'gMENTSI21 ST. SOLEEY WITH THE ARCHITECT. a HiflIllillG . OWNER Oft"CONTRACTOR. 6) NOTE •INDICATES .THAT E UAL.FASTENERS AT HEAD' AND :SHle.A99'.REQU 0 E+ ED. Q ALT. FIN ATTACHMENT UNDER SHEATHING U IO X 1-,9/4` P.H. S.M.S. CENTRAL FL®RMA B;.0i A_F. W/1-1/2` MIN. EMBEDMENT SEE.. ELEVATION. FOR ACTil NAM. ANCHOR SPACG. TMASTER FILE # 3 HEADER AND SILL SECTION W/1- /21 MIN. EMBEDMENT EMEDMENTWOOD FRAMESEE- ELEVATION FOR ANCHORSPACINGSHIM MAX TOP AND BOTTOM) CHARLES!. A; FL REG:.' ENG:. 49121 DATE:.• 3/7/0? WINDOW IMENSIONS WINDOW FASTENER. SCHEDULE w PH HEIGHT NO. ANCHORS NOTE NO. JAMB ANCHORS iES INCITES) SEE 35 45 6 60 35 45 60 q PSFPSFPSFPSFPSFPSF1.. 8" 2 2 2* 2 2 2 2 2 2 3 2» 3 2 Tr p 2 q CbV 18. 2 2 2» 2 3 3 2• 2 3 3 2137-1/4" 2 2 2 8` 3 3 3 4• 3 3 2" 49-5/8. 2 2 2 2 2 3 20 2» 3 3 3 r [, 3 3 3 3 g 3• q+ 3 g 3 3. 3 3 2" 62" 2 2 2 2» 2• 3 4 4 4 4 ro 1+ 1 3 3• 8. 6- 3/4` 2 2 2 2 2 3 2• 2• 3 3 3 4 4 5 fi 3 3 3• 4• 4 4 5 5 ryq c .$ `• s- za• o.a. JUAY 0' ETAIL- A f DETAH- C a ° DETAILf-B Ir Y NORANDEX PAGE 10 I II n ,_ i" W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. IIIII _o Il d 1 I LA-40 415/416 10 X 1-3/4" P-H. S.M.S. 17/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING wl+ .L ICA MA UFACTmwa NAME,: Fmx # ALT. FIN ATTACHMENT # 10 X 1-3/4" P.H. S.M.s. W/1-1/2" MIN. EMBEDMENT UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. i(-"1 00 . U -- L ' CALL SIZE WIDTH C34 TYP. JAMB SECTION v © WOOD FRAME I SHIM (B TH AMBS) WINDOW DIMENSIONS FASTENER SCHEDULE NO. AN HORS NO. ANCHORS WIDTH HEIGHT HEAD/SILL JAMB INCHES) INCHES) 6SEENOTE45 PSF 35 PSF PSF PSFL8222 2" 25" 2 2 fP0§ FPSF 2362222 52-1 8" 2 2 2 + 2 3 3 25_k2" 37-1/4" 2_ 2 2 2- 2 3 32 3 9 52— 8" 3 3 + 3 3 . 2 2 + 3 3 9 5—!, " 49-5/8 2 2 2+ 3 3 3 36" _ 2 2 3• 3 3 3 52-1 8" 9 3 3 3• 3 3 3 2 • 3 3 4 62" 2 2 2 2_+ 3 4 366" 3 4 52-1 8" 3 3i 3 4 2 2- 4 4 5 25—!I 78-3/4" 2 2 2 4 5 36" _ 3 3 q 5 52-1 8" 3 3 4 5 2.437 NOTES: 1 SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063—T5750TYP OR T6. WITH TYPICAL .WALL, THICKNESS OF 0.62" 10 X 1-3/4" P:IL S.M S. 3) USE HIGH :QUALITY .CAULK :BEHIND WINDOW FLANGE. W/1-1/2" MIN. EMBEDMENT 4 GLASS THICKNE,SSBASED ON TABLE E1300 GLASS O SEE. ELEVATION FOR CHARTS, AND MAY VARY DEPENDING ON SIZE. B a ANCHOR SPACING. 5} THE RESPONSIBILITY FOR. SELECTION OF. NORANDEX ' PRODUCTS' To MEET ANY APPLICABLE LOCAL,LAWS, BLIILDING: CODES;'ORDINANCES OR OTHER SAFETY HEADER AND SILL SECTION REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUH DING -OWftR OR CONTRACTOR CHARLES A. PA IP•E_. -6) NOTE + INDICATESTHAT 'EQUAL FASTENERS AT WOOD . FRAME FL. REG. ENG. $ .,4912L HEAD AND SILL ARE REQUIRED. DATE: 3/27/©Z IdSZ UNIT 1iD18 yyy b W 4 TYP. 1T HEAD e_ MAXu° ax7 ETAIL—A DETAIL-- C py. SASH/ DETAIL= 13 I WORANDEX i PAGE 21 u3/ 16" TAPCON WITH A- nl 1-1/4" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. 7 SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAIL SHIM STACK 1/4". ANCHOR SPACING 2) ALL ALUMINUM EXT Q d d d 14 A a ,•. a , R Mm 19) RUSIONS ARE ALLAY 6063-T5ORWITHTYPICALWALLTHICKNESSOF3) d U ETHIGH QUALITY CAULK B HIND WINDOWOFLANGE a • - a ' • o 4 4) CLASS THICKNESS BASED ON TABLE E1300 GLASSCHARTS,- AND MAY VARY DEPENDING ON SIZE- 5) THE- RESPONSIBIL ry FOR 'SELECTLON OF NORANDEXPRODUCTSTOMEETANYAPPLICABLELOCAL1,AWS BUILDING CODES.10RDINANICES OR' OTHER SAFETYREQUIREMENTSRFSTSOLELYWITHTHEARCHITECT, BUfLDING OWNER OR .CONTRACTOR. 8) A PRESSURE TREATED WOODENBUCK:OR' MARBLE SILLSHALLBEADDEDUNDERTHEPRODUCTTOFULLYSUPPORT (UNIT THIS SUPPORT SHALL BE FIRMLYATTACHEDINTOMASONARYANDSUPPORTTHEPRODUCTOVERITSFULLLENGTH (SUPPLIED BYOTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- 3,000 PSI ALT. HEADER AT 28 DAYS. SECTION 6) NOTE ' IN ICATES THAT' EQUAL FASTENERS AT TYP. 2 BY BUCK ®IB.O.A.F.- 3/16' TAPCON MANUFACTURER NAM: W/1- 1/4- MIN. EMBEDMENT ._l1loR?4Ni 1 SEE ELEVATION FOR ANCHOR SPACING) RdASTM FEE # a a I CALL SIZE WIDTH c d d ' 1 BY BUCK O 2 BY BUCK 1/4- SHIM TYP. JAMB SECTION MAX (BOTH JAMBS) - 1 BY / 2 BY BUCK D Q D SEE NOTE B HEADER AND SILL SECTION TYP, 1 13 Y BUCK CHARLES 'A ': P N, P..E. FL REG. ENG. # ,49121 DATE: 12/ lfi/O' 10 F. H. S.M.S. W/1- 1/2- MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS FASTENER SCHEDULE N0. ANCHORS NO. ANCHORS WIDTH HEIGHT SEE NOTE 8 JAMB INCHES) ( INCHES) 35 45-60 35 45-60 PSF PSF) PSF) (PSF 2 Zs 2 2 26- L i /2- 26" 2 37` Z 3• 2 2 53-1 8` 3 3• 2 2 37" 2 3.— 2 3 19-1B" 2 2» 3— 3 26-1/ 2` 50-5/8" 2 3 2" 3• 3 3 53-1 B' 3 4' 3 3 2 2+ 3 4 26-1/ 2- 63" 2 2+ 3 4 37` 2 3*-- S 4 53-1 8- 3 4-;-- 3 4 19-1/ 8" 2 20 3 4 28-1 2" 76-3/4- 2 2' 37" _ 2 53-1 B" 2 4 3 4 l U u 1..DiH w.- 8 AIL - A IFF O DETAIL-C DETAn-B OF k N g h i q q'ati" hbW W. ' 00 NORANDEX PAGE 9 3/18" TAPCON WITH A OMIN- 1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACDJG.— I 750 TYP NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/42) ALL ALUMINUM EXTRUSIONSOR6WITHWALL ARE ALLOY 6063—T5 3) USETHIGH Q ALITYCCAULK BEHIND WINDOWFTHICKNESS OF 06 4 LANGE. GLASS THICKNESS BASED ON. TABLE E1300 GLASSCHARTS, AND MAY VARY DEPENDING ON SIZE. 5) THL RESPONSIMUTY.FOR SELECTION OF NORANDEXPRODUCTSTOMEETANYAPPLICABLELOCALLAWSTY, BUILDING CODES, ORDINANCES OR OTHER SAFEREQUIREMENTSRESTSOLELYWITHTHEARCHITECT, BUILDINGOWNERORCONTRACTOR6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILLSHALLBEADDEDUNDERTHEPRODUCTTOFULLYSUPPORTUNIT. THIS SUPPORT SHALL BE FIRMLYATTACHEDINTOMASONARYANDSUPPORTTHEPRODUCTOVERITSFULLLENGTH (SUPPLIED BYOTHERS). 7) CONCRETE COMPRESSIVE STRENGTH - 3,000 PSI ALT. AT z6 HEADER SECTION DAYs. TYP• 2 BY BUCK 1. 500 I_ 10 F.H. S.M.S. WITH A IIJ. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR Y i 1. 940 3/ 16" TAPCON W/ 1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. Q. I - a 1/ 4" SHIM — MAX. ( BOTH ti D D SEE NOTE 6 HEADER AND SILL SECTION T1' P: I BY BUCK CENTRAL FLORDA B. O.A.F. AC NAME, oMASTER F LE # ALL SIZE WIDTH ---- --- n 1 BY BUCK O 2 BY BUCK °r TYP. JAMB SECTION. I BY 2 .BY BUCK e- W-6t CHARLES A. PAG P. E. FL REG. ENG: '#' 49121 DATE: 3/21/02 10 F.H. S.M.S. W/ 1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. MAX MU Win U sus a E!" aC WAX A DETAIL-- C SASH OF DETAM— B I M I A M I-DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenidor Entry Systems 911 E. Jefer-son, P.O. Box 76 Pittsburgh ,KS 66762 hlfAh7i-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDINQ BUILDING CODE 'CO .-NIPLIANCE OFFICE MEDRo-DADH 1-I,AGLEIt IIUII.I)IN(; 140 WEST I`I.AGI.Lk S'1'10;J71', StJI'n It:II,; MIAMI, FIX)JUDA 33130-1563 305).+75-2901 VAX (3()5)375-290S t:ON•I•ILAC"I'OIi IAMIIINSING SFX.'I'IC)S 305) 375.2527 I ;l\ (305) 375•?555 c:o rlt,tcrolt r:Nl c)ru•F,Ir:•r I I•IsroN 305) 375.2966 FAX (305) 375-29OS r ItUUCC:1' C:f)N'rROI. DIVISION 305) 375.2902 (105) 372-613vYourapplicationforNoticeofAcceptance (NOA) of: Entergy 6-8 S-W/E Inswing 01),Ique Double w/sidelites Reside Itilll Insulated Steel Doar under Chapter 8 of the Code of Miami -Dade County governing the use of :%lternatc Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -DadeCountyBuildingCodeComplianceOffice.(13CCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. I3CCO reserves the right to revoke this approval; if it is determined by. BCCO that this product or material fails to meet the requirements of the South FloridaBuildingCode. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE 14'0.: 0.1-0314.24 .r EXPIRES: 04/02/2006 Raul xociriguez Chief Product Control Division THIS IS THE COVERSHEET. SEE ADDITIONAL 1'AGES FOR SPECIFIC AND GENERAL CONDITION'S BUILDING CODE S.-TRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: OG/05/2001 ffl_le_t_ i2z,; Francisco J. Quintana, R.A. Director h•Iiami-Dade: Count• 1311ildirig Code Co fill) I1:uice; Office 1s045000INpc200011tempiateslnodce acceptance cover pago.dot Internet m:Iil add ress:'I)ostnulsteru;buildin"cadColl lfilt.coen i !!nm(page: httliah nti.buifdirr;;codeOnli'rte cons Premdor Entry Systems ACCEPTANCE No.: . 01-0314 24 APPROVED JUN 0.5 2001 EXPIRES _ .41)ri1 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC COi4'DITIOi1S I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice o1'*Aceeptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miarni-Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 2 3, da not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Inswinb Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENV-I, Sheets l through 6 of b, titled "Prcmdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by nianufacturcr,- dated 7/29/97 -,vith revision C dated 01 /I 1 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance number'and-approval date by the Miami -Dade County.Product Control Division.. Thcse documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications of pair of doors and single door only; as sho«-n in approved drawings. Single door units shall int=lu.de all components described in the: active leaf of this ,approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. Unless. unit is installed in non-liabitable areas where the unit and the area arc dcsi,.,ncd to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance %\-ith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection sysicni. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. 6. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for build in;'pcnnit shall be accompanied by copies ofthc following: fi.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building O trial or. the South Florid' 3uilding Codc SFBC) in order to properly cvaluatc the installation o lis s stem. Manuel crcz, P.E. Product Con xamincr 2 Product ntrol Division Prcmdor Entry SN.stems ACCEPTANCE No.: 01-0314.24 APPROVED : JUN 0 5 20001 EXPIRES Anril02 72006 NOTICE OF ACCEPTANCE: STANDARD CONDITION'S 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the follo%ving•statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. . Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of tliis product and the product is not in compliance with the code clianges. b. The product is no longer the same product (identical) as the one originally approved. c. If the Acceptance holder has not complied with all the requirements of this acceptance, including the'corrcct.installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tlic materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this ,Acccptancc, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and grantcd by thisofficc. 5. Any of the following shall also be grounds,for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. Ifany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other. documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection aC the job site at all time. The engineer needs not-rescal the copies. B.- Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. END OF THIS ACCEPTT/" Manuel erez, P.1., Product Contro - . arnincr Produc Control Division 3 PREMDOR ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD INSWING) Lt• U21 rr IK DDAINIt``` i5 v[Qexvt AL ICIWA IG 7/Ib' PIN IAPCUK 11 1/2• him ENSEPHENI 77 1/4• MAX MAX 74' 37 !/4• MAX 1!• x !• ttwG StAK[S , i[C More i r1As rrua 4' MAX MAX Ant 1• MAX 3' MAX MAX rut 1s ac: Is ac , Is''o.G Is ac Is' D.c is Dc. Is O.C.is ac MAX MAlX• MAX MAX MAX . MAX M 6 MAX MAX Ial t7 1/2• MAX O.0 SpaCING IN EIp INSlIK ju FF// IB' O.C. I r Ifi etj IC . I 7 I /16' MA to, O.C.' OPTO € or MDRLOCK Ito S r' r Nv.f 1y IN EACH INIIffi .Molt a D.G17 22' X 64' 3 I/z. MAX OLDIT NAX 17D.C.IB• OL w17tlll' aC• Inatu LaaP oxa 0.tw AMU rOECt IwPCIAPrRIHCAOl6SILlNL'1) P i u1LI •r PPfµr[RNAI6 n 1/2' rYrI1MM [u[DrallHAX C. IS' aC. IS• C IS• OC. SS' OC IS' OC- R' OG IS' C MAX MAX HAX MAX MAX MAX FLAX 3• HAX MAX I,As MAX A''a LGr. JLdfll WE' • r L046 STAptCi SEC More ATTACH ASTRAGAL THROW BOLT OD At V LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x l 3/4' HOLES FLATHEAD SCREWS' NOTES, W000 BUCKS BY OTHERS. MUST BE ANCHORED 7 RB x 1 3/4 LONG PROPERL•Y,.,TO' TRANSFER',LOADS. TO THE .STRUCTURE. FLATHEAD SCREWS 2J THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS. Lx INSVING R.H. INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY rrPRatEDnsccA.rntG.vnr rn_ STRUCTURAL' WOOD DUCK. SOUTH C. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL ONE BY WOOD BUCK. M. ALL ANCHORING SCREWS TO BE 110 WITH AA •,-TNG CODE c,- n U 9 1(I BY PRODL'. CO.VTROLOrASION SUILOL•.- CODE CC!!PL1kXE OFFS IN UM 1 12 EMBEDMENT INTO WOOD SUBSTRATE ACCEPFAflr^ENO'1•U31 Y. L4 OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS. BE INSTALLED ONLY Af LDCAf(ON$ PRO(ECTED BY A' CANOPY ORINTOMASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LESS THAN 45 DEGREES. UNLESS UNIT IS INSTALLED INAPPROVED' SHUTTERS NON -HABITABLE AREAS "RE THE UNIT AND THE AREA ARE DESIGNED f05. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD 'ON SIDELITES AND DOOR. 0 DACE CDIMIT 7toolrlCArIORS nnm Jo6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE Lwfstx[IIro¢LlwcARL1e4 P RJAMBSANDSIDELITES. CI185BM ULCII roICI, S14 A Aoo mHLa Morn mHrlrwAnm.$). DOOR/SlDEL1TE HEADER, p00R/SIDELITE JAMBS, AND SIDEL(TE BASE IA 1T" ORNERS ARE COPED AND BUTT 'JOINED. IIRIfF1' Y.TS. B. DOORS SHALL BE PRE -PAINTED VITH A VATER-BASED EPDXY RUSTINHIBITIVEPRIMERPAINTWITHADRYFILMTHICKNESSOFD.B TO 1.2 MIL PREs114fFRUD1UR NMS 31-1029-EW-I4. FRAMES SMALL BE PRE -PAINTED WITH AN ACRYLIC LATEX WATER -BASED/ 511L :ra alalrz SHEET 1 OF 5VATER-REDUCIBLE WHITE PRIMER VITH A DRY FILM THICKNESS OF D.B TO 1.2 NIL. RE—m tliiiR, TGN-3`U RATINGS. ' MVATER WFILIRAt1ON EMENI IS NEEDED I VHERE VATER INFILIRATON REOUIREMENI IS NOT NEEDED Positivex posF 7r GLAZING DETAIL 112' GLASS BITE 11. — GLASS INTERIOR INSWING OTHER CONFIGURATIONS IN 1.. MAX MAX MAX 37 In* MAX Ili -, .. = • ,I, ` ,"' '> t3%//1,;:: I `+ 1 ;i[.'143k2"r'%(//,:,;.1' u. r A-ROVEDAS COMPLYING WN THE t aR IT MIDRICAIRM SOUTH FtJmu uIDS mq Slt mqD AD.[D. wIIBlDIND COOc [DDDi WrEADSscroAusRrDA" ,vjj AllmW6 ADS ,. A!QCO' BY NAPRODUCO: OLDIVISION (` I 6UrLOING COOE COflPLWTCE OFFICE InL tom J 31-1029-EV-I Acu".P:CENO01-031y. ey Al au SHEET 2 Uf 6 tnnl«lgt C 1/4' SHIM MAX r 3/4' 80 11/16' MAX INTERIOR 79 5/16" MAX. SECTION B-B- 2 BY WOOD BUCK I MAILRIALS LIST ITCH N0. DESCRIPTION PART NUMBER COMMENTS 1 2O WOOD HEAD JAMB V-14 11/4' X 4 9/16' MYL. TO BE PINE OR EQUIVAL(NT 17 3O COMPRESSION WEATHERSTRIPIV-25 ALUMINUM 1OCKSCREEN BRAND LQXSEAL 9650 (R N I 0 ASTRAGAL ALUMINUM V_ PRENBOR BRAND OR EQUIVALENT- 5/8-ALUMINUM ASTRAL IBUMPERTHRESHOLD - EW -15 PREHDUR BRAND OR EQUIVALENT - 1 1/4' x 4 9/16' 5 TOP CHANNEL EV708 PREMDOR BRAND - 1 11/16' - 20 GA STEEL 0 STEEL SKIN 26 91'011 ID34 D00) III wti If DTfT ! arm BTD'1 DIL1 IROLYURFTHANrrnAM1111217BASFFOAM - DENSITY 2.0 TO 2.5 ib5./Fi' 9) BOTTOM CHANNEL EV-07 PREMDOR BRAND - 1 11/16' - 20 GA STEEL 1p WOOD LOCK LOCK EW-09 4' X 9 1/2' NIL. TO BE PINE OR EOUIVALENI 11 STRIKE STILE EV-06 I5/16'.X.1 11/16' NIL.TO BE PINE OR EOUIVAL[NT 12. HINGE STILE LOCK PREP FILLER PLATE EV-05 15/16' X 1 11/16' NIL. TO BE PINE OR EOUIVALENT I 13 EV-10 PREMDOR BRAND - .050- THICK- HTL. TO BE POLYETHYLED2J15 4'x4- HINGE WOOD EV-16 HAGER BRAND. HINGE OR EQUIVALENT - .097 THICK (STE1 15 11A' HINJAMB X 3/4' F.H.W.S. 1 1/4' X 4 9/16' NIL.. TO BE PINE OR EQUIVALENT i 4) SCREVS PER HINGE INTO DOOR liii 16110BIDX2' FHW,S. vS THRDZf N HGE JAH MTp L fE JAH , R HAXIB" tiC. THEREAFTER ID) SCREVS THRO" STRIKE JAMB I9TD SI6£LIIE JAHD• • DBVH FROM ' X8' DC. THEREAFTER 6) SCREWS THROUGH EACH SIDELITE JAHB INTO SIDELITC 4• Dpvi! OP, HAX 15' OG THEREAFTER. FROM EXTERIOR 17 3/ 16• P(B'wam V)BIRIILM (/2 H K-NT REFER TO ELEVATION VIEW, FOR S Or SCREVS USED AND LOCATIONS ` 18110X3/4' .V. S. F. H.W.S. (2) SCREVS PER HINGE INTO JAMB LOCKSET 19 DB 2` F HW,S. (p) SCREWS AT EACH STRIKE PLATE 1 KVIKSET BRAND 2DO LOCK OR HARLOC BRAND 100 LUCK D10X13/4' F H W.S, (2) SCREVS PER HINGE INTO JAMB VOOD SIDELITE JAMB EW-19 l 1/4' X 4 9/16' MTL TO BE PINE IVALENT UREQU22' X'b4' SINGLE PANEL GLASS EV-20 T HP ED GLASS N PDLYPROPYLEN VZ FRA - pC-I 17 - (Opl SIDELITE TRIM (WOOD) . A T P R A EV- 21 5/16 x !/p' ?(TL. TO BE PINE OR EOUIVALEN ' VOODCASINGEV-22 1 R Sf RE MBY SIBEBJu 9r S GSM) - (TENS HOLDINGS U 1 ® WOAD SIDELITE HEAD JAMB EV-23 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT WOOD SIDELITE BASE EW-24 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT POLYPROPYLENELITEFRAMEDE-1643, ODL-2 HP Polypropylene by ODL 16 X 1 112'TAN .HEAD SCREWS 18 PER FRAME £ V A r SIDELITE STILES TD XCEEB I4' ) AFr R EV- 26 15/16' X 1 I1/I6' HTL TO BE PINE OR EQUIVALCNT PINNAIL /4- LM HAIL, 4• III TRUK EBD, HAT B- OL OERWTER, USED OH BIILLB)S AHD I ' DOW SILICONE 4995 1I911S: MISS 1191E11. FRAC OCC NiG PPI ADE COUNTY MODIFICATIONS vlval JD CTTRDSIB1UiIOdCSS6DIED, SIL COIL. as DDED PAGE' 5 (DOOR OPTIONS) 10-1-9D R NRCVISBLSAPPRovEoucouPLYu{c>,vlt»T)rE Bhl[ BY ; so1lTM tt I t E 102. BY gp [ _ _ - AW. R _ PREMDOR ENTRY SYSTEMS A' L, SCALF - BY n 31- 1029-EW-I PRODUNTRDLDIVISION911L ,EFTERS B BUILDING CODE COMPLIANCE OFFICE PI(IS 1, K166762 A SHEET 3 OF 6 ACCEPTANCE No. 1_p 3 f Y. Zy 2CVISf161 LCIUCR g e 1/4' SHIM MAX 3/4' 7 INTERIOR 79 3/16" MAX 80 11/16' IMAX BY WOOD BUCIC 17. 1 1/4' 26 64' 23 MAX DLO EXTERIOR PLEASE SEE "GLAZING DETAIL' DRAWING #'31-1029-EW-I SHEET 2 OF 6 1 3/4" 1 1/4' DOW SILICONE #S95 2 BY WOOD BUCK 4 9%16" SECTION C-Cl APPROVED AS CO&:plVIItG W7T11 T}{E SOUTH WA 8 OING CO eP 1 —1 n-)Q—C1.1—T OTHER DOOR -'CONFIGURAT IONS TwrY t °ICY aa Ir » 1..• uwY aw ]IY • w w eaw trwc r uw aw° U oi u i " a• p Iw ... a• .aa I 1 r awn fin p. aL i acrwo ec ni f1—yrr• I 1 w a , •, Js oc ' ar ec . i Ir-1lY wan 1 1 k VKWG n[ Ma• rua n - w 11, t• V rc. ° la 11LYKIRr ° b IIi11• b °r° > an if tR•wt 1 - c Vic _ - I 1 nxx uGa w wu .•V p• •(„IJf G Y _ 1, 1 1 I 1 . 1! I 1 w 1. I 1 1 r. w-.-I u w wWe c 1114J1L i w , °t p• a 1 cl,r e[ 1 t !• w t a• w 1 I--11 7,' j'}1I 'I^ 1 i w a• rt -- 7 {.- w.-1 L 1• Yi F-r s } a Vr a Vt a1 ;Y nc p .u,n w Mi• cm wutv.caw • 1 1 v I.vrerwc u a:r w n "Inalitco v lyvyrw w uru• — w Il,lt. ° oc .a vrcwn B ail •cwc i:.cw 1 1 I r- w w : ua 'wc' 1 p- n a w ryi a,aic p•.°'ul 1 uYi w .Y, 11u1L— „ y w •• fix X' ' n v n. .. LIiSIIS 111[SS MD. IPAC UIRMIM. Ilf US IdU[9. SId Ca4l. ldi APPRU, c0 AS COMPI_YUIG WTH THE fua SOUTH Fl(PR`l+t B4 G CODE o BYD.;Tc 'JI BY .fir PRE PROD U T . NT'nOL DP.9SIOt{ 911 E BUILMIG CODE C0MPLIAI;Cc OFF PIl1Sl ACC-EPTANCE N0. 0!!- D t4 a RUK LINIM MMLMJ 31-1029—EW—I'a 19112 SHEET 5 OF 6 REVISItP1 l[f i[R OTHER DOOR PANEL STYLES36 r MAX 79 BOB QBOBallout] noo MAX ti L® 4 oo 1111 t111 BLANK TOP 6-PANEL 4-PANEL 9-PANEL 10-PANEL l8-PANEL4-PANEL OTHER SIDELITE STYLES 36" MAX m .. gab d tt11 _ QQ all ba El 0 anFLUSH8-PANEL CROSSHUCK 12-PANEL 4-PANEL EYCBROW u/SCROLL EYEBROW - PANEL5-PANCL 5-PANCL V SCROLL YEDROW 79- pM / o p SL-10 SL-20 SL-30 SL-60 SL-50 SL-50B SL-69A SL-69B SL-69C SL-25 SL-55 SL-39D SL-40 SL-90A SL-90B I no g® QQ pq ' QQas ®Q . oo aQ Qa ®a o® P-1 PD 2 PO-3 PD-4 PO-5 Pp-6 PD-7 PD-8 PO-9 PD-10 PD-ll PD-l2 PD-13 PD-14 qj PD-35 9 PD-19 Cl PD-36 rffffl uB,,o 9 PD-20 PD-21 pop PD-37 PD-30 PD-22 I ppp PD-39 9 PO-23 ppp PD-40 oil r a . SL-90C SL-30D SL-30C SL-70 SL-00 QQ o d PD-15 PP-16 PD-17 rWr W F U (( JJ o. u O W PO-32. PD-33 PD-34 I FRunllU C LTV I K I J T I tMJ 31-1029-EV-I911L . TT[R4N PIITSBIR6-u97P ' IWFFT L FTC L RLVISMN L[ff[R i 33 c .. MIAMIDADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Pr-emclor Entry Systems 911 E. Jefersolt, P.O. Box 76 Pitfsburgli ,KS 66762 nIIANII-DADE COUNTY, FLORIDA NIETRO-DADE FLAGLER SUILD.ING BUILDING CODE CDNIPLIA,INCE OFFICE MIM. ZO-DAI)r FLAGLIUI I3UII.1)1NCi 140 wn *rrl.Aom,s-lizi:ICr, SUtI'li 1GU3 MIAMI, FLORIDA 33130-15G3 305).+75-2901 FAX (305) 375-290S C: U I'ILICfO12 I;IC:I ,SItiC: 5!?Cr][)\ 1US) 375.25371:LX(.1U5)375-'st` C: UN'I'KlC"I'UttlilF`C)I2C:IS\II{i1 C I)IZ'IS!O\ 1U5) 175-2')GG F.L\`(.1U5) Z75-9US i' RUUI M, (:()N.L IZ()I, I)It'Islos Your application for Notice of Acceptance (NOA) of; (3us)a7s-2,U2 FAX Enter• gy 6-8 S-NNI/E Outswing Opaque Single,v/sidelites Residential Insulated Steel Door under Chapter 8 of Elie Code of Miami -Dade. County governing tale use of Alternate Materials and Types of Construction, and completely described herein, has been recomniended for acceptance by the Miami -Dade CountyBuildingCodeComplianceOffice (BCCO) tinder the conditions specified herein. This NOA shall not be valid after the e.r'piration•date Stilted below, BCCO reserves the right to secure this productormaterialatanytimefromajobsiteormanufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO- fliay revoke, modify, or suspend the useofsuchproductormaterialimmediately. BCCO reseres the right to revoke this .approval, if it is determined by BCCO that this product or material- fails to meet the requirements of tite Soutlt Florida BuildingCode. The expense ofsuclt testing will be ilicurred by the manufacturer. % ,9 1CCEI' TANCE NO.: 01-0314.2( EXPIRES: 04/02/2006 Raul xo(7nguez ChicFProduct Control Division TI• IIS -IS TIME COVERSHEET SEE ADDITIONAL PAC, 'S FOR SPECIFICAiND GENERAL CONI) ITI0,1S BUILDING CODE & PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miartti-Dade County, Florida under the conditions set Forth above. APPROVED: 06/05/2001 Francisco J. Quintana., R.A. Director 1lianii- Dads: COuntV Ihildin' 17 Codc Compliancc OfTicc t\- 04S0001\pc2000%Pmplateslnolice acceptance cover page.dot Internet mail address: I)osant;lstcru buildin codcnnline.com Itnntena c: lulu://tttst.Uuildinecoticunlinc.corn Prenidor Entry Svsterzrs ACCEPTANCE No.: •01-0314.21 i APPROVED JUN Q 5 l Lvv EXPIRES AAri1 02, 2Q06 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. Itapprovesaresidentialinsulateddoor, as described in Section 2 of this Notice of Ac-ccptancc, designed to comply with the South Florida Building Code• (SFBC), 1994 Edition for Miami -DadeCounty, for the Iocations where the pressure requirements, as dctcrriiined by SFBC Chapter 23, donotexceedtheDesignPressureRatingvaluesindicatedintheapproveddrawings. 2. PRODUCT DESCRIPTION 2.1 The Series Enter 6-8 S-WIE OutsivinQg3' b Opaque Single Residential Insulated Steel Door ti•itlr iSideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets 1 through 6 of 6, titled "Premdor (Enteray Brand) Wood Edge Single Door with Sidelites in a Wood- Frames v.-IthBumperThreshold (Outswin-),'prepared by manufacturer, datcd 7/29/97 with revision C dated01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice ofAcceptance. number and approval date by the Miami -Dade County Product Control Division. Thesedocumentsshallhereinafterbereferredtoastheapproveddrawings. 3. LIMITATIONS 3.1 This approval applies to single unit applications ofsing)c door only, as shown in approveddrawings. 4. INSTALLATION 4.1 The .residcmial -insulated steel door and its components shall be installed in strict compliance withtheapproveddrawings. . 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systcm. 4.2.2 Sidelite: the installation of this unit will require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state andfollowingstatement: "Miami -Dade County Product Control Approved 6. BUILDING PERNUT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copics of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copics ofthc approved drawings, as identified in Scctiott 2 of this Notice of Acceptance, clearly marked. to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building Code SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con 'rol •xamincr Product ontrol Division Preri dor Entry Systems ACCEPTANCE No.: 4:21 4 APPROVED .JUN 0 5 EXPIRES April02 2006 NOTICE OF ACCEPTANCE: STANDARD COi'DITIONS I. RencwaI of athis.Acce tancc iP (approval) shall be considered after a renewal application has been filedandtheoriginalsubmitteddocumentation,'including test supporting data, engineering documents, are no older than eight (8) years. Any and all approved products shall be permanently Iabeled with the manufacturer's name, city; state, and the following statement: "Miami -Dade County Product Control Approved",'or asspecificallystatedinthespecificconditionsofthisAcceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida'Building Code affecting the evaIuaiion of thisproductandtheproductisnotincompliancewiththecodechanges. E b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied ",ith all the requircmerits of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initiallysubmitted, is. no longer practicing the engineering profession. 4. Any revision or change in the matcr[aIs, usc, and/or manufacture of the product rpo process shallautomaticallybecauseforterminationofthisAcceptance, unless prior written approval has been requested {through the filing ofa revision application with appropriate fee) and granted by thisoffice. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or anyotherpurposes. fi. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvertisingIitcraturc. If any portion of theNoticcofAcceptanceisdisplayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, whcre it applies, shall be provided to the user by the manufacturer or its distributors and shall be available forinspectionatthejobsiteatalltime. The cnginecr needs not rescal'.thc copies.. S. Failure to comply with any section of this ,Acceptance shall be cause for teriiiination and removal ofAcceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page_ 3. END OF THIS ACCEPT NCE Manuel crez, f.E.., Product Cc tro Examiner Produc 'ntral Division 3' 1 I I I f rKLMUUK LN ! E_kU Y EHANb) WUUD EDGE SINGLE DOOR WITH• SIDELITES IN WOOD TRAME' WITH BUMPER ,THRESHOLD OUT.SWING) A Ti PER 6NSILtIm (6)DPERCIANOMCAp LIERNATE: 7/16' PFH TAPCONS DO' MAX. x/1 1/2' MINIMUM EHDEDHENI 4' MAX 4' MAX MAX 4' MAX—= — —4' MAX3' MAX 3' MA 4' MA C 3' MAX 14, 3' MAX MAX B: MAX 4' MAX 1/2' x Z' SCAPLES NOTE 5) BT/16'( 14• Hnx---` 15' MAX IIsL1Vt Ls• Mn' 130C. MAXMAX1S. MAX MAX 15' MAX r' TOP OF ODOR E1.0 3 yR' T fL OF LOCK @!HWGE; KVIXSET DEADDOLTMOCCL "D SERIES AR . OR HLOC DEA08OL1 r' MODEL 82D' 2264' 15- MAX MAX DLO O. C. QO 1 /16' n MAX KVtKSCT LOCKSET-/ 15' MAX MODEL 0L200 SERIES OR HARLDOO LOOKSET O.C. n n6' • r 1 15' MAX O. C. ti MAX••, 6' AX IHAx-" "MAX MAX MAX—' MAX i r 1s MAX 4' MAX 3' MAX 3' MAX MAX NOTES, 3' MAX' 3' MAX 1.) WOOD BUCKS BY OTHERS. MUST BE ANCHORED 4 ' MAX-'- MAX 4' FLAX b MAX. PROPERLY TO TRANSFER LOADS TO THE STRUCTURE 2,) THE PRECEDING DRAVINGS ARE INTENDED TO R B x f 3/4' F.H.W:S DUALIFY THE FOLLOViNGINSTALLAUCINS. 3) PER SIDE FROM A WOOD FRAME CONSTRUCTION WHERE DOOR SYSTCH IS ANCHORED TO A MINIMUM TWO BY V000 r (— J JAMB INTO THRESHC)LO TPENING. I 1. MASONRY OR CONCRETE CONSTRUCTION WHERE R.H. OUTSVING LIL DUrSVING lOOR SYSTEM IS ANCHORED TO A MiNIMUM TWO BY lTRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE N IOORSYSTEMiSANCHOREDDIRECTLYTOCONCRETEwNERC IRMASONRYVITHORV(THOUT A NON-STRUCTURAL INCWOODBUCK. vHRE YAICR IT6ILIRAf1ON D411AHfISNEEDEDiYATIR INfILiRhTllll ISTILRAIDEDBYALL ANCHORING SCREWS TO BE IID WiTH w ` VKRECVAIT APPROVED AS CIOM-LYING 4171 iI Inc INIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE R 3116' PFH x SOUTH Ft,I?,i: ADwLDIU000DE IUFj 7 TAPCONS'ViTH 1 1/2' MINIMUM EMBEDMENT 4T0 MASONRY. i URIIS SHALL BE IRSIALLED ONLY Ai LDCAf1ONS PROTECTED BY A CAIDITY' DR OAT- 1 OY - y UNITMUST1CINSTALLEDWITH 'MIAMI-BADE COUNiY OVERHANG SUCH THAT 111E ANGLE BCIVEEN INE EDGE Or. CANOPY OR OVCRfW;G PPROVED' SHUTTERS iD SILL IS LESS TWIN 45 MOZECS. UNLISS UNIT IS INSTALLED IN PaOOC YC ARDL 0PA9;71 THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES NON -HABITABLE AREAS VHERE THE UNIT AND TPL AREA ARE BCSIGaEVID SUILOINGCODE CO.MPLIANCECFTicE ND DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VATCR VILTRANOM. ACCEPTAUCENO. Of' 0-7 tT LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE 4MBS AND SIDELITES: w¢- cann,aovx:.rK.e DOOR/MI) LITE HEADER, DOOR/S1DELITE JAMBS, AND SiDELifE BASE lmisuuiT 4t K ¢c xG . .o r v iKn w la i o T IRNERS ARE COPED ANDBUTTJOINED. m=.VUDTtim1 I KIIU oe col isoe trwLcs I DOORS SHALL BE PRE -PAINTED. WITH A VATER-BASED EPDXY RUST r I. HiBIi1VE PRIMER PAiNT WITH A DRY FILM THICKNESS OF OJ3 TO 1.2 M1L. - V A • FRAMES SHALL BE PRE -PAINTED WiTH AN ACRYLIC LATEX VATER-BASED/ PREMDURNIRY_SYS M 31-102p-2 -(t, STER-REDUCIBLE WHITE PRIMER WITHADRYnLHTHICKNESSiF0.9 TO 12 NIL. NNI SHEET . f tVDa Uri GLAZING DETAIL ERVIN VILLIAHS USDA TERIUR_GRAVE LATEX CAULK EKTERlUR • INTERIOR 112' JLASS BITE 9 1/8' TEMPERED GLASS 31 O U T S W I N G OTHER CONFIGURATIONS 60 3!4• fib 7/4• MAX MAX 77 1/2• MAX Elk x APP907-tt) D Co!APIYlNG PATH THE C Ally egplelaim" SOUTH 4 LGI7 Cooe VITA 10I[ 9 ^DW-0-PAGE /001H OP)IMS) Wr 'S O nt06p16 OIfST IN su @[L iRi N4 QO "Mul 10 WE rX ua LpOtt" mrp mma BY Y PROOU T STAOlEmA5IW1 (/ R MD RY - Y " . - . eudowscooeeoelPuuceoFKnmcrost>a. 1-1020—EW-0 ACCEPTALMNO. 0 r- e 3 r v. L nl0 ¢: SHEET. 2 or 6 amlol¢ Im r 3/4' 5 6 80 11/16' MAx EXTERIOR 79 5/16' MAX 1 3/4' 8 _ SECTION B-B 17 --- - - PAKI NUM LR. COMMENTS - - - - WOOD HEAD JAMB EW-IZ 1 1/4' X 4 9/16' FITC. III BE PINE OR EQUIVALENT2OCOMPRESSIONWEATHERSTRIPfir_ q I 1/4 aO WOOD STRIKE JAMB LOCKSERVEN BRANDXS A 6 0 (R N) EV-10 1 1/4' X 4 9/16' MTL TO BE PINE DR EOUIVACENIOALUMINUM -BUMPER THRESHOLD EV-13 PREMDOR BRAND OR EOUIVALENi - 11/4' 14 9/IIOTOPCHANNELEN-05 PRE14DO BBRAND 1 6 STEEL SKIN 9a ] _ t - 20 GA STEEL EIR AX OW TIIrte RkSmti Itll RE= B ITYANFAMRBASFFOAM - DENSITY 2.0 TO 2.5 Ibs./Ft) J 8 BOTTOM CHANNEL EV-04 PREMDUR BRAND - WOOD LOCK. BLOCK III/)b' - 20 GQ STEELEV-OB 4' X 9.1/2' MTL ip BE PINE OR EDUIVALENTl0STRIKESTILEEV-07 15/16' X 1 11/16' MTL TO BE PINE OR CUM ALENTIIHINGESTILEEV-06 15116' X 1 11/16' MTL TD DE PINE OR EOUIVAICNI12LOCKPREPFILLERPLATEEV-09 PREMDOR BRAND - -050' TNICK- MTL. TO BEPOLYETHYLENE 14WOODHINGE EV-15 HAGER BRAND HINGE OR EQUIVALENT _ 14WOODHINGEJAMB _ LE d97 THICK (STEEL) 15 110 x 3/4' FJIVS. 11 1 1/4' X 4 9/16' MTL iO BE PIN[. OR EOUIVALEN( 4) SCREWS PER HiNGE INTO DOOR INTERIOR 16 °`° x 2 F.FLWS. 61 suR[VS i14Tglpt CACH SIDELITE J M6 INTO SiEELI1E.,• 11mtH FRITH 1 JAvsYlMIHIlS1Mi12wEA1ERl [R MAX 15' a1 T)ER[AFICR 6' PTH fAPtat6 Vl11BID(D I U5= Ri - REFER TO ELEVATION VIEV• FOR A Ir SCREVS USCp AHD lOCniIONS 1 SIDELITEWOODSTILEEV-07 15/16' X i 11/16' MrL TO BE PiK OR EQUIVALENT 19 A0x•2" FJiW.S: 1 0- SCREWSATEACH STRIKE PLATE LOCKSEL Q 010x 1 3/4' FFLVS. KWIKSET BRAND 200 L CK OR HARLOC BRAND.100 COCK S) SEREVS i1BREk1QtHIND[ JAt18 INTO SiDELItC JAHB, D' MAX I• aGTHEREAFtERPOYNfRmTDP VS MAX B' D.C. THRUM IKE JAMB INTO Sll&LitC JAMB, 4• DWH ftt(St 1 4) SCREVS IIURDUM [ AER HINGE IRiD MM ,mB f WOOD SIDELITEJAMB EV-10 I i/4-X 4 9/16' MTC. iD BE PINE OR EQUIVALENT 22' X 64' SINGLE PANEL GLASS EW-19 IE E GLAS In POLTPRppYL N FR E ALENT - SIDELITE TRIM (WOOD) A P - C-1643 - coDL- EV-20 5/ 16 x 1/2• MTL T BE . 1 000 CASING' 1!s• x r n1L„ 0 E Pr PINE DR EQUIVALENT EV-2l FWR "SIDE BT SIDE JAMBS A$l1SN - T ARE HDL IHGS USC ® u00D SIDELITE HEADJAMBEV-22 1 1/4' X 4 9/16' MTL TO BE PINE IR EQUIVALENT WOOD SIDELITE BASEEV-23 11/4' X 4 9/16' MTL TO BE PINE OR EQUIVALENT POLYPROPYLENE L1TE FRAMEC-1643, Dpl 2 HP Polypropylene by DDL 96 X I1/2' PAN HEAP SCREWS 18 PER FRAME r L%.' SPEED CM' bC t H art R PIN NAiL T!4 1@IG HAIL, P D1 TRUi CBB, mx B' 11c THCRNiCB• 16I1 Q4 Na1 6 AHB iRIH DOW SILICONE #995APPRtr1eJ.(S CaMpLyM YdAF iIM SOUTH Ft1Ia71i If ltl E BY r Paoo 4rnoLornsloN 911 OURD10.13 CODE CDI.IPL45NCE OFFICE - PH ACCEPTAIICEHO, 01-03/ V--i EN TRY SYSTEMS 31-1020—EW-0 i62 \ SHEET 3OF6YILEIILEiIIR 0 1/4" SHIM MAX 3/4" 5 ITERIOR 79 3116' MAX 80 11/16" I 64' MAX MAX DLO 1 3/4" r 2 BY WOOD BUCK - 4 9/16° SECTION C-C- u2j-EXTER.IOR PLEASE SEE "GLAZING DETAIL" DRAWING 431-1020-EW-0 SHEET 2 OF 6 27 1 1/4' DOW SILICO NE #995 tIH115: UtIIESS` N01[Q, (RAC 17 CXiRl1C1[YiiS 11t$ESS tmiEO, S14 CUM i0.T AP DY[ t( E,GTyoyC.4'!YING IYliH h1E SOUTH F.) f; f1 ' m NI f g . QR. Bi R. QAlPREMkiENTRY SYSTEMSrtoC-T =TROLDIVISION 911 L ]EFFMU DMOI lGCo^ECOMpLjANCEOFFICE PIIiSQik2G, KS. 66762 GCCOPT.e.HCE 140.21-0It V. - - KLYISI iS, llI 6f 3I-I020-EW-0 SHEET 4 OF 6. ftEViSIOft ICiT[R U ox a• MAx- 1=.r- ac IS• ",x 13. MAX ac nAxaL 17• acr- 6• nnx4' UuuI\ ulvl IUUi\H I lUJ>- nwx nAx 1 c 68 3J+• NAx nAx nwz j II T twX • naz r. nwz I T nwx Nwz wx t<• ! I Nws ..- I<• naxl II t x 1!o'cwx 1 nAx CO!w%11714G VATTH THE nwx LGtlET:IFLI)';T` "gtnu{, r nx W ewJVULIT nAx —' PRI PR00' T :lTROLDIAsiow 911 C. 6IAlULNG CODE C0,4 MHCE OFR E Pills, Ai CEPTA.YCEND.ot- p_ Z 6• x 31- 1020-EW—p SHEET 5 OF 6 RCYII" i Qfl[R u i r1L K .uuuK HANEL STYLES. 36" MAX 19 /16" as O00p ooa IM4 Duo GooBLANK TOP6-PANEL 4-PANEL 9-PANEL 10-PANEL all oun 4- PANEL 18-PANEL FLUSH 8-PANCROSSBUCK OTHER SIDELITE STYLES 30" I I M A X 79 1/ 16" SL-10 SL-20 SL-30 SL-60 SL-50 SC -SOB SL-59A SL-692 SL-69C SL-25 SL-55 PD-1 PD-2 PD-3 PD-4 PD-5 P0_6 PD-7 PO-8 - PO-9 PO-10 PO-11 1. 9 19. PD-18 Ap-19 PD-20 PO-21 PD-22 PO-23 PO-24 A Q OQ QL7 1313 PO-35 PD-36 PD-37 . PD-38 PO-39 PD-40 PO-41 PD-42 a a o d12- PANEL 4-PANEL EYEBROW a SL- 30D SL-40 a® PD- 12 SL-90A a PO- 13 111 iiG rflni . 1 111 I; i111 1/1 PD-27 i -I I I a o0 5-PANEL. 5-PANEL W/SCROLL EYEBROW W/SCROLL T -P 4Q pp 5-PANEL 5-PANEL IYEBROV C1 SL- 909 f SL- 90C SL-308 SL-30C SL-79 SL-OU LIQ o o PD-14 PD-15 PO-16 PO-17 o p ur PD- 31 PD-32 i PO-33 ' PD-34 h 91i % ir" T"cswli' ", • I, 1 u'w 31-1O2V W-o Parrs rsr6rrtSHEET6 OF 6 k[Ylso 11if @ R WAgne WINDL 0A D SPECIFICA TION 0 108 Balton APPROVED, SIZES: MODEL: WAYNEMARK 8000 & 8100 g'-O" MAX VADTH 'x 14-=0' MAX HEIGHT n CI MAXIMUM SECTION WIDTH 21" STYLE: TLL: RAISED PAN TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF 13 CA HORIZ ANGLE 1. CLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN HORIZ TRACK — THE TEST SPECIMEN MAY BE 054" DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS TOP OR 2) J/4-20x9/16"-. INTERMEDIATE: SECTION, .090 SSE3 TRACK BOLT & (2) CLASS WITH OPTIONAL INSERTS. Il4-20 HEX NUT 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 71 DRILL .281 OR 9/32 0 4. U-BAR TO HAVE A MINIMUM HOLE IN TRACK FOR YIELD OF 80 KSI JB-US BRACKET ATTACHMENT 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 1) JB-US BRACKET LOCATED-,,-\ AT EACH ROLLER LOCATION 6. OPTIONAL .080" (MIN) EXCEPT TOP BRACKET ROLLER P/N 125139). ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 5 /1.6 x I - 5 /8 8. THE DESIGN OF THE LAG SCREW AT EACH SUPPORTING STRUCTURAL JB-US ELEMENTS SHALL BE THE BRACKET RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FORnN , TTHEBUILDINGORSTIR-TiO...&RE AND 054." VERT TRACK N IN ACCORDANCE.:; I iT;Hirq,9RREN T BUILDING CODE!--FO'Aj LOADS LISTED ON_-THf!6-.D. A 1/4-20xg/16" TRACK 11 1. ::. BOLT & 1/4-20 HEX NUT AT EACH J8 - US CL Approved:' BRACKET wm w,lion. P.F- 3395 A06Som oR, PENSACOU FL42514z -1, j i . - r n,F.n FL0R10X`C RnFI&n0NfW0'- 00484w,- CEORGUkA T nrApom No--Oj851 F SD C07Y0AE1dnp T- IoAl rol-)F. 0 .* 7-*. nV PFV- P x MAX 44 PSF I 0 TRA CAI, END HINGE TOP BRA CKET RECUIREMEN TS 1 /4-20x9/16" TRA, BOLT & 1/4-20 H NUT THROUGH At TWO ALIGNING HOL' TOP BRACKET P/N 108077) 5) 1/•t—cun,u TEK SCREWS P/N 141668) 14 GA WIDE BODY 1 HINGE I 0 00 1 _ _ . o o i 0 4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) Z, m. 2) 1/ 4-20x5/8" TEK SCREWS m END HINGEScz m 00 r 320 GA op. U- BAR I I 9 WIDE BODY HINGE P/ N SEE BILL OF MAT'L) LH HAGE RH END HINGE NYLOP.- ROLLER PIN 270791) 1 4 8RAC CET \ 80TAH-2.70.;54 h I — ' LH- 2'10n.5) ITEK m 5CREWSP, ZN 100507, Approved: - oe• W. S. Wilson, P.I— i 3395ADDISONOR. PENSACOLA. FL 32514 . FLORIDA CERTIFICATION NO. 0048489- GEORGIA CERTIFICATION NO. 018519 1/2 (20 GA CENTER NORTH CAROLINA CERTIFICATION NO. 023836 Date: 3 - -- O 16 GA END STILES S1. TILES) oP TION CODE- 0108 REV..- P WM 9' x 14 ' MAX 44 PSF 2 OF 4 i U-BAR L OCA'TIONS 12'-6" THRU 14' HIGH DOORS NOTE: i w/ (7) 20 GA 80 KSI U—BARS ,\ MAXIMUM SECTION WIDTH IS 21" LOCATED As SHOWN 10'-9" THRU'I 12'-3" HIGH DOORS W/ (6) 201 GA 80 KSI U-BARS t>. LOCATED AS SHOWN D° b I 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U-BARS LOCATED AS SHOWN ° ID 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U-BARS ° LOCATED AS SHOWN D5 6' THRU 7' HIGH DOORS f W/ (3) 20 CA 80 KSI U-BARS LOCATED AS SHOWN s i 2) 1 /4-20x5/8" TEK SCREWS ATTACH AT EACH STILE i L • ' ` Ir •: Approved: - f, '`' 3395 A601SbA' OR', IP dS' 1 325,J eF ;, FLORIOA;CERTIFlCATION NO. 0048484 r0RTH'.4AROUNA CERTIFICATION ND 'E1138 G;:' Date: '.•"'`. q , c Zs i OPTION cooE .: r0V Z19,Y. REV, P WV 9' x 14' MA 44 OF 43 II . S CENTER STIL E & INTERMEDIA TE HINGE L OCA TIONS Approved: W I Wilson, P.E 3395 ADDISON OR., PENSACOLA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519IFICNORTHCAROUNACERTATIONNO. 023836 Date: OPT/ON COCODE0108 REV- P WM 9 ' x 14 ' MAX 44 PSF J4 OF 4 a o o Wind Load Test Report Report 9 0108P February t, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after,,enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne Dalton, 3395 Addison Drive, Pensacol FL. Product was installed with tools and hardware as normally done in the field and per specifrcatiTs outlined in the attached drawing. Two 518" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured atthegeometriccenteroftheproduct. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection wasrecordedat2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the•initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes l0 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximumdeflectionwasrecordedatL59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or l l%. 3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0.108 P TEST DATE_ January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two l6ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Aci wdrs:GAIS(Qi27). APPROVED.OPT30NStl Based on ofheiiestS { n; ic'K'le jt :Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: V.S.,fiison,;tS E': -:•.af 3395.AdiiisOi• Dcr.^, Pkrlsaco k _ a;:FL'Z Florida Cer:T1o..00 15,48;:;: Georgia CcR No Jt85•(• North Carolina Crr Nd. 02J 3 R ZANGE COUNTY WILDING _DN I.)ION 0j?,e/ m cc rq rn N 0 z it a agnc Dafton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OA D SPECIFI CA RON 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" POS. 27 PSF NEG. 29 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON. 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9" THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR'"THE LOADS LISTED ON ri - 13 GA HORIZ ANGLE 067" HORIZ TRACK 2) 1/4"-20x9/16" TRACK BOLT & (2) 1 /4"-20 HEX NUT 5/16"'xl-5/8" LAG SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1 /4"-20x9/16,• TRACK BOLT & . 1/4"-20 HEX NUT AT EACH J6-US 6RACKET 1) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK 1) JB—US BRACKET LOCATED- Approved:. AT EACH ROLLER LOCATION A PP - 11c EXCEPT TOP BRACKET ROLLER P/N 125139). In 'ADQI Op:~ PQfF9l ie 2514.s FjACIA cfMO rciz GfLRCw" fR11FlC.1T10N ' KQ:' 018514 ' , = i;'',, NOR Tri OUN.1 F t>11F1CATION NO. U23E2x Date' a 'Y oPr oN cod.%`:rt , RED P1 WM 15' x 14' MAX, +27 -29 PSF 1 OF._. 4 l:. A TRACK END HINGE TOP SRA CKE_ T REOUIRSVE-N TS G 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P /N 108077) 5) 1/4"-2Ox5/8 TEK SCREWS P/N 141668) J;' 1. , Ala r, L"ZALAARRON BODY HINGE f, 11 ( 4) 1/4--2Ox5/8- A& SELF —THREADING SCREWS 1 2) 1xC TEK SCREWS ALL END HINGES 7/16" PUSH NUT AT EACHS TROLLER (P/N 243341) LOCATED .25 MAX BETWEEN A-PUSHNUTS AND BRACKETS OR HINGES 4- LHO HINGE 2" NYLON ROLLER W1 4 1/2- STEM P/N) 108135 WIDE BODY HINGE (P/N SEE 7a BILL OF MAT'L) 20 CA U-BAR RH END HINGE 3) 1/4"-20x7/8" rCV Cf'0C'lAlC D' I Approved: V. ,-25 L 20 CA CENTER W.S. Mi son, P.E. STILES 3395 ADDISON DR.. PENSACOLA. FL 32514 FIDR;OA CERTYKATION. NO. ON8489 g BOTTOM BRACKET 16 CA END STILESGEORMCOMFr-AMN NO. 0111519 NORTH CkROUNA CERTIFICATION NO. 023836 (P/N RH-270354 Date: LH-270355) oPriON CODE 0110 REV.' F i WY 16 x 14' MAX, -f-27 -29 PSF 2 OF 4 U-BAR L OCA T/DNS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (16) 3 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS `' I LOCATED AS SHOWN t F *,- 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN s 2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE 1, rarrju r.z? Approved:,, 'r ` Ir I A y; j; a 3795. ,DDISON DfL PE}l ACOt, fG`32515_".. _ ii;.:==• N. GEORGIA, 01931 iNOKTilOU2QLJt,kCERi1 T1ONxNO: 023836IDate.- OV, O v y, r. a P y , s ao F Alf REV- P1 Wi+il 16 x 14 .MAX, f27 -29 PSF 3 OF 4 r CENTER STICE & INTERMEDIA.TE HINGE L 0CA TONS i i 10, Approved: ORANGE COUNTY BUILM DIV., w.S. Wilson, PZ 3395 ADOISON, OR., P£NSACO" FL 32514 FLORiDA CEnFrAnON NO. OOM489 CEORM CETMMkT10N NO. 018519 NORTH CAROUNA CEffTIFCATION NO. 023836 Date: ?-z8-0( opnoly coDE.- 0110 l REV.- P1 I wM 16' x 14' MAX, *27 —29 PSF 1 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact. and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; fL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 518" thick blocks were placed under the door at the edge, centered under the end stile$, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a.manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one. minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The mapmum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29:3 PSF or greater. The maximum. deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to'.I I or 3%. 3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp 71' F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottomastragal.and retainer. 4. 2" nylon rollerwith 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. S. ,067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per. bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIIvffLARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. d to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product ControlDoorsheightsareappr9y;e Division, Questiop•n ,a Answers;/,GA18(Q127). S0 . . APPROVEaO IOC '• Based ono er tes b Q uiOl {"Aluminum Louvers and Stvrene Window Frame Assembly per test number 020501, yName: - a Ft' J W.S. Wilsoh IPI c -2?8 -Ply - s ` 3395 Add-"ison.l3r„'Penncoa 4'5 f4 •' "' r') ' i , Florida Cert Ncle rs $ Georeia Cert No. 018j,; A 0z aa wage a#®n MODEL: S TYLE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0108 APPROVED SIZES: 9'-0" MAX WIDTH x 14'-0" MAX HEIGH MAXIMUM SECTION WIDTH 91" POS./NEG. 29.3 PSF SCC WAYNEMARK 8000 & 8100 RAISED PANEL NOTES 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENOS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A ,MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS` WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE ,BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING.000ES FOR THE LOADS LISTED ON THIS DRAWING. Approved: 5 W.S. Wilson, P.E 3195 ADOISON OR., PENSACOLA, FL 32514. FLORIOA CERTIFICATION NO. 0048+89 GEORGIA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: OPTION CODE 0108 1 REV- P 1 MASTER PLAN 13 GA HORI Z ANGLE 054" HORIZ TRACK. 2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32% HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 1) JB—US BRACKET LOCATED AT EACH ROU ER LOCATION EXCEPT TOP BRACKET ROLLER P/N 125139). s/1sx1—s/a" LAG SCREW I AT EACH JB—US o BRACKET o 054" VERT TRACK 1 /4-20x9/16" TRACK BOLT & I /44-20 HEX NUT AT EACH JB—US BRACKET WM 9' x 14' MAX 44 PSF I 1 OF 4 1/4-20xg/16' TRACK NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) 5)1/4- TEN SCREWS P/N 141668) 14 CA WIDE BODY HINGE SCREWS (P/N1OOJ2O) 2) ALL END HINGES . F- CA 4 3AR NDE BODY HINGE P/N \ SEE BILL OF kAT'L) =, r- H| tpi NYLON ROLLER P/N 270791\ \ BOTTOM BRACKET_x P/N RH-270354 LH-270355) 3)1/4- TEK SCREWS `~^` P' N 100507 Approved: W.S. Wilson, ^ | ' oo ouuw ' n m oomnu owwuo o o U / ' u m non o uxyuo|uom --8--1/%` / NORTHoeou comncmmw NO.00mo ^-(2O CA CENTER Date: 16 CA END S LES\ STILES) NOTE: MAXIMUM SECTION WIDTH IS 21' U-BAR L OCA TIONS 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS S LOCATED AS SHOWN mP°,.-' ' '- 9'-0'."AU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 2) 1 /4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: 2/ W.S. ynl30n, P.E. 3395 ADDISON DR.. P£NSACO" FL 32514 FLORIDA •CERTIF1CA710N NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CEFmF1CATi0N N0. 023836 Date: '?-.28 -oi OPTION CODE.- 0108 1 REV P1 I WM 9' x 14' MAX 44 PSF 13 OF 4 Wind Load Test Report Report # 0108P I February 1, 2001 TEST REQUIREMENT: ie door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement.of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder, of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative'pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation, calculates to .10 or 11 %. 3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely. operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. 0DUCT DESCRIPTION: 1. WayneMark Model 8000, 9x7, 4 section. S V 2. Exterior skin' -has minimum of .0175.. The minimum yield stress. is 33 KSI. l S ` G PLAN 3. Standard bottom astragal and retainer. 1 G 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20'gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. -- APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on other tests b ' e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501 une: W.S. Wilson, P.E. `7 28-a/ 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 T M CT1 CV agne. Balton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OAD SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL W-0" MAX WIOTH x 14'-0" MAX HEIGHT POS. 27 PSF SCC # 01alp( MAXIMUM SECTION WOTH 21" NEG. 29 PSF , NOTES 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR .067" HORIZ TI INADEQUACYOFTHEGLASSINTHETEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). ( 2) 1 /4"-2ox9, TRACK BOLT & 2. GLAZING OPTIONS — TOP OR 1 /4"-20 HEX INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST SCREW EA SCREWATL OVERLAP TOP AND BOTH ENDS OF JB—US BRACK PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/3: HOLE IN TRACK F 5- TRACK `TO HAVE A MINIMUM JB- US BRACE ATTACHME YIELD OF 3.3 KSI A653 G-40 6. 26 GA .;DOOR FACER STEEL TO 1 /4"—Zox9/16" HAVE A MINIMUM YIELD OF 57 KSI TRACK BOLT & 1 / 4"-20 HEX 7. OPTIONAL — .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB-US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF. THE BOTTOM SECTION. (1) JB—US BRACKE LOCATED AT THE MIDDLE 8. LOCK OR OPERATOR IS EACH SECTION EXCEPT TC SECTI O REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE 067" VERT TRA PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. r 1) JB—US BRACKET LOCAT Approved: 5; AT EACH ROLLER LOCATI EXCEPT TOP BRACKET ROLL W. S. Wilson, P.E P/N 12513 3395AODISONOR., PENSACOLA. FL 32514, FLORIOA CERTIFICATION NO. 004846E GEORGIA CERTIFICATION N0. 0I85I9 NORTH CAROLINA CERTIFICATION NO. 023836 Date: T.- 2 9 —01 OPTION cODE.• 0110 1 REV.- Pi I WM 16' x 74' MAX, +27 —29 PSF J 1 OF 4 TRA CAI, END HINGE TOP BRA CKET RE-OUIRE-VE-N TS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) TEK SCREWS P/N 141668) SCG# MASTER PLAN NARROW BODY HINGE A 1 1 4) 1/4"-20x5/8" SELF —THREADING SCREWS 2) 1 /4"-20x5/8" 2".NYLON ROLLER W/ 4 1 /2" STEM TEK SCREWS ALL / P/N) 108135 END HINGES Q i 0 ® I 1 d O O. WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 24-3341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U—BAR LH END HINGE RH END HINGE 3) 1/4"-20x7/8" TEK SCREWS P/N 100507) I• Lr I Approved: PP - /. ••'• k-1 /2" 720 GA CENTER W.S. Wilson, P.E. ~ STILES 3395 ADDISON DR.. PENSACOLA, FL 32514 FLORIDA CERTIFICATION NO. 0048Q9 BOTTOM BRACKET 16 GA ENO STILESCEORMCERTIFICATIONNO. 0I8519 \ NORTH CAROUNA CERTIFICATION NO. 023M6 (P/N RH-27.0354 Date: F—.Z 9— o & LH-270355) OPTION COOE.• 0110 REV.' P1 Fw/V 15' x 14' MAX, *27 -29 FSF 2 OF 4 U-BAR L OCA TIONS 12'-6" THRU 14'HIGH DOORS ° NOTE: W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U=BARS ° LOCATED AS SHOWN S C C # MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN ° 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN i 2) 1/4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE kpproved: 6r W.S. Wilson, P.E. 3395 ADDISON DR„ PeG=LA, FL 32514 FLORIDA CEHDFICATION. NO. 0048489 GEORGIA CERnFICATION NO.' 018519 NORTH CAROUNA CEU1FICAMON NO. 02W36 o o Date: OP77ON CODE 0110 1 REV P1 WM 16' x 14' MAX, +27 -29 PSF 3 OF 4 15' 7M7oil m I 12• I L 10, Approved: 9, W.S. Wilson. P.E M95 ADOISON OIL. PENWOU, FL 32514 FLORIDACERTIFICATION NO. OW489 GEORMA CER11F1CT11ON NO. 018519 NORTH CAROLINA CERnFMTION NO. 023836 Date: ?- z8-0( OPTION CODE0110 I REV Pi I WM 16' x 14' MAX, f27 -29 PSF 14 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 TEST REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 513" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was usedaround the edges of the sections to decrease air loss. The plastic is applied in a manner that allows frill movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. 1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute: The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. 3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp 71° F. oz- RODUCTDESCRIPTION: SCC # 08 6 1 WayneMark.Model 8000, 160, 4 section. MASTER PLAN. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 13 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8.. 067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SINII-ARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based onooer test b ' uival . Aluuninum Louvers and Styrene Window Frame Assembly per test number 020501. iqame'. e W. S. Wilson, P.E.-.2 B -o1 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 Maronda Sy Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CLO6101 61 118 WHEATFIELD LOOP ORO-CEL ARLK4 LEFT ARLINGTON K 3 & 4 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed buildina. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 51 Layout 10-29-03 P 10-27-03 Roof Loads - VT 4-11-01 P1 10-27-03 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 Q 10-27-03 A 10-27-03 R 10,4'-03 B 10-27-03 R1 10-27-03 C 10-27-03 S1 10-27-03 Total 33.0 psf C1 10-27-03 U 1-1-5-03 D 10-27-03 V 10-28-03 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" D1 10-27-03 VT30 11-5-03 E 10-27-03 VT40 11-5-03 E1 10-27-03 VT41 11-5-03 W ;„ e x a, L V A y d 3 1 F 10-27-03 VT42 11-5-03 F1 10-27-03 VT43 11-5-03 G 10-27-03 VT50A 11-5-03 G 1 10-27-03 VT51 A 11-5-03 H 10-27-03 VT52A 11-5-03 1 10-27-03 VT53A 11-5-03 1 10-27-03 W 10-27-03 K 10-27-03 X 10-27-03 L 10-27-03 X1 10-27-03 L1 10a9-03 Y 10-27-03 L2 10-27-03 Z 10 .2d -03 M 10-27-03 Z1 10-27-03 N 10-27-03 N1 10-27-03 0 10-27-03 01 10-27-03 INV # DESC QNTY DATE: G— -?Qn4 02 10-27-03 18331 THD26 2 18330 THD28 18360 SKH26R 18361 SKH26L 18363 JUS26 22 18370 THJ26 18336 THD28-2 1 SEAT PLATES 128 40-0 X X Nam' X X X X X X X X X IX X X G N VjV I I U CD U y " U JUS2 HA GERS3-0 3-0 JL I-_ J L J JIL JIL J111- J L L JL JL A-3PLY / B C" A N A CVOLUME CEILING L D VOLU14E CEILING A 12 E' o 4 12 Fl 6 0 PACEODD SPACEh_>, x— 1 ODD SPACE ODD SPACE H 190 I — --- VT5OAf_\ 12 f PLANT SHELF 4 VT51 A \ rj I I a I I VT52AT 6 D1 I I-- __ — VT53A D28- 2 THD26 HANGER Cl - 2PLY 10 PLANT SHELF N 13-0 — 0 L 19- 0 j, OFF itmA CEILING oDDSPACE Vo 02I K x I° 0 ODD SPACE F/ N 1PLY MI 0 12 12 12 6 6 6 M 1, . 0 1 S1 S1 joI MI I^ Olr 1VOLUME CEILING 1 — 2A NAILER 1 ODD SPACE 25 II X In P GABLE — — -- — — — — — I L — — — . — .—. N—Fc GAttLt 19- 4 - 6-0 _ 1_ 14-8 o f 4JOB NUMBER: ARLK DRAWN Bsp DATE: 10-29-03 \ I, , r roc to CUSTOMER: REVERSED PITCH:6/12 & 4/12 0H:1'-0 8 i'-6" JOB NAME: ARLINGTON K 3 & 4 BDRM BEARING: 8" LOAD:33# I -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° It is the resoonsibilityoftheinstaller(builder building contractor, licensed contractor, erector or erection contractor) to property receive unload store handle install and brace rnetai plat connected wood trus-ses to protect life and orooertv. The installer mustexercise the same high degree of safety awareness as with any other structural material. TPI does not intend these recommendations to be Interpreted as superior to the project Architect's or Engineer's design specification for handling, installing and bracing wood trusses for a particular roof or floor, These recommendations are based upon the collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608) 833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility fordarnages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright, by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. AGE raassessf os ldr®tbe , i,i,roiugh terrain car un s'Which eouldicause tr rss: CAUT{ON' 1horizontaliy should be CANT{Of\! Trusses stored I- -ticall r: shou be fsu pried an biockin to redentexcesstvelateral ' ' 1 gpbraced to prevent toppling or tppprngs bendng` Y{ anci: lRssen rnolsfure gain _. - _ _ _ :- A€ 2R11NG Do nothreak lsandln unto! ihstalla lon DAfVGCR ©o not store. bundleswprlght unless beg rs Care ashould'be,exerctsed to bandtng re proper[yt:races©onot breatct andsu_ntllbt cidlPs mo al'talav,oldS:hifEn ofandivicivai;tr sses - ,,,;; :::see;,placed.an..aatable.:hgrtzocitL,postrion... , „ F 4" : r,' , r ? t "' " f r DANGER Walking'on trusses which are lying rf t WARNING SfDonotliftbundledttrussesrbytheadangerousand :should be stri„t!y bands Do not use'darnaged trusses , Ott r Prohibited,l Frame 1 J 6a° \ or less Tag Approximately Approximately Tag Line /2 truss length / truss length \ Line Truss spans less than 30'. Spreader Bar Toe Jr. Toe in Spreader Br:r be In Approximately z to Yb truss length Less than or equal to 60' Approximately to ;, truss length Less than or equal to 60' Tag Line Toe in Y 9i.14 t yn Fn 7 Fi4'i i'iJ F,,ikl a .a FFi j111x +F nAYult{l fjl t7'Af yF1 r. i igggi y 47t Wi4fi! d'IMiCti DQ nofilafi sta gf ir usses w,i h'spar s Lifting devices should be connected to the truss top chord with a closed -loop attachment utilizing materials such as slings, chains, cables, nylon strapping, etc, of sufficient strength to carry the weight of the truss. Each truss should be set in proper position per the building designer's framing plan and held with the {ifting device until the ends of the truss are securely fastened and tempo- rary bracing is installed. Tag Line . Strongback/ SpreaderBar Tag Line Strongbaclt/ SureaderBar Al or above mid -height J Tag Line Approximately 36 to'/4 truss length , Greater than 60' 101 1 .101 Approximately 2/:11o'i.truss length Greater than 60' P lJ3iC} T mpq;rar bsaaing shown In this suiti mar sheet rs adequate #ot the Il sfa'IEatton of I f truss -es vulth sim ia€ eo¢flurafl®ns I onst lt a reglsterd prafasslarsai engiraeetdlfferent bracing arCangen'ont s: ceslred The engineer enay desegn biartng 'in acCordanclwash 9 ecoa t nertdecf ,Jest t 5 x cefrcarfc i far 3'err or fy ra in of 1lt efa! iE lafe+„d;®rartecfe' @ii uo'„'' ra sses, ;QSB 89, :arlci In;:sos eca ps i detoriritn that •.w.0e er sp'acneg rs;_passirbie -; r RCS NID -rlA 1—NG E3:U LD I N G111N GR0 NC 5RACINC. 3DINc `)"TE FRIDR . GBLy. lop nord I. Typical vertical--'cnr, Y ali `>ioc h aaci,me nt Plan LETI , l I T i _ J I IU Groun:; -cc venic I ( GBV) for i oru .—'•:By /I --i e•ii; al= \/1 truss of bre. cup of trusse, E B). strut B7) \: tal tic member with c tH' n I TOP CHORD iii Iil!j l ,lit '1 ,i 1'iilill i l 4 ifl i i'.I i .. I ji16 +.il I„I +'I uji +III I+N'I II TOP CHO,Ro I „ix DIAGONAL BPAC 12 d I+•Ii MINIMUiVI LATER<lL BRACE: SPACING (DE3g) 4 or greater SPAN, i la'fi PITCH SPACING(L3S) Iu j!'# trussesi A ''` `\ _ — i'il l :Ji jq I ,(id1 •iil'y is ' I I + i i .j! F1 Un to 32' 4/12 f 8 20 15 over 32' - 48' 4/12 610 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF Douglas Fir -Larch SP -Southern Pine Fla,,HF- Hem- Fir SPF - Spruce -Pine -Fir Continuous Top Chord i51+1+ '' 1 r i All lateral braces Lateral Brace — lapped at least 2 Required--T— -f trusses. 10' or Greater ' Attachment / 4 L l+ dlhl 1Grixft --° Required S; y' , • sJ +' _ f r I ? r ,. \ Lr kJ ril i +.'.; 1+ P t +i ?. - . OC- , rr rl 1 ^f-tr i "• 7 !til r IltJrrrl2 oC r'i J IId 7 Ton chords that are laieraliy braced can buckle toaetherand cause collapse if there in no diag0 nalbracing. Diagonal bracingnhouldbenaiied to the, underside of the top chord when purline are attached to the topside of the top chord, DF - Douglas Fir -Larch HF - Hem - Fir SP - Southern Pine SPF - Spruce - Pine -Fir All lateral braces lapped at least 2 trusses. ITCHED TRIU, S 12 4 or grCatet JORD AL"t CE: 6E: S SP/DF 20 15 10 7 6 4 msional engineer SP - SoUlthern Hine SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. BottDm at eacI sc, a c in I =--r, — — - —, -- - Crosa. bra--ina at e a Q h ;i d o 'I the buHding and at 210" i itery aiza. 7777777777777 WEB EER PLA Top chords that are laterally braced can buclde logetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed totfre underside of the top chord when purlins are attached to the iopeide of the f.op chord. rrame 5 Continuous Top Chord Lateral Grace Fieclulred I i10, or Greaten i actin Pent i cubed -- 1 I Trusses must have lum- ber oriented in the hor- zontal direction to use this brace spacing. 7777777777777 TOP CHO RUIR III! 70.R!i!CHORD: -i: AGONAUTBRACE LATERAL BRAE SPACifVG (DBS) a, pNSPAN P!i:'.:SPAClNG(LS`) SR/DF!!:j SPF/HF,:.. LIP to 24' 3/12 17 12 Liver '24'- 42' 3/12 7' Over 42'- E 6 4 Over 54' See -a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine FIF - Hem -Fir SPF - Spruce -Pine -Fir 10 C Diagonal brace also required on end verticals. I d a.m--a cotiaw' if them I" n o di a C), i bra,.i,q . Diatcnif bt a6,is7 Shol6d to the ut dersicje of the top churd wimn purlins r. H to the lop.ide of the tot, M.0 N 0 T R U S S PLUMS, Truss Depth D(in) 12 3 or greater All lateral braces lapped at least 2 trusses. Continuous Ton Chord Lateral Brace ReQuhQd 1 C!" or G I e, ater Attachment Requir"', d ions cbuldrebultiftieserecorrtme-n a. VVARNING. lutb:to'followth damage, W: t%rPsses or bullding_aseverep-proon'Plirijury o'; Es -; Lesser of D/50 or 2" Dfl n) I ?'; I ILI 24 U12' 40" 134" 1 -314" 1 7' 10n) L(ih L/200 50" 1 /4" 4.2' 100" 8.31 15G.. 1/21, 3/4" 12.5' Length L(in) e 57; Se,Ser of 200 or BOW L(in) 7 7 Lesser of U200 or L)t200.1 L(tt) 200" II16.7' 250" 1 -1 /4" 1 20.8' F_ 3()011 1 1 - /2' 1 0LLI11ct MABOAIDA 5'yS7'Lms 4005 Haronda Way Date: larch. S, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Ptlnerineer State ofFl orida 90050069 Subject: galley Trusses Sanford, FL 32771 (407) 32i-ooG4 Far (407) 321-3913 All valley gasses labeled VT-f thru 100 are covered under the general valley sheet providedinthetrusspackagesiorInedandseepedbytheenorineerofrecord. The connectaoaas are notedontheStructuralinfosheetoftheplans. All criteria of the valley trusses are voted on thegeneralsheet. If you have any questions please feet free to call at 407-321-0064. SA ,tt Mere 4rnf- TomPoneD.E. Date: S i=' eelQ1`r fy u No. TE C FI <; ,,,• w AL E ti1 tip. . MARONDA SYSTEMS WO: VALLEY SET TI: VT QTYA DESIGN INFORMATION This design b for an individual building component and has been. based on informata r provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specu)—lions and/or desigas furnished to the truss designer by the client and the correctness m accuracy of this Information as may relate to a spe- d0c project and accepts no responsibility or exercises no control with regard to fabrica- tion- handling, shipment and hcsWlauan of trusles. This tares has been designed as an Ind(vldual building component in accordance with ANSI/TP1 1-1995 and NDS-97 to be Incorporated' ss part of the building design by a Building Designer (registered architect or professional engineers. When reviewed for approval by the building designer, the design loadhigs'shown most be checked to be sure that the data shown are in agreement with the local building codes, local cImatic records for wind or snow loads, project specelmtlons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sbeatli ft unless otherwise specified. Where bottom chords to tension are not fully braced hht raW by a properly applied rigid Belling, they should be braced at a maximum spacing of It7-0' o_c Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, ore fabricator shall mvrlew this dng to verify that ibis drawing Is inconformancerawiwiththefahr(caim's plans and to reallre a contmulog responsibility for such verl- RmUon. Any disempancies are to be put in wrttfng before cutting or fabrication. Plates shall not. be installed over knotholes, knots or distorted grain. Members shall be cut for tight Rtting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with rails fully Imbedded and shall be sym. about the joint u r lcss otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x B" long. Slots (holes) tun parallel to the plate length specified- Double cuts on web members shall meet at the centroid of.the webs unless otherwise shown. Connector plate sires are minlmumr sixes based on the forces shown and may need to be Inc-ased for pertain hand. ling and/or e^ru^n stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ TPI 14995 PRECAUTIONARY NOTES AB bracing and emaltan recommendations are to be followed to accordance with -Handling Insta log $ timing', HIB-91. 'Russo are to be handled with particular care during banding and bund ng, delivery and installation to avoid damage ' temporary and permanent bracing for holding trusses in a straight and plumb pos- ttlon and for restating lateral fares shall be dstgned and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominolng. The supervl Lon of e—don of trusses shall be under the control of persons expedcrosd In the tusbcUation of trusses. Professional advice shall be sought It needed Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors skull be apphcd to trusses aunt after all fastening and bracing Is completed. MONO VALLEY BUPPORTINa TRUSSES VALLEY TRUSSES (YP.1 .. .. COMMON VALLEY V, SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. DIAGONAL WEBS REQUIRED WITH SPANS \ GREATER THEN 26-0.0 30 2x4 , IF LESS THEN 3-0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEL. r- ` 2r— 2x4 # 20 OR 5x6 OR 06 3x6 t 4x6 3x6 4x6 OR 2x4 0- 0-4 2x4 3x6 2x4 20 20 3x6 MAX. 6.0.0 O.C. (TYP) T TOP CHORDS: 2X4 SP #2 BOT CHORDS: 2X4 SP #2 WEBS: 2X4 SP #3 WHEN DIGAONAL WEB PRESENT USE 06 PLATE. WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT t4x6 24'O.C. (TYPI oR 3x6 2x4 2x4 VARIES 2x4 — J UP TO 7 12 2x4 4x10 2x4 30 2x4 20 316 OR 3x6 OR t 4x6 OR t 46 20 2x4 MAX. 6-0-0 O.C. (TYP) MAX. TRUSS SPACING BELOW 48' O.C. SPANS UP TO 60-0-0 DoDoll IT IS NOT REQUIRED TO SHEATH TRUSSES BELOW VALLEY SET. VALLEY MEMBERS PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1)16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT AS SHOWN PLATES . ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Cont. Support WARNING: READ ALL NOTES ON THIS SHEET. 1r[ aronda SysteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing isnot erection bredng, wind bracing. portal brachrg or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provision must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing or the everall structure may be req trod. (see HIB-9I of "I. LICENSE # 0050068 fRu" Plate Institute, TPL Is located at 583 D'Onoftio Drive Madison, Wismnsm 53719). 1890 oREENBROOK CT.OVIEDO.Fl-3276e Studs a 6-0-0 o.c. Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 2.0 psf TOTAL 25.0 Truss ID: VT Date: 4-11-01 v U1rVx- - "is. 1.40 DurFac - Pit: 1.25 O. C. Spacing: 24.0'r Design. Criteria: TPI Code Desc: DESIGN Mr,OftAgATION This design is li'r an individual bui9rli, crostp_..I and bas been based mt im.liumn'iun pnrotdcd by the efe t- 11.e desi..—disclaims any respmsibilily tar damages as a rcadl nf. fuhy ar iniaured infomlmiun, speeil'kalims anJlOr Jcsigns fnmisbed-lo the ".—desig"e' by /he dinit and 11. correctness _ auuracy of this infummimt as it .-y retain do a spc cite pndeet and tempts an respons,dolily rir gsudscs ran ennrol wide regard 1n 13br)ca- li.a, handling, dtipmem and installadnn of Irussrs. This truss has tmcn designed as an holirWoal Im{bling aunpmrottl In aacnralance with ANS11TPI 1-1995 mind 14Ds-91 to I_ hv:nrr.unicJ as pqn of Ibc building Jcsign by a ®uilJing Designer (reglstereJ arehitm of pa. ofrssi.snul engisner). %Uhet reviewed for appuroraI by Ito building designer, Ill design loaditags sl.nsanl must be checked to be sure shin d.e d.la shon•sa arc in agrerntem ..tits .he local builtdhm codes• heal climatic rccsvds f.rr.d.4 a sanmv IuaJs, pocket spcfiecialia ur.peel 1 pg.vilm loads. Onless shown• muss has mu been aesilncd to storage ur aax..paney loads. The design asu.mes utmprrssiw ehr.rds (nq. Iv 1.1i—D are cnnlinu wily.lvacol by sheathing unless nLgtemtist steel led- Where huu.ms chords inn rensirm are not fully braced laterally by It properly applied rigid ceiling. Chair slua.ld bt hrar 9 miI a nsatimum sp-Jno or IB•-0' o.c- Caanncclrn Plates shall he mmafucmred from YO gauge hm dippe1l galranitsal steel mining ASTM A 653. Grade 40. unless .dhemise slut_". FABRICATION NOTES Prior to fialidesaflon. -It. 6bricmor shall review IN. drawing to verify that this drasc-lag is in cunfiumancc n•ilb the lahriulur's I IBM mind in rcal{zc a cuminoina resrnnslbiliry liis.r nu:h vcri- lhWiun. Any Jiserep s-les are n me Pa+I In ntIll.- 6c(ure coning ry f Lricurioea. Plates shall na he insrallcal urer k.niatx.ics, kaors or it _Ie,l Crain. Meanbers :dolt be cur r.X' if. Ruing wmal to mmsd hcariscia. "Coo - occur rime. mull Ile 1a ." un bosh tarts of if.trust wins its fully Imbedded awed 0.11 he msy. abwl du: joint unlcss.Wlsena•isc Aaown- A an5.4 plis S' aide a 4' Img. A &.8 plat is 6' ride s a long- Slots (Imlay run parallel 10 the plan. length sperffaed. Dgtble eon on weh members shall meet al d.e cenuoid of ilc rxbs unless mbcrwise shown. Cwool :tour plait sixes are mitdmum slza based rrn 11.e ruaxes ahem. cal may need so I.e increased for I.enain h.nl- ling mullor c 1irin stresxs_ This arras. Is ram to be fahrleacd with fire rerardaw :trctrnl landser - d ss u h.:_Ise Al n. Four addilismal infurntalinn ran Quality Control ref r w ,. ANSUTP1 1-1995 PRECAUTIONARY NOTES All bracing and aenlmr .e:..mmcnWmitms arc in be f Blamed in a—d.— w•i.I. —11 n 11ing Installing fi BrarJpg', HIR-91. Tralsses arc to be I an dW nidl pnrlieutar cats during handing and I mailing, delivery and ins7allua um m avoid damages Tcmpanty a.W permmneral hrxing I. IwWing mist r. a straight an.D dumb III— hi- aria far resisting larenl ro¢ecstall be designed and Inssalled by olhel Grcru! hand- itng Is cncmlal and e—i.n hracb>,g is .1—jrs reaptircJ- Normal prsa:wriraeary aechm far tmsses requires such lcolpomy braeins Judea bsulk ni..n he-- " e•• m avoid I.q.P ling mW Janminoing. Tine sapercisinn nBnc.li.m of trusses .lull lie under [be eilnlral og pew" ccrcric.ncJ in dK insu.11mi.a of lcanms. Pnnfessin'ul advice shall he suughe. i(needcJ- Cnnccmratun of construction loads grealer duo it. e design loads shah ram be arg>I11ieJ 1 1 trusses at any dme. Nn Incas oshte Ibc I;w ocighl of the ercdnrs slnil Irc appBinl bra Imsses omit afmr all lastcning and bracing Is eatmpletcj. . 111U HLOUKING MARONDA SYS•1'ENiJS 111iliilr;`gp11" P/r IS _ POO ••aaa• ate`': Y ,J C Ch s No. 0050068 c o STATE OF O.r. OR10:Pac,,i - I O NA L HIP GIRDER 1! aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P. E. LICENSE #0050068 1890 GREENBROOK MOVIEDC L92766 Dvirn_ Altaic Anahais 2x OF 11' O: IIIPDETAI. L TI: HIP OTYA BLOCKING ADDED TO. TOP CHORD STEP HIP TRUSSES TO SHORTEN R OSB NOT TO EXCEED 24"0_C. TO BE NAILED TO TRUSSES w/ S @ 12" ON CEN. STAGGERED PRE-ENG'D TRUSS TOP WALL OF BUILDING 110 M\(m,,!) WA\24'17141!111i WARNING: READ ALL NOTES ON TI"IS SIIEET. A COPY OF T111S DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shoat' on' his'hmving is n"I tranion hracing, wind blueing, pnrral hnch.g ur similm hracing which is apanulIlnebuildingdesignandafiichmusshecunsidneJbythebuiIdifgdesigner. Bracing shuaa•n isILrlateralmppaIutbussmnnhnsonlyInreducehmWinglulglh- I'luvisimis musl he mule Iu xm: hur I:uenl bracing at <uJa and srecilieJ Inc:n'iuns Jclerm ineJ by tl.e huilJi.lg designer. Additional I".6ugn( the ovuall stru Iwe n'ay he rcyuirtd. (Sec IIIB-91 d IN). l'russ Plata Inslintc, TI'I, is hwaled 21 583 D'0nufrio Drive, Madison, Wistmisin 53719). Ellig. Jot): Dlvg: Dsgnr:. ChL-: TC Live 16- 0 psf CC Dead 7. 0 PSr 13C Live 0. 0 list 11C Dead 10- 0 psf TOTAL 33.0 psf Truss ID: 111P Date: 10-20- 00 Dllrhac - LUr: 1. 25 DurTac -Pit: 1. 25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: HCSr 01.01. 00 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications furnisheddesignsfuished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10*-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator sha8 review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibilityfor such verl- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This trusses not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recorrunendations arc to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- Iing Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid topp8ng and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/ 937 at JOINT #19 L=- 0.49" D=-0.53" T=-1.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION; T= 0.46" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.22" RMB = 1.15 WO: ARLK WE: This 3-PLY truss designed to carry Ill 0" span framed to BC one face 21 0" span split -framed to opposite face 3- PLY TRUSS! fasten w/3"x 0.1201, nails in staggered pattern per nailing scheduler TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1856# Support 2 1836# TC... FORCE CSI BC ... FORCE...CSI 1- 2 10729 0.30 24-23 9443 0.47 2- 3 11276 0.31 23-22 11488 0.54 3- 4 12982 0.19 22-21 12652 0.49 4- 5 16844 0.23 21-20 17155 0.69 5- 6 19958 0.27 20-19 20117 0.79 6- 7 21121 0.27 19-18 20117 0.79 7- 8 21121 0.27 18-17 17154 0.69 8- 9 19957 0.27 17-16 12651 0.49 9- 10 16842 0.23 16-15 11487 0.54 10- 11 12980 0.19 15-14 9443 0.47 11- 12 11275 0.31 12- 13 10727 0.30 TI: A QTY:3 Joint Locations=====___====___ 1) 0- 0- 0 9) 28 5- 5 17) 28- 5- 5 2) 3- 2- 8 10) 32- 8- 0 18) 24- 2-]1 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) 11- 6-11 13) 40- 0- 0 21) 11- 6-11 6) 15- 9- 5 14) 40- 0- 0 22) 7- 9-11 7) 20- 0- 0 15) 35- 9- 2 23) 4- 2-14 8) 24- 2-11 16) 32- 2- 5 24) 0- 0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 0- 0- 0 -46 40- 0- 0 BC Vert L+D -163 0- 0- 0 -163 40- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 4194 22 -1856 BOT PIN 39- 8- 0 4193 0 -1836 BOT H-ROLL 3- PLYS REQUIRED Ilk 7-4-0 k 254-0 k 7-4-0 lk 1 2 3 5 6 7 8 9 10 11 12 13 8X10 6X8 6X8 10X10 6X8 6X8 8X10 T 4- 3-12 0-6-6 Face = 0-2-8 3.00 Q 1 - 3.00 T 0- 6-6 4-2-6 5X6 Face = 0-2-8 0- 8-0 _ _ I I_ 0-8-0 1, 7-1-11 244-10 7-1-11 I i4 23 22 21 20 19 18 17 16 15 I 4 4195# 8.00" 4194# 8.00" 0- 11-12) 8 40-0-0 I 0 10_8 RO- 11-12) j1 r (RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwg: Truss ID: A Maronda System yCONTRACTOR. BRACING WARNING: Dsgnr: TLY Cbk:_ Date: 10-27-03 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing Provisions be BC Live 0.0 psf n O.C. Spacing: 24.0 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. must aPygmade to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead lO.O p $f Design Criteria: TPI, TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI(. Code Dese: FLA LICENSE # 0050068 rrnrss Plate Institute, TPI. Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR0VIED0.FL32766 TOTAL 33.0 psf V:09.05.02- 31346-- Design: Matrix Analysis JOB PATH. C:(TEE-LOKUOBSIARLK HCS: 08.20.02 JB: ARLINGTON K AC: 10# UPLIFT D.L. WO: ARLK WE: TI: B QTY:1 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall -be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) rim parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minm imusizesbased on the forces shown and may need to be Increased for certain hand- ling and/ or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing 8: Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. -Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of russes tshall beunder the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unW after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #1 D 2,3 BOT CHORDS: 2x4 SP #2 D 2x6 SP #2 2,3 WEBS: 2x4 SP # 3 SLIDERS: 2x4 SP # 2 MAX LIVE LOAD DEFLECTION: L/959 at JOINT # 5 L=-0.48" D=-0.50" T=-0.98" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.53" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.26" RMB = 1.15 T 5-1- 3 0-6-6 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 999# Support 2 1026# TC... FORCE CSI 1- 2 3352 0.67 2- 3 3904 0.65 3- 4 4750 0.35 4- 5 5347 0.38 5- 6 5376 0.38 6- 7 5376 0.38 7- 8 4750 0.35 8- 9 3905 0.67 9-10 3353 0.68 BC ... FORCE CSI 20- 0 1941 0.59 0-19 2950 0.92 19-18 3083 0.94 18-17 3573 0.58 17-16 4824 0.73 16-15 5379 0.81 15-14 4824 0.73 14-13 3574 0.58 13-12 3083 0.94 12- 0 2950 0.92 0-11 1942 0.59 Joint Locations==========---== 1) 0- 0- 0 8) 31- 4- 0 15) 22- 3- 3 2) 4- 4- 0 9) 35- 8- 0 16).17- 8-23 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- 8- 0 19) 4- 4- 0 6) 22- 3- 3 13) 31- 0- 5 20) 0- 0- 0 7) 26- 9- 10 14) 26- 9-10 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1360 68 -999 BOT PIN 39- 8- 0 1360 0 -1026 BOT H-ROLL 8-8-0 k 22-8-0 1 k8-8- 0 Ilk 1 24 5 6 7 9 1 0 6X12 4X6 4X6 8X10 4X6 6X12 5X6 3X4 L- U-1J --- 5X6 3X4 T 0- 6- 6 4-10-6 3.00 1 L 3•00 0-8-0 _ I_ i I.0-8-0 8-3-11 22-0-10 8-3-11 I i6 19 18 17 16 15 14 13 12 A 1' 1360# 8.00" 1361# 8.00" 0 10-8 40-0-0 0-10-8 RO-11-12) I R2) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B y stemsJ CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16. 0 psf DurFae = Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or stmllar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing for be BC Live 0.0 p sf O.C. Spacing: 24.0" 407) 321-0064Fax (407) 321-3913 shown is lateral support of truss members only to reduce buckling length. Provisions must made to anchor lateral bracing at ends and specified locations determined by the building designer: BC Dead 100 P sf Design Criteria: TPI TOMAS PONCE P. E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI]. Code Desc: FLA LICENSE #0050068 Truss Plate Institute, TPI, Is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719)- 1005 VANNESSA DROVIEDO. F1.32766 TOTAL 33.0 psf I V:09.05.02-. 31347- Design: Matra Analysis JOB PATH: C:ITEE-LOKUOBSWLK - HCS: 08.20.62 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: C QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP 2 WndLod per ASCE 7-98, C&C, V= 125mph, Joint Locations=====____===___ This design is for an individual building 2X6 SP 1 D 2,3 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 7) 30-0- 0 13) 25- 0- 0 component and has been based on information BOT CHORDS: 2x4 SP 2 Bld Type= Enel L= 58.0 ft W= 40.0 ft Truss 2) 5- 0- 0 8) 35- 0- 0 14) 20- 0- O provided by the client. The designer disclaims 2x4 SP 1 D 1,4 in INT zone, TCDL= 4.2 psf, BCDL= 6-.0 psf - 3) 10- 0- 0 9) 40- 0- 0 15) 15- 0- 0 any responsibility for damages as a result of WEBS- 2x4 SP 3 Fact Resistant Covering and/or Glazing Req 4) 15- 0- 0 10) 40- 0- 0 16) 10- 3-11facdtyorincorrectinformation, specifications and/or designs furnished to the truss designer SLIDERS: 2X4 SP 2 5) 20- 0- 0 11) 35- 0- 0 17) 5- 0- 0 by the client and the correctness or accuracy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 25- 0- 0 12) 29- 8- 5 18) 0- 0- 0 If this Information as it may relate to a spe- L/971 at JOINT # 5 Support 1 998# MAX. REACTIONS PER BEARING LOCATION----- cific project and accepts no responsibility or L=-0.48" D=-0.49" T=-0.97" Support 2 1025# X-Loe Vert HOriz Uplift Y-Loe Type exercises no control with regard to fabrica- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 4- 0 1359 70 998 BOT PIN trusses. Wgtrusshasbeeninstallation of trusses. This truss has been designed as an T= 0.59" TC... FORCE ... CSI BC...FORCE CSI 39- 8- 0 1360 0 1025 BOT H-ROLL individual building component In accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3514 0.74 18 - 0 2010 0.51 ANSI/ TPI 1-1995 and NDS-97 to be incorporated T= 0.29" 2- 3 -3764 0.68 0-17 3110 0.94 as part of the building design by a Building 3- 4 -4312 0.34 17 -16 3212 0.76 Designer ( registered architect or professional RMB = 1.15 4- 5 -4670 0. 34 16-15 3455 0.79 engineer). When reviewed for approval by the 5- 6 -4670 0.34 15-14 4358 0.89 buildingdesigner. the design loadings shown must be checked to be sure that the data shown 6- 7 -4313 0.34 14-13 4359 0.89 are In agreement with the local building codes. 7- 8 -3766 0.69 13-12 3457 0.79 local climatic records for wind or snow loads, 8- 9 -3515 0.75 12-11 3213 0.76 project specifications or special applied loads. 11- 0 3111 0.94 Unlessshown, truss has not been designed for 0- 10 2011 0.51 storageoroccupancyloads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood. bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- 1mg is esscmttal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppltng and dominoing. The supervision of erecuon of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. i 5- 9-3 0- 6-6 10- 0-0 k 20-0-0 k 10-0-0 Ilk1 21 4 5 6 8 9 0 - 6X12 4X6 8X10 4X6 6X12 5X6 3X4 L-4-13 --- 5X6 3X4 T 5- 6-6 0- 6-6 3. 00 II 3.00 0- 8-0 _ 0-8-0 1" 9-7-11 19-4-10 9-7-11 I 1 17 16 15 14 13 12 11 I 0 1360# 8.00" 1360# 8.00" 00- 10-8-840-0-0 I 010_8 110- 11-12) I RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maroncia S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C i stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 1 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing length. Provisions be BC Live 0..0 psf O.C. Spacing: 24.0 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Ps Code Dese: FLA LICENSE # 0050068 Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1005 VANNESSA DP-OVIEDO.FL32766 TOTAL 33.0 psf V:09.05.02- 31348- Design: Matrix Analysis JOB PATH: C:ITEE-LOKUOBSIARLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: C1 QTY:2 DESIGN INFORMATION TOP CHORDS: 2X4 SP #2 2-PLY TRUSS! fasten w/3"X 0.120" nails in Joint Locations=============__ This design Is for an Individual building 2x8 SP #1 D 2,3 staggered pattern per nailing schedule: 1) 0- 0- 0 8) 33- 3- 1 15) 21- 1- 8componentandhasbeenbasedoninformationBOTCHORDS: 2x8 SP #1. D TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft 2) 3- 6-14 9) 36- 5- 2 16) 16- 7-1-1providedbytheclient. The designer disclaims for damages 2x6 SP #1 D 1 Distribute loads equally to each 1 Y. ply. 3) 6- 8-15 10) 40- 0- 0 17) 13- 1- 8 anyresponsibilityasaresultoffaulty or incorrect inrormation,specdications 2X6 SP #2 4 WndLod per Lodper ASCE 7-98, C&C, V= 125Wh, 4) 9-11- 0 11) 40- 0- 0 18) 10- 3-11 ' and/ or designs fumishedtothe truss designer WEBS: 2x6 SP #3 H= Exp.Cat. B, Kzt= 1.0 5) 16- 7-11 12) 34-10- 1 19) 5- 1-15 by the client and the correctness oraccuracy 2x4 SP #2 11 Bld Type= Enel L= 58.0 ft W= 40.0 ft Truss 6) 23- 4- 5 13) 29- 8- 5 20) 0- 0- 0 of this information as it may relate to aspe- WEDGES: 2x4 SP #2 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 7) 30- 1- 0 14) 23- 4- 5 cific project and accepts no responsibility or Impact Resistant Covering and/or Glazing Req exercises nocontrolwithregardtofabrica- truss shipment and installation of PROVIDE UPLIFT CONNECTION PER SCHEDULE: - TOTAL DESIGN LOADS ------------ es. This trusses. Thistrusshas been designed as an d aSupport1 807# TC... FORCE ... CSI ..BC ... FORCE ... CSI Uniform PLF From PLF To Individual building component in accordance with Support 2 761# 1- 2 -7558 0..68 20-19 6603 0.71 TC Vert L+D -46 0-10- 8 46 40-10- 8 ANSI/TPII-1995and NDS-97tobeIncorporated MAX LIVE LOAD DEFLECTION: 2- 3 -7958 0.84 19-18 8446 0.80 BC Vert L+D -20 0- 0- 0 20 40- 0- 0 as part ofthebuildingdesignbyaBuddingL/943 at JOINT #15 3- 4 -10042 0.59 18-17 9361 0.45 Concentrated LBS Location Designer lrWhenreeviewearchitect forapprovalprobna] engineer). WhenrehededfordingsshownL=-0. 49" D=- 0.51" T=-1.00" 4- 5 -12191 0.19 17-16 13685 0.64 BC Vert L+D 930 13- 1- 8 budding designer, the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 5- 6-14.641 0.24 16-15 13683 0.68 BC Vert L+D 1934 21- 1- 8 must be checked to be sure that the data shown T= 0.54" 6- 7 -13175 0.22 15-14 13413 0.67 MAX. REACTIONS PER BEARING LOCATION---- - arelnagreementwiththelocalbuddingcodes. MAX HORIZONTAL LIVE LOAD DEFLECTION: 7- 8 -9163 0.46 14-13 8552 0.45 X-Loe Vert Horiz Uplift Y-LOc Type local climatic=cords forwindorsnowloads, T= 0.26" 8- 9 -7344 0.76 13-12 7767 0.97 0- 4- 0 2903 30 -807 BOT PIN project specifications or specialappliedloads. Unless shown, truss has not been designed for RNB = 1.15 9-10 -6976 0. 63 12-11 6096 0.86 39- 8- 0 2681 0 -761 BOT H-ROLL storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'- 0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator' s plans and to realize a continuing responsibility for such verl- f(cation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for Light fitting woad to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1--1995. PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to ru tsses at any time. No loads other than the . weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. i 2- PLYS REQUIRED 9- 11-0 k20- 2-0 9-11-0 Ilk 1 2 314 6 8 9 1 0 5-8-11 0- 6-6 1OX10 6X8 10X10 1OX10 0 SX6 " ' 4AD 5X6 8 3 0013-10- 8 - Bi 10 X 0-8 T 5- 5-14 0- 6-6 7- 080 9-7- 11 k 194-10 k9-7-11 111 i2 19. 18 171615141312it2903# 8.00" 2681# 8.00" 0-10-8 40- 0-0 0. 108 C(SRMATES (24) 2X4 930# 1 1934# (RI 0-11-12) EXCEPTASSHOWNPLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax ( 407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNINts: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracmg, wind bracing, portal bracing or similar bracing which Is a part of the budding design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). ffruss Plate Institute, TPI, Is located at 583 D'Onofro Drive, Madison. Wisconsin 53719). Eng. Job: WO: ARM Dwg: Truss ID: Cl Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DUrFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.01' BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 31349- uesign: Marra Antuysts lVH YA/H: CA1LE-LVKVVB5IAXLK - HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: D QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, Joint Locations=============== This design is for an Individual building 2x4 SP #1 D 2,3 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 7).-32- 5- 5. 13) 20- 0- 0componentandhasbeenbasedonInformation provided by the client. The designer disclalrns BOT CHORDS: 2x4 SP #2 Bld Type= Enel L= 58.0' ft W= 40.0 £t Truss 2) 3- 9- 5 8) 36- 2-11 14 11- 7-11 any responsibility for damages as a result of 2x4 SP #1 D WEBS: 2x4 SP #3 1, 4 in INT zone, TCDL= 4. 2 sf, BCDL= 6 .0 psfPP 3) 7- 6-11 9) 40- 0- 0 15) 5- 8- 0 faulty or Incorrect Information, specifications Impact Resistant Covering and/or Glazing Req 4) 11- 4- 0 10) 40- 0- 0 16) 0- 0- 0 and/or designs furnished to the truss designer 2x4 SP #2 5,7 5) 20- 0- 0 11) 34- 4- 0 by the client and the correctness or accuracy this to SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 28- 8- 0 12) 28-, 4- 5ofinformationasItmayrelateanpe- clfic projectnand accepts neresponslbWtyor MAX LIVE LOAD DEFLECTION: L/977 at JOINT # 5 Support 1 1015# MAX. REACTIONS PER BEARING LOCATION----- exercises no control with regard to fabdca- L=-0.47" D=-0.49" T=-0.97" Support 2 956# PPoTypeX-Loa Vert Horiz Uplift Y-LOeP lion, handling. shipment and Installation of trusses. Thitruss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC...FORCE ... CSI FORCE CSI 0- 4- 0 39- 8- 0 1360 - 135 1360 1015 SOT PIN INIndividual building component in accordance with T= 0.59" BC ... ... 1- 2 -3463 0.83 16- 0 2052 0.52 0 956 BOT H-ROLL ANSUTP11- 1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -3491 0.64 0-15 3046 0.90 aspartofthebuildingdesignbyaBuildingDesigner ( registered architect or professional T= 0.29" 3- 4 -3643 0.56 15-14 3447 0.76 engineer(. when reviewed for approval by the RMB = 1.15 4- 5 -4159 0.85 14-13 3308 0.79 building designer, the design loadings shown 5- 6 -4159 0.85 13-12 3308 0.79 most be checked to be sore that the data shown 6- 7 -3643 0.55 12 -11 3448 0.76 are In agreement with the local building codes, 7- 8 -3492 0.64 11- 0 3046 0.90 localclimaticrecordsforwindorsnowloads, project speciflcatlons or special applied loads. 9 -3463 0.79 0-10 2052 0.52 Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review, this drawing to verify that this drawing is in 114-0 174-0 11-4-0 conformancewiththefabricator's plans and to realize a continuing responsibility for such verl- 1 2 3 j 7 8 9 ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, 6. 00 0 knots or distorted grain. Members shall be cut 5X8 6X8 - 5X8 fortightfittingwoodtowoodbearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be T 3X4 sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" 3X4 wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts cn web 6-5-3 2X4 2X4 membersshallmeetatthecentroldofthewebsunless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- 0- 6-6 6X12 6X8 6X12 6- 2-6 0- 6-6 ling and/or erection stresses. This truss is not 3X4 3X4 tobefabricatedwithfireretardanttreatedlumber unless otherwise shown. For additional 5X6 3X4 - 2- 8-15 3X4 information on Quality Control refer to 3X4 5X6 ANSI/ TPI 1-1995 3X4 3. 00 JI 3.00 0- 8 08 0 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling 10-11-11 I 16- 8-10 10-11-11 Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding 1 15 14 13 12 0 andbundling, delivery and Installation to avoid 1360/t B.00° damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- 0-1_ 0- JI le F40-0-0 1360# 8.0Orr I8 O Wonand for resisting lateral forces shall be R designed andinstalledbyothers. Careful hand- RO-11-12) ling is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 - required. Normalprecautionaryactionforscale = 0.1605 inrsses dlati- utrtweentessuch temporo avoid ing opplining instaliatlonbetweentrussestoavoidtopplinganddominoing. The supervision of erection of trusses shall be under the control of persons Maronda Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dwge - Truss ID: D - expenenced In the installation of trusses. Profeselonal advice shall be sought if needed. CONTRACTOR. Ds nr g TLYChk . Date: 10-27-03 Concentration of construction loads greater than the design loads shall not be applied to BRACING WARNING: 4005 MARONDAWAYTCLive 16.0 psf DurFae - Lbr: 1.25 I-- f any time. No loads other than the weight orueerectorsshallbeappliedtoSANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 trusses unW after all fastening and bracing 407) 321-0064 Fax (407) 321-3913 which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length.. Provislons must be BC Live 0.0 psf O.C. Spacing: 24.0" h g• Is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing the BC Dead 10.0 DesI n Criteria: TPI - 9 LICENSE #0050068 of overall structure may be required. (see HIB-9I of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofno Drive, Madison, Wisconsin 53719). psf Code DeSc: FLA 1005 VANNESSA DR.OVIEDO.FL32766 TOTAL 33.0 psf I V:09.05.02- 31350- 4 6". "' A- y- HUH IAIH: L:I/tt-LUKVUHSIAKLK HCS: 08. 20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: D1 QTY:1 DESIGN IINFORMATION TOP CHORDS: 2x4 SP 2 WndLod per ASCE 7-98, C&C, V= 125uph, Joint: Locations===========____ This design is for an individual building 2X4 SP- 1 D - 2,3 H= 15.0 ft, I= 1.00,Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 7) 32- 5- 5 13). 20- 0- 0 component andl has been based onInformation BOT CHORDS: 2x4 SP 2 Bld Type= Encl L= 58.0 ft W= 40.0 ft .Truss 2) 3- 9- 5 8) 36- 2-11 14) 11- 7-I1 provided by the Ghent. The designer disclaims 2X4 SP 1 D 1,4 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3). 7- 6-11 9) 40- 0- 0 15) 5- 8- 0 any responslbaty, far damages as a result of WEBS: 2X4 SP 3 Impact Resistant Covering and/or Glazing Req 4) 11- 4- 0 10) 40- 0- 0- 16) 0- 0- 0faultyorincon"ctinformation, specifications 2X4 SP 2 5, 7 5) 20- 0- 0 11) 34- 4- 0and/of designs furnished to the truss designer by the client amd the correctness or accuracy SLIDERS: 2x4 SP 2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 28- 8- 0 12) 28- 4- 5 of this information as It may relate to a ape- MAX LIVE LOAD DEFLECTION: Support 1 1015# MAX. REACTIONS PER BEARING LOCATION----- ciflc project and. accepts no responsibility or L/977 at JOINT # 5 Support 2 956# X-Loc Vert Horiz Uplift Y-Loc. Type exerclsesnocomtrolwith regard tofabrim- L=-0.47" D=-0.49" T=-0.97" 0- 4- 0 1360 135 -1015- BOT PIN trusshandling, shipmasbeendinstallation ignedasa trusses. This tawshasbeendesignedasanMAXHORIZONTALTOTAL LOAD DEFLECTION: TC... FORCE ... CSI ..BC ... FORCE ... CSI 39- 8- 0 1360 0 956 BOT H-ROLL individual bulldling component in accordance with T= 0.59" 1- -2 -3463 0.83 16- 0 2052 0.52 ANSI/TPI 1- 199!5 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -3491 0.64 0-15 3046 0.90 as part of the b:ullding design by a Building T= 0.29" 3- 4 -3643 0.56 15-14 3447 0.76 Designer (registered architect or professional 4- 5 -4159 0.85 14-.13 3308 0.79 engineer). Whoa reviewed for approval by the RMB = 1.15 5- 6 -4159 0.85 13 -12 3306 0.79 building designer, thedesignloadingsshownmustbechecke- d to be sure that the data shown 6- 7 -3643 0.55 12-11 3448 0.76 are in agreement with the local building codes, 7- 8 -3492 0.64 11- 0 3046 0.90 local climatic reecords for wind or snow loads, 8- 9 -3463 0.79- 0-10 2052 0.52 project specifications or special applied loads. Unlessshown. -truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced byr sheathing unless otherwise specifled. Where bottom chords in tension are not fully bracedl laterally by a properly applied rigid ceiling, they should be braced at a maximum spa=ingof 10'- 0" o.c. Connector plates shall be =. anufaclu ed from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICPkTION NOTES Prior to fabricaltJon, the fabricator shall review this drawing to. verity that this drawing Is In conformance wrlth t}ie fabricator's plans and to realize a conthuuing responsibility for such veri- fication. Any diiscrepancles arc to be put in writing before cutting or fabrication. Plates shall notebe Installed over knotholes, knots or distor¢ed grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates s1hall be located on both faces of the truss with mails fully imbedded and shall be sym..aboutthee Joint unless otherwise shown. A 5x4 plate is 5" -wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots ( holes) run parallel to the plate IengLih specified. Double cuts on web members shall. meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need -to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information am Quality Control refer to ANSI/-FPI 1-1995 PRECAUZIONARY NOTES All bracing and erection recommendations are to be followed min accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled wit:b particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding masses in a straight and plumb pos- ition and for resisting lateral forces shah be designed and Hnsla.bed by others. Careful hand- ling is essentiaal and erection bracing is always required- Normal precautionary action for trusses requlrees such temporary bracing during installation bestween trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced im the installation of trusses. Professional advice shall be -sought If needed. Concentratiom ofcanstruction loads greater than the design loads shall not be applied to trusses at any- time No loads other than the weight of the ee.redors shall be applied to trusses until after all fastening and bracing Is completed. 1 6-5- 3 0- 6- 6 114-0 k 17-4- 0 k 11-4-0 lk 1 2 3 5 7 8 9 Q 5X8 6X8 5X8 5X6 3X4 3X4X6 3X5 3Xf 4 b4-10-8 If- _ -0 4Bt 6-2-6 0-6-61 10-11-11 16-8-10 10- 11-11 1 15 14 13 12 11 0 1360# 8.00" 1360# 8.00" 0- 10-8 40-0_0 J 010-8. CdATES (24) 2X4 4 RO-11-12) EXCEPT AS SHOWN PLATESARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. Eng. _ Job: ARLK A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D1 a1"0611ad Ste111S CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10- 27- 03 TC Live 16.0 psf DurFac - Lbr: 1. 25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DUrFac - Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing buckling BC Clue 0.0 P sf O. C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown. is for lateral support of truss members only to reduce length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf- Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Code Dese: FLA LICENSE #0050068 1005 VANNESSA DR.OVIE130.1`I_ 32766 Truss Plate Institute, TPI. is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). TOTAL 33.0 psf V:09.05.02- 31351- ' Design: Matrix Analysis JOB PATH: CATEE-LOKVOBSIARLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK IWE: TI: E QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP 2 WndLod per ASCE 7-98, C&C, V= 125mph, Joint Locations=====___======= This design is for an individual budding BOT CHORDS: 2x4 SP 1 D - H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 1) 0- 0- 0 7) 31- 6-11 13) 20- 0- 0 component and has been based on information 2x4 SP 2 2 Bld Type= Enel L= 58.0 ft W= 40.0 ft Truss 2) 4- 2-11 8) 35- 9- 5 14) 12-11-11 provided by the client. The designer disclaims WEBS; 2x4 SP 3 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 8- 5-.5 9) 40- 0- 0 15) 6- 4- 0 any responsibility for damages as a result of 2x4 SP 2 5,7 Impact Resistant Covering and/or Glazing Req 4) 12- 8- 0 10) 40- 0- 0 16) 0- 0- 0faultyorincorrectinformation, specifications and/or designs furnished to the truss designer SLIDERS: 2x4 SP 2 5) 20- 0- 0 11) 33- S- 0 by the client and the correctness or accuracy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 27- 4- 0 12) 27- 0- 5 of this information as it may relate to aspe- L/999 Support 1 981# MAX. REACTIONS PER BEARING LOCATION----- ciBcprojectandacceptsnoresponsibWtyor L=-0.46". D=-0.48" T=-0.94" Support 2 1005# X-Loc Vert Horiz Uplift Y-Loc Type exercises no control with regard to fabrics- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 0- 4- 0 1360 71 981 BOT PIN tlon, handling, shipment and installation of trusses. This truss has been designed as anusse T= 0.61" TC... FORCE ... CSI BC ... FORCE ... CSI 39- 8- 0 1360 0 1005 BOT H-ROLL Individual building component in accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1-- 2 -3582 0.87 16- 0 2071 0.52 ANSI/TPI 1-1995and NDS-97 to be incorporated T= 0.30" 2- 3 -3564 0.65 0-15 3169 0.94 as part of the building design by a Building 3- 4 -3525 0.60 15-14 3440 0.75. Designer (registered architect or professional RMB = 1.15 4- 5 -3726 0.74 14=13 3189 0.73 engineer). When reviewed for approval by the 5- 6 -3726 0.74 13-12 3189 0.73buildingdesigner, the design loadings shown must be checked to be sure that the data shown 6- 7 - 3 525 0.62 12-11 3441 0.75 are in agreement with the local building codes, 7- 8 - 3564 0.65 11- 0 3169 0.94 local climatic records for wind or snow loads, 8- 9 -3582 0.88 0-10 2071 0.52 project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mminimusizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI I-1995 PRECAUTIONARY NOTES AS bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erectlon of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fa stening and bracing s completed. 7- 1-3 0- 6-6 12- 8-0 k 14-8-0 k 12-8-0 1 2 3 5 7 8 9 Q 5X8 2X4 5X8 6. 00 5X6 Jay .3-u-in 5X6 3X4 6- 10-6 0- 6-6 3. 00 1 1 3.00 0- 8 12- 3-11 14-0-10 12-3-11 I 1 15 14 13 12 11 I 0 1360# 8.00" 1360# 8.00" 00 10-8-840-0-0 J 00 10 8 RO- 11-12) i Ri 0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TICLive 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead. 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing length. Provisions be BC Live 0.0 Ps f O.C. Spacing: 24.Orr 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling must made to anchor lateral bracing at ends and specified locations determined by the building designer. ea BCDead100 psf PDesign Criteria: TPI TOMAS PONCE P.E. Additional bracing of the ovestructure may be required. (See HIB-91 of TPI). rall 1Code Desc: FLA LICENSE #0050068 1005 VANNESSA DR. OVIEDO. FL32766 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). I I TOTAL 33.0 psf -- V:09.05.02- 31352- o Design: Moira Analysis JOB PATH: CATEE-LOKUOBSIARLK - HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: El QTY:1 DESIGN INFORMATION This design is for an Lndtvldual building component and "as been based on information provided by the -bent. The designer disclaims . any responsibal y for damages as a result of faulty or inc"rre-rt--tion, specifications and/or designs furruished to the truss designer by the client and_ the correctness or accuracy of this information - it may relate to a spe- cific project and accepts no responsibility or exercises no contLrol with regard to fabrica- tion, handling, sRUpmenl and Installation of trusses. This truss has been designed as an Individual buildtr_-ng component in accordance with ANSI/TPI 1-1995, and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). Whem reviewed for approval by the building designee, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, tr_arss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- usly braced by sheathing unless otherwise specified. Where: bottom chords in tension are not fully braced Oaterally by a properly applied rigid ceiling. the)7 should be b-c! at a maximum spacing of la-0" o.c. Connector plates shall be nnanufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, - Gmde 40, unless otherwise shown. FABRICAITION NOTES Prior to fabrication, the fabricator shall review this drawing to werify that this drawing is in conformance wtt-h the fabricator's plans and to realize a continming responslblity for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or dlstortrd grain. Members shall be cut for tight fitting vaood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the point unless otherwise shown. A 5x4 plate Is 5" w+ide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length _specified. Double cuts on web members shall rmeel at the centrold of the webs unless otherwise, shown. Connector plate sizes are mlrrlmum sizes based on the forces. shown and may need to be increased for certain hand- ling and/or erecrtlon stresses. This truss is not to be fabricated -with fire retardant treated lumber unless ortherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIB-9L Trusses are to be handled with_ pwUcular care during banding and bundling, dl eltvery and Installation to avoid damage. Tempo nary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for r-Isling lateral forces shall be designed and installed by others. Careful hand- ling is essential :and erection bracing is always required. Nornail precautionary action for trusses requires: such temporary bracing during installation betwreen trusses to avoid toppling and dommoing. The supervislon of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration o.f construction loads greater than the design loads shall not be applied to trusses at any thine. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #1 D 2x4 SP #2 2 WEBS: 2x4 SP #3 2x4 SP #2 5,7 SLIDERS: 2x4 SP #2 MAX LIVE LOAD DEFLECTION: L/999 L=-0.46" D=-0.48" T=-0.94" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.61" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.30" RMB = 1.15 WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 981# Support 2 1005# TC... FORCE CSI 1- 2 3582 0.87 2- 3 3564 0.65 3- 4 3525 0.60 4- 5 3726 0.74 5- 6 3726 0.74 6- 7 3525 0.62 7- 8 3564 0.65 8- 9 3582 0.88 BC ... FORCE ... CSI 16- 0 2071 0.52 0-15 3169 0.94 15-14 3440 0.75 14-13 3189 0.73 13-12 3189 0.73 12-11 3441 0.75 11- 0 3169 0.94 0-10 2071 0.52 Joint Locations===========__=_ 1) 0- 0- 0 7) 31- 6-11 13) 20- 0- 0 2) 4- 2-11 8) 35- 9- 5 14) 12-11-11 3) 8- 5- 5 9) 40- 0- 0 15) b- 4- 0 4) 12- 8- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 8- 0 6) 27- 4- 0 12) 27- 0- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1360 71 -981 BOT PIN 39- 8- 0 1360 0 -1005 BOT H-ROLL 12-8-0 14-8-0 k 12-8-0 1 2 3 5 7 8 9 5X8 2X4 5X8 7-1-3 0-6-6 18 D 0-8-0 60000 3.00 3X4 6-10-6 0-6-6 080 12-3-11 14-0-10 12-3-11 11 15 14 13 12 11 10, 1360# 8.00" 1360# 8.00" 0-10-8 40-0-0 ' 0 10 8 Cd ATES (12) 2X4 2) EXCEPTEXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WV: ARM Maronda A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: E1 ySstems__] CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA .WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing length. Provisions BC Live 0.0 psf O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPIg TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-9I of TPI). Dese: FLA LICENSE #0050068 1005 VANNESSA DP-OVIEDO.FL32766 rrmss Plate Institute, TPh is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). TOTAL 33.0 psf V:09CodV:09.05.02- 31353- , Design: Matrix Analysis JOB PATH: C:ITEE-LOKVOBSIARLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: F QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125rnph, Joint Locations=============== This design is for an individual building BOT CHORDS: 2x4 SP #1 D H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 1) 0- 0-. 0 7) 30- 8- 0 13) 20- 0- 0 component and has been based on information 2x4 SP #2 2 Bld Type=Ene1 L= 58.0 ft W= 40.0 ft Truss 2) 4- 8- 0 - 8) 35- 4- 0 14) 14- 3-11 provided by the client. The designer disclaims WEBS: 2x4 SP #3 In INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 9- 4- 0 9) 40- 0- 0 15) 7- 0-- 0 any responsibility for damages as a. result of 2x4 SP #2 5,7 Irrpaet Resistant Covering and/or Glazing Req 4) 14- 0- 0 10) 40- 0- 0 16) 0- 0- 0faultyorIncorrectinformation, specifications SLIDERS: 2X4 SP #2 5) 20- 0- 0. 11) 33- 0- 0and/or designs furnished to the truss designer by the client and the correctness or accuracy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 26- 0- 0 12) 25- 8- 5 of this information as it may relate to aspe- L/999 Support 1 979# MAX. REACTIONS PER BEARING LOCATION ----- cificproject and accepts no responsibility or L=-0.45" D=-0.47" T=-0.91" Support 2 1002# X-Loc Vert HOriz Uplift Y-LOC TypeexercisescontrolwithregardlallationMAXHORIZONTALTOTALLOADDEFLECTION: 0- 4- 0 1360 74 979 BOT PIN Horses. This ment and ol trusses. This truss has been designed as an T= 0.62" TC... FORCE ... CSI ..BC ... FORCE ... CSI 39- 8- 0 1360 0 1002 BOT H-ROLL Individual building component in accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3680 0.90 16- 0 2070 0.50 rI/TPI 1-1995 and NDS-97 to be Incorporated T= 0.31" 2- 3 -3614 0.67 0-15 3270 0.96 ar of the building design by a Building 3- 4 -3396 0.63 15-14 3417 0.74 Designer (registered architect or professional RMB = 1.15 4- 5 -3373 0.60 14-13 3062 0.69 engineer). When reviewed for approval by the building designer, the design loadings shown 5- 6 -3373 0.60 13-12 3061 0.69 must be checked to be sure that the data shown 6- 7 - 3 396 0.65 12 -11 3416 0.74 are In agreement with the local building codes, 7- 8 - -3614 0.67 11- 0 3270 0.96 local climatic records for wind or snow loads, 8- 9 -3679 0.91 0-10 2070 0.50 project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid cetllng, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert- I)cation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to. the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. 'Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing.& Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installatlon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. _ 7-9-3 0-6-6 14-0-0 k 12-0-0 k 14-0-0 IlkIlk 1 2 3 5 7 8 9 6.00 5X8 2X4 5X8 0 5X6 ` .3-4-13 -3214 5X6 7-6-6 0-6-6 3.00 3.00 0-8-0 _ _ 0-8-0 13-7-11 11-4-10 13-7-11 1 15 14 13 12 11 0 1360# 8.00" 1360# 8.00" 00-10-8-8 f1., 40-0-0 0-1 0-8 _ R0-11-12) I RI0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: ARLK S1( M A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F c! O Li d S$IliS CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf. DurFae -- Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing buckling length. Provisions BC Live 0.0 Psf O.C.Spacing: 24.0" A g• 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead lo.o PsfP Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Dese: FLA- LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Code 1005 VANNESSA DR.OVIEDO.FL TOTAL 33.0 Psf y ,32766 09.05.02- 31 354- 1 Design: Matrix Analysis JOB PATH: C:ITEE-LOKVOBSORLK HCS., 08.20.02 DESIGN INFORMATION This design is for are individual building component and has been based on information provided by the client. The designer disclaims any responsibility IF- damages as a result of faulty or incorrect Iraforrnation, specifications and/or designs furraished to the truss designer by the client and the correctness or accuracy of this information as It map relate to a spe- cific project and accepts no responsibility or exercises no control: with regard to fabrica- tion, handllng, shipment and installation of trusses. russhasThist:been designed as an Individual building component in accordance with ANSI/TPI 1-1995 aced NDS-97 to be Incorporated as part of the building design by a Building Designer (registered an:hitect or professional engineer). When reviewed for approvalby the building designer, tlae design loadings shown must be checked to be sure that the data shown are in agreement witlh the local building codes, local climatic recordis for wind or snow loads, project ; specificatloms or special applied loads. Unless shown, truss- has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathtng unless otherwise specified. Where bottom chords to tension are not fully braced laterally by a -properly applied rigid ceiling, they siaould be braced at a maximum spacing off 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized s3eel meeting ASTM A 653. Grade 40, unless otdnerwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verity that this drawing is in conformance with t1he fabricator's plans and to realize a continuing; responslbWty for such veri- fk. Con. Any discrepancies are to be put in writing before cutting or fabrication. Plates shallnot be installed over knotholes, knots or distorted g;riin. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall 6e located on both faces of the truss with nails fully imbedded and shall be sym. about the join¢ unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web - members shall meett at the centroid of the webs unless otherwise staown. Connectorplate sizes are minimum sizes based on the forces shown and may need to bm Increased for certain hand- 1mg and/or erectlomst esses. This truss Is not to be fabricated witlh Me retardant treated lumber.unless otheawise shown. For additional information on Q-11ity Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing § Bracing'. H1B-91. Trusses are to be handled with paaacular care during handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses An a straight and plumb pos- ition and for resisting lateral forces shall be designed and Instated by others. Careful hand- ling Is essential and. erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation betweeea trusses to avoid toppling and dominoing. Tlee su pervlslon of erection of trusses shall be under the control of persons experienced In the Msiallation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater. than the design loalds shall not be applied to trusses at any time;.. No loads other than the weight of the erectors shall be applied to trusses until after a. fastening and bracing 1s completed. JB ARLINGTON K 3& 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP # 2 BOT CHORDS: 2x4 SP # 1 D 2x4 SP #2 2 WEBS: 2x4 SP #3 2x4 SP #2 5, 7 SLIDERS: 2x4 'SP #2 MAX LIVE LOAD DEFLECTION: L/999 L=-0. 45" D=- 0.47" T=-0.9111 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.62" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.31" RMB = 1.15 7- 9-3 0- 6-6 7- WO: ARLK WE: WndLod per ASCE 7- 98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/ or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 979.# Support 2 1002# TC... FORCE ... CSI 1- 2 -3680 0. 90. 2- 3 -3614 0. 67 3- 4 -3396 0. 63 4- 5 -3373 0. 60 5- 6 -3373 0. 60 6- 7 -3396 0. 65 7- 8 -3614 0. 67 8- 9 -3679 0. 91 BC ... FORCE ... CSI 16- 0 2070 0. 50 0-15 3270 0. 96 15-14 3417 0. 74 14-13 3062 0. 69 13-12 3061 0: 69 12-11 3416 0. 74 11- 0 3270 0. 96 0-10 2070 0. 50 TI: F 1 TY: 1 Joint Locations=====_=_=______ 1) 0- 0- 0 7) 30- 8- 0 13) 20- 0- 0 2) 4- 8- 0 8) 35- 4- 0 14) 14- 3-1,1 3) 9- 4- 0 9) 40- 0- 0 15) 7- 0- 0 4) 14- 0- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 0- 0 6) 26- 0- 0 12) 25- 8- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc- Vert Horiz Uplift Y-Loc Type 0- 4- 0 1360 74 -979 BOT PIN 39- 8- 0 1360 0 -1002 BOT H-ROLL 14-0-0 k 12-0-0 k 14-0-0 Ilk 1 2 35 7 8 9 5X8 2X4 5X8 1331 U I L 0 7-6-6 0- 6-6 0- g 13-7- 11 114- 10 13-7-11 1 15 14 13 12 11 Ad 1360# 8.00" 1360# 8.00" 0-10-8 . 1. 40-0-0 0-10-8 Cd ArTES (12) 2X4 ( R' 0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. c l"OIIC d S)/5 111 5 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erectlon bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax ( 407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be . made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall structure maybe required. (See HIB-9l of TPq. - LICENSE #0050068 1D05 VANNESSA DROVIEDO.FL32766 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Design: Matrix Analysis JOB PATH. C:ITEE-LOKUOBSIARLK Eng. Job: Dwg: Dsgnr: TLY Chk: WO: ARLK Truss ID: F1 Date: 10-27-03 TIC Live 16.0 psf DurFae - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psi' V:09.05,02- 31355- S HCS: 08.20-02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any responslbWty. for damages as aresult of faulty or Incorrect tnrn foration, specifications and/ or designs furnished to the truss designer by the client and -the correctness or accuracy of this information as it may relate to a spe- cific project. and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/ TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer ( registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not installed over knotholes, knots or distorted grain. Members shall he cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. aboutthe Joint unless otherwise shown. A 15. 4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For'additlonal information on Quality Control refer to. ANSI/ TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding. and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- Iing Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domino mg The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. - TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 2x4 SP #1 D 1,5 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.46" D=-0.47" T=-0.93" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.66 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.32" RMB = 1.15 8- 5-3 0- 6-6 WndLod per ASCE 7-98, C&C, V= 125niph, H= 15.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 B1d Type= Encl L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4:2 psf, BCDL= 6.0 psf Ixrpact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 976# Support 2 999# TC ... FORCE CSI BC ... FORCE CSI 1- 2 3763 0.94 15- 0 2065 0.50 2- 3 3649 0.72 0-14 3357 0.96 3- 4 3265 0.65 14-13 3380 0.96 4- 5 2944 0.51 13-12 3062 0.75 5- 6 2944 0.51 12-11 3380 0.96 6- 7 3265 0.67 11- 0 3357 0.96 7- 8 3649 0.72 0-10 2064 0.50 8- 9 3763 0.95 TI: G QTY:1 Joint Locations=============== 1) 0- 0- 0 6) 24- 8- 0 11) 32- 2- 3 2) 5- 1- 5 7) 29- 9- 5 12) 24- 4-'5 3) 10- 2-11 8) 34-10-11 13) 15- 7-11 4) 15- 4- 0 9) 40- 0- 0 14). 7- 9-14 5) 20- 0- 0 10) 40- 0- 0 15) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1360 77 -976 BOT PIN 39- 8- 0 1360 0 -999 BOT H-ROLL 15- 4-0 9-4-0 15-4-0 Ilk 1235789Q 4X6 3X4 4X6 0 0Au 8- 2-6 0- 6-6 3. 00 J 3.00 0- 8 14- 11-11 11 8-8-10 14-11-11 14 13 12 11 0 1360# 8.00" 1360# 8.00 0- 10-8 ie 40-0-0 0 RO- 11-12) RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: ALL NOTES ON THIS SHEET. Eng. Job: ARLK M a1'® 811(id SystemsA COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G CONTRACTOR. Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARONDAWAYSANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing orsimllar bracing the building design TC Dead 7.0 psf DurFac - Pit: 1.25 407) 321- 0064 Fax (407) 321-3913 which Is a part of and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" h g: TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracingoftheowetistructuremayberequired.- (See HIB-91 of TPI). BC Dead 10.0 sf P DesignCriteria: TPI LICENSE #0050068 Truss Plate Institute, TPI, Is located. at 583. D'Onofrio Drive, Madison, Wisconsin 53719E 1 Code Desc: FLA - 1005 VANNESSA DR.OVIEDO.FL32766 I TOTAL 33.0 psf V:09.05.02-. 31356- 1 Design: Matrix Analysis JOB PATH: C:ITEE-LOKVOBSIARLK - HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: G1 QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125niph, Joint Locations=============== This design is for an individual building BOT CHORDS: 2x4 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 6) 24- 8- 0 1-1) 32- 2- 3 component and has been based on Information 2x4 SP #1 D 1,5 Bld Type= Enel L= 58.0 ft W= 40.0 ft Truss 2) 5- 1- 5 7) 29- 9- 5 12) 24-. 4- 5providedbytheclient. The designer disclaims WEBS: .2x4 SP #3 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 10- 2-11 8) 34-10-11 13) 15- 7-11anyresponsibilityfordamagesasaresultoffaulty or incorrect information, specifications SLIDERS: 2x4 SP #2 Inpact Resistant Covering and/or Glazing Req 4) 15- 4- 0 9) 40- 0- 0 14) 7- 9-14 and/ or designs furnished to the truss designer g LIVE LOAD DEFLECTION: 5) 20- 0- 0 10) 40- 0- O 15) 0- 0- 0 by the client and the correctness or accuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: MAX. REACTIONS PER BEARING LOCATION----- ofthis information as it may relate to a spe- L=-0.46" D=-0.47" T=-0. 93" Support 1 976# X-Loc Vert Horiz Uplift Y-Loc Type cificprojectandacceptsnoresponsibilityorMAXHORIZONTALTOTALLOADDEFLECTION: Support 2 999# 0- 4- 0 1360 77 -976 BOT PIN exercisesnocontrolwithregardtofabrics- tion, handling, shipment and Installation of T= 0 . 66" . 39- 8- 0 1360 0 -999 BOT H-ROLL trusses. This truss has been designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: TC... FORCE... CSI ..BC ... FORCE... CSI individual building component in accordance with T= 0.32" 1- 2 -3763 0.94 15- 0 2065 0.50 ANSI/ TPI 1-1995 and NDS-97 to be incorporated 2- 3 -3649 0.72 0-14 3357 0.96 as part of the building design. by a Building RMB = 1.15 3- 4 -3265 0.65 14-13 3380 0.96 Designer (registered architect or professional engineer). When reviewed for approval by the 4- 5 -2944 0.51 13-12 3062 0.75 building designer, the design loadings shown 5- 6 -2944 0.51 12-11 3380 0.96 must be checked to be sure that the data shown 6- 7 -3265 0.67 11- 0 3357 0.96 are in agreement with the local building codes, 7- 8 -3649 0.72 0-10 2064 0.50 local climatic records for wind or snow loads, 8- 9 -3763 0.95 project specificationsorspecialappliedloads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a.properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such ver- cation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall nol.be.Installed over knotholes, knots or distorted grain. -Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes am minimum sizes based on the (Drees shown. and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing ' for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by. others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erecUon of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any Urrre. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 15- 4-0 94-0 15-4-0 1 2 3 514 7 8 9 0 8- 5-3 0- 6-6 4X6 3X4 6X8 Q c- - wnoJ 3Xie- 413-1W10 fi t_- 3X4 0- 8 8- 2-6 0- 6-6 080 14- 11-11 8-8-10 k14-11-11 1 14 13 12 11 0 1360# 8.00" 1360# 8.00" 0- 10 40- 0-0 0 COWW) A'TES (12) 2X4 (RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 Maronda Sy 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DROVIEDO.FL32766 Design: Matrix Analysis WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind baring,. portal bracing or similar bracing which Is a partofthe building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191- JOB PATH: C:ITEE-LOKlJOBSIARLK Eng. Job: WO: ARLK Dwg: Truss ID: G1 Dsgnr: TLY Chk: Date: 10-27-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33. 0 psf V:09.05.02- 31357- 1 HCS: 08. 20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TC H QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125raph,==============Joint Locations=============== This design 1s foram Individual building BOT CHORDS: 2x4 SP #2 H= 15.0- £t, I= 1.00, Exp.Cat.- B, Rzt= 1.0 1) 0- 0- 0 6) 28-10-11 11) 23- 0- 5 component and ha,-5 been based on Information 2x4 SP #1. D 115 Bld Type= Encl L= 58.0 £t W= 40.0 ft Truss - 2) 5- 6-11 7) 34- 5- 5 12) 16-11-11providedbytheclientThedesignerdisclaimsWEBS: 2x4 SP _ #3 - in -INT zone, TCDPL= 4.2sf, BCDL= 6.0 psf 3) 11- 1- 5 8) 40- 0- 0 13) 8- 5-14 any responsibilityBordaagesasaresultoffaultyor incorrect information,specifications 2x4 SP # 2 5 Impact Resistant Covering and/or Glazing Req 4) 16- 8- 0 9) 40- 0- 0 14) 0- 0- 0 and/or designs furznishedtothe truss designer SLIDERS: 2x4 SP #2 5) 23- 4- 0 10) 31- 6- 3 by thecuent-'IIli- o-eetnes,oraccuracy MAX LIVE LOAD DEFLECTION: PROVIDE UPLIFT CONNECTION PER SCHEDULE: ----MAX. REACTIONS PER BEARING LOCATION----- of thls infornatlon . alit may relate to a spe L/999 Support 1 - 964# X-Loc Vert Horiz Uplift Y-Loc Type ctfic project andacceptsnoresponsibilityorL=-0.46" D=-0.47" T=-0.93" Support 2 988# - 0 4- 0 1360 44 - -964 BOT PIN exemises'no contro:I with regard to fabrica- MAX HORIZONTAL TOTAL LOAD DEFLECTION: 39- 8- 0 1360 0 -988 BOT H-ROLL tion, handling, shipmentandinstallationof - - trusses. This truss has been designed as an Tee 0. 67" .. TC... FORCE... CSI ..BC ... FORCE... CSI individual building conponent in accordance with MAX HORIZONTAL LIVE LOAD DEFLECTION: 1- 2 -3823 0.98 - 14- A 2059 0.51 ANSI/TPI 1 - 1995 mrid NDS-97 to be Incorporated T= 0.33" 2- 3 -3661 0.80. 0-13 3419 0.96 as part of the buildling design by a Building - 96 Designer (registered architectorprofessionalRMB = 1.15 3- 4 -2804 0. 56 13-11 3326 0.65 engineer). When reviewedforapprovalbythe4- 5 -2804 0.56 12-11 2801 0.65 budding designer, Ithe design loadings shown - 5- 6 -3125 0.67 11-10 ' .3326 0.96 must.be checked to be sure that the data shown 6- 7 -3661 0.80 10- 0 3419. 0.96 are in agreement swtththe local building codes. 7- 8 -3823 0.98 0- 9 2059 0.51 local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occuparucyloads. The design assumes compression chordis (top or bottom) are continu- ously braced by st- thing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'- 0" o.c. Connector plates shall be mamufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. 16-8-0 6-8-0 16-8-0 FABRICATION NOTES 1 2 3 6 7 8 Prior to fabricatiom, the fabricator shall review 0 - _ _ 0 this drawing to ver- Ely that this drawing is in conformance with the fabricator' s plans and to 5X8 4X6 realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cuttiingor fabrication. Plates shall not be Installed over knotholes. knots or distorted ;grain. Members shall be cut 4X6 4X6 for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of Ls the truss with na1fullyimbeddedandshallbe. - sym. about the )obit unless otherwise shown. A 5x4 plate is 5" wldc x 4'* long. A 6z8 plate Is 6" 9-1-3 6X8 8-10-6 wide x 8" long. Slots ( holes) run parallel to 6X8 the plate length specified. Double cuts on web 6X12 6X12 members shall nn- L'at the cenlrold of the webs unless otherwise shl o Connector plate sizes 0-6-6 0-6-6 are minimum sizes. based ontheforcesshownandmayneedtobe increased for certain hang- 6X8 6X8 ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated 3X4 3X4 - 3X4 lumber unless otherwise shown. For additional [6X81 4-0-15 information on Qwall[y-Con[ m[6X8]l refer to - ANSI/ TPI 11-1995 3X4 PRECAUTIONARY NOTES All bracing and er-tion recommendations are to be followed in accordance with "Handling Installing & Bracima ', HIB-91. Trusses are to be handled with particular care during banding and trundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses. In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential arced erection bracing is always required. Normal premunonary action for trusses requires s cb temporary bracing during Installation between trusses to avoid toppling and dommogrg. 1-he s upervlsion of erection of trusses shall be umder the control of persons experienced In the Installation of trusses. Profession al advice` shall be sought if needed. Concentration of construed. Io ds greater than the design loads shall not be applied to trusses at any time.No loads other than the weight of the erectors shall be applied to u- trsses until after all fasteningand bracing is completed. 3.00 I 3.00 0-8-0 - 16-3- 11 6-0- 10 16-3-11 11 13 12 11 10 9 1360# 8.00" 1361# 8. 00" 0-10-8-8 i' RO-11-12) I 40-0-0 lal 0108 RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: K Maro11da S ssteM$ A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10- 27-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC- Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support truss to buckling length. Provisions be BC Live 0.0 O.C. Spacing: 24.0n 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. of members only reduce must made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPl6 BC Dad e 100 psf h sfDesign Criteria: TPI LICENSE #0050068 Truss Plate Institute, TPI. is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1 Code Desc: FLA 1005VANNESSA DR.OVIPDO.FL32766 TOTAL 33.0 psf V:09.05.02- 31358- 1 uesign: marru Anmysis UU YAIH: C:I1hh-LU1(VU53IAKLK HCS: 08.20.02 1 JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: I QTY:l DESIGN INFORMATION TOP CHORDS: 2x4 SP 2 WndLod per ASCE 7-98, C&C, V= 125rnph, joint Locations= =========___ This design is for an Individual building 2x4 SP 2 D 1,5 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 6) 28- 4-11 11) 22- 2- 0 component and has been based on information BOT CHORDS: 2x4 SP 2 Bid Type= Enel L= 58.0 ft W= 40.0 ft Truss 2) 5- 9-11 7) 34- 2- 5 - 12) 17-10-'0 provided by the client. The designer disclaims 2x4 SP 1 D 1,5 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 11- 7- 5 8) 40- 0- 0 13) 8-11- 0 any responsibility for damages as a result of WEBS: 2x4 SP 3 Fact Resistant Covering and/or Glazing Req 4) 17- 5- 0 9) 40- 0- 0 14) 0- 0- 0 faulty orincorrectInformation, specifications 2x4 SP - 2 3, 5, 7 5) 22- 7- 0 10) 31- 1- 0. and/or designs furnished to the truss designer by the client and the correctness or accuracy SLIDERS: 2X4 SP 2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: MAX. REACTIONS PER BEARING LOCATION ----- ofthis Wormation as it may relate to a ape- MAX LIVE LOAD DEFLECTION: Support 1 954# X-Loc Vert Horiz Uplift Y-Loe Type title project and accepts no responsibility or L/999 Support 2 978#. 0- 4- 0 1359 44 954 BOT PIN exercises no control with regard to fabrica- L=-0.46" D=-0.48" T=-0. 93" 39- 8- 0 1359 0 978 BOT H-ROLL Lion, handling, shipment and Installation of tion, trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: TC ... FORCE ... CSI .. BC... FORCE ... CSI Individual building component in accordance with T= 0.68" 1- 2 -3846 0.88 14- 0 2060 0.51 ANSI/ TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION:. 2- 3 -3661 0.82 0-13 3445 0.95 part of the building design by a Building T= 0.33" 3- 4 -3019 0.67 13-12 3295 0.96 Designer ( registered architect or professional 4- 5 -2729 0.51 12-11 2726 0.64 engineer). When reviewed for approval by the building designer, the design loadings shown RMB = 1.15 5- 6 -302L 0.69 11-10 3296 0.95 must be checked to be sure that the data shown 6- 7 -3660 0.82 10- 0 3445 0.95 are in agreement with the local building codes, 7- 8 -3846 0.88 0- 9 2060 0.51 local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized sleet meeting ASTM A 653, 17-5-0 5-2-0 17-5-0 Grade 40, unless otherwise shown. 1 2 3 6 7 S FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrr catos.plansand to realize a continuing responsibility for such verl- caUon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shallnot be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing.. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/ or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- IUon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of emcuon of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to russes tuntil afterall fastening and bracing Is completed. 9- 5-11 0-6-6 6 0000 5X8 4X66 0000 6X81 "' 4-.5- 8 - [6X8] 9-2-14 0-6-6 3.00 3. 00 0-8 17- 2-0 44-0 17-2-0 I 1 13 12 11 ill9 I 1360# 8. 00" 1360# 8.00" 00-10-8 40-0-0 0- RO-11- 12) RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1605 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: 1. y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16. 0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing to buckling length. Pro Provisions Live BCLi 00sfP O.C. Spacing: 24.0" 407) 321-0064Fax (407) 321-3913 shown Is for lateral support of truss members only reduce must be made to anchor lateral bracing at ends and specified locations determined by the building designer. e BC Dad 100SfP Design Criteria: TPI TOMAS PONCE P. E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Code Desc: FLA LICENSE #0050068 TrussPlateInstitute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719) 1005 VANNESSA DILOVIEDO. FL32766 TOTAL 33.0 psf V:09.05.02- 31359- 1 Design: Minns Awlysis JOB PATH. C:ITEE-L0KV0BS14RLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: J QTY:1 DESIGN INFOR11MATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, Joint Locations_______________ This design is foran Indlvgdual building BOT CHORDS: 2x6 SP #2 H= 15"0 ft, I= 1.00, Exp.Cat. B, Kzt= 1"0 1) 0- 0- 0 4) 14- 4- 0 7) 0- 0- 0 component and has been [based on mformation WEBS: 2x4 SP #3 Bld Type= Enel L= 58.0 ft W= 14.3 ft Truss 2) 7- 4- 0 5) 13- 0- 0 provided by the client.Th- des igner disclaims 2x4 SP #2 2 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 14- 4- 0 6) 7- 2- 4 way responsmwry for damags as a resuitof WEDGES: 2x4 SP #2 Impact Resistant Covering and/or Glazing Req faulty or incorrect infonnmtion, specifications LIME LOAD DEFLECTION: TOTAL DESIGN LOADS ------------ o the truss designerand/or designs furnished ;to L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Uniform PLF From PLF To by the Coen( and fine co a euess or accuracy of this Information asitmayrelate toaspe- L=-0.08" D= 0.03" T=-0.05" Support 1 692# TC Vert L+D -46 0-10- 8 -46 14- 4- 0 ciflc project and accepts no aesponsibWty or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 603# BC Vert L+D -20 0- 0- 0 -20 14- 4- 0 exerclses no control with regard to fabrics- T= 0. 02" Concentrated LBS Location Lion, handling, a nnsinedasaation MAX HORIZONTAL LIVE LOAD DEFLECTION: TC... FORCE ... CSI BC ... FORCE ... CSI BC Vert L+D 930 13- 0- 0 usshasbhipmentasantrusses. This truss has beent- T= 0 03^ 1- 2 -792 0.37 7- 6 649 0.26 MAX. REACTIONS PER BEARING LOCATION----- in accordance indlvidualbuildingcomporaenLinaccordancewith ANSI/ TPI 1-1995 and ND-S-97 to be incorporated 2- 3 -1539 0.48 6- 5 639 0.41 X-Loc Vert Horiz Uplift Y-Loc Type as part of the building des:lgnbyaBuilding RMB = 1.00 5- 4 1319 0.50 0- 4- 0 608 12 -692 BOT PIN Designer ( registered aschlta ctor professional 14- 2- 3 1307 0 -603 BOT H-ROLL engineer). When reviewed for approval by the budding designer, the desgnn loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for vc,ind or snow loads, project specifications or special applied loads. Unless shown, truss has raotbeen designed for storage or occupancy loads. The design assumes compression chords (top — bottom) are continu- ously braced by sheathing unless otherwise 7-4-0 7--0 specified. Where bottom chords In tension are not fully braced laterally by a properly applied 1 3 rigid ceWng, they should tx braced at e maximum spacing of lo'-O" o.e. Connector 6 00006.00 ur platesshallbemanufacturedfrom 20 gauge hot dipped galvanized steel me-eting ASTM A 653, Grade 40, unless otherwise shown. 4X6 FABRICATION WOTES Prior to fabrication, the f %bricator shall review this drawing to veiny that. this drawing is in conformance with the fabiricator s plans and to realize a continuing respos, sibWty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabdcation. Plates shall not be install-d over knotholes. knots or distorted grain. Ttembers shall be cut 4-2-6 fortightfittingwoodtowoodbearing. Con- nector plates shall be located on both faces of 4-5-3 the truss with nails fully L—bedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (hobs) run parallel to 0-6-6 the plate length specified. Double cuts on web members shall meet at thae antmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire eetardant treated 5X6 3X6 2X4 j 2X4 6X8 lumber unless otherwise shown. For additional Information on Quality C—tol-refer to ANSI/ TPI I-1995 PRECAUTIONXRY NOTES All bracing and erection —onus nendatlons are to be followed in accordarace with "Handling Installing & Bracing", HIES -91. Trusses are to be handled with particulaar care during banding and bundling. delivery anrd installation to avoid damage. Temporary and permanent bracing for holding trusses in a stbaight and plumb pos- ition and for resisting lateral forces shall be designed and installed by- others. Careful hand- ling is essential and erection bracing is always required. Normal precauttiontry action for trusses requires such tereaporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall lbe sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No bonds other than the weight of the erectors sha0 be applied to trusses until after all fastening and bracing is completed. M 14- 4-U 6 5 609# 8.00" 1308# 3.62" 0- 10-8 _fJ 144-0 RO- 11-12)-12) 930# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4405 Maronda Systems yWARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or stmilar bracing Eng. Job: Dwg: Dsgnr: TLY Chk: WU: AKLK Truss ID: J Date: 10-27-03 TC Live 16.0 psf TC Dead 7.0 psf DurFac - Lbr: 1.25 DurFae - Pit: 1.25 4005MARONDAWAYSANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 Sf PO.C. Spacing: 24.01r 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (see HIB-91 of TPI). Code Dese: FLA LICENSE # 0050068 rrmss Plate Institute, TPI. is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). TOTAL 33.0 psf V:09.05.02- 31360- 1 1005VANNESSADR.OVIEDO.FL32766 Design: Matrix Analysis JUH VAiH (.: 1l CC-LVAVVUJV1l(LA JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: K QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125r[>ph, Joint Locations=========--===- This design is for an Individual building BOT CHORDS: 2x4 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 4) 10-10-15 7) 7- 4-" 0 component and has been based on Information WEBS:- 2x4 SP #3 Bld Type= Encl L= 58.0 ft W= 13.0 ft Truss 2) 3- 9- 1 5) 13- 0- 0 8) 0- 0- 0 provided by the client. The designerdisclaims WEDGES: 2x4 SP #2 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 7- 4- 0 6) 13- 0- 0 any responsibility for damages as a result of Inipact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION ----- faulty or incorrect Information, specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: X-Loe Vert Horiz Uplift Y-Loc Typefurnishedthetressdesignerand/or designs d the Support 1 446# TC... FORCE ... CSI BC ... FORCE ... CSI 0- 4- 0 475 42 -446 BOT PINcordctbytbeeuemtanamecorrectmessoraccuracy If this information as it may relate to a spe- Support 2 413# 1- 2 -571 0.22 8- 7 477 0.21 12-10-12 422 0 -413 BOT H-ROLL cific project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: 2- 3 -431 0.19 7- 6 -327 0.18 exercises no control with regard to fabrics- L/999 3- 4 449 0.20 tlon, handling, shipment and Installation of L=-0.01" D=-0.01" T=-0.02" 4- 5 27 0.13 trusses. This truss has been designed as an individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: ANSI/TPl I-1995 and NDS-97 to be Incorporated T= 0. 01" as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: Designer (registered architect or professional T= 0 . 01" engineer). When reviewed for approval by the building designer, the design loadings shown RMB = 1.15 must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes 7-0-0 5-8-0compressionchords (top or bottom) are continu- 2 4 5ouslybracedbysheathingunlessotherwise specified. Where bottom chords in lension are 1 not fully braced laterally by a properly applied Qrigidceiling, they should be braced at a Q maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot 4X6 dipped galvanized steel meeting ASTM A 653, Gmde 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricators plans and to realize a'continuing responsibility for such veri- fication. Any discrepancies are to be put In 2X4 writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 4-5-3 nector plates shall be located on both faces of 2X4 the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to 0-6-6 the plate length specified. Double cuts on web members shall meet at the centrnid of the webs 1-4-6 unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated 4 5X6 3X8 3X4 lumber unless otherwise shown. For addlU ..I Information on Quality Control refer to - ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary andpermanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentra" on of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. 1 I 13- 0-0 8 7 6 476# 8.00" 423N 2.50" 0- 108 13-0-0 RO- 11 12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing. wind bmcing. portal bracing or slmllar bracing SA N FORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). " LICENSE # 0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.FL32766 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 Psf TOTAL 33.0 psf scale = 0.4740 Truss ID: K Date: 10-27-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: CATEE-LOKUOBSIARLK - HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: L QTY:I DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 End vertical (s) not designed for exposure Joint Locations=======-======= 7) 0- 0- 0 BOT CHORDS: 2x4 Sp #2 to lateral wind pressure. 1) 0- 0- 0 4) 13- 0- 0 This design is for an Individual building based Information WEBS: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V= 125rnph, 2) 3- 9- 1 5) 13- 0- 0 component and has been on provided by the client. The designer disclaims 2x4 SP #2 3- H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt=1.0 3) 7- 4- 0 6) 7- 4- 0 any responsibility for damages as a result of WEDGES: 2x4 SP #2 Bld Type= Encl L= 58.0 ft W= 13.0 ft Truss MAX. REACTIONS PER BEARING LOCATION---- - faultyorincorrectinformallon,specifications in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: Impact Resistant_ Covering and/or Glazing Req 0- 4- 0 475 172 -39 BOT IN by the client and the correctness or accuracy of this Information as it may relate to a spe- Support 1 394# 12-10-12 422 0 -347 BOT H-ROLL cific project and accepts no responsibility or Support 2 347# TC... FORCE... CSI ...BC... FORCE... CSI exercises no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: 1- 2 -566 0.17 7- 6 -483 0.21 tion, handling, shipment and installation of L/999 2- 3 -432 0.18 6- 5 - 0 0.17 trusses. This truss has been designed as an with L=-0.01" D=-0.01" T=-0.02" 3- 4 -359 0.30 individual building component in accordance ANSI/TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: as part of the building design by a Building T= 0 . 01" Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: engineer). When reviewed for approval by the T= 0.00" building designer, the design loadings shown must be checked to be sure that the data shown RMB = 1.15 are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes11 compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise 1 2 4 specified. Where bottom chords In tension are not fully braced laterally by a property applied 0rigidceiling, they should be braced at aceiling, maximum spacing of ia-0" o.c. Connector 4X6 3X4platesshallbemanufacturedfrom20gaugehot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- flcation. Any discrepancies arc to be put in 2X4 writing before cutting or fabrication. Plates shall not be installed over knotholes, 4-2-6 knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 4-5-3 nector plates shall be located an both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to 0-6-6 the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown FE and may need to be increased for certain hand- ling and/or erection stresses. This truss is not be fabricated with fire retardant treated 5X6 3X8 to lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Nonnal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 476N 8.00" 0-10-8 f 13-0-0 RO-11-12)-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or smi lar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provistons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI) rrross Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1 423N 2.50" scale = 0.4740 Eng. Job: Dwg: Truss ID: L Dsgnr: TLY Ch]k: Date: 10-27-03 TC Live 16.0 psf DurFae - Lbc 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 31362- 1 ur-c. nn in m Design: Marrir Analysis Jtiv rnrn: t.:uce-r.vn uvaov..u. JB: ARLINGTON K 3&4 AC: WO: ARLK WE: TI: L1 QTY:I DESIGN INFORMATION TOP CHORDS: 2x8 SP #2 This 1-PLY truss designed to carry Joint Locations=============== This design is for an individual building BOT CHORDS: 2x8 SP #2 13 1 0" span framed to BC one face 1) 0- 0- 0 4) 8-10- 8 7) 1- 4-14 component and has been based on Information WEBS: 2x4 SP #3 01 0" span framed to TC opposite face 2) 1- 4-14 5) 8-10- 8 8) 0- 0- 9 provided by the client. The designer disclaims WndLod per ASCE 7-98, C&C, V= 125mph, 3) 7- 2-12 6) 7- 2-12 any responsibility for damages as a result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp. Cat. B, Kzt= 1.0 faulty or incorrect information. specifications Support 1 382# PPo Bld e= Enel L= 40.0 ft W= 8.9 ft Trussy'P - TOTAL DESIGN LOADS and/or designs furnished to the truss designer or accuracy Support 2 417# in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Uniform PLF From PLF To by the client and the correctness of this information as it may relate to a spe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req TC Vert L+D -23 0- 0- 0 -23 8-10- 8 clfic project and accepts no responsibility or L/999 BC Vert L+D -186 0- 0- 0 -186 8-10- 8 exercises no control with regard tofabrica- L=-0.07" D=-0.07" T=-0.14" TC... FORCE ... CSI ..BC ... FORCE ... CSI MAX. REACTIONS PER BEARING LOCATION----- tlon, handling, shipment andbeen installation of MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -761 0.04 8-- 7 -9 0.39 X-Loc Vert Horiz Uplift Y-Loc Type has been designed as antrusses. This has T= 0.04" 2- 3 -734 0.06 7- 6 41 0.76 0- 1-12 930 9 -382 BOT PINIndividualbuildingcomponentinaccordancewithding ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 0 0.03 6- 5 0 0.70 8- 8-12 930 0 -417 BOT H-ROLL as part of the building design by a Building T= 0. 02" Designer (registered architect or professional engineer). When reviewed for approval by the RMB = 1.00 building designer, the design loadings shown orust be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords. (top or bottom) are continu- 14-14 7-5-10 ously braced by sheathing unless otherwise 1 3 4specified. WhereWhere bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at aceiling. 0 maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot 6X12 5X6 dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES 5X Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such ved- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut 3-0-0fortightfittingwoodtowoodbearing. Con- 3-0-0 nector plates shall be located on both faces of the truss with nails fully imbedded and shall be 2-6-6 sym. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 3X6 [5X8I 3X6 Information on Quality Control refer to ANSI/TPI 1-1995- PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- hng is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shad be sought If needed. Con-ritmuon of construction loads greater than the design loads shall not be applied to I-..- at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 1-6-0 11 74-8 8 7 6 51 930# 3.50" 930# 3.50" 8-10-8 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7000 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L1 10-29-03 CONTRACTOR. Dsgnr: TLY Chk: Date: TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing BC Live 0.0 sfp O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BCDead 10.0 PSf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Code DesC : FLA LICENSE # 0050068 Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) TOTAL 33.0 psf V:09.05.02- 32076- 4 1005VANNESSADR.OVIEDO.FL32766 I Design: Matrix Analysis JOB PATH: C:ITEE-LOKUOBSIARLK HLJ: OS.Z0.171 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer)- When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahamzed steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepanclesare to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are rtdnlmum sizes based on the forces shown and may need to be increased for certain hand- Itng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- IBon and for resisting lateral forces shall be designed and installed by others. Careful hand- Iing Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: TOP CHORDS: 2x8 SP 2 BOT CHORDS: 2x8 SP 1 D WEBS: 2x4 SP 3 2x4 SP 2 2 WndLod per ASCE 7=98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 8.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/ 715 at JOINT # 3 L=- 0.14" D=-0.14" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" ..TC... FORCE ... CSI 1- 2 280 0.59 2- PLYS REQUIREDo 0.31 RMB = 1.00 3- 0-0 1 5X6 WO: ARLK WE: This 2-PLY truss designed to carry 19, 0" span framed to TC one face 8' 0" span framed to TC opposite face 2- PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 3 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 750# Support 2 750# This truss has not been designed for ROOF PONDING. Building designer must provide ad. 7 uuatedrainage to prevent ponding. (0.25 in ft. min. slope to drain). Truss must be marked to -prevent UPSIDE DOWN erection. BC ... FORCE ... CSI 6- 5 0 0.97 5- 4 0 0.97 TI: L2 9TY:2 joint Locations=============== 1) 0- 0- 0 3) 8-10- 8 5) 6- 8-12 2) 6- 8-12 4) .8-10- 8 6) 0- 0- 9 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -435 0- 0- 0 -435 8-10- 8 NAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1934 0 -750 BOT PIN 8- 8-12 1934 0 -750 BOT H-ROLL 3X6 3X6 5X6 3- 0-0 2- 0-0 rT- 6- 10-8 6 5 I 4 1934# 8.00" 1934# 3.50" 1. 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7000 WARMING: READ ALL NOTES ON THIS SHEET. Eng. Job: WU. APIR Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L2 y StEmS CONTRACTOR. BRACING WARNING: Dsgnr: TLY IChk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing is for lateral truss to buckling length. BC Live 0.0 - psf O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown support of members only reduce Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 100 Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required.. (See HIB-91 of TPd. psf pCode Dese: FLA - LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719E 1005 VANNESSA DP-OVIEDO.FL32766 TOTAL 33.0 psf V:09.05.02- 31364- 1 Design: Mainz Analysis JOB PATH: C:ITEE-LOKVOBSIARLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: M QTY:3 2 WndLod per ASCE 7-98, C&c, V= 125ffph, Joint Locations=============== DESIGN INFORMATION Top CHORDS: 2x4 SP 2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 This design is for an individual building BOT CHORDS: 2x4 SP 3 Bld Type= Encl L= 58.0 ft W= 14.3 ft Truss 2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- D component and has been based on Information WEBS: 2x4 SP 2 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 7- 4- 0 '6) 14- 4- 0 provided by the client. The designer disclaims for damages as a result of SLIDERS: 2x4 SP - Impact Resistant Covering and/or Glazing Req 3) MAX. REACTIONS PER HEARING LOCATION-,--- any responsibility X-LOC Vert Horiz Uplift Y-LoC Type faulty or Incorrect information, specifications designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC. FORCE BC...FORCE...CSI 0- 4- 0 509 20 -464 BOT PIN and/or by the client and the correctness or accuracy Support 1 464# 425# 1- 2 -707 0.27 8- 7 599 0.27 14- 2- 3 476 0 -425 BOT H-ROLL of this information as It may relate to a spe- cific and accepts no responsibility or Support 2 MAX LIVE LOAD DEFLECTION: 2- 3 -537 0.18 7- 0 570 0.22 project exercises no control with regard tofabrica- L/999 3- 4 -534 0.20 0--6 385 0.15 tIon.handling. shipment and Installation of L=-0.02" D=-0.02" T=-0.03" 4- 5 -675 0.26 Wsses. This truss has been designed as an In with MAX HORIZONTAL TOTAL LOAD DEFLECTION: individual building component accordance ANSI/TPI 1-1995 and NDS-97 to be incorporated T= 0. 02" as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: Designer (registered architect or professional T= 0 . 01" engineer). When reviewed for approval by the building designen the design loadings shown RMB = 1.15 must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- 7-0-0 ously braced by sheathing unless otherwise 74_0 11 specified. Where bottom chords In tension are T4 5 not fully braced laterally by a properly applied 1 2 rigid ceiling, they should be braced at a of 10'-0" o.c. Connector 0maximumspacing plates shall be manufactured from 20 gauge hot 600 dipped galvanized steel meeting ASTM A 653. 4X6 Grade 40. unless otherwise shown. FABRICATION NOTES Priortofabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such ven- cation. Any discrepancies are to be put In 2X4 2X4 writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut 4-2-6 for tight fitting wood to wood bearing. Con- 4-5-3 nectorplatesshallbelocatedonbothfacesofthe truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is S" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to 0-6-6 the plate length specified. Double cuts on web at the centrold of the webs membersshallmeetunless otherwise shown. Connector plate sizes 0-8-6 are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not with fire retardant treated 5X6 3X8 3X4 3X4 6X8 to be fabricated her unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 - PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with "Handling installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bating for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always. required. Norval precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of Uvsses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater - than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to Wsses until after all fastening and bracing is completed. 510# 8.00" 0- 10-8 14-4-0 ROO- 11-12)12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 ARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: SysteDwg- msMOPYOFTHISDRAWINGTOBEGIVENTOERECTINGFBRACINGDsgnr: TLY emir: NTRACTOR. CONTRACTOR. WARNING: TC Live 16.0 psf TC Dead 7.o psf 4005MARONDAWAYngshownonthisdrawingisnoterectionbracing, wind bracing. portal bracing or similar bracing SANFORD, FL. 32771 which 1s a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 PSf 407) 321-0064 FaX (407) 321-3913 made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI. is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). LICENSE # 0050068 TOTAL 33.0 psf 1005 VANNESSA DROVIEDO.FL32766 476# 3.62" scale = 0.4405 Truss ID: M Date: 10-27-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS. 08.20.02 Design: Mnrru AnolYsls JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: M QTY:3 DESIGN INFORMATION This design is for an individual building component and has been based on Information. provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of la -a' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- nmuon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes basedonthe forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated Lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bating and erection recommendations am to be followed in accordance with "Handling installing & Bracing'. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bmcing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bating Is always required. Normal precautionary action for trusses requires such temporary bmcing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125ugrh, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 58.0 ft W= 14.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 464# TC... FORCE CSI BC ... FORCE CSI Support 2 425# 1- 2 707 0.27 8- 7 599 0.27 MAX LIVE LOAD DEFLECTION: 2- 3 537 0.18 1 7- 0 570 0.22 L/ 999 3- 4 534 0.20 0- 6 385 0.15 L=- 0.02" D=-0.02" T=-0.03" 4- 5 675 0.26 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 Joint Locations=============== 1) 0- 0- 0 4) 10-10-15 7) 7- 4- 0 2) 3- 9- 1 5) 14- 4- 0 8) 0- 0- 0 3) 7- 4- 0 6) 14- 4- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 509 20 -464 BOT PIN 14- 2- 3 476 0 -425 BOT H-ROLL 7- 4-0 k 7-0-0 1 2 4 5 Q - 0 4X6 2X4 2X4 4- 2-6 4- 5-3 0- 6-6 0- 8-6 5X6 3X8 3X4 3X4 6X8 510# 8.00" 0- 10-8 _I 144-0 RO- 11-12) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DR.OVIEDO.FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing Is not erection bracing, wind bmcing. portal bmcing or similar bmcing which is a part of the building design and which must be considered by the building designer. Bmcing shown is for lateral support of truss membem only to reduce buckling length. Provisions must be made to anchor lateral bmcing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. 476# 3.62" scale = 0.4405 Eng. Job: XPIR Dwg: Truss ID: M Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DUrFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf . Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V-n9 n5_n2- 313AA- 2 Design: MalrLx Analysis JOB PATH: (.:11LL-LUKUU13.!tIAKLK DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responslbWty or exercises no control with regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/Tpl 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy toads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of HY-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- flcation. Any discrepancies are to be put in wilting before cutting or fabrication. Plates shall not be installed over.knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mmlmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addltional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is ahvays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 2 BOT CHORDS: 2x4 SP 2 WEBS: 2x4 SP 3 WEDGES: 2x4 SP 2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 552# Support 2 550# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0:02" RMB = 1.15 WO: ARLK WE: WndLod per ASCE 7-98, C&C, V= 125niph, H= 15.0 ft, I= 1.00, Exp-Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 14.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req TC... FORCE CSI 1- 2 616 0.21 2- 3 965 0.22 3- 4 827 0.17 4- 5 827 0.17 5- 6 965 0.22 6- 7 616 0.21 BC ... FORCE ... CSI 16-15 513 0.23 15-14 49 0.10 14-13 56 0.07 13-12 883 0.21 12-11 883 0.21 11-10 56 0.07 10- 9 49 0.10 9- 8 513 0.23 TI: N QTY:1 Joint Locations======___====== 1) 0- 0- 0 7) 14- 8- 0 13) 5- 4- 0. 2) 2- 9- 1 8) 14- 8- 0 14) 5- 4- U 3) 5- 4- 0 9) 11-10-15 15) 2- 9- 1 4) 7- 4- 0 10) 9- 4- 0 16) 0- 0- 0 5) 9- 4- 0 11) 9- 4- 0 6) 11-10-15 12) 7- 4- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 2- 8- 0 524 -26 -552 BOT PIN 12- 0- 0 524 0 -550 BOT H-ROLL' 74-0 k 7-4-0Ilk 1 2 3 5 6 7 5.10 3X4 3X4 3X4 3X4 4-5-3 4-2-6 zz- 6X8 0-6-6 6X8 0-6-6 6X8 5X6 3X4 3X4 1-2-0 1-841-2-0 3X4 3X4 5X6 3.00 11 3.00 I, 54-0 _ 2-0-0 I/ 2-0-0 L 5-4-0 I, 16 15 1413 12 1110 9 8 524# 64.0011 524# 64.00" 0-.10-8 14-8-0 GA9 PLA ES (20) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE. P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Tross Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719) 0( RO-11-12) scale = 0.4081 Eng. Job: APER Dwg: Truss ID: N Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:09.05.02- 31367- 2 ME DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, BOT CHORDS: 2x4 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 WEBS: 2x4 SP #3 Bld Type= Encl L= 58.0 ft W= 14.7 ft Truss SLIDERS: 2x4 SP #2 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 554# TC... FORCE ... CSI BC ... FORCE ... CSI Support 2 601# 1- 2 -953 0.49 6- 0 -677 0.18 MAX LIVE LOAD DEFLECTION: 2- 3 976 0.50 0- 5 829 0.21 L/999 5- 0 829 0.21 L=-0.03" D=-0.03" T=-0.07" 0- 4 -662 0.18 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- cation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be 4-5-3 sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web 0-6-6 members shall meet at the cenlrotd of the webs unless otherwise shown. Connector plate sizes are rdnhnum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essenUal and erection bracing B always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to russtes until after all fastening and bracing Is completed. 1 0 Imo— 3-8-0 3.00 4X6 TI: NI QTY:2 Joint Locations=============== 1) 0- 0- 0 3) 14- 8- 0 5) 7- 4- 0 2) 7- 4- 0 4) 14- 8- 0 6) 0- 0- U MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 'Type 0- 4- 0 524 48 -554 BOT PIN 14- 4- 0 524 0 -601 BOT H-ROLL 0 ie 3-8-0 ai 3.00 4-2-6 0-6-6 Q-8-0 0-8-0 v I 6-8-0 6.8_0 I 6 4 524# 8.00" 524# 8.00 0-10-81. 14-8-0 0-10-8 Cd ATE (8) 2X4 (R) 0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4081 01 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Maronda Sys.ttems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: N1 CONTRACTOR. BRACING WARNING: Dsgnr: TLYI Chk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing of similar bracing TIC Dead 1.0 psf DurFac - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support truss to buckling length. Provisions BC Live 0.0 O.C. Spacing: 24.01, 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. of members only reduce must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dade 1U0 psf Ps f Design Criteria: TPI LICENSE #0050068 - Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). - Code Desc: FLA 1005 VANNESSA DROVIEDO.FL32766 TOTAL - 33.0 psf I V:09.05.02- 31368- 2 uesign: Matrix Anatyris JOB PATH: C:IILL-LUKUUBSIAKLK HCS: 08.20.02- JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: O 61TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP 2 wndLod per ASCE 7-98, C&C, V= 125mph, Joint Locations=============== This design is for an Individual building BOT CHORDS: 2x4 SP 2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 11 0- 0- 0 9) 16- 0- 0 17) 5-11- 8 component and has been based on information WEBS: 2x4 SP 3 Bld Type= Enel L= 58.0 ft-W= 25.9 ft Truss 2) 3-10-11 10) 19- 8-13 18) 3-11- 8 provided by the client. The designer disclaims 2x4 SP 2 4,7 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 5-10-11 11) 25-11- 0 19) 0- 0- 0 any responsibility for damages as a result of WEDGES: 2x4 SP 2 act Resistant Coverin anImpg Glazin Reg q 4)- 6-11-11 12) 25-11- 0 20 7-10- 2faultyorincorrectInformation, specifications and/or designs furnished to the truss designer MAX LIVE LOAD DEFLECTION: 5) 7-10-11 13) 19- 9-12 21) 12- 0- 2 by the client and the correctness or accuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6) 9-11- 8 14) 15- 9-12 22) 14- 0- 2 of this Information as it may relate to a spe- L=-0.05" D=-0.05" T=-0.10" Support 1 307# 7) 12- 0- 5 .15) 9- 9-12 clfic project and accepts no responslbiLty or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 417# 8) 14- 0- 5 16) 6- 9- 7 exemLion, es 1i control with regard t llabrica- tionohandling. shipment and installation of T= 0.07" Support 3 489# p) MAX. REACTIONS PER BEARING LOCATION ----- trusses. This truss has been designed as antrusses. MAX HORIZONTAL LIVE LOAD DEFLECTION: X-Loe Vert Horiz . Uplift Y-Loc Type individual building component in accordance with T= 0.03" TC... FORCE... CSI ..BC... FORCE... CSI 0- 1-12 271 107 307 BOT PIN ANSI/TPI 1-I995 and NDS-97 to be Incorporated 1- 2 192 0..21 19-18 79 0..22 6-11- 0 836 0 -417 BOT H-ROLL as part of the building design by a Building RMB - 1.15 2- 3 198 0.15 18-17 78 - 0.22 25- 7- 0 683 0 -489 BOT H-ROLL Designer (registered architect or professional 3- 4 220 0.20 17-16 76 0.31engineer). When reviewed for approval by the building designer, the design loadings shown 4- 5 -413 0.21 16-15 104 0.32 must be checked to be sure that the data shown 5- 6 381 0.19 15-14 677 0.22 are In agreement with the local building codes, 6- 7 357 0.22 14 -13 771 0.24 local climatic records for wind orsnow loads. 7- 8 -381 0.24 13-12 773 0.31 project specifications or special applied loads. 8- 9 -412 0.23 w Unlessshown, truss has not been designed for 9- 10 -683 0.25 storageoroccupancyloads. The design assumes compression chords (top or bottom) are continu- 9-11-8 10-11 -92F, 0.26 15-11-8 ously braced by sheathing unless otherwise specified. Where bottom chords in tension are 1 2 3 4 5 7 8 9 10 11 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a 0 O maximum spacing of 10'-a' o.c. Connector plates shall be manufactured from 20 gauge hot 4X6 dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. 2X4 2X4 FABRICATION NOTES 3X4 Prior to fabrication, the fabricator shall review 2X4 2X4 this drawing to verify that this drawing Is in conformance with the fabricators plans and to 3X4 realizeacontinuingresponslbwtyforsuchveri- 2X4 20 neatlon. Any discrepancies are to be put in writing before cutting or fabrication. 22 Plates shall not be Installed over knotholes, 0- 6-6 X4 21 knotsordistortedgrain. Members shall be cut 8-6- 2 for tightfittingwoodtowoodbearing. Con- ector plates shall be located on both faces of 8-8-15 2X4 6X8 the truss with nails fully Imbedded and shall be 2X4 sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" 3X4 2X4 2X4 wide x 8" long. Slots (holes) run parallel to 3X6 2X4 5XIO the plate length specified. Double cuts on web members shall meet at the centrold of the webs 3-0-0 0-6-6 unless otherwise shown. Connector plate sizes am mitalmum sizes based on the forces shown and may need tot Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 6X8 2X4 3X6 Information on Quality Control refer to ANSI/TPI I- 1995 16.00 PRECAUTIONARY NOTES All biacmg and erection recommendations are to be followed in accordance with "HandlingInstalling & Bracing', HIB-91. Trussesaretobehandledwithparticular care during banding and bundling, delivery and installation to avoid damage: Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand - ding is essential and erection bracing Is always required-. Normal precautionaryaction for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 271# 3. 50" 836# 8.00" 0-10-8 TES ( 0) 2X4 C/ L: 6-11-0 25-11-0 GAl3W-; VD PL EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Ds g TLY BRACING WARNING: TC Live 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing BC Live 407) 321-0064 Fax (407) 321-3913 - shown Is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead LICENSE #0050068 Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DROVIEDOXI-32766 TOTAL 12 683# 8.00" 0108 RO- 10-0) scale = 0. 2402 Truss ID: 0 Chk: Date: 10-27-03 16.0 psf DurFac - Lbr: 1.25 7.0 psf DurFac - Pit: 1.25 0.0 psf O.C. Spacing: 24.0" 10.0 psf Design Criteria: TPI Code Desc: FLA 33.0 psi V:09. 05.02- 31369- 2 I Design: Matrix Analysis JOB PATH: C:ITEE-LOKVOBSIARLK HCS: 08.20.02. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: 01 QTY:3 DESIGN INFOR'_MATION TOP CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, CtC, V= 125mph, Joint Locations=========___=== This design is for an individual building BOT CHORDS: 2x4 SP #2 H= 15.0 ft, le: 1. 00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12 component and has been: based on information WEBS: 2x4 SP #3 Bld Type= Enel L= 58.0 ft W= 25.9 ft Truss 2) 6- 7- 0 6) 25-11- 0 10) 9- 9-12 provided by the client. Th.e designer disclaims 2x4 SP #2 4 in INT zone; TCDL= 4.2 psf, BCDL= 6.0 psf 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0anyresponsibilityfordarmagesasaresultofWEDGES: 2x4 SP #2 IiTpact Resistant Covering and/or Glazing Req 4) 15- 9-12 8) 19- 9-12 12) 0- 0- 0faultyorincorrectinformation, specifications and/or designs fumishedttothe truss designer MAXLIVE LOAD DEFLECTION: MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE: X-Loe Vert HOriz Uplift Y-Loc Type of this information as it rmay relate to a spe- L=-0.03" D=-0.03" T=-0.05" Support 1 278# 0- 1-12 271 41 -278 BOT PIN cific project and accepts mo responsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 452# 6-11- 0 841 0 -452 BOT H-ROLL exercisesnocontrolwithregardtofabrira- T= 0.04" Support 3 496# PPo25- 7- 0 677 0 -496 BOT H-ROLL Lion, handling. shipment .and installation of trusses. This truss has been designed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: individual building component in accordance with T= 0.02" TC... FORCE... CSI ..BC ... FORCE... CSI ANSI/ TPI 1-1995 and NHS-97 to be incorporated 1- 2 -140 0.28 - 12-11 81 0.22 as part of the building deeslga by a Building RMB = 1.15 2- 3 -0.311-10 31 0.21 Designer (registered arctuitec[ or professional 3- 4 -405 05 0.31 10- 9 668 0.21 engineer). Whenrevfe-clfor approvalbythe 4- 5 -672 0.31 9- 8 762 0.24 buildingdesigner.thedeslgnloadingsshown mustbechecked to be sure that the data shown 5- 6 -916 0.26 8- 7 763 0.30 are in agreement with lh.e local building codes. local climatic records for- wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop. or bottom) are conlinu- 9-11-8 15-11-8 ously braced by sheathlr g unless otherwise Ilk specified. Where bottom chords In tension are I 2 4 5 6 not fully braced laterally- by a property applied rigid ceiling, they shouldl be braced at a 0 O maximum spacing of 10--g o.c. Connector plates shall be manufacttured from 20 gauge hot 4X6 dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION! NOTES 3X4 Prior to fabrication, the ,fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator s plans and to realize a continuing responsibWty for such vert- 3X4 ficatlon. Any discrepancles are to be put in writing before cutting oar fabrication. Plates shall not be Installed over knotholes, 0-6-6 n- knots ordistortedgrai- Members shall be cut for tight fittingwood to wood bearing. Con- nector plates -shall be loacated on both faces of 8-8-15 6X8 8-6-2 the truss with nails fully Imbedded and shall be sym. about the Joint unites' otherwise shown. A 5x4 plate Is 5" wide x 4-' long. A 6x8 plate is 6" 5X6 2X4 wide x 8" long. Slots (hroles) run parallel to 5XI0 the plate length specific - I. Double cuts on web members shall meet at the eentrold of the webs 3-0-0 0- 6-6 - unless otherwise shown. Connectorplate. sizes aminimum sizes based the forces shown and may need to be Incmasesed for certain hand- ling and/or erection st¢ csses. This truss Is not to be fabricated with fire. retardant treated lumber unless otherwlse shown. For additional 6X8 2X4 X6 information on Quality Control refer to ANSI/TPI 1-1935 - a f" 9-0-12 Is6.00 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed Inaccordance with " Handling Installing & Bracing'. Ei1111-91. Trusses are to be handled with parti-lar care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlod and for resisting Dateral forces shall be designed and installedl by others. Careful hand- ling is essential and erectlon bracing is always required. Normal precautionary action for trusses requires such 'temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erecUon of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater. than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all Ifaste,ning and bracing Is completed. 9-9-12 6- 0-0 L 10-14 12 11 10 8 7 272# 3.50" 842# 8.00" 678# 8.00" 0-10-8 25-11-0 0-10--8- COAT S (12) 2X4 C/L: 6-11-0 R' 0-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.2402 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK Mc'9Y'OI71di S A COPY OFTHIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: 01 y Ste611S CONTRACTOR. BRACING WARNING: Dsgnr: TLY Cbk: Date: 10-27- 03 TC Live 16.0 psf DurFac - Lbc 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Plt: 1:25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing is for lateral truss to buckling length. Provisions be BC Live 0.0 psf O.C.Spacing: 24.0". p g 407) 321-0064 Fax (407) 321-3913 shown support of members only reduce must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 100 Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TP11. psf p Code Dese:. F LA LICENSE #0050068 rfruss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DP-OVIEDO.FL32766 TOTAL 33.0 psf I V:09.05.02- 31370- 2. Design: Mairir Analysis JOB PATH: C: ITEE-LOK1JOBS1t4RLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: 02 QTY:4 DESIGN INFORMATION TOP CHORDS: 2x4 SP 2 WndLod per ASCE 7-98, C&C, V= 125uph, Joint Locations=======_======= This design Is for an Individual building BOT CHORDS: 2x4 SP 2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 5) 19- 9-12 9) 15- 9-12 component and has been based onmformation WEBS: 2x4 SP 3 Bld Type= Encl L= 58.0 ft W. 25.9 ft Truss 2) 6- 7-, 0 6) 25-11- 0 10) 9- 9-12 provided by the client. The designer disclaims 2x4 SP 2 .4 in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 3) 9-11- 8 7) 25-11- 0 11) 6- 7- 0 any responsibility for damages as a result of WEDGES: 2x4 SP 2 Impact Resistant Covering and/or Glazing Req 4) 15- 9-12 8) 19-.9-12 12) 0- 0- 0 faultand/ orincorrect ignsfuinfonnation. thetruspecificationsesignand/or designs (utnlshed to the wss designer MAX LIVE LOAD DEFLECTION: MAX. REACTIONS PER BEARING LOCATION ----- by the client and the correctness or accuracy L/999 PROVIDE UPLIFT CONNECTION PER SCHEDULE:. X-Loc Vert Horiz Uplift Y-Loc Type of this tnfonnation as It may relate to a spe- L=-0.04" D=-0.04" T=-0.09" Support 1 1007# 6- 9-12 1194 -44 -1007 BOT PIN ciflc project and accepts no responsibility or MAX HORIZONTAL TOTAL LOAD DEFLECTION: Support 2 425# 25- 7- 0 600 0 -425 BOT H-ROLL exercises no control with regard to fabrics- T= 0 04" truss handling, shipment and Installation of trusses. This ,ship has been installed as an MAX HORIZONTAL LIVE LOAD DEFLECTION: TC... FORCE ...CSI .. BC ...FORCE ...CSI individual building component in accordance with T= 0.02" 1- 2 440 0.42 12-11 -322 0.32 ANSI/ TPI 1-1995 and NDS-97 to be incorporated 2- 3 -128 0.34 11-10 -366 0.33 as part of the building design by a Building RMB - 1.15 3- 4 -144 0.26 - 10- 9 508 0.20 Designer ( registered architect or professional 4- 5 -512 0.28 9- B 632 0.21 engineer). When reviewed for approval by the 5- 6 -768 0.22 8- 7 633 0.24 building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for. wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- 9-11-8 15-11-8 ously braced by sheathing unless otherwise 6 specified. Where bottom chords In tension are 1 2 4 5 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a Q Q maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot 4X6 dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES 3X4 Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to 3X4 realize a continuing responsibility for such ved- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, 0- 6-6 knotsordistortedgrain. Members shall be cut 8-6-2 for tight fitting wood to wood. bearing. Con- actor plates shall be located on both faces of 8- 8-15 6X8 the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" 5X6 3X6 wide x 8" long. Slots (holes) run parallel to 5X10 the plate length specified. Double cuts on web members shall meet at the cenlroid of the webs 3-0-0 0-6-6 unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 6X8 2X4 SX6 information on Quality Control refer to i 8- 8-12 91 ANSI/TPI 1-1995 t 6•00PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding' and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is ahvays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experlenced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to wsses at any time. No loads other than the weight of the erectors shall be applied to wsses until after all fastening and bracing is completed. M 9- 9-12 6-0-0 1, 10-1-4 12 11 10 8 7 CANT: 6-8-0 1195# 3.50" 600# 8.00" 0- 11-8 25-11-0 J 0 108 COS AT S (8) 2X4 (110-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2402 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DR.OVIEDO,FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bating or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of wss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. Truss Plate Institute, TPI.Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Dwg: Dsgnr: TLY Chk: Truss ID: 02 Date: 10-27-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 Psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V-n9 ns n9- .11 A71- 9 Design: Matrix Analysis JOB PATH: C:ITEE-LOKVOBSIARLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: P QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations============___ This design is for an Individual butilding BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0-, 0 9) 15- 8- 0 17) 9- 8- 0 component and has been based our Information GABLE STUD: 2x4 SP #3 BRACING to extend for center 80% of length.. 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8-'o provided by the client. The designer disclaims WEDGES: 2x4 SP #2 Analysis based on Simplified Analog Model. 3) 3- 8- 0 11) 19- 4- 0. 19) 5- 8- 0 any for aresult WndLod per ASCE 7-98, C&C, V= 125mph, 4) 5- 8- 0 12) 19- 4- 0 20) 3- S- 0 yorincorrec fault"" nfordamages tion,s and/ rdesignsfurnishedtlothetarcmcatmns and/or designs furnished to the truss designer TC...FORCE...CSI ..BC...FORCE...CSI H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 by the client and the correctness oraccuracy Bld Type= Enel L= 58.0 ft W= 19.3 ft Truss 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 of this Information as it may relate to a spe- in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 7) 11- 8- 0 15) 13- 8- 0 clfic project and accepts no resporrsibilltyor Impact Resistant Covering and/or Glazing Req 8) 13- 8- 0 16) 11- 8- 0 exercises no control with regard to fabrics- Uon, handling, shipment and instaHauonof MAX. REACTIONS PER BEARING LOCATION----- trusses. This truss has been des4gned as an X-LOc Vert Horiz Uplift Y-LOc Type Individual building component In accordance with 0- 4- 0 0 0 0 BOT PIN ANSI/ TPI 1-1995 and NDS-97 to The incorporated 19- 0- 0 0 0 2 BOT H-.ROLL as part of the building design by a B-ildtng Designer ( registered architect or prrofessional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, Projectspecifications or special applied loads. Unless shown, truss has not beers designed for storage or occupancy loads. The .deslgn assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords Ln tension are not fully braced laterally by a prolpe ly applied rigid ceding, they should be braceed at a 9-8-0 9-8-0 maximum spacing of 10'-0" o.c. Connector 1 2 3 4 $ 14 7 platesshallbemanufacturedfrom20gaugehot8 9 10 11 dipped galvanized steel meeting A.STM A 653, 0 0 Grade40, unless otherwise shown. r FABRICATION NOVES Prior to fabrication, the fabricator shag review this drawing to verify that this dr-awing Is in conformance with the fabrlcator's plans and to realize a continuing responslblitw for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over lmotholes, knots r ordistortedgrain. Members shall be cut for tight fitting wood to wood beaaing. Con- nector plates shall be located on iboth faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A r154 plate Is 6' wide x 8" long. Slots tholes) run parallel to the plate length specified. DoubIle cuts on web members shall meet at the cent -mid of the webs unless otherwise shown. Connector plate sizes are mimmum sizes based on the forces shown and may need to be Increased foe certain hand- ling and/or erection stresses. Ttats truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control r—fer to ANSI/ TPI 1-1995 ' PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance wtthr "Handling Installing & Bracing", HIB-91. T-rumes are to be handled with particular care c3udng banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- tion and for resisting lateral forces shag be designed and Installed by others.- Careful hand- ling is essential and erection braecing is always required. Normal precautionary action for trusses requires such temporary, bracing during Installation between trusses to aavoid toppling and dominoing. -The supervislora ruof erector of trusses shall be under the control of persons experienced in the Installation off trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not the applied to trusses at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. 5-7- 3 0-6- 6 4X6 DAU LAY - LAY LAY LAY UAO LAY LAY LAY LAY JAU 1 5- 4- 6 0-6- 6 19-4- 0 22 21 20 19 18 17 16 15 T 14 13 12 0# 8. 001r 0# 8.001r 0-10- 8 19-4-0 i 010-8 R0-11-12) RO-11-12) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs 0 2-0-0 o.c. scale = 0.3178 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TIC Live 16. 0 psf DurFac - Lbr. 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer.O.C.e)n Bracing Is forlateral truss to buckling length. Provisions BC Live 0.0 psf OS 24.0tt Spacing: 407) 321-0064Fax (407) 321-3913 shown support of members only reduce must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the o 11 structure may be required. (see HIB-91 of TPI). PS Code FLA LICENSE #0050068 Truss PlateInstitute. TPI. is located at 583 D'Onofno Drive. Madison, Wisconsin 53719). 1005 VANNFSSA DR.OVIEDO. FL32766 TOTAL 33.0 psf V:09.05.02- 31372- 2 Design: Matrix Analysis JOB PATH: CJTEE-LOKVOBSIARLK - HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: P1 9TY:2 DESIGN INFORMATION Top CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, Joint Locations======__======= This design is for an individual building BOT CHORDS: 2x4- - SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 1) 0- 0- 0 4) 14- 4-15 7) 9- .8- 0 component and has been based on Information WEBS: 2x4 SP #3 Bld Type= Encl L= 58.0 ft W= 19.3 ft Truss 2) 4-11- 1 5) 19- 4- 0 8) 0- 0- 6 provided by the client. The designer disclaims WEDGES: 2x4 SP #2 in INT zone, TCDL= 4.2 psf, BCDL= 6-.0 psf 3) 9- 8- O. 6) 19- 4- 0 anyyorinsibWty forndamages asaresult offault orincorrectinformation, design tions.PROVIDE Iliipact Resistant Covering and/or Glazing Req MAX. REACTIONS PER BEARING LOCATION ---- and/ or designs furnished to the truss designer and/ truss UPLIFT CONNECTION PER SCHEDULE: X-Loc Vert Horiz Uplift Y-LoC e pTypeby the client and the correctness or accuracy Support 1 666#- TC... FORCE ... CSI ..BC ... FORCE ... CSI 0- 4- 0 678 74 666 BOT PIN of this information as it may relate to aspe- Support 2 707# 1- 2 -925 0.41 8- 7 784 0.38 19- 0--0 678 0 707 BOT H-ROLL cific project am! accepts no responsibility or MAX LIVE LOAD DEFLECTION: 2- 3 -725 0.29 7- 6 784 0'.38 exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an L=-0:03" D=-0.03" T=-0.07" 4- 5 960 0.46 - - individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: ANSI/ TPI 1-1995 and NDS-97 to be incorporated T= 0.04 ^ as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: Designer ( registered architect or professional T= 0. 02 ^ - engineer). when reviewed for approval by the building designer, the design loadings shown RMB = 1. 15 must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, projectspecifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords ( top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at 9-8-0 9-8-0. maxispacing of 10'-0" o.c. Connector mum plates shallbe manufactured from 20 gauge hot 1 2 - - 4 5 dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) -run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are, minimum sizes based;on the forces shown and may need to be Increased for certain hand- 11ng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I- 1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB- 91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and -plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erecticn.of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. con«uu naon of constructloads greater than thedesign loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 5- 7-3 0-6-6 1 4X6 rev v o JAU 0 678# 8. 00" 0-10-8 10 19-4-0 ROO-11-12) 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Mar®ndtd System sil A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAYBracingshownonthisdrawingIsnoterection -bracing, wind bracing, portal bracing or similar bracing: SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing 407). 321-0064 Fax -(407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions mustbe TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPp. LICENSE #0050068 1005 VANNESSA DP-OVIEDO. FL32766 Truss Plate Institute, TPI, Is located at 583 D'Onorno Drive. Madison, Wisconsin 53719). 5=4-6 0- 6-6 678# 8.00" 0108 RO-11-12) scale = 0.3178 Eng. Job: Dwg: Truss ID: P1 Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 Psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 31373- 2 Design: Mainz AnaiySIS JUB VAIN (.:I1tt-LUK1JUY5VYLK _ HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual bnrllding component and has been based om Information provided by the client. The designer disclaims any responsibility for damages as ;a result of faulty or incorrect information, sp.erNratlons and/or designs furnished to the taws designer by the client and the correctness — accuracy of this information as it may relate to a spe- cific'project and accepts no respomsibllity or exercises no control with regard to fabrica- tion, handling, shipment and Installatlon of trusses. This truss has been desfigned as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to he Incorporated as part of the building design by m Building Designer (registered architect or pixofessional engineer). When reviewed for app—ml by the building designer, the design loadifngs shown must be checked to be sure that the data shown re in agreement with the local bm.ilding codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not beers designed for storage or occupancy loads. The design assumes compression chords (top or bott—) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords Im tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured frorar 20 gauge hot dipped galvanized steel meeting ASfM A 653, Grade 40, unless otherwise shown. FABRICATION NOTHES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility- for such veri- fication. Any discrepancies are tco be put In writing before cutting or fabrication. Plates shall not be Installed over Canotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood be —I ng. Con- nector plates shall be located on moth faces of the truss with nalls fully imbedded and shall be sym. about'theJoint unless other —Ise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run Lna allel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless -otherwise shown. Connector plate sizes are minimum. sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. Thr1s truss Is not to be fabricated with fire retardaritt treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 - PRECAUTIONARY 1`40TES All bracing and erection recommcndattons are to be followed in accordance wltlu "Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular care dluring banding and bundling, delivery and instatl'ation to avoid damage. Temporary and permament bracing for holding trusses in a straight nand plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary aaction for trusses requires such temporary bracng during Installation between trusses to avold toppling and dominol ng. The supervision of erection of trusses shall be under the control of persons experienced in the installation of- trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the. design loads shall not bfe applied to trusses at any time. No loads other than the weight of the erectors shall be ap-plied to trusses until after all fastening and b—Ing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP' #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 353# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 5-1-3 0-6-6 476# 8.00" WO: ARLK WE: End vertical(s) not designed for exposure to lateral wind pressure. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B; Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 13.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -549 0.20 7- 6 459 0:24 2- 3 -356 0.19 6- 5 0 0.20 3- 4 -278 0.16 TI: Q QTY:1 joint Locations======_======== 1) 6- 0- 0 4) 13- 0- 0 7) 0- 0- 0 2) 4- 5- 1 5) 13- 0- 0 3) B- 8- 0 6) 8- 8- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 475 188 -368 BOT PIN 12-10-12 422 0 -353 BOT H-ROLL 8-8-0 k 4-4-0Ilk 1 2 4 0 0-1-8 _ RO-11-12) 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 4X6 3X4 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin-53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 TIC Dead 7.0 BC Live 0.0 BC Dead 10.0 TOTAL 33.0 4-10-6 423# 2.50" scale = 0.4120 Truss ID: 9 Date: 10-27-03 psf DurFac - Lbr: 1.25 psf DurFac - Pit: 1.25 psf psf O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA psf V:09.05.02- 31374- 2 Design: Matrix Analysis JOB PATH C:ITEE-LOKVOBSIARLK - - HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual budding component and has been based on information provided: by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, _ project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10-0" o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- ftcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, - knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6 wide x.8" long. Slots (holes) run parallel to the plate length specified.Double cuts on web members shall meet at the centrutd of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown- For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- than and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always requhed. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons ecperienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the destgn loads shall not be applied to me. trusses at any It_ iNo loads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 2 BOT CHORDS: 2x4 SP 2 WEBS: 2x4 SP 3 SLIDERS: 2x4 SP 2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 471# Support 2 344# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.03" D= 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX . HORIZONTAL LIVE LOAD DEFLECTION: T= 0.041, RMB = 1.15 2- 2-6 0- 6-1 WO: ARLK WE: WndLod per ASCE 7-98, C&C,.V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -60 0.31 4- 0 -258 0.26 0- 3 -13 0.36 1, 17# TI: R QTY:2 Joint Locations=========___=== 1) 0- 0- 0 3) 5- 0- 0 2) 5- 0- 0 4) 0- 0- 0 TOTAL DESIGN .LOADS .--.------ --- Uniform PLF From PLF To TC Vert L+D -46 -1- 7- 9 -46 5- 2- 8 BC Vert L+D -20 0-.0- 0 -20 -5- 0- 0 Concentrated LBS Location TC, Vert-L+D -17 1- 4- 4 TC Vert L+D -45 3- 7- 4 BC Vert L+D -8 1- 4- 4 BC Vert L+D -24 3- 7- 4 MAX. REACTIONS PER BEARING LOCATION-----. X- Loc Vert Horiz Uplift Y-Loc Type 0- 4-13 288 162 -471 BOT PIN 4- 10-12 210 0 -.344 HOT H-ROLL 1 45# 5- 0-0 Ilk1 [-- 2 Ach with 10dToe -Nails 3.33 1- 0-0 1 4 288# 9.56" 1. 68 1 1. 1-7-9 In 5-0-0 R1- 8-5) 8# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUT I 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (see HIB-91 of TPI). LICENSE # 0050068 Truss Plate Institute, TPI. is located at 583 D'Onofrio Drive, Madison, Wisconsin.53719). 1005 VANNESSA DR.OVIEDO.FL32766 - 111- 4-0 1-4-11 0- 6-12 ach with (2) 1Toe- Nails 3 211# 2.50" 1- 0-2-8 24# I RO-2-10) scale = 0.9548 Eng. Job: TPER Dwg: Truss ID: R Dsgnr: TLY Chk: Date: 10-28-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: .1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc:'FLA TOTAL 33.0 psf V:09.05.02- 31501- 0 Design: Matrix Analysts JOB PA771: C:176E-LOKVUBSIARLK HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, speciflcatfons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cltic project and accepts no responsibility or exercises no control with regard to fabrics lion: handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance wlih ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI-M A 653, Grade 40, unless otherwise. shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review - th6 drawing to verify that this drawing Is In conformance with the fabricator's. plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put, In writing before cutting.or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shallbe cut for tight fitting woad to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown, A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long- slots (holes) run parallel to the platelength specified. "Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector. plate shes are minimum sizes based on the ( s shown and may need to be Increased for certain lhand- Iing and/or erection stresses. This truss Isnot to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particularrareduring banding and bundling, deliveryand Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling - and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the msta8ation of trusses. Professional advice shall be sought If needed. Concentration of construction loads great — than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors. shall be applied to trusses unto after all fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS:. 2x4 SP #2 WEBS: 2x4 SP # 3 SLIDERS: 2x4 SP # 2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 472# Support 2 342# MAX LIVE LOAD DEFLECTION: L/999 L=- 0.04" D= 0.00" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB = 1.15 2-2-6 0-6-1 0-9-9 WO: ARLK WE: WndLod per ASCE 7-98, C&C, V= 125mph; H= 15.0 ft, I=.1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0_psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .. BC ... FORCE ... CSI 1- 2 -57 0.29 4- 0 -241 0.29 0- 3 -14 0.39 4 284# 9. 56" 33 1-7- 9 5-0-0 R1-8-5) 33# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Maronda. Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR.. BRACING WARNING: 4005 MARONDA WAYBracingshownonthisdrawingIsnoterectionbracing, wind bracing, portal bracing or slmflar bracing SANFORD, FL. 32771whichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building. designer. TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Ono(rio Drive, Madison. Wisconsin 53719). 1005 VANNESSA DROVIEDO, FL32766 - TI: RI QTY: 2 Joint Locations=============== 1) 0- 0- 0 3) 5- 0- 0 2) 5- 0- 0 4) 0-0- 0 TOTAL DESIGN LOADS ------------ Uniform PLF From - PLF To TC Vert L+ D -46 -1- 7- 9 -46 5- 2- 8 BC Vert L+ D -20 0- 0- 0 -20 5- 0- 0 Concentrated LBS Location TC Vert'L+ D -20 2- 0- 5 BC Vert L+ D -33 2- 0- 5 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4-13' 284 162 -472 BOT PIN 4-10-12 173 0 -342 BOT H-ROLL Attach with (3) 10d Toe -Nails 1-3-10 1-4-5 0-7-1 ttach with (2) 10d Toe -Nails 3 174# 2. 50" 028 RO-2- 10) scale' = 0.9548 Eng. Job: TPIR Dwg: Truss ID: - R1 Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16. 0 psf DurFac - Lbr: 1.25 TC Dead 7. 0 psf DurFac - Pit: ' 1.25 BC Live 0. 0 psf O.C. Spacing: 24.0" BC Dead 10. 0 psf Design Criteria`. TPI Code Dese: FLA 11 TOTAL 33. 0 psf V:09.05.02- 31376- 30 Design: Matra Analysis JOB PATH C.1TEE-L0KV0BSI4RLK - HCS: 08.20.02 - DESIGN INFORMATION This design Is for an individual building componentand has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/ or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific p ject and accepts no responsibility or exercises no control-withregard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/ TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer ( registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by -a properly applied rigid ceiling, they should be braced at a .. maximum spacing of IU-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. -Con- nector plates shall be located on both facesof the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide z 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum""" based on the. forces shown and may need to be increased for certain hand - Ling and/ or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 - PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holdingtrusses in a straight and plumb pos- Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling is essential and erection bmcing is always required. Normal precautionary action for trusses requires such temporary bmcing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bmcing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP # 3 GABLE STUD: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 216# Support 2 216# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1 2X4 2X4 WO: ARLK WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L='40.0 ft W= 6.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .. BC ... FORCE.,.CSI 1- 2 0 0.56 4- 3 0 0.18 TI: S 1 QTY:2 Joint Locations=============== 1) 0- 0- 0 3) 6- 8- 0 2) 6- 8- 0 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 220 0 -216 BOT PIN 6- 4- 0 220 0 -216 BOT H-ROLL 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. 2X4 2X4 3- 0- 0 6-8-0 Ilk 4 3220# 8.00" 220# 8.00" 6-8-0 Id GABLE STUD PLATES (12) 2X4iQ EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs a 2-0-0 o.c. scale = 0:7000 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job- IM S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: S1 aronda y SteMS CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16. 0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracingshown on this drawing is not erection b—In wind bracing, portal bmcing similar bmcing B B B P B or g TC Dead 7.o psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing for lateral truss to buckling length. Provisions BC Live 0.0 P sf n O.C. Spacing: 24.0 407) 321-0064Fax (407) 321-3913 shown support of o reduce must be PP M BBbmadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. BC Dead 10.0 P sf Design Criteria: TPI - TOMAS PONCE P. E. Additional bmcing of the overall structure may be required (See HIB-91 of TPI). 1 Code Desc: FLALICENSE #0050068 rTussPlateInstitute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNE53A DR. nV FDO.FL32766 TOTAL 33.0 psf V:09.05.02- 31377- 3 Design: MarrU Analysis JOB PATH: C:ITEE-LOKVOBSIARLK - HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: U QTY:6 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Sinplified Analog Model.==_====_======Joint Locations======= ====== This design is for an Individual building BOT CHORDS: 2x4 SP #2 - Field Connection at Support 1 must be able 1) 0- -0- 0 3) 3- 0- 0 component and has been based an Information SLIDERS: 2x4 SP #2 transfer 88 pounds of horizontal reaction 2) 3- 0- 0 4) 0- 0- 0 provided by the client. The designer disclaims WndLod per ASCE 7-98, C&C, V= 125mph, ----MAX. REACTIONS PER BEARING LOCATION---- anyresponsibWtyfordamagesasaresulto! pROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loe Type faultyand/ or Incrdesigdesigns mct tlotheI designtIon5 Support 1 259# Bld e= Encl L= 58.0 ft W= 3.0 ft Truss 2-11- 4 61 88 -161 TOP PINand/or designs furnished t" lire truss designer PP Typ by the client and the correctness or accuracy Support 2 - 161# - in. INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 4- 0 - 137 127 -259 BOT PIN of this Information as it may relate to a Spe- Support 3 36# Impact Resistant Covering and/or Glazing Req 2-11- 4 39 0 -36 BOT H-ROLL clfic project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: exercises no control with regard to fabrica- L/999 tion, handling. shipment and Installation of _ .. TC ...FORCE ...CSI ..BC ... FORCE ...CSI trusses. This truss has been designed as an L=-0. 01" D= 0 . 00" T=-0. 01" 1- 2 -31 0.22 4- 3 _ -78 0.12 Individual building component In accordance with MAX HORIZONTAL TOTALLOAD DEFLECTION: ANSI/ TPI 1-1995 and NDS-97 to be incorporated T= 0 _ 00" as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: - Designer ( registered architect or professional T= 0 . 00" engineer)- When reviewed for approval by.the building designer, the design loadings shown RMB = 1. 15 must be checked to be sure that the data shown - - are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contLnu- 3-0-0 - ously braced by sheathing unless otherwise - - - specified. Where bottom chords In tension are 1 2 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a Q matlmum spacing of 10'-W o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. - Attach with (3) Grade 40. unless otherwise shown. 10d Toe -Nails FABRICATION NOTES Prior to fabrication, the fabricator shall review - this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibWLy for such veri- flmtion. Any discrepancies arc to be put In 1- 5-6 writing before cutting or fabrication. i Plates shall not be installed over knotholes. - knots or distorted grain. Members shall be cut for tight tong woodto wood bearing. Con- 2-3-3 nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web _ 3X4 members shall meet at the centroid of the webs 0-6-6 0-7-0 unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown A_ 3X4 Attach withand may needtobeIncreasedforcertainhand- lOd Toe -Nails 2) ling cartel/ or erection stresses. This truss is not 5X6 to be fabricated with fire retardant treated lumber unless otherwise shown. For additional - - information on Quality Control refer to ANSI/TPI 1-1995 3.00 I 0-8- 0 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling 24-0 instilling & Bracing", HIB-91. Trusses are to I be handled with particular care during banding _ 4 3 and bundling, delivery and Installation to avoid 137# 8.00" 62# 1.50" damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- 0-10- 8 3-0- 0 39# .50" _ Itlon and for resisting lateral forces shall be (R0-11-12) - designed and Installed by others. Careful hand- - \` 1 C/L: -114 ling is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.9277 required. Normal precautionary action for trusses lation resbetween trusseotarybrsctnpiing WARNING: READ ALL NOTES ON THIS SHEET. g• installation betweentrussestoavoidtopplingEng. Job: ' and domhall b. supervision erection of A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: U isusseac,Verte shall be under the control of persons FMaronda Systems Dsgnr: TLY Chk: Date: 11-05-03 experienced Intheinstallationoftrusses. Professional advice shall be sought if needed. CONTRACTOR. Concentration of construction loads greater TC Live 16.0 psf DurFac - Lbr: 1.25 than the design loads shall not be applied to 4005 MARONDA WAY BRACING WARNING: DurFae - Pit: 1.25 trusses atanyLime. No loads other than the Bracing shown on this drawing is not erection bmeing, wind bracing, portal bracing or similar braeIng TC Dead 7.0 psf weight of the erectors shall be applied to SANFORD, FL. 32771 which B a part of the building design and which must be considered by the building designer. Bracing BC Live - 0.0 f O.C. Spacing: 24.0" trusses until after all fastening and bmcmg (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be is completed. made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10.0 psf Design Criteria:.TPI TOMAS PONCE P.E. Additional bracing of the overall structure maybe required. (See HIB-91 of TPI). Code Dese: FLA LICENSE #0050068 ( Truss Plate institute. TPI..ls located at 583 D'Onofrio Drive, Madison. Wisconsin 53719) 1005 VANNESSA DR.OVIEDO,FL32766 TOTAL 33.0 psf V:09.05.02- 32499-145 Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEDIR - HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: V QTY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 Analysis based on Simplified Analog Model. === ===Joint Locations=====__====__== This design is for an Individual building BOT CHORDS: 2x4 SP #2 - Field Connection at Support 1 (mist be able 1) 0- 5 8 3) 2- 0- 8 component and has been based on information - transfer 59 pounds of horizontal reaction 2) 2- 0- 8 4) 0- 5- 8 provided by the client- The designer disclaims PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125mph, ----MAX. REACTIONS PER BEARING LOCATION ----- anyresponsibility for damages as a result of Support 1 180# H= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type faultand/ oror incorrect othspecifications Support 2 125# - Bld e= Enel L= 58.0 ft W= 2.0 ft Truss 1-11-12- 48 - 59 -125 TOP PINand/or designs furnished to the truss designer ply Z by the client and the correctness or accuracy Support 3 4# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 4- 0 107 69 -180 BOT PIN ofthis lnfi—ationasitmay relate toaspe- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 1-11-12 19 0 -4 BOT H-ROLL cific project and accepts no responsibility or L/999 exercises control with regard fabrics- L= 0. 00" D= 0. 00" T= 0. 00" ..TC ... FORCE... CSI ..BC ... FORCE... CSI bons handling. shipment and Instt allation ofMAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 19 0.06 4- 3 -7 0.04 trusses. ThistrusshasbeendesignedasanIndividualbuilding has In accordance with T= 0 . 00" ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: as part of the building design by a. Building T= 0 . 00" - Designer (registered architect or professional engmeerl. When reviewed for approval by the RMB = 1.15 . building designer, the design loadings shown - must be checked to be sure that the data shown - are in agreement with the local building codes, local climatic records for wind or snow loads, pmfect specifications or special applied loads. - Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords ( top or bottom) are continu- 2-0-8 L ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc 1 2 - not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector - plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Attach With (2) Grade 40, unless otherwise shown. - 10d Toe -Nails FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily that this drawing Is in - conformance with the fabricator's plans and to realize a continuing responsibility for such veri- cation. Any discrepancies are to be put in writing before cutting or fabrication. - - 1-2-8 Plates shall not be Installed over knotholes, - knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- - 1-8-0 nector plates shall be located on both faces of the truss with nalls fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6.8 plate fs 6" wide x 8" long. Slots (holes) run parallel to ' - the plate length specified. Double cuts on web members shall meet at the centroid of the webs 0-6-6 unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown - 0-4- 2 and may need to be Increased for certain hand- - Attach With (2) ling and/ or erection stresses. This truss Is not - 10d Toe -Nails to be fabricated with fire retardant treated 5X6 - - lumber unless otherwise shown. For additional - - -- Information on Quality Control refer to - ANSI/TPl 1-1995 - Face = 0-2-8 3.00J 0-8- 0 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling 14-8 - Installing & Bracing', HIB-91. Trusses are to I - be bandled with particular rare during banding 4 - 3 and bundling, delivery and Installation to avoid " damage. Temporary and permanent bracing 108f/ B. 00" 48k 1.5011 for holding trusses in a straight and plumb pos- 0-10- 8 19# 1150 Die 4 Rion and for resisting lateral forces shall be i (RO-9-0) 2-0- 8 designed and Installed by others. Careful hand- ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Over 3 Supports - scale = 1.2604 requited. Normal precautionary action for trusses requires such temporary bracing during WARNING: READ ALL NOTES ON THIS SHEET. g installation betweentrussestoavoidtoppling _ ER . Job: and dominoing. The supervision erection of A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: V trusses shall be under the control u persons = Maronda System experienced intheinstallationoftrusses. J Dsgnr: TLY Chit: Date: 10-28-03 Professional advice shall be sought u needed. - CONTRACTOR. - ConcentraDon of constntction loads greater TC Live 16.0 psf DUrFac - Lbr: 1.25 than the design loads shall not be applied to 4005 NIARONDA WAY BRACING WARNING: trusses at any time. No loads other than the Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 weight of the erectors shall be applied to SAN FORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing trusses until after all fastening and bracing (407) 321-0064 Fax (407) 321-3913 shmm is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0rt is completed. made to anchor lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI)BC Dead 10.0 psfCode Dese: FLA LICENSE #0050068. (Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNE5SA DR.OVIEDOYI-32766 1, TOTAL 33.0 pSf V:09.05.02- 31505- 3 Design: Matrix Analysis JOB PATH: C:ITEE-LOKVOBSIARLK HCS: 08-20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of IO'-O" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A n 5x4 plate is Y wide x 4" long. A 6x8 plate is 6" wide x 8" log. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unlcss otherwise shown. Connector plate sizes are minimum sizessizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 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. i WO: ARLK WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. WndLod per ASCE 7-98, C&C, V= 125uph, H= 15.0 ft, I= 1.00, Ecp.Cat. B, Kzt= 1.0 Bld Type=, Encl L= 6.0 ft W= 6.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI TI: VT30 QTY:1 Joint Locations=========-====- 1) 0- 0- 0 4) 6- 0- 0 7) 2- 0- 0 2) 2- 0- 0 5) 6- 0- 0 8) 0- 0- .0 3) 4- 0- 0 6) 4- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 0 -65 0 BOT PIN 5-10- 4 0 0 0 BOT H-ROLL 2X4 2X4 2X4 2X4 Li I 2-3-0 2-3-0 LIJ 2X4 2X4 2X4 2X4 6-0-0 c 7 6 5 0# 3.50" 6-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIED0,1`I_32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detemuned by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute. TPI; Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 0# 3.50" Studs 0 2-0-0 o.c. scale = 0.9333 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 . psf BC Dead 2.0 psf TOTAL 25.0 psf Truss ID: VT30 Date: 11-05-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mara Analysis NC.P nR 1n. 02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT40 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2x4 TRANSVERSE BRACING nailed flat to edge Joint Locations=============== This design is for an individual building BOT CHORDS: 2x4 SP #2 _ of web with 12d nails at 8" o.c. TRANSVERSE 1) 0- 0- 0 - 3) 3- 0-. 0 component and has been based on information WEBS; 2x4 SP #3 BRACING to extend for center 80% of length. 2) 3- 0- 0 4) 0- 0- 0 provided by the client. The designer disclaims Analysis based on Simplified. Analog Model. MAX. REACTIONS PER BEARING LOCATION----- anyresponsibilityrordamagesasaresultof TC...FORCE...CSI ..BC...FORCE ...CSI WndLod per ASCE 7-98, C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type faulty or incorrect information. specifications and/or designs furnished to the truss designer H= 15.0 ft, I= 1.00, Cat. B, Rzt= 1.0i1 0- 1-12 0 -43 0 BOT PIN by the client and the correctness or accuracy Bld Type= Encl L= 3.0 ft W= 3.0 ft Truss 2-10- 4 0 0 0 BOT H-ROLL of this information as it may relate to a spe- in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf cific project and accepts no responsibility or Impact Resistant Covering and/or Glazing Req exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval. by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the localbuilding codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chards (top or bottom) are continu- 3-0-0 ously braced by sheathing unless otherwise 2 specified. Where bottom chords in tension are 1 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a 0 maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, 2X Grade 40. unless otherwise shown. - FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies am to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 1-0-0 1-0-0 nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. aboutthe Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide z 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes mhumusn six es basedon the forces shown and may need to be Increased for certain hand- ling and/ or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 3X4 2X4 information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing% HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erectlon of trusses shall be under the control of persons experienced inthe Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 0# 3.50" 1# 3.50" 3-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs Q 2-0-0 o.c. scale = 2.1000 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda J SystemsCONTRACTOR. A COPYOFTHISDRAWINGTOBE GIVEN TO ERECTING Dwg: Dsgnr: TLY Chk: Truss ID: VT40 Date: 1 1- 05-03 TIC Live 16. 0 psf DurFac - Lbr: 1.25 BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing BC Live o.o psf P O.C. Spacing: 24.0" 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions roust be made toanchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 2.0 - psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracmg oC the overall structure maybe required. (See HIB-9.1 of TPI). Code Desc: F LA LICENSE #0050068 1005 VANNESSA DP-OVIEDO, FL32766 Truss Plate Institute, TPI, is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719). TOTAL 25.0 psf V:09.05.02- 32501- Design: Matrix Analysis - JOB PATH: C: (TEE-LOKIHOMEDIR - HCS., U8.2R02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT41 QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge Joint Locations======___=====_ This design is for an lndivYdual building BOT CHORDS: 2x4 SP #2 _ of web with 12d nails at 8" o.c. TRANSVERSE - 1) 0- 0- 0 3) 6- 0- 0 5) 3-10- 4 component and has been used on Information WEBS: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 3-10- 4 - 4) 6- 0- 0 6) 0- 0- U provided by the client. Thedesigner disclaims GABLE STUD: 2x4 SP #3 Analysis based on Simplified Analog Model. MAX. REACTIONS PER BEARING LOCATION ----- any faulty ponsibWtyfor or incorrect nformagesasaraultof fain/or WndLod per ASCE 7-98, - C&C, V- 125 h, X-Loc Vert Horiz Uplift Y-Loc Type p-2 and/or designs furnished cto the truss designer designsfurnishedTC..•FORCE...CSI ..BC L tp H= 15.0 ft, I= 1.00, Cat. B,.Kzt= 1.0 0- 1-12 0 -8 BOT PIN by the client and the corrcctncss or accuracy Bld Type= Enel L= 6.0 ft W= 6.0 ft Truss 5-10- 4 0 0 0 BOT H-ROLL of this information as It may relate to a spe- in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf cific project and accepts no responsibdity or exercises no control with regard to fabrica- tion, Impact handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/ TPI 1-1995 and NDS-97 to be Incorporated as part of the building desiign by a Budding Designer ( registered archltect or professional engineer). When reviewed for approval by the building designer, the destlgn loadings shown must be checked to be suee that the data shown are In agreement with the local building codes, local climatic records for -Ind or snow loads. project specifications or special applied loads. Unless shown, truss has root been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- 6-0-0 L ously braced by sheathing- unless otherwise I specified. Where bottom chords In tension are 11 2 3 _ not fully braced laterally by a properly applied rigid ceiling. they should b e braced at a 4•00 maximum spacing of 10'-m•' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel mmeting ASTM A 653, 2X Grade 40, unless otherms.e shown. FABRICATION MOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to ze realiacontinuing respomsibllity for such veri- fication. Any discrepancies are to be put in 2X writing before cutting or fabncatlon. Plates shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- 2-0-0 2-0-0 nector plates shall be locatted an both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" Iong A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at thee antrold of the webs unless otherwise shown. 4Connector plate sizes are minimum sizes based -an the forces shown and may need to be Increaased for certain hand- Iing and/ or erection stresses. This truss Is not to be fabricated with fire roetardant treated lumber unless otherwise shown. For additional 3X4 2X4 2X4 information onQualityControlreferto _ ANSI/TPI 1-I995 PRECAUTIONAIRY NOTES All bracing and erection remrtunendatlons are to be followed In accordance with "Handling InstaWng & Bracing", HIB-91. Trusses areto be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a stnafglat and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temiponuy bracing during installation between trusses to avoid toppling and dominoing. The supe—b ton of erection of trusses shall be under the control of persons experienced In the installa_tlon of trusses. Professional advice shall 1— sought if needed. Concentration of coast — lion loads greater than the design loads shaDl not be applied to trusses at any time. No loads other than the weight of the erectors shaW be applied to trusses until after all fast.—ing and bracing Is completed. 0# 3.50" 6-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 0# 3.50" Studs (g3 2- 0-0 o.c. scale = 1.0500 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Imaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: VT41 y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 1 1-05-03 Tc Live 16. 0 psf DurFac - Lbr. 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFQC - Plt: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing Is for lateral truss to buckling length. Provisions be BC Live 0.0 psf Spacing: O.C. S24.0" p g• 407) 321-0064Fax (407) 321-3913 shown support of members only reduce must made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 20 Design Criteria: TPI TOMAS PONCE P. E. Additional bracing of the overall structure may be required. IS- HIB-91 of TPI). psf p Code Dese: FLA LICENSE #0050068 TrussPlateInstitute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DROVIEDOXI- 32766 I TOTAL 25.0 psf V:09.05.02- 32502- ; Design: Morris Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 This design Is for an individual building BOT CHORDS: 2x4 SP #2 component and has been based on information WEBS: 2x4 SP #3 _ provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy, of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrim- tion. handling, shipment and installation of trusses. Thistruss has been designed as an individual building component in accordance with ANSI/ TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building -. Designer ( registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (topor bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unlessotherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review. this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are: to be put in writing before cutting or fabrication. Plates shall. not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing.. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown.- A 5x4plate is 5" wide x 4"- long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to - the plate length specified. Double cuts on web members shall meet at the centrofd of the webs unless. otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information an Quality Control refer to ANSI/TPI 1-1995 , PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIB-9I- Trusses —to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during - Installation between trusses to avoid toppling and dominoing. The supervision of erection af. trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. - TC... FORCE ... CSI ..BC ... FORCE ... CSI 0-9-4 WO: ARLK WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with_12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. WndLod per ASCE 7- 98, C&C, V= 125mph,' H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 2.3 ft W= 2.3 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/ or Glazing Req TI: VT42 QTY:1 r7oint Locationse:===___====== 1) 0- 0- 0 3) .2- 3-12 2) 2- 3-12 4) 0- 0- 0 ' MAX. REACTIONS PER BEARING LOCATION----- X-Loc, Vert Horiz Uplift Y-Loc Type 0- 1-12 0 - 28 0 BOT PIN 2- 2- 0 0 0 0 BOT H-ROLL 3X4 zx4 0# 3. 50 iff 0.0v 2-3-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Ic Q'Otllsdd S1/ Steltii5 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING. 4005 MARONDA WAY erection bracing, wind bracing, portal bracing or similar bractn Bracing g g. g BSANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional bating of the overall structure may be required. (See HIB-91 of TPI). LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). - 1005VANNESSA DR.OVIEDO.FL32766 Design: Morris Analysis JOB PATH: CATEE-LOKIHOMEDIR Studs CBi 2-0-0 O.C. Eng.. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 2.0 psf TOTAL 25.0 psf 0- 9-4 scale = 2. 7243 Truss ID: VT42 Date: 1 1-05-03 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09. 05.02- 32503- HCS: 08.20.02 - JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT43 I OTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge joint Locations=====__=====___ This design is for an Individual budlding BOT CHORDS: 2x4 SP #2 of web with 12d nails at 811 o.c. TRANSVERSE 1) 0- 0- 0 3) 7- 5- 0 5) 3- 3- 4 component and has been based conlntormation WEBS: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 3- 3- 4 4) 7- 5- 0 6) 0- 0- 0 provided by the client. The deslgruerdisclalms GABLE STUD: 2x4 SP #3 Analysis based on Simplified Analog Model. MAX. REACTIONS PER BEARING LOCATION----- anyresponsibility for damages as a result of WndLod per ASCE 7-98, C&C, V= 125rnph, X-Loc Vert Horiz Uplift Y-Loc Type faultationstton e epos design ct furnishedand/or designs furnished to the truss designerand/ or incorrdesigns PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1. 00, Exp. Cat. B, Rzt= 1.0 0- 1-12 0 0 -7 BOT PIN by the client and the correctness —accuracy Support 1 7# Bld Type= Ene1 L= 7.4 ft W= 7.4 ft Truss 7- 3- 4 0 0 0 BOT H-ROLL of this Information as It may relate to a spe- in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf cific project and accepts no respoamslblllty or TC, , , FORCE... CSI ..BC... FORCE... CSI Impact Resistant Covering and/or Glazing Req exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This truss has been desligned as an Individual building component in :accordance with ANSI/TPI 1-1995 and NDS-97 to The Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, designer, the design load_fngs shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow loads, project specifications or special a pphed loads. Unless shown, truss has not beers designed for storage or occupancy loads. The •design assumes compression chords (top or bottom) are cdntinu- 7-5-0 ously braced by sheathing unless otherwise 3specified. Where bottom chords en tension are 1 2 not fully braced laterally by a properly applied ngld ceiling, they should be braced at a 0 maximum spacing of 10'-O" O.C. Connector plates shall be manufactured fronao 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. 2x FABRICATION NOTIFS Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility- for such veri- fication. Any discrepancies are tca be put in writing before, cutting or fabrication. Plates shall not be installed over Ihnotholes, knots or distorted grain. Membees shall be cut for tight fitting wood to wood beating. Con- 2-9-11 1 2-9-11 nector plates shall be located on thoth faces of 2X 2-$-11 the truss with nails fully Imbeddmd and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A Sx8 plate is 6" wide x 8" long. slots (holes) run inarallel to the plate length specified- Doubles cuts on web members shall meet at the centrmld of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the Somes shown and may need to be increased for certain hand - Ling and/or erection stresses. Thals truss is not to be fabricated with flm retardant treated lumber unless otherwise shown. For additional 3X4 2X4 2X4 . information an Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY 140TES All bracing and erection recommmndatlons arc to be followed in accordance with. 'Handling Installing & Bracing', HIB-91. Trtiuwes are to be handled with particular care dsuring banding and bundling, delivery and installlation to avoid damage. Temporary and permanent bracing for holding trusses in a straight sand plumb pos- Ition and for resisting lateral forcers shall be designed and installed by others. Careful hand- ling Is essential and erection brac,ing is always required. Normal precautionary —don for trusses requires such temporary ibracing during Installation between trusses to avoid toppling and dominoing. The supervislon of erection of trusses shall be under the control of persons experiencedperieced in the installation of trusses. Professional advice shall be soug1ht If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time, No loads otter than the weight of the erectors shall be app0ed to trusses until after all fastening amd bracing Is completed. 0# 3.50" 7-5-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bating, wind bracing, portal bracing or sirllar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations detennined by the building designer. Additional bating of the overall structure may be required. (See HIB-91 of TPI). Truss. Plate Institute, TPI. Is located at 583 D'Onofrio Drive, Madlson, Wisconsin 53719). 0# 3.50" 1-1-2 R1-0-10) Stubs 0 4-0-0 o.c. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 2.0 psf TOTAL 25.0 scale = 0.7485 Truss ID: VT43 Date: 1 1-05-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: CATEE-LOKIHOMEDIR HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 104 UPLIFT D.L. WO: ARLK WE: TI: VT50A QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge =_====_======Joint Locations=============== This design is for an u-ximdual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o. c. TRANSVERSE 1) 0- 0-'0 - 3) 3-11- 0 5) 1-11- 8 component and has been based on Information GABLE. STUD: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 1-11- 8 4) 3-.11- 0 6) 0- 0- 0 provided by the client. The designer dlsclatris - Analysis based -on Siltlplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION ----- any responsibility for aamagesasaresult of PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98,.. C&C, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type faulty ormeorreetinfonanation, specifications Su rt 2 4# H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 0- 0-12 0 -16 -1 BOT PIN and/ or designs furnI.R-d ts o thetrussdesignerppo by the client and the comet ims or accuracy Bld Type= Encl L= 3.9 ft W= 3.9 - ft Truss 3 -10- 4 0 0 -4 BOT H-ROLL of this information as ;it may relate to a spe- .. TC... FORCE... CSI ..BC ... FORCE ... CSI in INT zone, TCDL= 4.2 psf, , BCDL= 6.0 ps f cific project and accepits no responsibility or - _ Impact Resistant Covering and/or Glazing Req exercises no control with regard to fabrica- tion, handling, shipmcntand Installation of trusses. This truss has been designed as an - individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building - Designer (registered architect or professional - - engineer)., When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, _ local climatic records 6orwind or snow loads. - project specifications acr special applied loads. Unless shown, truss in as not been designed for storage or occupancy Roads. The design assumes - - - - compression chords ( tupor bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords intension are - - not fully braced laterallyby a properly applied rigid ceiling, they should be braced at a. maximum spacing of "10'-O" o.c. Connector - 1-11-8 1-11-8 plates shall be marmfi—tt red' from 20 gauge hot - dipped galvanized steel meeting ASTM A 653, 1 - 3 Grade 40. unless othe.rwlse shown. 6 0000 - 600FABRICATIO-N NOTES 4X6 Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in - - conformance with the: fabricator's plans and to realize a continuing responsibility for such ved- - - fication. Any discrep—ics are to be put in writing before cutting: or fabrication. Plates shall not lnstalled over knotholes, ,. knots or distorted graain. Members shall be cut - for tight fitting wood Ito wood bearing. Con- nector plates shall be, located on both faces of - the truss with nails fully Imbedded and shall be 0-11-12 0-11-12 sym. aboutthejointasrkssotherwiseshown. A 5x4 plate Is 5" wide - 4" Idhg. A 6.8 plate Is 6" wide x 8" long. Slots (holes) run parallel to - the plate length specdfed. Double cuts on web Fil members shaft meet =t the centrold of the webs - unless otherwise shown. Connector plate sizes - - are minimum sizes based on the forces shown d - anmay needto be trcreased for certain hand- ling and/or erection stresses. This truss is not to be fabricatedwith: fire miardwt treated - lumber unless otherwvlse shown. For additional - - 3X4 2X4 - 3X4 - - information on Qualitty Control refer to ANSI/TPI 1-1- 995 - XXXXXXXX>\'X> I 'XXX PRECAUTIORIARY NOTES All bracing and erectalun recommendations are to be followedinaccordance with " Handling. 11 3-11-0 Installing & Bracing'.- HIB-91. Trusses are to be dandled with particular care during banding 6 and bundling, delivery and installation to avoid 0# 1.501, 0# 1.50" damage. Temporary- and permanent bracing for holding trusses to a straight and plumb pos- 3-11-0 - Won and for resistinig lateral forces shall be - - designed and installed by others.. Careful hand- ling Is essential and •erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs (4? 2-0-0 o.c. scale =-1.7106 - required. Normal precautionary action for ,s, p l] / trusses requires sucd- i temporary bracingduringWARNING: .READ ALL NOTES ON THIS SHEET. Eng. Job> WO: ARLK installation between trusses to avoid toppling and dnminoing. The supervision of erection or t+ A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: - Truss ID: VT50A trusses shall be undrer the control of persons fMaronda `yste sexperien ed in the trastallation of trusses. vWY j J IINIIJ - DSgnr: TLY Clfkr Date: 1 1-05-03 Professional advice shall be sought if needed: CONTRACTOR. - Con t n nofe"r-st- cbenloadsgreater BRACING WARNING: TC Live 16.0 psi DurFae - Lbr: 1.25 than the design''' "shall not other applied to 4005 MARON.DA WAY DurFae -Pit: 1.25 trusses at any lima. No loads other than the -Bracing shown on this drawing IN not erection bracing, wind b@crag, portal bracing or similar bracing TC Dead 7.0 - psf weight of the erectors shall be applied to SANFORD, FL. 32771 which is a part of the building design and which must be. considered by the building designer. Bracing O.C. Spacing: 24.0" trusses until after aLL fastening and bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live =0.0 psf Paeg is completed. made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 2.0 psf Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (see HIB-91 of TPn. Code Desc: FLA LICENSE #0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofro Drive, Madison, Wisconsin 53719). `' 1005 VANNESSA DP-OVIEDO.FL32766 TOTAL' 25. 0 psf y :09 .05.02- 32505- 5 Design: Matrix Analysis JOB PATH: C:ITEE- LOKIHOMEDIR JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT51A QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2x4 TRANSVERSE BRACING nailed flat to edge==============Joint Locations======- ====== This design is for an individual building BOT CHORDS., 2x4 SP #2 - of web with 12d nails at 81' o.c. TRANSVERSE 1) 0- 0- 0 3). 6- 7- 0 5) 3- 3- 8componentandhasbeenbasedoninformationGABLESTUD: 2x4 SP -#3 - .BRACING to extend for center 80% of length. 2) 3- 3- 8 4) 6- 7- 0 6) 0- 0-:0providedbytheclient. The designer disclaims - . - Analysis based on Sinplified Analog Model. ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibility for damages as a result of PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wndper ASCE 7 - 98, C&C, V= 125nph, X-Loc Vert- Horiz Uplift Y-Loc Type faultyorIncorrectInformation, specifications Lod p and/ or designs furnished to the truss designer Support 2 7# H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt 1.0 0- 1-12 0 -4 0 BOT PIN by the client and the correctness or accuracy - Bld Type= Encl L= 6.6 ft W= 6.6 ft Truss 6- 5- 4 0 0 -7 BOT H-ROLL ofthisInformationasItmayrelatetoaspe- ..TC ... FORCE... CSI ..BC ... FORCE... CSI in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf cificprojectandacceptsnoresponsibilityorexercises no control with regard to fabrica- Impact Resistant Covering and/or Glazing Req - tion, handling, shipment and Installation of trusses. This truss has been designed -as an - Individual building component in accordance with - - ANSI/ TPI 1-1995 and NDS-97 to be incorporated - as part of the building design by a Building - - Designer ( registered architect or professional engineer). When reviewed for approval by the - building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, - - project speeiflcatlrr s or special applied loads. - 1411— shown, truss has not been designed for storage or occupancy loads. The design assumes - - compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are - not fully braced laterally by a properly applied - - - - - rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector 3-3-8 - plates shall be manufactured from 20 gauge hot 3-3-8 dipped galvanized steel meeting ASTM A 653. 1 - - Grade 40, unless otherwise shown. 3 FABRICATION NOTES Prior to fabrication, the fabricator shall review - 4X6 this drawing to verify that this drawing is in - conformance with the fabricator's plans and to realize a continuing responsibility for such veri- - fication.. Any discrepancies are to be put In writing before cutting or fabrication. - - Plates shall not be installed. over knotholes, knots or distorted grain. Members shall be cut _ for tight fitting wood to wood bearing. Con- nector platesshall be located on both faces of - the truss with nails fully imbedded and shall be - sym. about the joint unless otherwise shown. A 1-7-12 - 1-7-12 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs - - unless otherwise shown. Connector plate sizes areminlmum sizes based on the forces shown Mi and may need to be increased for certain hand- - - ling and/ or erection stresses. This truss Is not - - to be fabricated with fire retardant treated - - - lumber unless otherwise shown. For additional 3X4 2X4 Information onQualityControlreferto - 3X4 ANSI/TPI 1-1995 - PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling - Installing & Bracing", HIB-91. Trusses are to be handled withparticular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to - trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed 1# 3. 50" 6-7- 0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Mdr®Inda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing 407) 321- 0064 Fax (407) 321-3913. shown Is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required (See HIB-91 of TPI). LICENSE #0050068 Truss Plate Institute, TPI is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719) Studs a 2-0-0 o.c. Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf, BC Dead 2.0 psf TOTAL 25. 0 psf 0# 3. 50" scale = 1. 0177 Truss ID: VT51 A Date: 1 1-05-03 DurFac - Lbr: 1.25 DurFac Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uesign: mwra Attatysls - JUU YAIH: CCAIEE-GUKIHOMEDIR - HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT52A QTY:I - DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge 1) Locations=====___===== This design is for an individual building BOT CHORDS: 2x4 SP #2 of web with 12d nails at 8" o.c. TRANSVERSE 0- 0- 0 5) 9- 3- 0 9) 2- 7- 8 component and has been based on information GABLE STUD: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 2- 7- 8 6) 9- 3- 0 10) 0- 0- _0 provided by the client. The designer disclaims Analysis based on Simplified Analog Model. 3) 4- 7- 8 7) 6- 7- 8anyresponsibilityfordamagesasaresultof faulty or incorrect Information, specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod ASCE 7-98, C&C, V= 125 h, per 4) 6-7-- 8 8) 4- 7- 8 - and/or designs furnished tothe truss designer Support 2 3# H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 MAX. REACTIONS PER BEARING LOCATION----- bythecllentandthecorrectnessoraccuracy Bld Type= Enel L= 9.2 ft W= 9.2 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as It may relate to a spe- TC... FORCE ... CSI ..BC ... FORCE ... CSI in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 0 0 -1 BOT PIN cific project and accepts no responsibility or impact Resistant Covering and/or Glazing Req 9- 1- 4 0 0 -3 BOT H-ROLL exercisesnocontrolwithregardtofabrirv- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/ TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer ( registered architect or professional engineod. When reviewed for approval by the - building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords flop or bottom) are conUou- usly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector 4-7-8 4-7-8 plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, 1 2 4 5 Grade 40, unless otherwise shown. 0 0 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responslbWty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over.knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erectlon stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ TP11-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced to the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 2- 3-12 4X6 2X4 2X4 2- 3-12 3X4 2X4 2X4 2X4 3X4 Off 3.50" ie 9- 3-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs a 2-0-0 o.c. 0# 3.50" scale = 0.7243 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: ARL Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: VT52A y Sten1S CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 11-05-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf DurFac - Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing is for lateral truss buckling length. -Provisions BC Live 0.0 sf O.C. Spacing- 24.0" N9 407) 321-0064 Fax (407) 321-3913 shown support of members onlyto reduce must be made to anchor lateral bracts at and (fled locations determined b the building desl er. lbracingaspecifiedg y g gr. BC Dead 2.0 P Design Criteria: TPI gTOMASPONCEP.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). psf PCode Desc: FLA LICENSE #0050068 Fmss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1005 VANNESSA DROVIEDO,FL32766 TOTAL 25.0 psf I V:09.05.02- 32507- - Design: Matrix Analysis JOB PATH: C:ITEE-LOKIHOMEDlR _ HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: VT53A QTY:1 DESIGN INFORMATION Top CHORDS: 2x4 SP #2 2X4 TRANSVERSE .BRACING nailed flat to edge Joint Locations=============== This design Is for an individual building BOT CHORDS: 2X4 SP #2 of web with 12d nails at 811 o.c. TRANSVERSE 1) 0- 0- 0 5) 12- 3- 0 9) 4- 1- 8 component and has been based on information GABLE STUD: 2x4 SP #3 BRACING to extend for center 80% of length. 2) 4- 1- 8 6) 12- 3- 0 10) 0- 0- 10 provided by the client.. The designer disclaims Analysis based on Simplified Analog Model. 3) 6- 1- 8 7) 8-:.1- S any responsibility for damages as a result of faulty or Incorrect Information, specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, C&C, V= 125mph, 4) 8- 1- 8 8) 6- I- 8 and/or designs furnished to the truss designer Support l 5# He: 15.0 ft, I= 1.00, Exp:Cat. B, Kzt= 1.0 MAX. REACTIONS PER BEARING LOCATION----- by the client and the correctness or accuracy Support 2 10# - Bld Typeer Enel L= 12.2 ft W= 12.2 ft Truss X-Loe Vert Horiz Uplift Y-Loe Type of this information as it may relate to a spe- in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 0 11 5 BOT PIN cific project and accepts no responsibility or TC...FORCE... CSI BC ... FORCE ... CSI Impact Resistant Covering and/or Glazing Req 12- 1- 4 0 0 10 'BOT H-ROLL exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with P ST/TPI 1-1995 and NDS-97 to be incorporated asspart of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes,. local climatic records for wind or snow loads, project specifications or special appliedloads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector 6-1-8 6-1-8 plates shall be manufactured from 20 gauge hotIlk dipped galvanized steel meeting ASTM A 653, 1 2 4 5 Grade 40. unless otherwise shown. 6 00 6 0000FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformancewith the fabricator's plans and to realize a continuing responsibility for such verl- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be -installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint. unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector platesizes areminimum sizes based on the forces shown and may need to be increased for certain hand- ling and/ or erection stresses. This-truss-ds not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to. be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent brsctng for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- hng is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 3-0- 12 0# 3. 50" 4X6 2X4 2X4 3-0- 12 3X4 2X4 2X4 2X4 3X4 12-3- 0 EXCEPT " AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Studs 2-0-0 o.c. WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psf 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or stmllar bracing . TC Dead 7.0 psf SAN FORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing for lateral buckling length. Provisions be BC Live 0.0 p psf 321-0064 Fax (407)321-3913 shown is support of truss members only to reduce must PP ygTOMASPONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the. overall structure may be required. (See HIB-9I of TPI). - C Dead 2.0 psf P LICENSE #0050068 Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DROVIEDO.Fi_32766 TOTAL 25.0 psf 0# 3. 50" 1 scale-= 0. 5469 Truss ID: VT53A Date: 11- 05-03 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 _ O.C. Spacing: 24.0" Design Criteria: TP1 Code Desc: FL.A v•no n ng_ _9_j;nA_ A i i J e Xn: mw,u wuuy— JB: ARLINGTON K 3&4 AC: 104 UPLIFT D.L. WO: ARLK WE: TI: W QTY:2 DESIGN INFORMATEON TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. --== __=_=====Joint Locations-==___==___== This design is for an Individual building - BOT CHORDS: 2x4 SP #2 Field Connection at Support 1 must be able 1) 0- 2- 1 3) - 0- 9- 0 component and has been based ors information WEDGES: 2x4 SP #2 transfer 20 pounds of horizontal reaction 2) 0.- 9- 0 4). 0- 2- 1 - providedbythecilent.Thedesignmrdisclaims - WndLod per ASCE 7-98, C&C, V= 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- enyresponslbllltyford ages ' lion. p-tacaltoffaultyorincorrect PROVIDE UPLIFT CONNECTION PER SCHEDULE: H=-15.0 ft, Ill 1.00, Exp.Cat..B, Rzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type and/or support 1 131# Bld e= Encl L= 58.0 ft W= 0.8 ft Truss 0- 7-12 16 20. -.44 TOP PINand/or designs furnished to the truss designer Pp TYP - bythechentandthecorrectnessmraccurracy Support 2 44#. in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 4- 0 64 24 -131 BOT PIN If this information as R may relates ton tp.- Support 3 - 3# Inpact Resistant Covering and/or Glazing Req 0 7-12 8 0 -3 BOT H-ROLL ciffc protect and accepts no respornsibillty or MAX LIVE LOAD DEFLECTION:. _ CE...CSI ..BC. FORCE...CSIexercisesnocontrolwithregardto -fabrics- L/999 ••TC...FOR tion,handling, shipment and installation of trusses. This ass has been designed as an L= 0.00" D= 0.00" T= 0.00" 1- 2 -6 0.02 4- 3 0 0.01 individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: ANSI/TPI 1-1995 and NDS-97 to Ix incorporated T= 0.00" as part of the building design by. Bwilding MAX HORIZONTAL LIVE LOAD DEFLECTION: - Designer (registered architect or professional - T= 0.00" engineerl. When reviewed for appaaval by the building designer, the design loadt:rV shown RMB 1.15 must be checked to be sure that t1he data shown are in agreement with the local buAkIto g codes, local climatic records for wind or snow loads, project specifications or special applied loads. _ Unless shown, truss has not been. designed for - storage or occupancy loads. The design assumes compression chords(topor bottom) are conUnu- - 0-9-0 - L ously braced by sheathing unless •otherwise /i 1 21specified. Where bottom chords I=trnare sionanot fully braced laterally by a properly applied _ rigid ceiling. they should be braced at a 6 ceiling. maximum spacing of 10'-0" o.c. Connector plates shall be manufactured fror>,.. 20.gauge hot Attach with (2) dipped galvanized steel meeting ASTM A 653. 10d TOe-Nails Grade 40. unless otherwise sh- FABRICATION NOTES Prior to fabrication, the fabricator- shall review this drawing to verify that this drawing ism conformance with the fabrtcatoYs. plans and to realize a continuing responsibility- . for such veri- fication- Any discrepancies are to. be put in writing before cutting to fabrication. Platessnailnotcuttinginstalledovercsn. lk- Lb.les. 0- 10-14 knots or distorted. grain. Member-5:shall be cut for light fitting wood to wood be-Ang. Con- - 1-1-11 nector plates shall be located on6ottt faces of the truss with nails fully lmbeddad and shall be 0-6-6 syrn. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A Ex8 plate Is 5. - wide x 8" long. Slots tholes( run parallel to the plate length specified. Doublee cuts on web members shall meet at the cent-ld of the webs Attach with (2) unless otherwise shown. Connector plate sizes 5X6 10d Toe -Nails are minimum, sizes based on the To- shown and may need to be Increased for certain hand- ling and/ or erection stresses. Tbnidtruss Is not to be fabricated with fire retardarnt treated lumber unless otherwise shown. For additional Information on Quality. Control refer to - ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recornmcndat ons are - - to be followed in accordance will. 'Handling 0-9-0 L Installing & Bracing', HIB-91. Truses arc to be handled with particular care during banding - 4 3 and bundling, delivery and Insta Milan to avoid - 65# 8.00" 17A 2.50" damage. Temporary and perma aenl bracing - for holding trusses in a straight sand plumb pos- 0-10-8 8# 2.50r 0-0-1 Ilion and for resisting lateral forces shall be _ _ 0-9- 0 designed and installed by others- Careful hand- _ - (R0-11- 12) C/L: 0-7-. JR0-0-1) Wing Is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports - scale = 1.8444 required. Normal precautionary mctbn for installs requirionbeseentru trusses bldjng t.pduIWARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: LK installation between trusses [o avoid toppling and dominoting. The supervfstom of erection of Dw Truss ID: W - trusses shall be under the control of persons dr®il( S St iS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING_ g experienced in the Installatlon of trusses. j Dsgur: -TLY Chlt: Date: 1 0-27-03 Professional advice shall be song ht If n-dea. CONTRACTOR. Concentration of construction Ioadr greater TC Live 16.0 psf DurFae - ibr: 1.25 than the design loads shall not h- applied to BRACING WARNING: 1 trusses at any time. No loads otarer than the 4005 MARON.DA WAY. Bracing show„ on this drawing is not erection bracing. wind bracing, portal bracing or slrnflar bracing TC -Dead 7.0 psf DurFae - Pit: 1.25 weight of the erectors mown shall be applied to SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing " russes until after all fastening adbracing (407) 321-0064 Fax (407) 321-3913 shIs for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0 Is completed. - made:to anchor lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 10.0 psf g LICENSE N0050068 (Truss Plate Institute, TPI. Is located at 583.D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLAP p 1005 VANNESSA DR.OVIEDO,FL32766 TOTAL 33.0 psf V:09.05.02- 31388- 42 Design: Matrix Analysis JOB PATH: C:ITEE-L0KU0BA4RLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. WO: ARLK WE: TI: X QTY:12 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. Joint Locations======___====== This design is for an individual building BOT CHORDS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V= 125mph, 1) 0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 component and has been based on information WEBS: 2x4 SP #3 H= 15.0 ft, I=.1.00, Exp.Cat. B, Kzt= 1.0 2) 5.- 4- 4 4) 10- 8- 8 6) 0- 0-'0providedbytheclient. The designer disclaims SLIDERS: 2x4 SP #2 Bld Type= Enel L= 40.0 ft W= 10.7 ft Truss MAX. REACTIONS PER BEARING LOCATION ----- any responsibility for damages as a result of faulty or Incorrect information, specIDcstlons BEAR BLK: 2x4 SP #3 in INT zone, TCDL= 4 . 2 sf, BCDL= 6. 0 sfPP X-Loe Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer Impact Resistant Covering and/or Glazing Req 10-10-12 357 0 518 TOP H-ROLL by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: 0- 4- 0 422 243 436 BOT PIN of this information as It may relate to a spe- Support 1 436# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE clic project and accepts no responsibility or Support 2 518# Support 1 243# exercises no control with regard to fabrica- tion, MAX handling, shipment and installation of trusses. This truss has been designed asan L/999 TC... FORCE ... CSI ..BC ... FORCE ... CSI Individual building component in accordance with L=-0.09" D= 0.02" T=-0.07" 1- 2 -998 0.54 6- 5 920 0.22 ANSI/TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -964 0.62 5- 4 55 0.17 as part of the building design by a Building T= 0. 03 " Designer (registered architect or professional engineer) When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: building designer, the design loadings shown T= 0. 03" must be checked to be sure that the data shown 1.15areinagreementwiththelocalbuildingcodes, RMB = - local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed -for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- 11-0-0 ously braced by sheathing unless otherwise Ilk I specified. Where bottom. chords In tension are 1 2 - 3 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a 4.00 maximum.spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel. meeting ASTM A 653. Grade 40, unless otherwise shown. 6X12 FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing. responsibility for such verl- 2-6-5 ficatlon. Any discrepancies arc to be put In writing before cutting or fabrication. 2X Plates shall not be installed overknotholes, 0-1-6knoZordistortedgram. Members shall be cut. for light fitting wood to wood bearing.. Con-- 4_5-3 nector plates'shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 3%4 5x4.plate Is 5" wide x 4" long. A 6x8 plate is 6" 3X6widex8" long. Slots (holes) run parallel to 0-6-6 the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes 3X4 are minimum sizes based on the forces shown and may need to be increased for certain hand- 3X4 ling and/or erection stresses. This truss Is not T 3X4tobefabricatedwithfireretardanttreatedQI5Xg lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing", HI8-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid - damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between -trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced inthe installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 2. 00 0- 8 038 I I 10- 0-8 I 6 5 4 423# 8.00" 358# 2.50" 1 10- 8-8 0'3 8 1- r (R1-51-5-6) RO-2-15) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4738 WAKNINti: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ARLK alr® Ilfdc'9 SystemsA COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: X CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-27-03 TC Live 16.0 Psi' DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae -Pit: 1.25 SANFORD, FL. 32771 which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral truss to buckling length. Provisions be BC Live 0.0 O.C. Spacing: 24.0n 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. support of members only reduce must made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing the BC Dead 100 Psf P Sf Design Criteria: TPI of overall structure may be required. (See HIS-91 of TPI). - Code Desc: FLA LICENSE #0050068 Truss Plate Institute, TPI, Islocated at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1005 VANNESSA DR.OVIEDO.FL32766 - TOTAL 33.0 Psf V:09.05.02- 31389- 4 Design: Matrix Analysis JOB PATH: C:1TEE-L0KV0BSIARLK HCS: 08.20.02 JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.I. DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing 1s in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before culling or fabrication. - Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6" wide x 8" long. Slots (holes) run parallel to - the plate length specified. Double cuts on web members shall meet at the centrold of the webs Ness otherwise shown. Connector plate sizes minimum sizes based on the forces shown and may need to be Increased for certain hand - Ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pcs- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for. trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced inthe Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 417# Support 2 519# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.09" D= 0.02" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 4- 3-3 0- 6-6 WO: ARLK WE: WndLod per ASCE 7-98, C&C, V= 125nph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 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 PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 256# TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -875 0.54 6- 5 821 0.23 2- 3 -867 0.73 5- 4 -8 0.22 2. 00 1 TI: X 1 IQTY:2 Joint Locations=========___=== 1) 0- 0- 0 3) 10-10- 4 5) 5--5-,7 2) 5- 3-11 4) 10-10- 4 6) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 10- 10- 4 343 0 -519 TOP H-ROLL 0- 4- 0 432 256 -417 BOT PIN TT 24- 5 2-6-5 i I 080 038 10- 0-8 I. 6 i 5 14 433# 8.00" 344# 3.50" r1- 4-8 R1- 4-4)_-t 11-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LFMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1005 VANNESSA DP-OVIEDO.FL32766 WAKI IMi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations -determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Bsf scale = 0.4925 Truss ID: X1 Date: 10-27-03 DurFac - Pit: 1.25 O. C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: C:ITEE-LOKVOBSIARLK HCS: 08.20.02 J DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads• project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specifled. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 10'-0•' o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, is or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate B 5" wide x 4" long. A 6x8 plate is 6" wide x 8•• long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with "Handling installing & Bracing', HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for misting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP- #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 333# Support 2 229# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 3-3-3 0-6-6 WO: WE: WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 ft W= 11.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -854 0.15 7- 0 660 0.18 2- 3 -602 0.14 0- 6 806 0.25 3- 4 -551 0.15 .6- 5 0 0.11 TI: Y 61TY:2-- 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 MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 432 117 -333 BOT PIN p 10-10-12 356 0 -229 HOT H-ROLL i 7-6-0 3-6-0 1 2 4 0 4X6 3X4 2.001 I®Ie - 6-84 3-7-12 I 5 7 357# 2.50" 433// 8.00 1 1 4-8 11-0-0 R1-5-6) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTINGMarondaSystemsCONTRACTOR. BRACING WARNING: 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing truss only to reduce buckling length. Provisions must be 407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of members made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall structure maybe required. ISee HIB-91 of TPI). IT_ Plate Institute. TPI, Is located at 583 D'Onofdo Drive. Madison. Wisconsin 53719). LICENSE #0050068 I005 VANNESSA DROVIEDO.FL32766 Design: Matrix Analysis JOB PATH: C:ITEE-LOKVOBSIARLK scale = 0.5414 Eng. Job: Dwg: Truss ID: Y Dsgnr: TLY Chk: Date: 10-27-03 TIC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:09.05.02- 31391- 4 HCS: 08.20.01 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by Lhe client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc in agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall revlew this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such ved- fication. Any discrepancies are to be put in writingbefore cutting or fabrication. Plates sha8 not be installed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes re minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/ TPi 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular pre during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding lnrsses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requi-s such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 SLIDERS: 2x4 SP #2 This 1-PLY Hip Master designed to carry 31 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 160# Support 2 166# MAX LIVE LOAD DEFLECTION: L/ 997 at JOINT # 5 L=- 0.12" D=-0.12" T=-0.24" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB = 1.00 2- 3-3 0-6-6 I M-1-15MMMEWO: ARLK WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.1201, nails spaced 8" o.c Brace must extend at least 90% of web length 2x6 Brace required on any web over 14'-0". WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 58.0 £t W= 11.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -2024 0.50 6- 0 1364 0.45 2- 3 0 0.68 0- 5 1918 0.76 5- 4 1769 0.70 0 2. 00 1 TI: Z QTY:2 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 PLF From PLF 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 -20 0- 0- 0 -20 4- 6- 0 BC Vert L+D -23 4- 6- 0 -23 11- 0- 0 Concentrated LBS Location BC Vert L+D -384 4- 6- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 689 0 -160 BOT PIN 10- 10-12 560 0 -166 BOT H-ROLL 4X6 2X4 6 690# 8.00" 1- 4-8 11- 0-0 R1- 5-6) 385# EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: y CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TC Live 16.0 psi 4005 MARO N DA WAY Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or similar bracing TC Dead 7.0 psf SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing buckling length. Provisions be BC Live 0 P Sf 407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce must TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. BC Dead 10.0 PS f LICENSE # 0050068 - Truss Plate Institute, TPI, Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1005 VANNESSA DROVIEDO.Fl-32766 TOTAL 33.0 psf T 1- 5-0 0- 7-6 560# 2.50" scale = 0.5414 Truss ID: Z Date: 10-28-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: C:I7EE-LOKVOBSI4RLK _ - HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this Information as It may relate to a spe- protect and accepts no responsibility or exerotses no control with regard to fabrics- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance w/th ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data. shown are In agreement with the local building codes, local climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu ously braced by sheathing unless otherwise specified; Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c.Connector plates shall be manufactured from 20 gauge hot dipped gaivanlzed steel meeting ASTM A 653, Grade 40, unless otherwise shown. - FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that thls drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing_ Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be - sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6x8 plate Is 6 wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based. on the forces shown and may need to be Increased for certain hand - Ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TP11-1995 - PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling InstaWng & Bracing", HIB-91. Trusses are to be bandied with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shall he designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action (or trusses requlres such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater thanthe design Toads shall not be applied to trusses at any time No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bmcing- ts completed. JB: ARLINGTON K 3&4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 232# Support 2- 29# Support 3 78# MAX LIVE LOAD DEFLECTION: L/ 999 L= 0.00" D= 0:00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1- 3-15 T 0- 6-6 WO: ARLK WE: WndLod per ASCE 7-98, C&C, V= 125uph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 B1d Type= Encl L= 40.0 ft W= 1.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 18 0.01 4- 0 -35 0.01 0- 3 12 0.01 TI: Z 1 QTY:2 Joint Locations=====_========= 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 1- 7- 0 19 24 -29 TOP ` PIN 0-' 4- 0 123 39 -232 BOT PIN 1- 7-"0 32 0 -78 BOT H-ROLL 1- 8-4 L 1 2 4 0000Attach with (2) 10d Toe -Nails Attach with (2) 10d Toe -Nails 2• 00 0- 8-0 Plate Height 1 1- 04 L — 0-2-1 4 3 123# 8.00" 20# 2.50" Ll 1-4-8 e 1-8,4 33# 2.5 " R1- 5-6) 1 C/ L: 1- -0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5810 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss 1D: Z1 1C091(d Systems CONTRACTOR. Dsgnr: TLY Chk: Date: 10-27-03 BRACING WARNING: TICLive 16.0 psf DurFae - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this dmwtng is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7;O psf DurFac - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0n made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 100 psf Design Criteria: TPI ea . TOMASPONCE. P.E. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). p - LICENSE # 0050068 _ (Truss Plate Institute, TPI, I. located at 583 D'Onofrlo Drive, Madlson, Wisconsin 53719). Code Desc:FLA ,41 1005VANNESSADR.OVIEDO.FI-3276B TOTAL 33.0 psf V:09.05.02 31 393- Design: Matrix Analysis JOB PAIN:. CATEE-LOKUOBSIARLK- RCS: 09.20-02 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: ARLK42B ^LOT 64cL Address: 118 Wheatfield City, State: Sanford, FL Owner: Maronda Homes Inc., of FL Climate.Zone: Central 1.. New construction or existing New _ 2. Single family or multi -family Single funily 3. Number of units, if multi -family 1 4. Number of Bedrooms 4 _ 5. Is this a worst case? Yes G. Conditioued floor area (ft) 1875 f? 7. Glass area & type Single Pane Double Pane _ a. Clear glass, default U-factor 196.0 ft? 0.0 f? b. Default lint 0.0 ff- 0.0 ft, _ c. Labeled U or SHGC 0.0 ff 0.0 ff S. Floor types a. Slab -On -Grade Edge Insulation R-0.0, 198.0(p) ft _ b. N/A c. N/A 9. wall tvpes a. Concxete, Int ]nsul, Exterior R=-4.1, 1132.0 ft- b. Fiune. Steel, A4jaceut R=11.0, 196.0 ft' c. N/A d. N/A e. N/A 10. Ceiling types a. I finder Attic R=19.0, 2085.0 W b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Garage Sup. R=6.0, 150.0 ft _ b. N/A Builder: Permitting Office: Permit Number: Jurisdiction Number: 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Healing systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A MARONDA HOMES c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, I -IF -Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-11-Multizone heating) Glass/Floor Area: 0.10 Total as -built points: 26051 PASSTotalbasepoints: 28640 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. • PREPARED BY: • DATE: _ 0 L I hereby certify that this building, as designed, is in compliance with the Florida ergy Code. • OWNERIAGENT: DATE: , IN Cap: 40.5 kBttt/hr _ SEER: i2.00 Cap: 40.5 kBtu/hr _ HSPF:8.20 Cap: 50.0 gallons _ EF: 0.93 PT, _ Review of the plans and ar9Tspecificationscoveredbythistip = Fo calculation indicates compliance with the Florida Energy Code. 1f' ' a Before construction is completed 0 this building will be inspected for compliance with Section 553.908 C°DWF, Florida Statutes. BUILDING OFFICIAL: re DATE: (17V_OF__ r,A&0rnl)1, FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF Points 18 1875.0 25.78 8700.8. Single, Clear SW 1.0 6.0 32.0 56.99 0.96 1759.7 Single, Clear SE 1.0 8.0 40.0 61.07 1.00 2432.5 Single, Clear SE 1.0 6.0 16.0 61.07 0.97 943.8 Single, Clear SW 1.0 6.0 16.0 56.99 0.96 879.9 Single, Clear NW 1.0 8.0 15.0 40.72 0.99 606.5 Single, Clear SE 1.0 6.0 5.0 61.07 0.97 294.9 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear SE 1.0 6.0 40.0 61.07 0.97 2359.4 As -Built Total: 196.0 10742.6 WALL TYPES Area X BSPM Points Type R-Value Area X SPM Points Adjacent 196.0 0.70 137.2 Concrete, Int Insul, Exterior 4.1 1132.0 1.18 1335.8 Exterior 1132.0 1.90 2150.8 Frame, Steel, Adjacent 11.0 196.0 1.00 196.0 Base Total: 1328.0 2288.0 As -Built Total: 1328.0 1531.8 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points. Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 18; 0 2A0 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 1875.0 2.13 3993.8 Under Attic 19.0 2085.0 2.82 X 1.00 5879.7 Base Total: 1875.0 3993.8 As -Built Total: 2085.0 5879.7 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM Points Slab 198.0(p) 31.8 6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p 31.90 6316.2 Raised 0.0 0.00 0.0 Base Total: 6296.4 As -Built Total: 198.0 6316.2 INFILTRATION Area X BSPM Points Area X SPM Points 1875.0 14.31 26831.3 1875.0 14.31 26831.3 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: BASE AS -BUILT Summer Base Points: 35642.2 Summer As -Built Points: 38808.3 Total Summer X System Cooling Total X Cap X Duct X System X Credit Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 38808.3 1.000 1.079x 1.150 x 0.95) 0.284 0.950 12349.9 35642.2 0.4266 15204.9 38808.3 1.00 1.179 0.284 0.950 12349.9 EnergyGaugell DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 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 1875.0 5.86 1977.8 Single, Clear SW 1.0 6.0 32.0 11.59 1.01 374.7 Single, Clear SE 1.0 8.0 40.0 10.59 1.01 428.2 Single, Clear SE 1.0 6.0 16.0 10.59 1.02 173.0 Single, Clear SW 1.0 6.0 16.0 11.59 1.01 187.3 Single, Clear NW 1.0 8.0 15.0 14.97 1.00 224.3 Single, Clear SE 1.0 6.0 5.0 10.59 1.02 54.1 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear SE 1.0 6.0 40.0 10.59 1.02 432.5 As -Built Total: 196.0 2344.7 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 196.0 1.80 352.8 Concrete, Int Insul, Exterior 4.1 1132.0 3.31 3741.3 Exterior 1132.0 2.00 2264.0 Frame, Steel, Adjacent 11.0 196.0 2.60 509.6 Base Total: 1328.0 2616.8 As -Built Total: 1328.0 4250.9 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 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 Type R-Value Area X WPM X WCM = Points Under Attic 1875.0 0.64 1200.0 Under Attic 19.0 2085.0 0.87 X 1.00 1813.9 Base Total: 1875.0 1200.0 As -Built Total: 2085.0 1813.9 FLOOR TYPES Area X BWPM Points Type R-Value Area X WPM Points Slab 198.0(p) 1.9 376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 0.0 0.00 0.0 Base Total: 376.2 As -Built Total: 198.0 495.0 INFILTRATION Area X BWPM Points Area X WPM Points 1875.0 0.28 525.0 1875.0 -0.28 525.0 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: BASE AS -BUILT Winter Base Points: 5067.4 Winter As -Built Points: 8587.7 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points DM x DSM x AHU) 8587.7 1.000 (1.068 x 1.160 x 0.95) 0.416 0.950 3996.5 5067.4 0.6274 3179.3 8587.7 1.00 1.177 0.416 0.950 3996.5 EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeWlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:... PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points Total Points Cooling Points Heating + Hot Water = Total Points Points Points 15205 3179 10256 28640 12350 3996 9705 26051 y04 , vEE STg1F COS w 5 EnergyGaugeTl DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 FORM 60OA-2001 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 orjoint 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 606AABC.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 cavitybetween floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. RA-22 OT14FR PRFSCRIPTIVF MFASIIRFS lmuct hP mPt nr PYrPPr1Pd by all residencet_1 COMPONENTS_ SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit 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. EnergyGaugel" DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.30 LEVEL (EPL) PERFORMANCE DISPLAY CARD ENERGYESTIMATED PERFORMANCE SCORE* score,The higher the i ELECTRIC.... 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 4. Ntunber of Bedrooms 4 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft) 1875 ftz 7. Glass area & type Single Pane Double Pane _ a. Clear - single pane 196.0 ff 0.0 ft' _ b. Clear - double pane 0.0 f12 0.0 fV _ c. Tint/other SHGC - single pane 0.0 ff 0.0 fe _ d. Tint/other SHGC - double pane 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft _ b. N/A c. N/A 9. Wall types a. Concrete, Int Iusul, Exterior R=1.1, 1132.0 fie _ b. Frame, Steel, Adjacent R=11.0, 196.0 W _ c. N/A d. N/A e. N/A 10. Ceiling types a. Under Attic R=19.0, 2085.0 ff _ b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Garage Sup. R=6.0, 150.0 ft _ b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant feat Builder Signature: Date: 11501W Address of New Home: City/FL Zip: Cap: 40.5 kBtu/hr _ SEER: 12.00 Cap: 40.5 kBtu/hr HSPF: 8.20 Cap: 50.0 gallons _ EF: 0.93 PT, _ NOTE: The home's estimated energy perforrnance 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 (IS EPA/DOE EnergyStatr"designation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain. a Florida Energy Gauge Rating. Contact the Enemy Gauge Hotline at 3211638-1492 or see. the Energy Gauge web site at -M'wvv fsec. uef 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. EnergyGauge& (Version: FLRCPB v3.30) AMOUAT DUE $ 2,285.O0 STATEM T RECEIVED BY: D-' NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND IDNGURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. DISTRIB`TION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WH1CH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OFAHE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OK EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SI8NATU' 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, SAN ORD, FLORIDA 32771; (407) 665-7474. pAYMENTSKOOLD'BE MADE TOu` CITY OF SANFORD _ BUILDING DEPARTMENT 300 NORTH PARK AVENiU SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR VNIM5Y ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF NOTICE. THISSTATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** FAMILY BUILDING PERMIT******************** sUKIT N ER S U R V E Y I N G 29 July 2004 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re: 118 Wheatfield Loop To Whom It May Concern: This is to certify that the finished floor elevation of the new building constructed at the above site meets or exceeds the requirements of Section 6- 7 of the City of Sanford Building Code. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, R. Blair Kitner P. S.M. No. 3382 P. O. BOX 823 • SANFORD, FLORIDA 32772-0823 0 (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT. AGENCY NATIONAL FLOOD; INSURANCE PROGRAM ELEVATION CERTIFICATE Read the instructions on 1- 7 O.M.B.:No. 3067=0077 Expires Decernber 31, 200E SECTION A • PROPERTY OWNER INFORMATION:— fa lisUange clornm use; _ ... BUILDING OWNER'S NAME MARONDA HOMES Poky Number BUILDING STREET ADDRESS (&xWng Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 118 WHEATFIELD CIRCLE- Corr>pary NAIL Number CRY STATE SANFORD FL ZIP CODE 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal De saon, etc.) LOT 61, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76 713U1LDgVG. USE (e:g, Residential, Non residential, Addbon, Accessory, etc. Use a Comments area, d r ary.).. RESIDENTIAL, LATITUDE/LONGITUDE (OPTIONAL) . HORIZONTAL DATUM:, . SOURCE: f - W - ##AW or NAD 1927 WAD 1983' GPS (Type): USGS Quad Map Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 61. NFIP COMMUNITY NAME & COkWNITY NUMBER CITY OF SANFORD 120294 62 COUNTY NAIuE SEMNOLE B3. STATE FLORIDA B4. WP AND PANEL B7. FIRM PANEL 139. BASE FLOOD HFVATION(S) NUMBER 65. SUFFDC B& FIRM INDEX DATE EFFECTNEF"SED DATE 88. FLOOD ZONES) Zane AO, use dgAh oftodrg) . 1211700065 E APR1995 APR1995 X NA tsh U. InarcM ft souroe"Ot the bm FbW devotion (LIFE) data or vase flood depth entered in B9. RS Prolle ® FIRM 0 Cornmu0y Deermined 0 Other (Describe): B11.. Indical a the elevation datum used kbr the BFE in W E NGVD 1929 NAVD 1988 0 Other (Describe): B12. Is the buidi g bcated ina Coastal Banier Resouroes Sy*rn (CBRS)"area or0thwvvse Prod Area (OPA)? D Yes ®No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Bukling etevabr. are based on:O Construction Drawings• 0 Building UnderCor>struction, ® Finished C istructiori A new Elevation Ceitfrate will be required when omstnxtion of the buidag is oomplste. C2 Building Diagram Number 1(Select the building diagram most saniarto the buidN for which this caftale is being an pleted -see pages 6 and 7. ff no diagram accurai* represents The buidkV, provide a slaeich or phobograph.) C3. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR; AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3,ami below aooDrding b the building diagram speci'ied in hem C2. State the datum used. ff the datum is diterent from the datum used Aor the BFE in Section B, convert the.datum to that used for the BFE. Show field measurements and datum axwedon c&dation. Use the space'provided or the Comments area of Section D or Section G, as approprialia, b document the datum conversion. Datum NGVD29 CornersiorvComments Elevation reference mark used Does the elevation reference mark used appearon the FIRM? E]Yes ®No U a) Top ofbodomfloor (including baseawtorenclosure) 71 aft(m) b) Top of rsd hgher ttooi NA. t(m), O' c) Bottom of lowest horizontal structural member (V cones only) 7 NA. it(m): d) Atadred garage ( bp of slab) 21. 81 ft(m) w e) Lowest elevation of machinery and/or equpment m servUng the building ( Describe in a Comments area) 22 0 fL(m) J 0 Lowest adjacent ( misted) grade (LAG)21. 6 ft(m) z' g) Highest adjaoent ( fnW)4 grade (HAG) 21 8 ft(m) $ h) No. of pemranent openings (hood vents) within 1 ft above adjacent grade 0 Q Total am of an permanent openings (food vents) in C3.h _sq. in. (sq.:an) btU HUN U - bUKVEYUK, ENGINEER, UK AKUMULL.`f L;tKII CATIUN This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized'by law to certify elevation information. . 1 certifybat the infomtation in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 100E CERTIFIERS NAME R. BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TffI E PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS C" STATE AP COD€ 2597 SANFORD AVENUE SANFORD, FL 32772 SIGNATURE <Y? DATE TELEPHONE 30JULY2004 407- M-2000 IMPORTANT: In these spaces, copy the correspondng information from Section A For t>Suthrnoe Camp" use: BUtDING STRE'l TADDRESS (ird t Al*, Unt Sub, =ft B 4 No.) OR P.O. ROUTE AND BOX N0, Pofoy Pkmber 118 WHEATRELD CIRCLE CITY STATE ZIP CODE Carpery NAIC Nur1>er SANFORD FL 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERnFICATION (CONTINUED) Copy both sides of this Elevation Coe a for (1) community official, (2) insurance agerkompany, and (3) buidhg owner COMMENTS Check here ff aftlIrralls SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FORZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Cerfficale is intended for use as supporting information for a LOMA or LOMR-F, Section C must be eomplelod. E1. Building Diagram Number_(Select the buidng diagram most similar to the building kxwhich this oertfical a is Deng co rnpleted —see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2 The top of the botomn floor (including basement or enclosure) of the building is _ t(m) _n.(an) above or below (check one) the highest adjacent grade. (use natural grade, t available). E3. For Building Diagrams 6-8 with openings (see page 7), the red hgherfloor orelevated I=(devationon b) of the building is _ tt(m) _n.(cm) above fie highest adaoennt grade. Complete lemns C3.h and C3.i on front of form. E4. The top of the platnrm of machinery xxVor equipment servicing the building is _ t(m) in.(crn) above or below (check one) the highest adaoernt grade. (Use natural grade, tavaiable). E5. For Zone AO only: if no flood depth number is available, is the top of the bottom fm elevated n accordance with the cornmuntys floodplan management ordnance? Yes No Uni min. The local official must ee* this nfomhation in Section G SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner o r owrn&s autnaed representative who completes Sections A, B, C (hems C3.h and C3.1 only), and E for Zone A (without a FEMAissued or eommu* issued BFE) or Zone AO must sign.here. The sWements in Sediorrs A Q Q and E are correct lothe best ofmy la>o vb*. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS Check here Iaflachmn>s SECTION G - CONAUNRY INFORMATION (OPTIONAL.) The local official who is ar4mized by law orordnance to administer the communitys floodplan managemnent ordnance can oornplele Sections A B. C (or E), and G of the Elevation CerMcate. Complete the applicable ilem(s) and sign below. G1, The nfumnation r section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engir'eK or architect who is afatwd by state orloci lawlu rx* elevation nkxmation. (Indicate the source and died the elevation data in the Comments area below.) G 2- A community dal oompleted Section E for a building located in Zone A (without a FETM-issuad oreommurnkssued BFE) or Zone AO. G3. The following nkxmaton (Items G4-G9) is provided forcommnunty floodplain management Purposes. G4. Pff2MT NUM3FR G5. DATE PERIAT ISSUED I - G5 DATE CERTIFICATEOF CONFLIANCEOMPANCY ISSUED T G7. This permthas been issued thr: New Co istrudwn Substantial Impxovemnent G8. Elevation of as - built lowest floor (including basement) of the buidng is: _ _R(m) Datum: G9. BFE or (n Zone AO) depth of flooding at the building stie is: _. _ t(m) Datum: LOCAL OFACIAUS NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE NISIG TLC