The URL can be used to link to this page

Home My WebLink About126 Pinefield Dr 03-2568 SFRt7 ty tNA6z PERMIT ADDRESS SUBDIVISION Lk4 U) CONTRACTOR PERMIT #'Od;45 A DATE �& ADDRESS Maronda Homes PERMIT DESCRIPTION ,VPmw 1 101 \ Keller Rd., Ste F Orlando, PERMI 407-475-91 32810 T VALUATION 12� CRC 058496 PHONE NUMBER SQUARE FOOTAGE a PROPERTY OWNER r ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR `.' • o PLUMBING CONTRACTOR d H tTl MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE �__-'__'--_------_-__--__-_--_--_---_-_--_---__.-__-_- -_-�° COUNTY OF IMPACT FEE STATEMENT w ICSUED BY CITY OF SANFORD � STATEMENT NUMBER 103-75591 DATE: J Di!TLDING PERMIT �5 (CITY) COUNTY NUMBER: UNIT ADDRESS: TRAFFIC ZONE: JURISDICTION: 06 CITY��OF-C SEC: TWP: RK --_ CUDDIVISION : '��'----------- PLAT BOOK: �� PLAT SC -OK PAGE: BL�CK: LOT: -~~~`-- ' OWNER NAM[: � -- ,'-��/ ��--------- ADDRESS: �, _��/_Zou_ir-j��~ APPLICANT NAME: -r- - - - - - - --- -- ---- ADDRESS: LAND USE USE CATEGORY: 001 - Single Family Detached House TYPE USE: Recidential WORK DESCRIPTION: Single Family House: Detached - Construction --------------------------------------------------------------------------------- �E[ BENEFIT RATE FEE U�IT RATE PER # �� TYPE TOTAL DU[ TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROAD� -------------------------------------------------------------------------------=- .ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 |KlADS -COLL[CTO::zS NORTH O dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,394.00 AMOUNT DUE $ 2,285.00 STATEM[HT ^- RECEIVED BY: �^_��_�SIGNATUDE (P|JCASE PRINT NAM[) / ) --'_-.~_--_-----' NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY O� OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVE}|UE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD RETlREHCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TO? LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A**V FAMILY BUILDING CITY OF SANFORD PERMIT APPLICATION Permit #: �7� ` y A0 O Date: June 30, 2003 Job Address: 126 Pinefield Drive Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $97,788.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service— # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New X (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,669 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-0130 (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 Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: _(407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 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. 6/30/03 Signature of O ner/.4gdt Date Russell Keith Summers P ' Owner/Agent's Name 6/30/03 Signature of Notary -State of Florida Date `�oF r<o9 DEBBIE MY Comm TiExp. 2/5/05 vueLlc No. CC 999378 Pma�alN Knoan 11 Other I.D. Owner/Agent is _X_ Personally Known to Me or _ Produced ID 6/30/03 Signature of C ntrac r gent Date Russell Keith Summers Print Contractor/Agent's Name Qh, 6/30/03 Signature of Notary -State of Florida Date nnIA DEBBIE TIME MY Comm Exp• 4/5M5 No. CC 999378 Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg3zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: ----- _---- _ Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: ______126-PIyFFIaD-DRIVE-__- LQL'13___________Panel: 2 Electrical Contractor: DANIEL G. PUGLISI Residential: __� Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service 1_5V 33-20 New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: V slap By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. pplicant's Signature _______ EC0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida ------------------------------------------------ Address of Job: 126 PINEFIELD DRIVE Lot: 13 Panel: 2 Mechanical Contractor: GARY CARMACK Residential----�----- Non -Residential mNNum,ani oiynewru CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: _____12f_PINEFIELD_DRIVE ----Lot: 13Panel: 2 Plumbing Contractor: _______WILLIAM T. SELF Residential: __ V_ _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. -- IA)1�91_ ----- Applicant's Sig6s6ure CFC057039 State License Number L�aronda Homes ===j AN EASILY OBSERVABLE BETTER VALUE( 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLORnm 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑x CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 13, 126 PINEFIELD DRIVE at Celery Lakes. I RUSSEL *EITH SU_MERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 22ND day of JULY, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. _ R DEBBIE-TIME `,A'(VOTARY PUBLIC MyCommExp?.-. No. CC 99937E y Kno.M I I o" I.D. C:\Documents and Settings\pellegrinl\Desktop\PERMITTING\City of Sanford\LOA Keith Summers for City of Sanford.doc IIIIIIimMIMINIINn Now oullowilowIN U. 0 U.N 0 U ►Zi OC O W Y M � _�U raC) W Z Z Z 2 cf +0 v v a` KW WE NORBE, CLERK OF CIRCUIT COURT WAINOLE COUNTY BK 04890 PG 0436 CLERK'S 0 2603112096 RECORDED 07/01/2003 Wj23sQ Pill RECORDING FEES 6.09 RECORDED BY N Noldm NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information Is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 13 126 PINEFIELD DRIVE : 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 OP FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road Suite F. Orlando FL 32810 (Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America. NA. 750 S. Orlando Ave #102 Winter Park FL 32789 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. Kamaf Title, 200 W. 1't St., Sanford FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484. In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date Is specified.) RUSSELL EI S ERS Maronda Ho as, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. Notary Public Eq omm2/SJ05No. CC9993sorwy ww»n omer i.o. WT, 1111E0 W" MARYANNE MOB CLERK OF CIRCUIT COlf" SEMINOLE cOUNTY. FLORIM CITY OF SANFORD BUILDING DMSION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 13 Subdivision: CELERY LAKES Property Address: 126 PINEFIELD DRIVE ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). ❑O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). ❑x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. M 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. M h. Square footage table showing footages: Garages/Carports 420 S.F. Porch(s)/Entry(s) 26 S.F. Patio(s) S.F. Conditioned structure 2,223 S.F. Total (Gross Area) 2,669S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 0 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. ON 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Monday, June 30, 2003 SIGNATURE: (By Owner o Authorized Agent) (f) M PLAT OF BOUNDARY SURVEY for MARONDA HOMES. Legal Description LOT 13, 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. 12 N 89*38'17" E 121.50' 5.00' 5' DRAINAGE ESM'T r--------------- 1 ------------------------- � ' in 1 Cj LLCn 1 F- w 1 =N 9 I w 1 -A �w II 30.001 w 0 13 0 o 0 cn o-1 00L Q i1 �� CL 0z ; J � ' a W o in 1 1 0 0 N 1 % I ' /��p F 4i.630 ��F 48.00' ------------ 5' DRAINAGE ESM'T 15.00' N 89°38'17" E 121.64' 14 SCALE: 1 "= 20' f Tl _ SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. C w F- 0 z Cc w .J Cr U Ln 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: /� CERTIFIED CORRECT TO: KITNER-SURVEYYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32W24W3 (407) 322-2000 PROJECT NO: 03_533 ' SURVEY DATE: M PLAT OF BOUNDARY SURVEY • for MARONDA HOMES. Legal Description LOT 13, 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. f- W W C.� Q z Q 0 0 N r----- I I I I I I I I I t I 13 I I I I I I 63 12 N 89 °38' 17" E 121.50' 5.00' 5' DRAINAGE ESM'T -------- ------------------------- /B �8 I F I 0 9 I F- = N UW >- II 30.001 w O (n of amL - 0 0 o 0z Q (IV)o ' 0 Q_ 48.00' ,a ------------- 5.00' 5' DRAINAGE ESM'T N 89°38'17" E 121.64'' 14 SCALE: 1 "= 20' i LO N Cl r Y OF SANi GIN1 SURVEY NOTES: 1) The street address of the above -described property is PINEFIELD DRIVE. 2) The above -described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. 0 W C z LO W .J Q U (.n 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: PROJECT NO: 03_533 KITNER SURVEYING, INC. R. BLAIR KITNER - P.L.S.. NO. 3382 Post Office Box 823, Sanford, 1=1. 32772-0823 (407) 322-2000 SURVEY DATE: CORRECT TO: r FORM 60OA-2001 ' FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: rSUr� BURY Address: Ja(p Plftf lU DhYQ City, State:son- d, �1, Owner: ELECTRIC Climate Zone: Central 1. New construction or existing New 2. Single family or multi -family _ Single family 3. Nuinber of units, if uwlti-fanily _ 1 4. Number of Bedrooms 3 — 5. Is this a worst case? Yes - 6. Conditioned noo,• area (n=) 2223 ft' 7. Glass area & type a. Clear - single pane 267.0 fP b. Clear - double patne _— U 0 fe c. Tint/other SI-IGC - single pane _ 0.0 ft' d. Tint/other SFIGC - double pane _ 0.0 170 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 136.0(p) li b. N/A — c. N/A — 9. Wall types a. Concrete, Int Insul, Exterior R=4.2, 720.0 fi- b. Frame, Wood, Exterior R=11.0, 992.0 ft- — c. Frame, Wood, Adjacent R=11.0, 159.0 W — d. N/A — e. N/A — 10. Ceiling types a. Under Attic R=19.0, 1200.0 ft' b. N/A — c. N/A — If. Ducts a. Sup: Unc. Rct: Con. AI -I: Interior Sup. R=6.0, 150.0 rt b. N/A — Builder: Permitting Office: Permit Number: Jurisdiction Number: 12. Cooling systems a. Central Unit b. N/A c. N/A 13. lieating systems a. Electric 1-feat Pump b. N/A c. N/A 14. I -lot water systems a. Electric Resistance b. N/A c. Conservation credits (FIR-1-feat recovery, Solar DI-IP-Dedicated heat pump) 15. 1IVAC credits (CF-Ccilnng ltrn, CV -Cross ven6htion, I117-Whole house lit, P7'-1'rogrannmable 'llnerwostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) Glass/Floor Area: 0.12 Total.as-built points: 27355 PASS Total base points: 30107 I hereby certify that the plans and specifications covered of the plan:, and by this calculation are in compliance with the Florida [Review pecifications covered by this Energy Code. 4 alculation indicates compliance PREPARED BY�. ! - m lith the Florida Ener-g,y Code. DATE: I(J,;,.; �' i,,�� -�' Before construction is, completed " this building will be inspected for I hereby certify that this b�t fl ng, as designed, is i compliance with Sectk)n 553.908 compliance with the FI rld er Code. Florida Statutes. OWNER/AGENT: o Q BUILDING OFFICI,A,L: DATE: AIN 3 C. _ DATE: 1_nergyGauger+ (Version: FLRCPBv3.21) MARONDA HOMES Cap: 40.5 kBtuAir _ SEER: 11.00 Cap: 40.5 kl3tuAnr _ 1-1SIT: 7.20 Cap: 50.0 gallons _ EF: 0.93 PT, — �TYIES7y� r:�i�,O''' ':iis ` F� t FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: ... PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 2223.0 25.78 10315.6 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 4.0 12.0 59.31 0.92 652.2 Single, Clear E 1.0 7.0 30.0 59.31 0.98 1747.1 Single, Clear E 1.0 14.0 16.0 59.31 1.00 945.0 Single, Clear E 1.0 15.0 10.0 59.31 1.00 590.8 Single, Clear W 1.0 16.0 40.0 53.47 1.00 2131.8 Single, Clear W 1.0 15.0 30.0 53.47 1.00 1598.5 Single, Clear W 1.0 13.0 9.0 53.47 1.00 479.3 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 16.0 53.47 0.97 830.1 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1556.4 Single, Clear S 1.0 14.0 30.0 44.66 0.99 1330.3 As -Built Total: 267.0 14264.5 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 159.0 0.70 111.3 Concrete, Int Insul, Exterior 4.2 720.0 1.16 Exterior 1712.0 1.90 3252.8 Frame, Wood, Exterior 11.0 992.0 835.2 1.90 1884.8 Base Total: 1871.0 Frame, Wood, Adjacent 11.0 159.0 0.70 111.3 3364.1 As -Built Total: 1871.0 2831.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 Exterior 20.0 4.80 96.0 Adjacent Wood 4.80 96.0 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1103.0 2.13 2349.4 Under Attic 19.0 1200.0 2.82 X 1.00 3384.0 Base Total: 1103.0 2349.4 As -Built Total: 1200.0 3384.0 FLOOR TYPES Area X BSPM = Points Type R-Value: Area X SPM = Points Slab 136.0(p) Raised -31.8 -4324.8 Slab -On -Grade Edge Insulation g 0.0 136.0(p 31.90 4338.4 0.0 0.00 0.0 Base Total: -43.24.8 1 As -Built Total: 136.0 -4338.4 EnergyGauge® DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM =Points Area X SPM = Points 2223.0 14.31 31811.1 2223.0 14.31 31811.1 Summer Base Points: 43640.2 Summer As -Built Points: 48091.7 Total Summer Points X System = Cooling Total X Cap X Duct X System X Credit = Cooling Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 43640.2 0.4266 18616.9 48091.7 1.00 (1.079x 107 1.117x �)0 310 0.950 15816.8 EnergyGaugeTm DCA Form 60OA-2001 1'nergyGaugeVFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X Floor Area BWPM = Points Type/SC Overhang Ornt Len Hgt Area X WPM X WOF = Point .18 2223.0 5.86 2344.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 7.0 30.0 9.96 1.01 300.8 Single, Clear E 1.0 14.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 15.0 10.0 9.96 1.00 99.9 Single, Clear W 1.0 16.0 40.0 10.74 1.00 429.5 Single, Clear W 1.0 15.0 30.0 10.74 1.00 322.1 Single, Clear W 1.0 13.0 9.0 10.74 1.00 96.6 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear S 1.0 14.0 30.0 7.73 1.00 231.1 As -Built Total: 267.0 2711.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 159.0 Exterior 1712.0 1.80 2.00 286.2 Concrete, Int Insul, Exterior 3424.0 Frame, Wood, Exterior 4.2 11.0 720.0 992.0 3.26 2.00 2347.2 1984.0 Base Total: 1871.0 Frame, Wood, Adjacent 3710.2 As -Built Total: 11.0 159.0 1871.0 1.80 286.2 4617.4 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 Exterior 20.0 4.00 5.10 72.0 Exterior Insulated 102.0 Adjacent Wood 20.0 18.0 5.10 5.90 102.0 106.2 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 1103.0 0.64 705.9 Under Attic '19.0 1200.0 0.87 X 1.00 1044.0 Base Total: 1103.0 705.9 As -Built Total: 1200.0 1044.0 FLOOR TYPES Area X BWPM = Points Type R-ValiIn Area X WPM = Points Slab 136.0(p) Raised 0.0 -1.9 0.00 -258.4 Slab 0.0 -On -Grade Edge Insulation 9 0.0 136.0(p 2.50 340.0 Base Total: -258.4 As -Built Total: 1.36.0 340.0 EnergyGaugeO DCA Form 60OA-2001 Eneq-yGF.:uge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM = Points 2223.0 -0.28 -622.4 2223.0 -0.28 -622.4 Winter Base Points: 6054.1 Winter As -Built Points: 8298.9 Total Winter X Points System = Heating Total X Cap X Duct X System X Credit = Heating Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 6054.1 0.6274 3798.3 8298.9 1.00 (1061.140x 92)0 474 0.950 4259.6 EnergyGauge` DCA Form 60OA-2001 EnergyGauge(UMaREES'2001 FLRCPB v3.21 I 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 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 18617 3798 7692 30107 15817 4260 7278 27355 PASS y �0,o"E STq�� 00 Avg EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge(&/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 ' Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS.,,, PERMIT #• 6A-21 INFILTRATION REDUCTION COMPLIANCF CF-IFCKi 1QT RIPTIVE M Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker (electric) or cutoff (gas must be provided. External or built-in heat trap require( 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 efficienc 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 s stern. Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 The higher the score, the more efficient the home. ELECTRIC.... I. New construction or existing New 12. Cooling systems 2. Single family or multi -family _ Single famil g Y a. Central Unit 3. Numberm of units, if ulti-1•amily 1 - 4. Number of Bedrooms 3 5. Is this a worst case? _ Yes b. N/A 6. Conditioned floor area (W) _ 2223 ft' N/A 7. Glass area & type c. a. Clear - single pane b. Clew• - double pane 267.0 ff' - 13. Heating systems c. TutVother Sl iGC - single pane OA tt , - a. Electric Heat Pump d. Tint/other SHGC - double pane 0 01•(' 0.0 fe - 8. Floor types b N/A a. Slab -On -Grade Edge Insulation R=U.U, 136.0(p) 11 c. N/A b. N/A - c. N/A - 9. Wall types 14. Hot water systems a. Concrete, tut hExterior _ R=4.2, 72U.0 ft' a. Electric Resistancetsul, b. Frame, Wood, Exterior _ R=1 1.0, 992.0 ft' b. N/A c. Frame, Wood, Adjacent R=1 1 0 159.0 fi' - d. N/A -- e. N/A - C. Conservation credits 10. Ceiling types (I IR-heat recovery, Solar a. UudcrAttic _ DI-IP-Dedicated heal. pmnp) b. N/A R=1L0, 12UU.0 Ct' - 15. 1-IVAC credits c. N/A - (CF-Ceiling tau, CV -Cross ventilation, 11. Ducts IiF-Whole house fan, ai. Sup: Una Ret: Con. AH: Interior - Sup. R=G.U, 15U.0 11 PT-I'rogrnuimable'1'hciviosuli, b. N/A - RI3-At6c radiant barrier., IvIZ-C-Multizone cooling, NIZ-11-Mulrizoue heating) I certify that this home Ilas complied with the Florid,,, Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceedal) in this home before final inspection. Otherwise, a new EPL Display Card will be compleled based on installed Code compliant features. Builder Signature: N-sl®q,p{(, AN' 3 C 23;i.3 Date: Address of New Home: City/FL Zip: Cap: 40.5 kl3ur/hr - SEER: 11.00 - Cap: 40.5 kf3tu/hr - I-ISPF:7.20 - Cal): 50.0 gallous - EF: 0.93 - *NOTE': The home's estimated energy pe, for finance score is only available through the I l , ! ll?ES computer program his is not a Building Energy Rating. If your score is 80 or greater (or 86fo• a US EPA/D ( )E EnergyStar'ydesignation), your home may qualify for energy efficiency inurfgage (EEM) incentives ifyou obtain a Fb:,.rjda Ene Contact the Energy Gauge Hotline at 321163.1 492 or see the iGauge haling. E�nergV Gauge web site at tw vw, fsec. uef edu for information and a list of eertifaed Rolers. Fbt in formati.o . about Florida's Energy Eff ciei u• � Code I;br Building Corzsb•uction, contact the Department of Community Affair, : aJ 8501487-1824. f ilc'rgyGaugeo (Version: FLRCPB v3.21) 'Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CLO1301 13 126 PINEFIELD DR ORLN-CEL SUN13 LEFT Fax (407) 321-3913 FL PE # 50068, SUNBURY I & J 3 VAULT 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 loadina is in accordance with ASCF 7_qR Theca trnccac nrn rincinnnrl f— — er.nl- A I ...IA...... Truss ID Run Date Drawing Reviewed Truss ID Run Date I Drawing I Reviewed No. of Eng. Dwgs: 33 Layout 11-4-99 V 6-18-02 Roof Loads - VT 4-11-01 L/ W 6-18-02 (/— TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 �/ X 6-18-02 C-- A 6-18-02 y 6-18-02 L----- B 6-18-02 Z 6-18-02 t/ C 6-18-02 �/ Z1 6-18-02 L---- Total 33.0 psf D 6-18-02 Z2 6-18-02 f/ E 6-18-02 Z3 6-18-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" E1 6-18-02 F 6-18-02 F1 6-18-02 G 6-18-02 G1 6-18-02 (/ H 6-18-02 H 1 6-18-02 I 6-18-02 11 6-18-02 v� J 6-18-02 J1 6-18-02 K 6-18-02 L 6-18-02 (/ M 6-18-02 P 6-18-02 P Field Assembled U 6-18-02 INV # DESC QNTY JUL 1 6 2003 DATE: 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 sUH26 18370 THJ26 4 SEAT PLATES 36 w 0 IN O b y j N II - x Z1 Z2 ; IZ \ 10LUME \ \cat I!2 CEIL F G C sIG n J H J G A G z I Z I m Ili1 Ip n W y dG Z IT G +lvrl Z 5 -0 I 7'-07 " G z rn ��. I G / BE I Z G . z G 1 H Z� kRING NALL \ I Z2 �i Z1 f I J N N N Y I T = ` p w i 12-0 � 7-8 NAILER M _ M I M M �C�J1S OLSISI�SC�J ��LSL1lS� JOB NUMBER: SUNIV IM I THJ26 HANCE K CUSTOMER: REVERSED H1 0 H1 JOB NAME: SUNBURY "I & J" VAULTED M.BDRM. 11 11 DRAWN BY tly DATE: 114-99 J1 PITCH: 6/12 J1 BEARING: 0'-8" LOADIN 3psf F2 -mot Luuj J 74 19-0 w to N O O o ieratin �.'i; �' ,�'�-�• � :,i!d�EIL�Yt>'a;Cy` �� f{t� ' ;st;3 �"�'`, a ,�} r, �p;.,, ., I g '-1, R';'nractrc�sao tr • d%aesise=conditions th �t could 1., uat^;fRr: Nt'r�"; .•v:e, .,�_.��77H�'L .,t-_ c - _ �;;3an..,.�.t, ..la.l,. �t�rC. .az. r n>�a•�f�aJ. :eresut# � petsOr�a'crn�ut�r or r4artage to structures. HI B-91 Summary Shut COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ®r is the resoonsibilityoftheinstaller(builder, buildingcontractor licensed contractor, -ectoror erection contractor) to nropertvreceive, unload, story handle. install and -ace metalo'ate connected wood trusses to protect life and orcoerry The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing {d bracing wood trusses for a particular roof or floor. These recommencations are Ised upon the collective experience of leading technical personnel in the wood CAUTION: Theauilder,buildin'gcontractor,lic�nsed' cot —actor,-nrectororerectioncDntractorlsacvlSed to obtainand read the entire booklet 'Commentary. , and Reconnrnzndctions for Dandling, Installing 3r acingAlo a P.Iate Connected htlood Trusses, i"IIB- 91'!:ifron ;tnt ,Truss Plate.lnstitutc. h;4WARlVING >��*WI ;RN1NGbesc�t�es a 'conditdon r {>.11T�'4r` �3n�J4' ,�. , ._. �wher�,arlue7#olfolloyugnsrylacrons could rasu9r t t r severe personal nijpryo'r damage to structures. 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 for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuilding designers, installers, and others. Copigh yrt v by Truss Plate Institute, Inc. All rights reserved. This document gr any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION: A'lltemporay i:-, crrig hould b no less than _2 ,4 grade marked AH connections l should be made with niiiiinls l Of 1 'i"od nails: All: I L'trusses acsunie� ?' on-rn tor or less. All rru lti-ply trusses' -should be connectbd together i , accor- 'dance With design:drawings prior to,instailotion; TRUSS STOE.AGE CAU`110: Trusses shouldnatbe A unloaded on rough terrain ortun ". ever. surfaces which could cause ciarnaae to. the`truss. CAUTION ��T�u-'-;-h torecl h'orrzo tally should ee J `q !`"�- 'ecwt,i! I n ib.7.'u!FE , Woe. t. Gx i., -. it ion '^ ,,F r �>,I. i :z ] _ h; 5tjr� orted;amblo`cf<rn tto FEW. era); +" fi,r,^CAU;IC,v TnussQMraore ;,lver#rcally should he;' +it- r,:' gtv�`u�PFt(�1 xt x� �:r ri' j °k k�nt�b j`i & �. bending, a'r. a lessen mor`scure f[yrarn.:�t�w �� „r t�<<r' raced to pre�enttopp,ltn tlot'� rppincs z h. •,vAytCyrl'�, l'irL.1; �41'�rkr. cFj tih {{CIA. ,xr ,yP{4t1 ��, ._.� i i� b'JrRNING a Do not break ba(en3 untia rnstallatronu' h " R a u=?DANGER Da not store bundles,uprloilt unless m ilT �:yl,51�t- , begins` N A,shou in je exa�jc sed Ir. bantlrt g re r_. o i 'o _�r N1,ppfpe�vbCaced:poanobreakbands un�ll`buno es,:. '�.d' ''+rL-t+� f-S t'.t?, -;S q`'�it •d'�lla �'�. l4. t`�+I:izi�q'viya.,::,C'• - = -I'l �• ,mova ,taaa�oltls _f.gir_ oftnndlurtlual Fuss.e_laced rn,a s to hbrizor..tal;' 'osition`I ;';.: 'r _7rr�iEytT�"14�: t z rt � , F„ � ; � f.��F'I��Cr I o I �r�Yss S whtchla�'�iytng flat• h„ . rttA INO. Dn I o I n e r sses� b, �'a w4 w,r't 7rn I n- t ql". fti e,rs�x rer�ely tlangerous iantl� sho.'uld��e: strictly'' ..,... ;. i:Io rr ; usarna,ra�� trl, IC51 him" Frame '1 % 60- Y60-,' / or less /or less\� Tag Approximately Approximately Tag Line/ '/2 truss length Y: truss length Line Truss spans less than 30'. I -I it the i Spreader Bar attac sling Toe In TAP in etc. Approximately 1/2 to Yj truss lenath Less than or equal to 60' 1 Tag Line Spreader Bar Toe In Less than or equal to 60' J j N D,—;;ING BUICE r V , - r , Nli n P, 11,1111111; MINE �SSt? �Ah S u r�Y.1.� § 1 S^i l,. a�i!P?h14 F,nL ,,,5�1��> , e :ii•a „'�': °sC Aay MECHANICAlS NSTAITTib Strongback/ SpreaderBar Tag Line Strongback/ SpreaderBar Atorabove mid -height Tag Line Ground brace diagonals (GBD) Ground brace vertical (GBV) Backup „9!'(� it ground stake [Driven ground stakes Typical vertical End Wall i attachment plan '/• Blocking �\ '(' L`_ •\!_ Ground Brace Verticala (GBV) Typical horizontal tie member with multiple stakes (HT) p1ruas of bra, 'cup of trusee (ES) Frame 2 ' y t A a, i 12 4 or greater 6 j -X\\ ii r \rj4t /fill �°TTV C,\ ` u" Top chords that are laterally braced can buckle togelherand cause collapse III In nodiago- nel bracing. Diagonal bracing should be nailed haq to the undera ide of the top chord when purfins are attached to the topside of the top chord. TOP CHORD TOPCHORD DIAGONAL BRACE I�,. a 4,k�Ituga�INl+_ SPANI�ti 4'II'Ir p .MINIMUM I LATERAL SRA'C E ur ITC l •, .: .,,. , Hf r: SPACIPdG(LB Ill S) t SPACING(DBS)... # trusses rirtt��Il" J,"t.la��II NNI 1rGg'M��N I'7a�� ° I I I ,I I . U 10 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 10 7 Over 48' - 60' 4/12 g' 6 4 Over 60' See a registered professional engineer - _vudlaa r-nr-L-arcn ar - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral BracE Required 10' or GrE Attach m c Required u ANARNING .Failure to followthese recornrnendationscould rps'ui° in: severe personal injury or.damage:to trusses or bulidings PI,IIiI TOP CHORD faolN(MUMl I TOPCHORDIV,1l1IIP'p'� FiTCE iED TRUSS I lil1,illh AGOIVALBr��,C� �I t, ITCH Lr i CHAL BRAG° SPACING (Dal;)'12 SPAN D1-Frrt idCEl PACiNG1�BS)' [ trusses) S SP DF. SPF,,HF _ e� ,. Up to 28' 2.5 1 7' — �I 17 12 - Over 28' - 42' 3.0 6' g 6 f e Over 42' - 60' 3.0 5' 5 3 sl Over 60' See a registered professional engineer )F- Douglas Fir -Larch SP- Southern Pine IF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Tap Chord Lateral B,ace — All lateral braces Required ` lapped at least 2 z, trusses. iD° cr urea / Attachment Required - f , f-.. 1. J. �Vl { rya ¢9 r� Top chords that are laterally bracedcanbuckte fit' 1r �t �t /yy Q CQ� togetherandcause collapse ifihereienedi go- ,<<S net bracing, Diagonal bracing slouidbenailed /IZV to the underside of N+e 1Mp c�-.-d when purling. \. / are attached to the topside of the top chord. — i SCISSORS TRUS:,� Frame 3 [U to .3 �2' 30" I Over 32' - 48"1 42" Jl_ Over 48'- 650'1 48" Over 60' See a D boqglas,Fjr-Larch-,SP-S HF_ lair, 5 lo% 'dia for trusses.must be placed on vertrazil webs inAme witil the support ., 16 1 6 4 4 2 Istered professional engineer i Top chords that are lateraliy braced can buckle togetherand cause collapse If there is no diago- Diagonal bracing should be nailed to the uridiaralds of the top chord when purlins are attached to the topside of the top chord. iern,Plne C ]ice Pine -Fir ine ir 4x2"PARAL2 E Top chords that are laterally braced can buckle in , together andicause collapse ffthers nodia]go. nal bracing. Diagonal bracing should benafled , pur to the underside at the top chord when purlins are attached to the topaide of the top chord. a . . . ...... .. ...... S: W t II I,, hl "�°;WM I-i `Ili s 11I ' ii I f I Ilr� ,rllli�� yy I '{ a s �i4 i" q' ii N Y e d'i «l II{ I �l�ti d I �I�i19�i a 9 r li a1bkh rl I , TO ram it �4 i7 w i ,Ia�llll� 6II� � lag' Iti �'�},'MINIMUM SPANI, ' i IPITCH„I i �, „Q; �CHO�j ,,�, , I f ERA�L BRACE DIAGONAL BRACE SPACINGD61` 1R�j ).u. h °a' a !1 py'SPACING CB 17 12 Up to 24' Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 Over 54' See a registered rofessI nal en IneP yr - vvuy,db nr-1-arun 5N - southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir "Diagonal brace also required on end verticals. \ Top chords that are l=allould ed can buckle togetherand cause collapsere is no diago- nalbiacing. Dlegonauldbenailed to the underside of twhen purlingare attached to the ttop chord. idil✓I<l0 T?L>SS i 4axitr 1isplacement Line 4 12, Lr �3or \ greater \ s' All lateral braces lapped at least 2 tresses. Continuous Top Chord Lateral BracE Required 10' or Grt Attachme Reauirec ,; INSTAL LATIO N TOLERANCES", BOW 1 T L(in) 50" 1 4" 4.2' 00" 1 Z. 8.3' 150" 3/4" 12.5' Length L(in) Lesser of L/200 or r' L(in) Lesser of L/200 or 2" L/200 ; L(ft) 200" 1 „ 16.7' 250"' 1-1 /4" 20.8' 1. 300" 1 1-1 /2" 25.0' UUT-OF-PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES, . � � i � ,,,5 °,�, . � w �' { `W� luJitll.• I>M '^ �J�� S.�`t t C� S��i�Cl,�� 8rM1�W��c ttljLti� t�{I3r1lG�C( Frame 6 KARONDA EYST'EYS 4005 Haronaa Way ?ate: March 5, ?003 To: Budding Department From: Maronda Systems Torras Ponce .professional Engineer State or .Florida 00:5000 S"bJect: Valley Trusses Sanford, FL 32771 (407) 321.006t1 0 Fes= (�7) S�1-.:, g13 All valley �rcrsses lab--Ied VT-1 tha u 10 are covered under the gener-al � albey sheet IarOviCR ed iaP the trussracl2-tye src'ned and se:Laed by the eragitueer of record. the c®nraections are ®oteel Fe the structural info sheet of the platys. �.11 criteria of the valley trusses are rooted on the �e¢teral sheet. If yQet have any questions please feel free to call at 4E 7-32I-0064. �u��ea-ely, Tom s N7n- ce, P.E. Date: 315�p 3 T l,k d�tgn is for au wdWidoal badb Ef component and has beta L,a_scd or, inro,mallon Plwlded by We cilml- the dalgbu',ll<rlahns arty Ioponswwty for damapo as a ,o WL of Gutty or mmncet Inf--tlon: s will and/or d-ig rwnbl.e.l In th- U- d-,gr,Q Uy the cllcnt and Wc-,rlcdacs or eCC,l,aLy a(Wk InfomnUoo a., It may�clalc to a spo cult prvJcrt ono —pt-, nn 11-lbuny r ccctrlscs no conhol wth -v-1 to Iabrl non, 6,i><IUog, ewp.nc —d b -L4Uon of tms.4cn. "Is tn,a has been d-le d ns an Wdl-Nowt b nLilog ®Pou-,L I„ accordance alt AttSIMI 1-1995 and IIOS-97 to b- 1--purald as part of rb- t-Idtng dolgr, by a Oullding Dolg„a 6egtstled ..cI,R d or pu,less tonal When renewed to, apploral by the 6u-"tblg Jatgnv. U,e.I-IvNordin,, i,t . must be dl-k4 d In b- swe Ihot We data shown atc w agrcc,nmt wl(h We local hWldn,g]�, h+c,l chn,a,lc .cco.d- for rb,d or ¢norm Ira da, Pmf tsPccwo uoa or spcdal appUM bads. Lime;- sbown. Ln. has not been dnl,,ed for stooge or oee,pany In L . The de=ty, .-no- -Pc wo chords (top or botto,ol arc tooth_ owly braced by sb-Ihmg taut- oLhc. L- aPejRed- Wf- boom, chords to Lena, .re .mt rutty 11-e W-Uy by a pmpe, ly aPf'hal ,Igld c Lb.p. they -I-Wd he b-c j at a maxw,um sPadog of Iv-O' o.e Comedor pl,1a shall be manur lbuc,, horn 20 gauge Trot wppcd palvanerr-i sled mcetn,g ASTM A 653, Cnd-.40. -1- .1h.-se shom� FABRICATION NOTES 111or 1. (abda Don. the Ghd,otar Shan ,¢stew Is d.awtng ro v-,ry Thal tlds d-Ln is In r,forma„ce wnh Ulc rabd-t es 1.6.ss and to r+hk .. -tinwog 1apo,ulbwty for such 1o11- A,,,y dL crepanela ere Iv be put In Ibng before ehUing or fn h,tollon. 'tat- abau oot be 1n b nui wcr knolhol-s, orb ar dkb.tt A grab, 111-b- shaft b- eat w tlgld ntung mold to wool boa h,p, Con - 'odor PW--ball be looted on both lore. of be h,oa adrl, nail, lordly hnhcddcd and -ball be ym-abort the Jotnl milers nLIuwbl shown• A x4 P6lc b 5' rwtdc x 4- long. A 6xe P6le (, ,(- Id. x 8' long. Slats Ihn1c1 nm parallel to ,e pblc Irnglh -pc-pled. Uwhlc rmt, en Wen wbe,s sbau melt at Um ¢-,hold of .lhe webs silos-thl-be shown. Connector pi-N, U- .ndntm. ,she- tnscd an We to'show, d may aced w be loci--od ror ec,tah, hand- g anJ/or c.cc,n,n slrc,sc,, Tl,b buss Lz oot lib,'-'cd-'rb nte,cLwdant b. t«t bcr unless other -.be atu,wn. for addIU-A armor lion on 9ua11ty Conbal tent to ANSI/TPI 1-1995 IECAUTIONARY NOTES b,adng and c+rrlloo rceomo,ewiattnns arc b- followed In a,ss,rdanee with '1la udltng Iawng h1ha.9a(, NIB-91. Truss¢ ore In handled Pa,u-,6r we Jwmg norndh,g 1 tnmAOng- AcU•cry a„d In,tallabor. to .vn,d age. T®Pora.y and pamane.,L bra Jog hold,op U"-- In a atralgb[ and plumb Pna_ n and for betb% ute.al ro,- -ball be tgncd and Iushll.al by otl.er-. Grout band- lA e-.:coli,l and --jinn bracn,g b al Ways d. Notbtal ptcc+utlobaly action for so 1cquUo such I-Pora,y brad g dwtog Gallon I-"- t--- to avoid toppling dominobg. The super-bbn o1 emctnm or es shall be w,dc O,e moln,l of [+ersons d—, In the In b,ltabuo of basso. �,bnal advlce shall be sought If n-cded. ccntntlon of—11-01-1 loads gtr-,t<, I the de,lgn loads shall not I e avpllcd to at "y Ume No Ioa.LI nlher Wan U,e i,t oI tl,c c,Mo.s sh.0 be aPPltnl In ses onW aIler all fa teoh.g and bradug MONO VALLEY BALLET 1RU3 COMMON VALLEY I VALLEY TRUSSES IIYP� SUPPORTING TRUSS COlAMOtI OR GIRDER COMMON IRUSSE6 I WO: VALLEY SET Es DIAGONAL- WEBS REQUIRED V(ITII SPAtIs GREATER THEN 28-0.0 3.6 214 0-0-4 2x4 316 2X4 214 s 316 MAX 6.0-0 U.C. ITYP) I� 1OP CHORDS: 2X4 Sit 62 BOT CHORDS: 2X4 SP #2 WEBS: .2X4 SP 93 IF LESS TITER 3-0.0 TIIEII MOVE UTAGOORAL WES TO flEXT PAIIEL i 2.4 i 2X4 OR 516 OR 416 316 3.6 )� 446 VALLEY MEMBERS TO BE SET PERPENDICULAR TO TRUSSES BELOW. 214 4XI0 214 ace on 3x6 nn 1 416 0l, 1 416 214 i 214 III WHEN UIGAUIIAL WEB PRESENT USE 4X6 PLATE 11) WIIEtl 110 DIAGUNAL WEB PRESENT USE 2X4 PIAIt- VALLEY MEMBERS AT 6 IIYPI 4 214 316 214 J VARIES 12 RPTOr 2A4 214 3x6 MAX TRUSS SI'ACIIIG MAX 6-0-0 O. C- ITYP) OF -LOW - 48. O.C. SPANS UP TO 60-0-D _ IT IS NOT REQUIRED TO SIIEATH TRUSSES BELOW VALLEY SET. VALLEY MEMBERS PROVIDE ALL NECESSARY TOP C140R0 BRACING. TIC MUST DE CONTINUOUSLY BRACED BY ROOF SHEATHING UNLESS NOTED OTHERWISE. WHEN VALI.EY MEMBERS ARE NAILED DIRECTLY TO TRUSS 1OP CHORDS USE 12116D NAILS PER INTERSECTION, OR TWO FEET GENTER. 13ELOW TRUSSES ARE SIIEAFIIED FIRT UISE (2) 1Ud NAILSIOR (1) 16d NAIL PER INTERSEC110N , OR TYO FEET -ON CENTER. 2X4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 6. O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS * VALLEY STRAPPING TO TRUSS BELOW USING WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED MSTA12 @ q' O.C. 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% VALLEY TRUSSES CAN BE CANTILEVERED UP TU OF WEB LENGTH. ONE BRACE- REQUIRED ON WEBS GREATER TWO FEET I THAN 8' LONG 1. TWO 2X6 BRACES REQUIRED 014 ANY WEB EXCEEDINGl4'.II I.XCE17 AS SUOO VN 1'1d111 5.A14F. TL20 CA '11-,St'ED 11E1L ANS1P1't'1 a-1995 C out. SuppDft WARNING• S(utls 0 6-0-0 D.C. Maronda Systeli is READ ALL NOTES ON lIlls SIIErr. A COPY OF 1111S DRAWING TO BE GIVEN TO ERECTIpJG CONTRACTOR. ups 4005 MARONDA WAY GRACING WARNING: USCur: '1'Lj' L:LIT: solar -sotto, 1= L 32771 (4D-1) 321-0064 Fax 1 7 (• U ) 721-3913 Oradnp shorn, on Urb dnwtng b not crccllun htadn a'hld, Is . I-t of till bwldln des wlna n„dng, g 1 C 1�14'C 1G.0 ltsf TOMAS r- PONCE CE P- 7. 1, land v.Meh mwI be IM-1,1c,nl by Ibe t„dI uug dm,gll, h,acLtp shown Is (or Uternl su PF tl of tors- tntoUbus onl • la a p„er. Bmctl mad- to andmr Ulrgl hrarfng l ¢duct. buckling I,.nplh. 1• .(- bpad 7.0 11sf LICLPISENUUSUD68 I R90 GF4EF1lOROOIL CT.OVIEOO.r LJ2766 at end, .nd s AddlUvndhnch,ro,bl__11,bn Felall°°'a�,x,dLrmgmth Prmislms mwI be tnu i Putc In,Ub,,, , lPl. `I"rc m''y 1'c .cy";,.,t- Lscc tllB-_ l till hwldlog dl Lg611 Is lnmlcd at 583 D'Oaoblo Dllvc. Madison. ISC Lire Tic Arad I1.0 I15f -C4< 1%,onsIn 537191• 2.0 psr I Wu: VALLEY E[T� Truss ID: VT Dale: 4-1.1-01 Dud:ac - Lbc 1.25` DLI11'aC - I'II. 1,25 O.C. SPacif)g: 24.0" Design 0r7l Cltld- TPI Code' Desc: u�SI� N INFOPMATION This drsigii is foran Individual buddhig _ . a J IJILIYIJ WU: 1-III1DRAIL ll: f-III' - �11Y:1 mmponcnt w,d I- bco, L.acd on bdo,matimr p,nvldcd by Il,e ellent. The des i9ncr dlsd-1 .. ray r—po .Ib.uy lac Jnn ag-_ ran .. tilt d fa odor or Incmrcct bdornu Uo,L spcclllaUnns .nd/or d-III— Iun,IshcJ to the n.us d-tg,rer Iq• the dlud and Illc eoncelness or aceuncy of rhos haonnn Uon � to n,ay .elate ro n npc c111c 11IM-1. and ii opts uo r-portsiUNlr or uer<h- no control Mu, ,egad to fabnca- Ibrt ��nalb,g. shlPn.ent .nd Imt.lb Uor, of l,u Thra I—lus b.cn dC, IB..cd as +n brdlAdu-J building cou.ponod In accordance Mth ANSUM 1-1995 and NUs-97 to be Incnrponted u part or the bullding d—igu I•y a DuIIJb,g D-Igncr IIcWlter<d w her t nr p. oloslonnl enoneed. lyll— --k—d Ior „pp,. —I br I),, I,nilding d-rg„er, the .I-rgn 6•.dtng. el,m,-n ust be cI. J,,,d Io be .u.c Il,nt lnc rbta sj_, are In agreement .vith Ure Fool bullding mdes- lool dbn.U. Ic ds for n,b,d or snow Iwd.. P,qJ tarccUlo loons or 7 <c7 1 .ppilcd loads. Unless -li W - trues Is not been d-"'I'd for slwarac or occupancy loads. The de lgn uSu,nm c—PI-11 ., chords (top or b,•ttoml are c ,Unu- usly braced by shcaU.lnr unl—s oWerntae .Ft incd. iviu,_ bouoo, chunk N I_,u, .rn net Fully b_n 1 hte.a Fir by a N-P<11r,PPUed ngm rcWug, wey should be bn.ctd al a m,_chnwn-p,cb,g of 19 D' I,— Cnnnalor pbl- -hail Ix manuradorad Iron 20 gaug hot dlppcd g,l.. 'Ural sled m L1,15 AS-"k A 653. C-dc 40. u„1—a oU,m.Ue a1.__ FABRICATION NOTES Prior to rabrl-loon, the fa bdblur s1,.0 reAe U.h .Irnwb,g In <c. aj Ilul t1.Ls d.a,ving y In m,Jo,mw,cc wIU, the labri�-.,lufs pb.u- and lu vote a rn„tlrurug .eporurb,ll[y for such .cri Ilc.lbn. Any al>_crcpand— arc to be p.L b, mub,g bcr.-culW,g e, IaI'd-Uon. rho -.hall not be but Ilcd o,- knothnio, knoll nr dwl q,d V.I- Picn,bc .hall be cud for light HIM% Hood 1. a d hcmb,g. L'on- c<tnr plat— shall he 1_1a d ,m Lvrtl, firm or U,e buss nllh n. " h,lly hnbcJded a..d shall tK alma atwvi U,c)obd unl-s olhu,.lse abom,. A S.4 pblc is 5- w.bl, s e- lour. A 6s3 rl.tc U 6' wldc a U- Inng. Sots (hotel err, panlld to the p6le length spco 171_1. Durable ruL e., ..cn aubu. shall meet al the cu.hold of tl.e ,.ebs u,d_ eth_I_ sl,mn.. Con•,.:ctnr pl, sores u Inbnwn .h- Imscd on II,e Imccs sirmvrl nod may need to bra b,u<..,d fur cuL ju Ito err_ Iing.ud/or 1 stro.s-. 1 ,1, truss b Hat Io be labrl—tcd .vlU, 11- reb„bnt U—tcd hunter oral—. elbcrnLse al.o _ For additional bdonn.Uon o., ().,dill- Conbul ydcr to AN51/TI'I I-19D5 PR - I IONARY NOTES ell b,am,g.nd c.<aton .ecen.m<na,uen, tie to be (oilenc.l b, a_.aance ,.IU, 'ion ndllnt; Lutallb.g A Draclns. 111D-91. Truss— are to be fondled Hula P.rueebr sate du.b,g b.ndb,g and 6oud W,g, Jr_I, and ,nsplla Uon to .,.ram dunogc T<n,pora.l- and Pcn„ancnL for holdb,g Inn-- In . stmight end pl,n d, pqa_ titan arrJ For .rse,tb,g bte.,l bees- slua be —igncd and Irubllcd by oth,m. C,,,f l h.nd- ng IS n dI-1 and ercclicn brad,% Is aJ,), cquiud. Normal prcraulluualy actlan [L,r buss- .cqulru such t—Pw.lr braeb.g dmtng Isla UaUon bc(tveea Cusses to scold lopplb,g nd do,nb,ntng. U. supmI,tun of _colon of - sl..11 be ruder it,rnncrso,u tml of p 1,pcdcnocrl Ur lhd I —I; 11a Uon nl Irus-cs. rofmslonal ad.•t.. shall be sought 0 needed. nccntmlbu of corotruction loads great, Iran Um dal%,. Iwds shwa nod 1,. ,ppllcd to Ocssa .t any Hera tm I —di a16n Ihn.. the . ghl N the rruto,s sbsa 1..: a,•racd Ie wso vnnl nller all l.,-tr..b,,. an•1 hilleing s cun.Plcicd. HIP GIRDER 2x OF I BLOCKING ADDED -1-0 TOP CrIORD S I L=P "HIP TRUSSES -r0 SHORTEN. OSB* NOT TO EXCEED 24110_C.. rO BE NAILED TO TRUSSES W/ -12" ON CEN_ STAGGFRI-11 PRE-ENGU TRUSS TOP WALL OF BUILDING rf ON V S7I..�p U]11�S y� RT�;I��G: READ ALL NOTES ON TITIS SHEET. d'1d11COIlC�c� ��S��ll<15 I A COPY GF 11-IIS DRAWING 1-0 BE GIVEN TO ERECTING CONTRACTOR_ 4005 MARONDA WAY BRACING WArtNI1gG: SA Nf-ORD, FL. 32771 -.racing s,,wn w. uai dn,.b,g „rat rrcdlm, 6,.dn9. -1.,d bnatng. L-d h,j,, m .l,rdla 6-dng •amen is a Imn a( U�c bullding dnlen and much n.usl be musldued br the buUd'u, del (4U7) 321=UOG4 Fax (,107) 321-3913I shm.n rs mr 1aleml s„Ppo,t nrhr,:. men,ben n,dr 1•, reduce bncknn ,�, K sett. limdng TOMAS PONCE P.E. Addc to anchot btelal b,aw,. a1 ends 1 a e N,. r'nrlslena mn-1 be AddlUonal braes, P o spcdlled Iocsrtlons Jetcnnhmd b)- We bulldbrg d-Igncr. LIC6NSi; AOOSOUGR t of Um nce,all ahoelme n1y i,e rr Inbe 1. IScc HID-91 anPn. 1830 CREEHURVOK Cr. I—E()0,r L72766 1l toss PL le Institute, iPl, b to -led .l 533 U'On.�do U.be_ kla d11e.4 , 1n..rn SJr 141. nrdnr-�ernrrir nn..h,;. )s'ug. Job:----�--... Dios: llsgur: 1-I,Y Cblc W Live LG.0 ps[ 1'C Dead 7.0 psf 13C I,irc U.0 psf BC Dead lU_ U )1Sf rOT/lL 33.0 Dcr 11USS ID: I llP . Dole: 10-20-00 Duirac -I'll: 1.25 O_C_ Spacing: 2r1.Otr Design Crileria: 11'I Code Desc. V:011.79 nn- r�l? ' JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: A 9TY:1 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 la the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- etfic project and accepts no responsibility or —mises no control with regard to fabrea- Hen. handling. shipment and Installation of trusses. This truss has been designed as an Indhidual 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 amhttecl or professional enginced. When reviewed for approval by the budding designer. the design ladbngs shown must be checked to he 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 slomge 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 it a maximum spacing of HY-O" o.c. Connector plates shad be manufactured from 20 gauge hot dipped gahanized 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 I, inconformance 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. Plat" Ldes shad not be Installed over knotholes. ..is or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector planes shall be located on both faces of the truss with nails fully bnbedded and shad 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 embers shall meet at lire centrold of the webs unless otherwise shown. Connector plate sizes are minbnum sizes based on the forces shown and may need to be Increased for certain hand- [Ingand/or erection stresses. This truss Ls 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 InslaWng A Bracing`. HIB-91. Trusses are to be handled with particular ©re during handing 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 shad be designed and Installed by others. Careful hand- ling Is essential and ereetlon bracing Is always required. Norval precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The sopervi it n of erection of trusses shad be under the contmI of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design load. shall not be applied to trusses al any time- No lads other It— the weight of the erectors shall be applied to trusses until after ad fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.21" D=-0.22" T=-0.42" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.00 T 4-3-2 04-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 920# Support 2 920# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -4144 0.63 10- 9 3655 0.61 2- 3 -5241 0.74 9- 8 3691 0.70 3- 4 -5241 0.74 8- 7 3690 0.70 4- 5 -4144 0.63 7- 6 3655 0.61 ====----======Joint Locations=============== 1) 0- 0- 0 5) 30- 0- 0 9) 7- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 23- 0- 0 4) 23- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ------------- Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 23- 0- 0 TC Vert L+D -46 23- 0- 0 -46 31- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0- BC Vert L+D -43 7- 0- 0 -43 23- 0- 0 BC Vert L+D -20 23- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 23- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2087 0 -920 BOT PIN 29-10- 4 2086 0 -920 BOT H-ROLL 7-0-0 16-0-0 7-0-0 1 3 5 -6.00 5X10 3X4 5X10 T 0-4-3 3-10-3 A � 30-0-0 1110 9 8 7 6 2087# 3.50" 2087H 3.50" 1-0- 30-0-0 10-00430# - (RO-ll- 430N r(RO11-11) EXCE'1' AS SHOWN PLATES ARE TL20 'TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: UNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: Truss ID: A CONTRACTOR. BRACING WARNING: Dsglir: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD. FL. 32771 Bracing shown on this drawing s not erccilmn bmcing, wind bmcing. pwrial bracbng or sknllar bmcing TC Dead 7.o psf DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 which Is a par of the bulldmg design and which must 1e considered by the building designer. Bracing shown Is rnr lateral support of truss members only to reduce buckling length. Pnwrslons must be BC Live 0.0 psf O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bmcmg at ends and specified locations delemnlned by the budding designer. Additional bracing of the memll structure may be required. (See HIB-91 of TPn. BC Dead 10.0 psf Design Criteria: TPI 1.ICFNSF #0050068 (Truss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1890 GREENBROOR C AMEDOXI-327g5 I TOTAL 33.0 psf V:06.02.02- 13798- 3 uesign: Aforru .inaysis JUB PAIH: C:ITFF-LOKUOBSI125AIP111SI/n1'1V HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: B 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============== This design is for an Individual budding component and has beTheen information BOT CHORDS: 2x4 SP #2 WEBS: 2x4 composite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 21- 0- 0 provided designer the client. The desigmer disclaims SP #3 2x4 SP All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 .,:y n #2 3 , 5 continuously y braced unless noted otherwise. 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 faulty or incorrect Information. specifications Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs fun [stied tothe trvssdesigner PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness oraccuracy of this information as it may relate to a spe- Support 1 734# Support 2 765# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type - ride project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2 sf, , BCDL= 6.0 P psf 0- 1-12 1036 60 -734 BOT PIN exemie_snocontrol with rcgirdtofabrim- LA999 Impact Resistant Covering and/or Glazing Req 29-10- 4 1035 0 -765 BOT H-ROLL tlon, handling• shipment and installation of trusses. This truss has I— designed as an L=-0.08" D=-0.08" T=-0.16" ..TC...FORCE ... CSI ..BC ... FORCE ... CSI Individual budding component in accordance, with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1794 0.35 12-11 1568 0.47 ' ANSI/7PI 1-1995 and NDS-97 to be Incorporated as part or the building design by a Building T= 0.07" 2- 3 -1582 0.32 11-10 1371 0.43 Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1637 0.39 10- 9 1371 0.43 engineer). When reviewed for approval by the T= 0 . 03 ^ 4- 5 -1637 0.39 9- 8 1568 0.47 budding designer, the design loadings shown jZj,�g = 1.15 5- 6 -1582 0.32 must he checked to be sure that the data shown 6- 7 -1794 0.37 - are in agreement with the local budding codes. local chrroalc records for wind or snow loads• project spectff©Uotss 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 arc not fully braced Literally by a properly applied rtgld ceiling, they should be braced at a maximum spacing of lo'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AST%I A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to labricatlon, the fabricator shall review this drawing to verily that this drawing Is is confomnance with the fabricator's plans and to realize a continuing responsibility for such verf- Bcullon. Any discrepancies arc to be put in writing before cutting or fabrica lon. Plates shall not be installed cover knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with na1Ls fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6.x8 plate is 8' wide x 8' long. slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmld 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 re re Ix fabricated with film treated Imnber unless otherwise shown. For additional Information on Quality Control refer to ANSI/T'1 1-1995 PRECAUTIONARY NOTES All bracing and erection reconimendalJons are to be followed In accordance with "Handling Installing & Bmctng-. 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 fortes shall be designed and Installed by others. Careful hand - Wog is -sent lal and erection bracing I, always required. Normal precautionary action for trusses rcqutres such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of erection of I— shad be under the control of persons experienced In the Installation of trusses. Professional advice shad be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to I— at any time. No Inds other than the weight of the erectors shad be applied to trusses until after all fastening and bmctng is completed. 9-0-0 12-0-0 9-0-0 1 2 4 6 7 6.00 i 5-3-2 0-4-3 4X8 2X4 4X8 -6 00 4-10-3 0-4-3 30-0-0 12 11 10 9 8 1-0-0 1036N 3.50" 1036r9 3.50" 1-00--0 30-0-0 (I RO-11-11) EXCEPT AS SHOWN PLATES ARE T110 CA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.0%IEDOX1.32766 WAKNING: 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 brxing. portal bracing or similar bmctng which is a pan of the building design and which most be considered by the building designer. Bmcing shown is for lateral support of truss members only to reduce bucklbng length. Pimislons must be made to anchor lateral bracing at ends and sperifed locations determined by the building designer. Additional bracing of the overall structure maybe required. (See HIB-91 of TPl . (Truss Plate Institute. TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). Eng. Job: WO: SLINIV Dwg: Truss ID: B Dsgnr: TLY Clik: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DufFAc - PIt: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13799- 3 o vnvvnauunvniavavrr ffCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer discL tins 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 uay relate to a spe- cific project and accepts no responsibility or —raises 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 engneeri. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in n9rcement with the local budding codes, local Oft natic records for wind or snow loads, project specifications or special applied loads. Unless shown truss has lot taco designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords [it tension are not fully braced Literally by a properly applied dod telling, they should be braced al a maxunum 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 I L drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such vert- fleatlon. Any discrepancies are to be put in writing befog cutting or fabrication. Plates shad not be Installed over knotholes. knots or distorted grain. Members shad be cut for tight fitting wind to wood I—ing. Con. nector plates shad be located on both faces of the truss with nails fully Imbedded and shad be sym. about the Joint unless otherwise shown A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6" wide x it 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 minum nusizes 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 Irtstaling A Bracing. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Ternporary 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 essent-Lad and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing durirtg Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons experienced In the instalLWon of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any tune. No lards other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is cornpleted. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 727# Support 2 769# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 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 -1777 0.42 13-12 1536 0.40 2- 3 -1435 0.40 12-11 1534 0.43 3- 4 -1240 0.25 11-10 1307 0.39 4- 5 -1240 0.25 10- 9 1534 0.43 5- 6 -1435 0.40 9- 8 1536 0.40 6- 7 -1777 0.43 TI: C 9TY:1 ==============Joint Locations=============== 1) 0- 0- 0 6) 23- 7- 4 11) 11- 0- 0 2) 6- 4-12 7) 30- 0- 0 12) 6- 4-12 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 23- 7- 4 5) 19- 0- 0 10) 19- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-L,oc Vert Horiz Uplift Y-Loc Type 0- 1-12 1035 81 -727 BOT PIN 29-10- 4 1035 0 -769 BOT H-ROLL 11-0-0 1 11 S-O-O I1-0-0 1 2 4 1 6 7 Q 113 1036# 3.50" 11-0-0-0 �e (RO-11-11) I I 4X6 3X4 4X6 30-0-0 EXCEPT AS SHOWN PLATES ARE 'I'L20 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 I890 GREENBROOK Cr.Ovi EDOYI-32766 r)—i At."... d.,..l,.... WAKNING: 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 sbnl4 r bmcing which ls a part of the building design and which must be considered by the budding deslgner. Bracing shown Is for lateral support of miss members only to reduce buckling length. P—tsiona must be made to anchor Literal bmcing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may to required. IS" (LIB-91 of TPI). (T-,s Plate Institute. TPI. I. located at 583 W0110frin Drive. Madison. Wisconsin 53719). 0 5-10-3 0-4-3 fl 9 g 1036# 3.5Ij0"" too (RO-I1-11) scale = 0.2094 Eng. Job: NIV D%vg: Truss ID: C Dsgnr: TLY Clik: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - Plt: 1.25 uC Live o.o psr O.C. Spacing: 24.0" 13C Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL. 33.0 psf V:06.02.02- 13800- 3 HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: D QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the==============Joint Locations=============== This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 23- 0- 0 9) 17- 0- 0 component and has been based on Information WEBS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0 Provided by the client. The designer disclaims 2x4 SP #3 1, 7 continuous) any responsibility for damages as a result of y braced unless noted otherwise. 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 0 faulty or Incorrect Information. specifications Wind Case- ASCE 7-98, C&C, V= 125niph, 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 and/or designs furnished tothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandtheeorrectnessor accuracy Support 1 716# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type' If this information as it may relate to a spe- Support 2 752# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 clftc protect and accepts no e responsibilityofrim. j.W LIVE LOAD DEFLECTION: act Resistant Covering and/or GlazingfReq 29-10-14 1036 60 -752 BOT H-ROLL Lion. handling. li control with regard to installation L/999 �� g / tton. handling, shipment and insaflatfon of Ousses. This(- hasbeendesignedasan L=-0.06" D=-0.07" T=-0.13" ..TC...FORCE ... CSI ..BC...FORCE ... CSI Individual budding component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1768 0.50 12-11 1525 0.41 - ANSI/TPI 1.1995 and NDS-97 to In Incorporated T= 0. 07" 2- 3 -1304 0.47 11-10 1522 0.41 Designer (registered architect oror pmfesslas partofthebudingdesignaBmional Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1107 0.29 10- 9 1105 0.28 D03 ^ 0. engineer). When reviewed for approval bythe T= 4- 5 -1308 0.48 9- 8 1522 0.41 building designer. thedesfgn loadings shown R1,1B = 1.15 5- 6 -1768 0.51 8- 7 1525 0.41 must be checked to be sure that the data shown - re in agreement with the local building codes, local cllmallc records for wind or snow lads, protect specifications or special applied lads. Unless shown, truss has not been designed for storage or occupancy lads. The design assumes cornpresslon chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specllbed. Where bottom chards In tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maxlmwn spacing of 10'-O' o.c. Connector plates shall In manufactured from 20 gauge hot dipped gahanlzed steel meeting AS IA A 653. Grade 40, le 13-0-0 4-0-0 13-0-0 unu otherwise shown. FABRICATION NOTES 1 2 5 Gr 6 00 � Prior to fabrication, the fabricator shad review this drawing to verify that this drawlrmg is hi conformance with the fabri©tors plans and to 4X6 4X8 realize a continuing responsibility for such veri- fication. Any d6crcpancles are to be put in writing before cutting or fabrication. Plates shall nW riot be Installed over motholes. knots or distorted grain. Mernbtrs shall be cut for tight 0tting wood to wood bearing. Con- nector plates shad be located on both faces of 3 A 3�4 the truss with nails fully Imbedded and shall be 5ynn. ate 1 lilt Joint unless otherwise sholate is. A 7-3-2 6-10-3 5x4 plate la 5- wide x a' long. A G 8 plate b G wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlr ld of the webs unless otherwise shown. Connector plate sizes 0-4-3 are minbn need sizes based se the forces shown 04-3 and nnay need to be Increased for certain hand- ling and/or erection stresses. -nits truss la not _ to be fabricated with fire retardant treated 3\8 6\R 2X4 Iwnber unless otherwise shown. For additional 3X6 6,l'8 3XG informaton 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", IIIB-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 plwnb pos- Itlon and for resisting lateral forces shall Ix designed and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses require such temporary bracing during installation between trusses to avoid toppling and dominohng. The supervision of erecUun of russes tshall be under the control of persons experienced in the Installation of trusses. Professional advice stall be sought If needed. Concentration of construction lads greater than the design lads shall not be applied to trusses at any tlme. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. R R 30-0-0 12 11 10 9 8 7 1036N 3.50" 1036# 350" 1-0-0-0� ` 1-00 11-11) -� (RO- I la . 30-0-0 (I RO.11_I1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 Maronda Systems 4005 MARONDA WAY WAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgar: TLY Chk: NIV Truss ID: D Date: 6-18-02 TIC Live 16.0 psf DurFae - Lbr: 1.25 SANFOHD, FL. 3277I Bracing shown on this drawing is not erection hmcfng, wind bracing, portal bracing orsludlar bracing which Is a pan of the building design and which be TIC Dead 7.0 psf Durfae - Pit: 1.25 (407) 321-0064 Fax (407) 321.3913 must considered by the building designer. Bracing shownm Is for lateral support of truss members only to reduce buckling length. Nmisions must In BC Lire 0.0 psf O.C.Spacing: 24.On P TOMAS PONCE P.E. made to anchor lateral bracing al ends and specified locations detennfned by the building designer' Additional bracing of the overall structure may be requhed. (See HIB-91 of TPI). �C Dead 10.$f0 p Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute, TPI. Is located at 583 DOnolno Drive Madison. Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK CI'.OVIEDOSI-32766 TOTAL 33.0 psf I V:06.02.02- 13801- 4 Design: Mmrit Aanlrsis JOB PATH: C:ITF-E-LOKUOBSI125,ifP1IISUNIV I1C-S: 06.02.02 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,]- tgns furnished to the truss designer by the cliet and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exerelses no control with regard to fabrl - tlon, 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 Deslghur (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 lard budding codes. local climatic rmorris for wind or snow loads. project speclRratlons 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 comtnu- usly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced latemdy by a property applied rtod celling. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gakanlzed steel meeting ASTM A 653. Gradc 40. unless otherwise shown. FABRICATION NOTES Pnor 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 ver- Ilcallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be mm sded over knotholes. knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector pines shall be Inpted on loth faces of the truss with nails fully Imbedded and shad be synn. about the joint unless otixrwise 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 embers shall meet at the centrold of the webs unless otherwise shown. Connector plate sixes are minimum sizes basal on the forces shown and may need to be Increased nor certain hand. ling and/or erection stresses. This truss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recorrmtendatlons are to be followed Inaccordance with "Handling Installing R Bracing". HIB-91. Trusses are to be handled with porticuLv ore 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 rsisifng lateral forces shad be designed and Installed by others. Careful hand- hng is essenthl and erection bmeing is ahvays required. Normal precautionary action for trusses requires such temporary bracing during Installation helween trusses to avoid toppling and dombhoing. The supervision of erection of I— shall be under the control of persons experienced to the Installation of trusses. professional advice shall I. sought If needed. Concentration of construction loads greater than the design loads shah not be applied to trusss at anv time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 680# Support 2 718# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 8-3-2 0-4-3 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 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 -1746 0.34 12-11 1513 0.48 2- 3 -1570 0.31 11-10 1291 0.44 3- 4 -1144 0.30 10- 9 1291 0.44 4- 5 -1144 0.31 9- 8 1513 0.48 5- 6 -1570 0.32 6- 7 -1746 0.37 TI: E 9TY:3 __===== _=====Joint Locations=============== 1) 0 0- 0 5) 19- 9- 2 9) 21- 0- 0 2) 6- 3- 7 6) 23- 8- 9 10) IS- 0- 0 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type - 0- 1-12 1036 74 -680 BOT PIN 29-10- 4 1036 0 -718 BOT H-ROLL 15-0-0 15-0-0 1 2 3 5 6 7 R 6.00 4X6 30-0-0 6.00 R 7-10-3 0-4-3 '12 11 10 9 8 1-0-0-0 1036N 3.50" 10361/ 3.50" � 1-00 � (R0-11-11) I 30-0-0 (I RO.11.11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. .lob: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dµ'g: Truss ID: E CONTRACTOR. Dsgly: TLY Clik: ]Date: 6-18-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind b.cmg. peril bracing or similar hmeing TC Dead 7.0 psf DurFac - Pit: 1.25 (407) 321-0064 I-ax (407) 321-3913 which is a pan of the building design and which must be considered by the building designer. Bncing shown Is for late.] support of truss mernhers only Ir reduce buckling length. provisions must be BC Lire 0.0 psf O.C.S aein 24.0" {� g: 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 he required. (see 1118 of Tpff. BC Dead 10.0 yf-91 N Design Criteria: TPI LICENSE- #0050068 rr-- Plate Institute. TPI. Is located at 583 D Dn"fro Drive. Madison. Wiseonsin 537191. Code Dese: FLA 1890 GREENBROOK Cr.OVIEGO.1`1_92766 TOTAL 33.0 psf V:06.02.02- 13802- 4 ,gym rnrrm. t.:Vrr.-t.UAVUtlJ114)M11Y7lIJUNIV 1ICS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: E1 QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============== This design Is for an Individual building B(YT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 19- 9- 2 .9) 21- 0- 0 component and has been based on information by the The designer WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8 - 9 10) 15- 0- 0 provided client. disclahns any responsibility for damages as a result of 2X4 $P #2 3 , 4 , 5 continuousl y braced unless noted otherwise. 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 faulty or incorrect information.sp-Incation. Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs famished to theIna.-designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy Support 1 616# Bld Type= Enel L= 40.0 ft W= 30.0 ft Truss X-Loe Vert Horiz Uplift Y-L.00 Type of this bnformatlon as it may mote to a spe- chic pmjeet and accepts no responsibility or Support 2 714# in INf zone, TCDL= 4.2 psf, BCDL= 6.0 psf 2 990 60 PIN exercises no control with regard to fab Ica- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Re g q 29-10-14 1036 -714 BOT lion• handling• shipment and Installation of L/999 trusses. This truss has been designed as an L=-0.07" D=-0.07" T=-0.13" ..TC...FORCE ... CSI-.BC...FORCE ... CSI individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.39 12-11 1513 0.48 ' ANSI/TPI I-1995 and NDS-97 to be Incorporated T= 0. 06" 2- 3 -1570 0.34 11-10 1291 0.44 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1144 0.30 10- 9 1291 0.44 Designer (registered architect or professional engineer). When reviewed for approval by the: T= 0 . 03" 4- 5 -1144 0.30 9- 8 1513 0.48 building designer, the design loadings shown RMB = 1.15 5- 6 -1570 0.32 must be checked to be sure that the data shown 6- 7 -1746 0.37 - are In agreement with the local building codes, local climatic records for wind or snow roads. project specifications or special applied lads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chorls (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 telling, they should be braced at a 15-0-0 11 15-0-0 maximum spacing of 10'-0' o.c. Connector plates shall be manufactured frurn 20 gauge hot I 1 2 I5 3 6 7 dlpied galvanized steel meeting ASFM A 653. er Grade 40. unless othwise shown. O -� -6.00 FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to eerily Ihal this drawing is ut conformance with the fobri-tofs plans and to malim a continuing responsibility for such veri- licallon. Any discrepancies are to be put In writing before cutting or fabrication. Pit des shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalls fully Imbedded and shall Ix syan. about the joint unless otherwise shown. A 5.14 plate V 5- wide x 4- long. A 6.x8 plate Is 6- wide x 8- long. Slots tholes) nun parallel to the plate length specified. Double cuts on web members shall meet at the cenlroid of the webs unless othendse shown. Connector plate slits are, minimum sizes based on the forces shown and may need to be Increased for certain hand. IIng and/or cmrtlon stresses. This truss is not to be fabricated with fire remrdanl treated to her unless otherwise shown. For addlLlonal Information on Quntlty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & BmcIng-, HIB-91. Trusses arc to Le handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding muses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others- Careful hand. ling Is e-ssenllal and --tin. bracing to ahwys rNubed. Normal precautionary action for trusses requires such temporary bracing during InstaItalian between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons e perienced In the Installation of trusses. Professional advice shall be sought If needed. Concenlral ion of construction lads greater than the design Inds shall not to applied to trusses at any tIme. No IaAs other than the weight of the erectors shah be applied to I-- until after all fastening and bracing Is completed. 8-3-2 04-3 _1L R 4X6 30-0-0 rn '12 11 1'0 g 81 990N 3.50" 1036N le 30-0 0 .J EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. lob: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgar: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SA N FORD, FL- 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a pan of the building design and which must be: consideral by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for Lateral support of truss ilrembers only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor itteml bracing at ends and specified locations detennined by the building designer. Additional bracing of the memll structure may be required. (See HIB-91 of TPn. RC Dead 10. 0 s f p- LICENSL #0050068 frnss Plate Institute. Till, Is located at 583 D'Onofrio Drive. Aladis"n, µ91constn 53719). 1890 GREENBROOK Cr.0%IEDO.Ft32766 111 TOTAL 33.0 psf 7-10-3 0-4-3 3.50" (RO-ll-11) scale = 0.2161 Truss ID: E1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA .rvo rnrn: t:ur_r>l.vn uuvalfvnvrnsUrcly HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.l.. WO: SUNIV WE: TI: F 61TY:2 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 a result of faulty or Incorrect Information, specifications and/nr 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 wllh 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 par 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 speclfhatlons or special applied loads. Unless shown, truss has not been dolgncd for storage or occupancy loads. The design assumes compression chords (lot) or bottom) are contlnu- 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 u—imrun 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 lhs drawing La in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- f1mlion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Ins Da Bed over knotholes. knots or distorted grain. Mernlem shall be cut for fight filling 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 f iulesl run pam8el to the plate length specified. Double cuts on weh members shall meet at the eenuold of the webs unless otherwise shown. Connector plate sizes are minimum 5U- based on the fortes shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss isnot to be fabricated with fire retardant treated lurnler 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 InsmWng & Bmcing'. HIB-91. Trusses are to be handled with particular ©re during banding and bundling. delivery and Installation to avoid damage. Ternpomryand permanent bracing for holding trusses In a straight and plumb pws- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing isalways required. Normal precautionary action for lasses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The super ision 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 construdlun ponds greater than the design buds shall not be applied to trusses at any lhne. No loads other than the welghl of the eectors 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 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE L40AD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" LIMB = 1.00 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 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- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 9-1 0-31y-14 ==============Joint Locations============_== 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Lox Type 0- 2- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL 3-9-14 I I 9-10-13 5 4 209# 4.95" 423# 2.50" le (K166Z0) D 9-IO-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. 1-1.. 32771 (407)321-0n64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOk Cr.0VIEDOXI-32766 WAKNINCt: READ ALL NOTES ON THIS SHEET. Eng..Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsglu': TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is net erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf which is a pan of the budding design and which must Ie 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 made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. IScc HIB-91 of 171). HC Dead 10.0 Sf p rrruss Plate Institute, TPI, Is located at 583 D'Onoftio Drive, Madlson, Wisconsin 53719). TOTAL 33.0 psf scale = 0.4873 Truss ID: F Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA .•........ .m , 'vn "Alit: I,:IICC-LUAUUU3111Ji11f1113UN/V TICS: 06.02.02 DESIGN INFORMATION This design Is for nn mdivldual budding component and has been based on lnfonnaldon provided by:he client. The designer disclaims any responsmbility for damages as a result of faulty or Incorrect information, specifications and/mr 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 exembs no control with regard to fabrica- tion, handWng, shipment and Installation of trusses. This truss has teen designed as an mdhldual 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 butldbmg designer, the design loadings shown must be checked la be sure that the data shown arc to agreement with the local building codes, loaf clbnalic records for wind or snow loads. project specifications or special applied lads. Unless shown, truss has not been designed for storage or occupancy lads. The design assures compression chords [top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-W o.e. Connector plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting ASThI A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dnwing to verify that this drawing is in conformance with the fabrialors plans and to realize a continuing respunslbWly, for such verl. flalion. Any discrepancies arc to be put In writing before cutting or fabrication. Plats shall not be Installed over knotholes. knots or distorted grain. Men= shall he cut for light fitting wood to wood teartng. Con- nector plates shall be located on both fares of the truss with nazis roily imbedded and shall be synn. 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 Molest 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 sLzs are mininmm sizes kissed on the forces shown arid 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 bdomoUon on Quality Control refer to ANSI/'IYI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing &BraclnK. HID-91. Trusses are to be handled with particular arc during handing 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 literal forces shall be designed and Installed by others. Careful hand. ' ling Is essential and erection bmeing is always required. Normal precautionary action for trusses requires such temporary bracing durtng Installation between trusses to avoid toppling and domi ohmg. The supervision of erection of trusses shall be under the control of persons Z< rzr,md in the Installation of trusses. Professional advice shall be sought If needed. concert. to" of construction lads greater than the design lads 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 1s completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 326# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125rrph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 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- 2 606 0.48 5- 4 -748 0.40 2- 3 -55 0.38 TI: F 1 9TY:2 ==============Joint Locations=============== 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 275 -594 BOT PIN 9- 9- 0 417 0 -326 BOT H-ROLL 9-10-13 1 2 3 0-3-14 3-944 I I M 9-10-13 11 5 4 �1-G-2215# 11.31" 417N 2.50" (RI-66-0) DIG 9-10-13 EXCEPT AS SI101VN PLATES ARE TL20 CA 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 1890 GREENBROOK CT.0VIED0.FL327G6. WAKNINU: 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 braring or similar bracing which Is a Icm of the building design and which must be considered by the building designer. Bracing shown is for lateral support of Iniss members only to reduce buckling length. Prov1slons must be made to anchor [at, rat bracing at ends and specified locations dete...ined by the building designer. Additional bracing of the overall structure may he required. (See Hill-91 of TPI(. Truss Plate Institute. TPI, is located at 583 D'OnofAo Drtve. Madison. Wisconsin 53719). scale = 0.4873 Eng..Job: WO: IV DNvg: Truss ID: Fl Dsgnr: TLY Cldc: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - PIt: 1.25 13C Live o.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf I V:06.02.02- 13807- 4 •�.. ,..,... v..ncc-Lvnvvn.�uo,vnn�umr HCS: 06.02.02 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 mfonnallon, speclncatlons rid/or designs fumished to the truss designer by the client and line correctness or accuracy of this Infon iaUon as It may relate to a spe- ciik p Jeet and accepts no resporm1bWty or exerctsm no control with regard to fabrica- tion, handling, shipment and installation of trusses- This trims has been designed as an IndNldual building component in accordance old 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). %Vhcn renewed for approval by the building designer, the design loadings shown must be checked to be sure that Ue data shown am in agreement with the local building codes. Local climatic records for wind or now loads. pmiect mpeclflcallons or special applied loads. Unless shown, moss has not been designed for storage or occupancy Inds. The design assumes comproslon chords (lop or bottom) are continu- ously braced by shealhtng unless otherwise sP—Oled. Where bottom chords In tension are not fully braced laterally by a properly applied rigid eeWng, they should be braced at a mardmu n spacing of lo'-o- o.e Cormeclor Plates shall be manufactured from 20 gauge hot dipped gal armed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to tabricatlon, the fabricator shall review this drawing to verify that this drawing Ls In cmrdormance with the fabricator's plans and to realize a continuing responsibility for such ven- flwllon. Any discrepancies are to be put in "rung before cutting or fabricauon. Plates shall not be instaUed over knotholes. knots or distorted grain. Members shall be cut for tight niting wood to wood tmaring. Con- nector plates shall be located on both faces of the true with nails fully imbedded and shall be sym. about Um Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4" long. A 6x8 plate is B- eside x it long. SIoLs (holes) run parallel to the plate length specified. Double cuts on web members shalt meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minlmum sizes based on the forces shown and may need to be Increased for certain hand- Ung and/or erection stresses. This trims is not to be fabricated with The retardant treated lumber unless otherwise shrnv t. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed in accordance with "Handling Installing Ar Bracing. NIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and pemnanent bracing for holding truss" In a straight and plumb 1- Ilion and for resisting lateral force shall be designed and Installed by others. Careful hand- Ung is essential and erection bracing b ahvays required. Nomnal precautionary acuon for lnuso requtrm such temporary bracing during instaiiatlon between trusses to avoid toppling and dominoing. The supervision of erection of muss" shall be under the control of persons experienced in the InstaLb Uo t of trusses. Professional advice shall be sought If needed. Coucenlratlon of constrticilon loads greater thou the design loads shalt not be applied to trusses al any time No loads other than the wctght of the erectors shall be applied to truss" undo after aU fastening and bracing t completed. JB: SUNBURY I AC: (Ott UPLIFT D.L. WO: SUiJl1i' TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 A11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CtC, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.331m D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T_ 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 4-3-15 0-4-3 fa WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of mmltiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: G QTY:9 ======_=======Joint Locations=======__=== o 1) 0- 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 6-10-12 151 167 -355 TOP PIN e 0- 1-12 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 'I 7-00 1 i 2 6 0000 3-10-3 7-0-0 4 281N 3.50" 3 1-1-9 I 151N 2.50" 7-0-0 82l! 1.50u EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 S C/L: 6 10-12 FMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 fax (407) 321.3913 TOMAS PONCE P.E. LICENSE/WSM63 n9a0 ORE-811 VK GT.ONG-DO FLm�)aG Design: Afmrir Arialysh upports MAKNI14b: 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 election bracing, wind bracing, portal bracing or similar bracing which Is a Part of the building design and which must be considered by the building deslgrer. Bracing shown is for talcml support of truss rilembers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locationse determined by the cobuilding designer. Additional bracing of the averull structure may be required. (See HIB-91 of TPI(. ,Truss Plate Institute. TPI. Ls located at 583 D'Onofno Drive. Madison. wisnsln 537191. JOB PATH: CJTF.E-LOKU0BSll25A1p1fISUN1V Eng. Job: Dwg: Dsgnr: TLY Clik: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Allach Wi(b (3) 10d Toe -Nair Attach with (2) 10d 'Coe -Nails scale = 0.4854 ITruss ID: G Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JB: SUNBURY I AC: 10# UPLIFT D.L. 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 1t may relate to a spe. cdlc project and accepts no respom1bNty or exerctses no control with regard to fabrca- Ibn, 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 Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the deslpt 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 assume compression chords II op or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords lit tension are not fully braced laterally by a property applied rigd ceWng, they should be braced at a maximum spacing of 10'-0' o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanlred steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall re new this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility, for such veri- Bcation. Any discrepancies are to be put in wet bug before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted gain. Members shall be cut for light fining 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 U4 plate is 5' wide x 4- long. A 6.8 plate is 6' wide x 8' long, Slots (holes) rim parallel to the plate length specined. Double cuts on web members shall meet at the centrokl of the webs unless otherwise shown. Connector plate slzes re nllnlmwn sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. 11uu truss is not to be fabricated with @e 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 & Bmcing", HIB-91. Trusses arc 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- luon and for resisting lateral form shag 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 loppflng and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the bstallntion of trusses. Professional advice shall be sought If needed. Concentratlon of construction (reds greater than the design loads shall not be applied to true— at any time. No laid. other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I. completed. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 4-3-15 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: G 1 QTY:5 ==-===========Joint .__ = -- Locations------_---- -------- 1) 0- 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 4- 0 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 3-10-3 Attach with (3) 10d Toe -Nail•$ Attach with (2) 10d Tofu -Nails 7-0-0 4 3 281# 8.00" 151N 2.50" 1-1-9 1 ]_Q_Q 8211 A.50" B e (R1 1 ]) C/L: 6110-12 EXCEPT AS SHOWN PLATES ARE TI-20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.4854 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDO.FL32766 Doti Afmr,r A,...Ivr., YYAKNINIi: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing B not erection hmeing, wind hmeing, purnl bracing or similar bmcng 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 speetiled luouons detennmed by the budding designer. Additional bmcIng of the overall structure may be raluimd. Ism HIB-91 of TPI). rrnrss Plate Institute. TPI. is located at 583 D'Onofdo Drove. Madison. Wisconsin 53719). Eng. Job:SLINIV Dwvg: Truss ID: G1 Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psr DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.011 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf v•nA no n,)_ 111enn A 1/CS.' 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. 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 infomiatlon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this lnfomnatton as It may relate to a spe- el is project and accepts no responsibility or —raises no control with regard to labrca- lion. handling, shipment and Installation of trusses. This truss has been designed is 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 englt—ri. %Vhen 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 applled loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are mnitnu- ously braced by sheathing unless otherwise specified. Where bottom chords lit tension are not fully bmced latemlly by a property applied rigid ceding. they should be braced at a maxlnurn spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verity that this drawing is to cordomtance with the fabrlealofs plans and to realize a continuing responsibility for such ved. fimtlon. Any discrepancies are to be put In writing before tutting or fabrication. plates shall not be installed over knotholes, knots or distorted gram. Members shall he cut for tight fitting wood to wool hearing. Can. hector plates shall be located on both faces of the truss with ,.its fully hntedded and shall be syrrn. about the Joint unless otherwise shown. A 5x4 plate Is 5" wide x 4" long. A 6.x8 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 ccotrold of the wells 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 less otherwise shown. For additional hhformatlounn on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are In be followed in aecordance with "Handling Instilling A Bracing". 11I13-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid dannage. Temporary and permanent bracing for holding louses In a straight and plumb pos. Ilion and for resisting lateral fomes shall be designed and installed by others. Careful hand- dng 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 donnlnomg. The supervision of erection of trusses shall be under the control of persons experienced In the instalWtlon of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design lords shall not be applied to trusses at any time. No lands other than the weight of the erectors shall be applied to trusses until after all fastening and bmctng Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125rdph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-44-3 _JL WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be (narked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 TI: H 9TY:4 ==============Joint Locations=============== 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 11 1 2 0 2-10-15 1-1 M 1 5-1-R Ilk 4 3 219k 3.50" 110N 2.50" 1 1-9 5-1-8 61N 2 50" -04 EXCEPT AS SHO%N'N PLATES ARE TL20 GA 'TESTED PER ANSI/TPI 1-1995 Over 3 Supports �Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK LMOVIEDOXI-32766 Attach with (4) 10d Toe -Nails Attach N7th (1) 10d Toe -Nails scale = 0.6197 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: U I A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: Truss ID: H CONTRACTOR. Dsgnr: TLY Clfk: Date: 6-18-02 BRACING WARNING: TC Live 16.0 psr DurFaC - Lbr: 1.25 Bracing shown on thin drawing is not erection bracing, wind bm c(ng. portal bracing or st nWr bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which Is a pan of the budding design and which mist be considered by the building designer. Bracing shove Is for Lateral support of truss members only to reduce buckling length. provisions must be BC Live 0.0 psr O.C. Spacing: 24.Orn p aelg• made to anchor lateral bmcingat ends and specified locntlons determined by the building designer. Additional bracing of the overall structure may be retlulred. (See IHB-91 of TPI). BC Dead 10.0 psr Design Criteria: TPI rrnnss Plate Institute. TPI, Is located at 583 D'Onofrio Drive, Madison. K'Isconstrh 53719). Code Dese: FfA TOTAL 33.0 psf V:06.02.02- 13810- A �., a..rbr_b A. oauL x1111auiviv HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the client. The designer disclaims any resp—lbWty for damages as a result of faulty or incorecl Information. specificationsnd/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- cBlc project and accepts no responsibWty or exerctses no control with regard to labrica- llon, 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 pan of the building design by a Building Designer (registered architect or professional engin-1. When reviewed far approval by the building designer. the dw eign loadings shown must be checked to be sum that the data shown are In agreement with the local budding axles. local climatic records for wind or snow lands. Project speclfiotions or special applied loads. Unless shown, truss has not been designer] 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 tenslon are not fully braced laterally by a properly applied rtod ceding. they should be braced at a maximum spacing of 10'4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahard-d steel meeting ASTM A 653. Grade 40. unless otherwise shower. FABRICATION NOTES Prior to fabrication. Lite fabricator shall review drawingthis duing to verify that thL drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such ven- finllon. Any discrepancies are to be put in writing Ware cutting or fabrication. Plates shall not be installer( over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood tearing. Con- nector plates shall be located on both faces of the truss with nabs fully Imbedded and shall be sym. about the joint units otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6.x8 plate Is 6- wide x 8- long. slats (holes) run parallel to the plate length specified. Double cuts on web members shall meet at Lite centrold of the webs unless otherwise shown. Connector plate sizes art minlinun sizes based on the forces shown and may need to be Increased for certain hand- Iing 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 an to be followed in accordance with -Handling Instailbng & 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- Won and for resisting lateral force 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 _penenced IF, the installation of musses. Professional advice shall be sought If needed. Concentratlon of construction loads greater than the design loads shall not be applied to t..-- at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing ti completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-4-3 1 on Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 TI: H 1 QTY:4 ==============Joint Locations=============== 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 1 2 6.00 2-10-15 $-1-8 Ilk 4 3 219# 8.00" 110N 2.50" 1-1-9 I 61# C/L:J50" -04 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Over 3 Suplxtrts YYAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Clik: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SAN FORD. FL 32771 Draeing show„ on this drawing is not erection bracing. wind bracing. portal bracing or'trill., bracing which is a part of the building design and which must be considered by the building deslgner. Bracing TC Dead 7.0 psf (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 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 rerinired. (see ItiH-91 orT'fi. BC Dead 10.0 f ps LICENSE #005W68 (Truss Plate Institute, TPI, is located at 583 60nofrlo Drive. Madison. Wisconsin 53719). 1890 GREENBROOK CT.0VIED0.1192766 TOTAL 33.0 psf Attach with (4) LOd Toe -Nails Attach %vilh (1) 10d Toe -Nails scale = 0.6197 Truss ID: H 1 Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA •...• a,.arra.r vvoJtruarriiijumv HCS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on infonnatlon provided by the client. The designer disclabns any responsibility for damages as a result of faulty or incorrect Information. speelflcttlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of is thinformation as It may relate to a spe- edic project and accepts no responsibility or exereises no control with regard to fabrien. 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). lt•hen 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, Inca) 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 conli u- ousN braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly apphcd rind ceding, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gah-ruw d steel meeting ASfMt 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 ea11ze a continuing responsibility for such verl- Bcallon. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Miendaers shah he cut for tight fitting wood to wood tearing. Can. nectar 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 Rx8 pate Is G wide x B- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shah meet at the centrold of the webs unless otherwise shown. Connector plate size are minbnum sizn 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 baformaI.on 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 pas - Ilion and for resisting lateral form 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 dorntmung. The supenislon of erection of trusses shall be under the control of persons esperienced In the Installation of trusses. Professional advice shah be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125rrph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-11 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 EXCEPT AS SHOWN PLATES ARE '11L20 GA TESTED TI: I QTY:4 =-============Joint Locations=============== 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 I 2 �6 00 3-1-8 4 31 154# 3.50" 67# 2.50" hie 3 18 37# 2 0" PER ANSI/TPI 1-1995 Over 3 Supports C/L:-0-4 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: UNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dvi'g: Truss ID: I CONTRACTOR. BRACING WARNING: Dsgnr: TLY I Chk: Date: 6-18-02 4005 MARON DA WAY TIC Live 16.0 psf DurFac - Lbr: 1.25 SAN FORD, H.. 32771 Braebng shown on this drawing is not creellon bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a par 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 Icngth. Pmvislons must be 13C Live 0.0 psf n O.C. Spacing: 24.0 TOMAS PONCE P.E. made to anchor lateral bracing at ends and sp-tfied locations determined by the building designer. Addlumnal bracing of the overall structure may be rcqubee ed. (SHIB-91 mf i'Ph. QC Dead d 10o psr Design Criteria: TPI LICENSE: #0050068 flluss Plate Institute. TPI, is located at 583 D'Onofro Drive, Madison. Wisconsin 53719). 1 Code Desc: FLA 1890 GREENBROOK cr.0v1ED0.F1-32766 TOTAL 33.0 psf V:06.02.02- 13812- 4 •••a••• ^•W•• ••••••��•, ,moo rnnrr t,:nrno-r.vnvVnJUL7nIYll1JWYIY 11CS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. 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 fumished to the truss designer by the event and the correctness or accuracy Of this Womnatlon as It may relate to a spe. etfic project and accepts no responsibility or exercises no control with regard to fabnca- llon. 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 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 Lite data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project speclfltatlons or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assurnes 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 dod telling. they should be braced at a maximum spacing of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped gal centred steel meeting ASf11 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES fMor to fabranfabricator Lion. the fabritor shall review this drawing to verify that this drawing is In conformance with the fabricator's plane and to malim a continuing responsibility for such ven- ficaUon. Any discrepancies are to be put in writing before cutting or fabneatlon. plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Unbedded and shall In sym. about the joke unless otherwise shown. A 5x4 plate is 5" wide x 4- long. A 6x8 plate is 6- wide x 8- long. slots (holes) con parallel to the plate length specified. Double cuts on web mnnbem shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the lorces shown and may need to he Increased for certain hand- ling and/or erection stresses. Tills truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Contrul 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 arc to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding tmsses In a straight and plumb pos- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is ah.aya required. Normal prenuuonary action for trusses mqulres such temporary bracing during installation between trusses to avoid Wig and dominoing. The supervision of erection of )ruses shall Ire under the control of persons experienced In the Installation of trusses. Professional advice shall be. sought If needed. Concentration of rnnstmction loads greater than the design loads shall not be applied to t--- at any time. No Inds other than the .night of the erectors shall be applied to Incises until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-11 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 TI: 11 QTY:4 ==============Joint Locations=============== 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loot Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 4- 0 154 Ill -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3-1-8 1 2 6.00 3-1-8 4 3 L 1154N 8.00" 37# 2n.50" 1-1-9 0.e 3-1-8 (RI-1-7) C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0l1EO0.FL32766 Design: ,Norris Analysis 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 bracing, wind bracing. penal bracing or similar bracing which is a part of the building design and which must be considered by the building deslgmr. Bracing shown is for Lateral support of Imss members unto• to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified loatlons determined by the building designer. Addlllonal bracing of the overall structure may be required Is- HIB-91 of TPII. dross Plate Instilhne, TPI, is located at 583 D'Onufrio Drive, Madison. Wisconsin .53719). JOB P.17N: C.ITF.E-LOR1JOBSI/25AfP11ISUV1V Eng. Job: Dwg: Dsgfir: TLY Clik: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Attach with (3) l0d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: 11 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an individual building component and has lien based on hdor cation provided by the client. The designer disclains any 'es for damages as a result of faulty or Incorrect information, specifications and dsikms fumished to the truss designer by the client and the co —tress or accuracy of this information as It may relate to a spe. cific project and accepts no responsibility or exemises no control with regard to fabrim. lion, handling• shipment and installation of ttvsss. This truss has been designed as an IndMdual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engincerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are is agreement with the local building codes. local climatic records for wind or snow triads. 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 maxmaum spacing of 10'-0- o.e. Connector plats sha8 be manufactured from 20 gauge hot dipped galvanized steel meeting ASrrt 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- flcatlon. 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 beating. Con. nector plates shall be located on both faces of the I— with nalls fully Imbedded and shall to 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 pam8el 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 nilnlmaun sus based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This tmss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on (duality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handling InsliWng & E"""K'. HIB-91. Trusses am to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Terporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting Lateral forces shall be designed and mstatied by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bmcing during Install lion between truss- to avoid toppling and dominoing. The supervislon of erection of truss- shall be under the control of persons -per en-c! In the installation of trusses. Professional advice shall be sought If needed. Concentration of conslructlon loads greater than the design 1-ds shall not be applied to trusses at any time. No lads other than the weight of the erectors shall be applied to trusses until after all fastening and bmctng is congrlaed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125niph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 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 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J QTY:4 ==============Joint Locations=============== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL I-1-8 11 1 2 6.00 0-10-15 1-1-8 4 3 89N 3.50" 25# 2.50" 1-1-9 1rI (RI-1-7) °1-1-8 C/L: t- -4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK GT.0VIEDO.FI-32766 YVAKNIN(i: 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 bmcing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for Lateral suppnrt of I— members only to lettuce buckling length. I}avt Ions must he made to anchor Lateral bracing at ends and specified 1—lions determined by the building designer. Additional bracing of the overall stiveture may be rcqutred. ISee I IIB-91 of TPI). rrmss Plate Institute. TPI. Ls located at 583 D'Onofdo Drive. Madison. Wisconsin 53719). Attach with (1) 10d Toe -Nails Attach lvith (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TIC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 1.5123 Truss ID: J Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ...., v..,cr.r.vnuvnuu.rnrrnl3Unry HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV 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 responsibility for damages is a result of faulty or Incorrect Inforinatlon, specifications and/or designs fumNind to the truss designer by the cl ent 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. Tints 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 lads. Unless shown, truss has not been designed for storage or occupancy lads. The design assumes compression chords (top or bottom) are mnUnu- 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. Cmde 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 arc 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 filling wood to wood hearing. Con- 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 6x8 plate is B" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall neat at the centrold of the weln unless otherwise shown. Connector plate sizes are mmlnmm sizes based on the forces shown and may need to In 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 In followed In accordance with "Handling Installing R 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 truss In a straight and plumb pos- ition and for resisting late,[ 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 erecllon of trusses shall be under the control of persons experiene"I In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction lads greater than the design lads shall not be applied to trusses at any time. No lads other than the weight of the erectors shall be applied to trusses until after all faslening a nd bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on Multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX 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 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 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 -9 0.03 4- 3 -2 0.02 TI: J 1 9TY:4 =======-======Joint Locations=============== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 4- 0 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# 1-1-8 1 2 0 0-10-15 4 3 89# 8.00" 25# 2.50" 1-1-9 1-1-8 _ 13# 2." Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails I (RI-1-7) C/-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports O scale = 1.5123 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: I Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: J1 CONTRACTOR. BRACING WARNING: Dsgfu-: TLY Chk: Date: 6-18-02 4005 MARON DA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. portal bmcing or similar bracing which Is a part of the building design and which must be considered by the budding designer. Bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for Lateral support of truss members only to reduce hackling length. Provisions must in BC Live 0.0 psf l ae O.C.Spacing: 24.On p g• TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detemrhned by the building designer. Additional bracing of the overall structure may he required. IS" HIB-91 ofTPU. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 (truss Plate Institute. TPI, is located at 583 n•onofrio Dn", Madison, Wisconsin 53719). Code Dese: FLA 1890 GREENBROOk LMOVIEWS1.327W TOTAL 33.0 psf V:06.02.02- 13815- 5 - •s•• ••• • • ,w,n„ ivo rnrr: L:Htc-LVAuvuxHvnfrffuunfr NCS: 06.02.02 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 Ior damages as a result of faulty or incorrect Information. specifle"tions and/or designs furnished to the truss designer by the client and the c-cemess or accuracy of this Information as It may relate to a spe- clflc project and accepts no responsibility or e "cs no control with regard to fabncm- tlon. handling. shipment and Installation of trusses. This truss has been designed as an Individual building corponent 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). N4mn 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 clWtalic records for whmd or snow loads. project italic or special applied loads. Unless shown, truss has riot b-n designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arr. not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-O' o.c. Connector plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting ASrM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. lire fabricator shall review this drawing to verify that this drawing is in conformance with the fabnotor's plans and to realize a continuing-poturibillly for such veri- flcalion. Any discrepancies are to be put in writing before cutting or fabrication. PL tes shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight filling wood to wood hearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be $)In. about the joint unless otherwise shown. A Sx4 plate is 5- wade 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 sties based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This irss is not to be fabricated with fire retardant treated mess lumber unlotherwise shown. For additional Information on (duality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing ✓4 Bracing". HIB-91. Trusses are to be handled with particular pre during banding and bundling, delivery and Installation to avoid damage. Temporary and pxrnanent bracing for holding trusses in a straight and plumb pos. Ilion and for reslstmg lateral forces shall be designed and Installed by others. Careful hand- ling la essential and electbn bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and don Wiring. The supervision of erection of trusses shall be under the control of pers0ns experienced In the mstallatlon of cusses. professional advice shall be sought 0 needed. Concenlratlan "( rnnstrvcllun 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 I, completed. JB: SUNBURY I AC: TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Irrpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 T 4-3-15 0-4-3 WO: SUNIV WE: MULTIPLE LOADS -- This design is the cornposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 674# Support 2 674# ..TC... FORCE ... CSI 1- 2 -2600 0.28 2- 3 -2522 0.42 3- 4 -2385 0.68 4- 5 -2522 0.42 5- 6 -2600 0.28 ..BC ... FORCE ... CSI 11-10 2280 0.40 10- 9 2257 0.39 9- 8 2257 0.39 8- 7 2280 0.40 TI: K QTYA ==============Joint Locations=============== 1) 0- 0- 0 5) 17- 0-12 9) 10- 6- 0 2) 3-11- 4 6) 21- 0- 0 10) 7- 0- 0 3) 7- 0- 0 7) 21- 0- 0 11) 0- 0- 0 4) 14- 0- 0 8) 14- 0- 0 ------------ TOTAL DESIGN LOADS ------------- Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 14- 0- 0 TC Vert L+D -46 14- 0- 0 -46 22- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 14- 0- 0 BC Vert L+D -20 14- 0- 0 -20 21- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 14- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1446 0 -674 BOT PIN 20- 8- 0 1446 0 -674 BOT H-ROLL Ilk 7-0-0 7-0-0 11 7-0-0 1 2 5 6 0 5X10 5\10 6.00 F9 F9 21-0-0 11 II 10 9 8 7 1447# 8.00" 14471/ 8 00" 3-10-3 0-41y-3 Y I- T- 1-1 99 21-0-0 430N 430k EXCEPT AS S11011rN PLATES ARE TL20 GA TESTED 1 R ANSI/Till 1-1995 scale = 0.2880 IF WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: UNI Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or smmdar bracing TC Dead 7.0 psr DurFae - Plt: 1.25 (407) 32 1 -0064 Fax (407) 321-3913 which Is a fart of the building design and which must be considered by the building designer. Bracing shown is for Lateral support of less members onh• to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bracing at ends and specWed locations determined by the building designer. Additional bracing of the overall structure may be required. (see flln-91 of TPd. BC Dead 10.0 sf p- Design Criteria: TPI LICENSE #0050068 fuss Plate Institute, TPI. Is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Dese: FLA 1890 CREENBRUOK Cr.0V1ED0.FL32766 I ITOTAL 33.0 psr V:06.02.02- 13817- 5 --4;- n.w,u n,"w/nu Jun r'A1rr: C:Iltt-LUAUUU01/Ud1YHOUNIp HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: L 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 respil-Ibdity for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the ehent and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exereises no control with regard to abrim- Lion, handling, shipment and Installation of trusses. This Iruss has been designed as an ndiidual 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 engtncerl• 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 sprcilications or special applied loads. Unless shown, truss has not Ixen designed for storage or occupancy Inds. The design assumes compression chords (lop or bottom) are contau- ousiy braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ccWng. they should be braced at a nn cKtmutn spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASITI 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 cuttformance with the fabricators plans and to realize a continuing responslbWly for such verl- flcallon. 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 light fitting wood to wood bearing. Con- nector plrles shall be lomled on both faces of the truss with nalls fully Inbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6.s8 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 -uroid 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 I-1995 PRECAUTIONARY NOTES AO bracing and erection reconunendatlons are to be followed In accordance with "Handling I nstaWng R 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- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling b essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Instillation between trusses to avoid toppling and dommomg. The sup-tslon of erection of trusses shall be under the control of persons esped need In the installation of trusses. Professional advice shall be sought If needed. Concenlmtian of consimcllon loads greater than the design Inds shall not be applied to trusses at any thne. No loads other than lire 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 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 565# Support 2 597# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D=-0.03" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W= 21.0 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 -1107 0.35 10- 9 952 0.39 2- 3 -896 0.26 9- 8 756 0.29 3- 4 -757 0.19 8- 7 952 0.40 4- 5 -893 0.27 5- 6 -1107 0.38 ==============Joint Locations=============== 1) 0- 0- 0 5) 16- 2-12 9) 9- 0- 0 2) 4- 9- 4 6) 21- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 21- 0- 0 4) 12- 0- 0 8) 12- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 744 60 -565 BOT PIN 20- 8- 0 744 0 -597 BOT H-ROLL 9-0-0 L 3-0-0 L 9-0-0 1 2 5 0 aX8 4X6 6.00 a-10-3 04-3 21-0-0 10 9 8 745# 8.00" 7as# 8.00nr 11 1 99 � 21-0-0 �e 1-1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2880 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: UNI (!!aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dtt'g: Truss ID: L CONTRACTOR. BRACING WARNING: Dsgitr: TLY CU: Date: 6-18-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 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 IN the building designer. Bracing TC Deaf) 7.0 psr DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shownis for lateral support of Iniss memonly bers onto reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of tine overall structureee may be required. ISHIB-91 of 7T0. . BC Dead 10o Psr Design Criteria: TPI LICFNSL #0050068 rfnuss Plate Institute. TPI, Is haled at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Dese: FLA 1890 GREENBRGnK C17.0VIEDOYLa2766 -TOTAL 1 AL 33.0 psf V:06.02.02- 13818- 5 �.�� rrr..r. �.ncr-r.vn uvnuucmrrnuvn'rr HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design Is for an Individual building component and has been based on Infomation provided by the client. The designer dtsclahrrs any resm ponsibibly for daages as a result of faulty or mcorcct Information. specifications and/or designs fumtshed to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- clBe project and accepts no reaponslbWty or exerelses no control with regard to tabrica. lion, handling, shipment and Installation of trusses. This tress 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 Budding Designer (registered architect or professional engmeerl. When reviewed for approval by the building designer. the design loadings shown must be checked to he sure that the data shown are In agreement with the local building codes. local clknallc records for wind or snow loads. project specifications or special applied loads. Unless shown. tnss has not been designed for storage or occupancy Inds. The design assumes compression chords itop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully- bracer) laterally by a properly applied rigid telling. they should be braced at a maximum spacing of 10'-0- o.c. Connector pslp shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASPM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing lu verfy that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such —1- fication. Any discrepancles arc 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 filling wood to wwhtl tearing. Con- nector plates shall be located on both faces of the truss with nabs 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 p,rallel to the plate length specified. Double cuts on web members shall meet at the centmld of the webs unless otherwise shown. Connector plate stzes are mininuun sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stressce. This I.— Is not to be fabricated with fire retardant treated lumber unless olhervAse shown. For additional Information on Quality Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconmtendatlons arc tI be followed in accordance with 'Handling IrstaUmg A Bmcmg'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and pemhanent brocmg 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 brocmg Isalwaysrequired. Normal precautionary action for trusses requires such temporary bmcing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of I.— 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 tntsses at any tbne. 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 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 549# Support 2 581# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 6-0-15 0-4-3 11-1-1-9 (R1-1-7) I 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. 17L. 32771 (407) 321-0064 Fax (407)321.3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBHOOK Cr.0I1E1)0.FL327G9 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 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 -1083 0.37 8- 7 927 0.50 2- 3 -827 0.27 7- 6 927 0.50 3- 4 -827 0.27 4- 5 -1083 0.40 TI: M 9TY:5 ========-=====Joint Locations=============== 1) 0- 0- 0 4) 15- 5-12 7) 10- 6- 0 2) 5- 6- 4 5) 21- 0- 0 8) 0- 0- 0 3) 10- 6- 0 6) 21- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 745 60 -549 BOT PIN 20- 8- 0 745 0 -581 BOT H-ROLL 10-6-0 10-6-Ilk 0 1 2 4 5 Q 4S6 6.00 5-7-3 0-4-3 M F9 21-0-0 Ilk 8 7 6 745# 8.00" 745# 8.00" scale = 0.2880 WAKNIN(j: READ ALL NOTES ON THIS SHEET. Eng..Job: WO: SUNIV A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: M CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or sbnaar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of toss members only to reduce buckling length. Provisions must be BC Live 0.0 pcf O.C. Spacing: 24.0n made to anchor lateral brachng at ends and specified I-allons dclenumed by the budding designer. Additional bracing of the overall structure may be required. (See 111H-91 of TPI) 11C Dead 100 f .i Design Criteria: TPI rrmss Plate to Institute. TPI, is located at 583 D'Onofrin Drive. Madison. Wisconsin 53719). ,.1 Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13819- 5 _-A; r,— nrrapou Jun rlrfl: L:ut_h_--LVA UVHJII L)SlYl11JUA'/V 11CS: 06.02.02 JB: SUNBURY I AC: WO: SUNIV WE: TI: P 9TY- DESIGN INFORMATION This design I for an individual bulldbig component and has been based on Information pnnided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnisher! to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- ckle protect and accepts no respomibiBly or exercises no control with regard to labrici- Bbn, handling, shipment and Installation of trusses. This truss has been designed as an IndMdual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as par of the building design by a Building Designer (registered arefillmt or professlonal engineer!. When rrAmed for approval by the building designer, the design loadings shown must be checked to be sure that the data shoo-n re In agreement with the local building codes, lord climatic records far wind or snow loads, protect specifications ar special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are mnllnu- ously braced by sheathing unless othnwtse specified. Where holtom chords In tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxmmm spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahant-d steel meeting AS7T1 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verify that this dmwing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- tirallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. NfimZrs shall be cut for tight fitting wool 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 5.4 plate 1 5- wide x 4- long. A 6c8 plate Is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet al the centraid of the webxs unless otherwise shown. Connector plate slur are minimum sizes biased on the forces stows and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated wflh fire retardant treated hunter unless otherwise showrn. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erection recom it endallons are to be.lo8owed in accordance u1th "HandlingInstalling A Bracing'. HIB-91. Tnrsses arc to be handled with particular care during handing and bundling, delhery 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 - Wig is essential and erection bracing is always required. Nonni precautionary action for trusses requires such temporary bracing during installation between tenses to avoid toppling and dombwing. The supervision of erection of trusses shall be under the control of prnons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction Inds greater than the design loads shall not be applied to trusses at any ibne. No loads other than the weight of the erectors shall be applied to trusses until after all fastcning and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 [): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTION!!! Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximifm reactions and proper 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= 0.01" RMB - 1.15 1X4 continuous lateral bracing attached with 2- l0d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 31.0 ft W= 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 4-1-8 1 2 13X61 7 T3-1-3 SX14 2X4 2X4 1_ _7 3X4 1 I-2-3 8-1-0 8X14 ==___ ==Joint Locations====—===__ 1) 0- 0 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# 0-74 3-6-4 il 65 4 3 1518# 1.5.00" 144# 1.50" 9 1-19--� 4-1-8 GABLE STUD PLATES (0) 2X4 (R1I EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1878 �— WARNING: READ ALL NOTES ON THIS SHEET. Eq. Job: WO: SLINIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: P CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clfk: Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracbng 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 pari of the bu8ding design and which must be considered by the building designer. Bmcfng shown Is for lateral truss buckling BC Live 0.0 sr n O.C. Spacing: 24.0 (407) 321-000r1 Fax (407) 321-3913 TOMAS PONCE P.E. support of members on to reduce length. Provisions inust be made to anchor lateral bracing al ends and be re locations ( determined the building des er. pbr g ty g g designer. Addltlonol Lacing of the m•ea8 structure may be required. (See f11B-91 0( TY11. BC Dead p 10.0 )sr [ Design Criteria: TPI g LICENSE #0050068 IT— Plate Institute TPI. is looted at 583 D'Onafrio Drive. Madison. Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK Cr.0VIED0,FL327G6 I TOTAL 33.0 psf V:06.02.02- 13820- 5 Design: Afmrir Analysis JOB PATH: CATEE-L0AV0BSIl25hfPllISUN7V HCS. 06.02.02 JB: SUNBURY I AC: WO: SUNIV WE: DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims tiny responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs famished to the In— designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cine project and accepts no responsibility or eserelses no control with regard to fabrica- tion- landing. shipment and Installation of Incases. This truss has been designed as an IndtviduaI building component In accordance with ANSI/TPI 1-1995 and NDS-97 to 1. incorporated as part of the building design by a Building Designer !registered architect or pmfesslonal engmecd. When reviewed for appnnsl 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 code., local climatic records for wind or snow loads. pmjmt specifications or special applied loads. thdess shown, truss has not been designed for storage or occupancy funds. The design assumes compression chords hop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterat]y by a property applied rtgld 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 shun review this drawing to verify that this drawing Is In conformance with fire fabrcalofs plans and to realize a continuing responsibility for such vrri- fleation. Any discrepancies ore to be put in vetting before cutting or fabrication. Plates shall not be Installed over knotholes. tutors or distorted grain. Members shall be cut for tight ntting wind to wood hearing. Can. rector plates stint] 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 It 8" long, slots (holes) can parallel to the plate length speclflel. Double cuts on web embers shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes re raintmamn 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 Ix fabricated with fire rctamdarnt treated Iwnber unless otherwtse shown. For additional 1nlornatlan on (duality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc 1" be followed In accordance with "Handling Installing R Bracing", IIIB-91. Tr ssm are 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- Ilion and for resisting Lateral forces shall be designed and installed by others- Careful hand- t]ng is essential and eectan bracing Is always equlred. Normal precautionary action for trusses mqulres such temporary bracing during installation between trusses tin avoid toppling and dean n"tng. The supervision of erection of trusses shall be under the control of parsons experienced in the Installa0nn of trusses. ProfessbnaI advice shall be sought itneeded. Concentration of construcllon loads greater than the desigit loads shall not be applied to tosses at any tone. No loads other than the welght of the erectors shall be applied 1m trusses until after an fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 [): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) for lateral forces due to wind or seismic loads on buildings. CAUTION!!! Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maxim= reactions and proper 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= 0.01" RMB - 1.15 1X4 continuous lateral bracing attached with 2- l0d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 '1T" brace may be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least- 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 31.0 ft W= 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 TI: P QTYA ======_=======Joint Locations=============== 1) 0- 0- 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 284# 4-1-8 4-1-8 I ' 3 CONTINOUS �� -6 7l16` OSB SHEATHING 9Yd 'tYA &n1, -(2 0-7-12 NOTE: TRUSS SHIPPED TO FIELD IN TWO SEGMENTS. 1-0-7 ATTACII IN FIELD USING 7/16' OSB SHEATHING NAILED W/8d NAILS @4.0- O.C. AT ALL CONTACT SURFACES 0-74 _1 I ! f 0_7.4 j-- 6 5 4 324# 1.5.00" 3249 15.00" 8-3-0 119 CABLE STUD PLATES (0) 2X4 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1878 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W NIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"'g: Truss ID: P CONTRACTOR. BRACING WARNING: Dsglir: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 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 pan of the building design and which must be consldemd by the building designer. Bracing TC Dead 7.0 psf DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 shmwr is members only lateral support of truss ebonly to reduce buckling 1-91h. Provisions must be BC Live 0.0 psf O.C.Spacing: 24.Ori p TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations delernined by the building designer. Additional bracing of the overall structure may be required. ISee HIB-91 of TPII� BC Dead 10.0 Sf P Design Criteria: TPI LICENSE #0060068 rRuss Place Institute. TPI. is located at 583 D'Onofro Drive. Madison. Wisconsin 53719). Code Desc: FLA 16900REENBROON Cr.ONErw,FI-32766 TOTAL 33.0 psf V:06.02.02- 13820- 5 Design: Afmfic Andhsis JOB PATH: C:ITff-LOKUOBSI)25AfPHISUh')V HCS. 06.02.02 I I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: U 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-sponsibWty for damages as a mutt of faulty or Incorrect information. specl(Ications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this Infonuzllon as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica. tion, handling, shlpment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/'MI 1-1995 and NDS-97 to be Ineorpomtef as part of the building design by a Building Designer (registered architect or professional engneed. When reviewed for approval by the building desiger. the design loadings shown most be checked to be sure that the data shown are In agreement with the lord building codes. local climatic records for wind or snow loads. project speclflcallons or special applied loads. Unless shown, truss has not here designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conWm- oush• 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 a -tinum spacing of 10'-0' o.e. Connector plates shall he manufactured from 20 gauge hot dipper! galvanized steel meeting ASTAI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this rl . wing t, verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ved- llcallon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. hiennbers shall be cut for tight fitting wood to wood fearing. Con- nector plates shall be located on both faces of the I-- with nails fully bnbedded and shall be sym. about Ihejoint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run pamdcl to the plate length specified. Double cuts on web members shall meet at the centrold of the wehs unless otherwise shown. Connector plate sizes are minbnurn sizes based on the forces shown and may need to be increased for ecru do hand- ling and/or erection stresses. This truss L not to be fabricated with fire retardant treated lumber unless otherwise shown. For additl... I Inform. Lt...n 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- ling is essential and erection bracing L always required. Normal precautionary action for trusses requires such temporary bmcing during installation between trusses to avoid toppling and donminoing. The supervision of erection of trusses shall be under the control of persons e pertc iced in the installation of trusses. Profess;...] advice shall be sought U needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the w•dghi of the erectors shad be applied to trusses unld aflrr ad fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 764# Support 2 803# MAX LIVE LOAD DEFLECTION: L/999 L=-0.25" D=-0.26" T=-0.51" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.18" RMB = 1.15 7-3-15 0-4-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125rrph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 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 -3229 0.60 12-11 2925 0.70 2- 3 -2456 0.56 11-10 2925 0.68 3- 4 -2156 0.43 10- 9 2158 0.47 4- 5 -2455 0.56 9- 8 2925 0.68 5- 6 -3229 0.61 8- 7 2925 0.70 Locations============_== 1) 0- 0- 0 5) 23- 1- 1 9) 16-10- 8 2) 6-10-15 6) 30- 0- 0 10) 13- 1- 8 3) 13- 0- 0 7) 30- 0- 0 11) 6-10-15 4) 17- 0- 0 8) 23- 1- 1 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 77 -764 BOT PIN 29-10- 4 1041 0 -803 BOT H-ROLL 13-0-0 k 4-0-0 k 13-Ilk 0-0 1 2 5 6 6 00 SX6 5X6 - o 6-10-3 0-4-3 3.00J 1 3.00 0-3-8 P9038 P9 12-10-0 3-9-0 12-10-0 112 I1 10 8' I 1042# 3.50" 1042# 3.50" 1-1 -9 (RI-17)!e 30-0-0 1-1-9 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 01 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : SUNIV =Maroida Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Da'g: Truss ID: U CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SANFORD. 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 (407) 321-0064 Fax (407) 321-3913 which 1s . part of the budding design and which most be considered by the budding designer. ft acing shown is for lateral support of truss membersonly onto reduce buckling length. Provisions must be BC Live 0.0 psf O.C.$ oein 24.0" Spacing: TOMAS PONCE P.E. made to anchor lateral bracing at ends and specdled Incatlons determined by the budding designer. Additional bracing of the overall structure may be required. (SHIB-91 of TP ee l). BCC Dead 1U. S 0 P•f Design Criteria: TPI LICENSE #0050068 !muss Plate Institute. TPI. L located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK Cr.OVIEIb.FL37766 _ TOTAL 33.0 psf V:06.02.02- 13821- 5 .�r�.gn. nrruru .run rva JVtY 01111: L:1/tL-LUKVUIYJII25,ifl'HISUNIV 1/CS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Infomtallon provided by the client. The designer disclainns any responsibility for damages as a result of faulty or Incorrect information, speclOcaUons and/or designs furnished to the truss deslger 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 rcises no control with regard to fabrta- zon, handling. shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with A,VSI/TPI 1-1995 and NDS-97 to be Incorporated as fan of the building design by a Building Designer (registered architect or professional eno-d. When reviewed for approval by the building designer, the design ladings shown must be checked to to sure that the data shown are in agreement with the local building codes. local climatic rmorrls for wind or snow lads. project speclUntions or special applied I-ds. Unless shown, truss has not been designed for storage or occupancy lads. The design assumes compression chords (top or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceflng, they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A 653. Grade 40. unless olhemUe 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- Uatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. ptembers shall to cut for tight filling wood to wood bearing. Can- nector plate shall be located on both fans of the Uu- with nails fully hntedded and shall be sync. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate is G" wide x 8' long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the emtmld 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 ermtlon 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 A Bracing'. HIB-91. Trusses are 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- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing I% allays required. Normal precauUunary 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 controlers of pons experienccd 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 la ds 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 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 778# Support 2 818# MAX LIVE LOAD DEFLECTION: L/999 L=-0.26" D=-0.26" T=-0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.19" RMB = 1.15 6-3-15 0-4-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C4C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 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 -3245 0.57 13-12 2937 0.74 2- 3 -2719 0.54 12-11 2948 0.70 3- 4 -2413 0.43 11-10 2536 0.65 4- 5 -2412 0.43 10- 9 2947 0.70 5- 6 -2718 0.54 9- 8 2936 0.74 6- 7 -3244 0.60 TI: V QTY:1 ==============Joint Locations=============== 1) 0- 0- 0 6) 24- 1- 1 11) 11- 1- 8 2) 5-10-15 7) 30- 0- 0 12) 5-10-15 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 24- 1- 1 5) 19- 0- 0 10) 18-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 100 -778 BOT PIN 29-10- 4 1041 0 -818 BOT H-ROLL 11-0-0 8-0-0 11-0-0 l 2 4 6 7 SX6 3X4 5X6 0 540-3 0-4-3 3.00 1 1 -3.00 038 P9038 P9 Ili 10-10-0 7-9-0 10-10-0 12 I1 l0 9 1042N 3.50" 11-1-9-9 10421/ 3.50" �f (R1-1-7) I 30-0-0 �11 1-9 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TP1 1-1995 I (R1-1-7) scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: NI Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: V CONTRACTOR. BRACING WARNING: Usgnr: TLY Clik: Date: 6-18-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erecllon bracing. wind bracing. portal bracing or similar b-Ing which is a part of the building design and u•hIch most be considered by the building deslger. Bracing TC Dead 7.0 psf p DurFae - Pit: 1.25 (407) 321-000r3 Fax (407) 321-3913 shown Is for lateral support m of truss ernbers nnly to reduce buckling length. ProvUlons must be 13C Live o.0 psf O.C. Spacing: 24.0" P g: 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 .f loo PS Design Criteria: TPI LICENSF #0050068 Fruss Plate Institute. TPI. is located at 583 D'Onoldo Drive. Madison. Wisconsin 537 191. Code Dese: FLA 1890 GREENBROOK Cr.0x1EW.FL327GG I TOTAL 33.0 psf V:06.02.02- 13822- 5 ..,,.s... .......... nr , JVU roc!": 1,:lltt-l.VAUf/UJI/LSAIYIIIJUA'lV TICS: 06.02.02 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. speetficaUons and/or designs furnished to the truss designer by the client and the correctness or accuracv of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrim. Lion. 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 par of the building design by., Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to to sure that the data shown art in agreement with the loci 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 Iwds. 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 n properly applied rigid ceding. they should be braced at a maxlmum spacing of 10`0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS3TM A 653. Grade 40. unless otferwise 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 responsibillly for such vert- fic Linn. Any discrepancies are to be put in writing before cutting or fabrication. plate' shall not be tnstaLied over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood tearing. Con- nector plates shad be located on both faces of the truss with nails fully bnbedded and shall be sm. 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) nun parallel to the plate length specified. Double cuts on web members shall m¢t it the centrold of the webs unless otherwise shown. Connector plate sizes are minbnum 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 Ini onnaton on Quality Contml refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Insleding A BracmK. HIB-91. Truss 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_ Rion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ltng is essential and eectlon bracing is allays reclubed. Normal precautionary action for trusses requires such temporary bracing during Inst.,ILation between trusses to avoid toppLb and dommoing. The supervision of erection of t--- shall ire under the control of persons evpertenced m the Installation of truss'. Professional advice shad be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to truss' at any time. No loads other than the weight of the erectors shall he applied to trusses until alter all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 781# Support 2 819# MAX LIVE LOAD DEFLECTION: L/999 L=-0.30" D=-0.31" T=-0.60" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.38" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.19" RMB = 1.15 6.00 -i 5-3-15 0-4-3 WO: SUNIV WE; MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -3247 0.66 2- 3 -2946 0.54 3- 4 -3163 0.56 4- 5 -3163 0.56 5- 6 -2945 0.55 6- 7 -3246 0.68 ..BC ... FORCE ... CSI 12-11 2955 0.76 11-10 2629 0.59 10- 9 2629 0.59 9- 8 2955 0.76 5X6 2X4 9VA TI: W QTY:1 =====-========Joint Locations===========____ 1) 0- 0- 0 5) 21- 0- 0 9) 20-10- 8 2) 4-10-15 6) 25- 1- 1 10) 15- 0- 0 3) 9- 0- 0 7) 30- 0- 0 11) 9- 1- 8 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type' 0- 1-12 1042 92 -781 BOT PIN 29-10- 4 1042 0 -819 BOT H-ROLL 0 3.00 I -3.0 0-3 038 1 8-10-0 I1-9-0 8-10-0 1 11 10 I 1042N 3.50" 1-1-9 J 1042/! 3.50" (Rl-I-7) "I 1. 30-0-0 1-1-9 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (R17) scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: ; SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"•g: I Truss ID: W CONTRACTOR. Dsgur: TLY Chk: Date: 6-18-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SAN FORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing r which is a paof the building design and which due 7 C Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 n nsl 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" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations deterubned by (lie building designer. Additional bracing of thmec e overall structure rimy be required. (SIIIB-91 of TPd. BC Dead 10.0 psf Design Criteria: TPI g LICENSE #0050068 fl-russ ['Late Institute, TPI, is located at 583IMI- to Drive. Madison. Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK CT.0\1ED0.FL32766 TOTAL 33.0 psf V:06.02.02- 13825- 6 Design: Mafrir Armjysis JOB PATH: C:I7'EE-LOKVOBSIj35,tfPiliSU,%Yt' HCS: 05.01.02 DESIGN INFORMATION This design Is for an Individual building component and has been bused on Information I-Ided by the client. The designer dlsdaims 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 fabca• lion. 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 HuddIng 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 (lop or bottom) are conttnu- 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 ASfM 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 wrilmg before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Alembcrs shall be cut for tight ntt6rg wood to wood bearing. Con- nector plates shall be located on both faces of the buss with nails fully Imbedded and shall be syarl. about the joint unless otherwise shorn. A 5x4 plate is 5' wide x 4' long. A Gc8 plate is 6" wide x 8' long. SloLs (holes) run parallel to the plate length specified. Double cum on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and nay 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 trmformallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendatlons are to be followed In accordance with "HandlingInstaWng & 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 pi08- Illon and for resisting lateral forces shall be designed and installed by others. Careful hand. Hog 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 domkroing. The supervision of erection of inasses shall he 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 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. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2,4 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 766# Support 2 766# MAX LIVE LOAD DEFLECTION: L/707 at JOINT # 8 L=-0.50" Der-0.51" T=-1.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB = 1.00 WO: SUNIV WE: MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 2-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below Wind Case- ASCE 7-98, C&C, V= 125niph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 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 -6390 0.22 10- 9 5873 0.33 2- 3 -10679 0.51 9- 8 6405 0.54 3- 4 -10679 0.51 8- 7 6407 0.54 4- 5 -6391 0.22 7- 6 5874 0.33 2-PLYS REQUIRED TI: X QTY:2 =-==---=======Joint Locations=============== 1) 0- 0- 0 5) 30- 0- 0 9) 5- 3- 0 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 24- 9- 0 4) 25- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS --- --- -- -- - -- Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 5- 0- 0 TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 TC Vert L+D -46 25- 0- 0 -46 31- 1- 9 BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -195 5- 0- 0 BC Vert L+D -195 25- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1684 0 -766 BOT PIN 29-10- 4 1685 0 -766 BOT H-ROLL 5-0-0 20-0-0 5-0-0 I 3 5 6.00 3.00 I 8YI0 1OX10 Rain Q 13.00 T 04-3 2-10-3 j- 0-3 P9 1 4-11-8 19-6-0 k4-11-8 10 8 1 1685# 3.50" 1685# 3.50" 1-1-- 30-0-0 L 1-I-9 (R 11961/ 196N EXCEPT AS S110IN'N PLATES ARE . L20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: UN Imaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: X CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing slim on this drawing is not erecllon bracing. wind bracing. portal bracing or similar bracing which is n part of the building design and which must he considered by the building designer. Bracing TC Dead 7.0 psf DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss menders only to reduce buckling length. Provislons must be 11C Live 0.0 psf O.C.acing: 24.Orr p TOMAS PONCE P.E. manade to anchor Lateral bracing at ends and specified locations detennined by the building designer. Additional bracing of the overall structure may be required. (See HIH-91 of TP11. BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 frmss Plate Institute. TPI. is located at 583 D'Vnoldo Drive. Amdison. Wisconsin 537191. Code Dese: FLA 1890 GREENBROOK Cr.OVIEDO.FL32766 TOTAL 33.0 psf V:06.02.02- 13827- 6 �•••4••• ^• 1 J 11 -111: C:mlCC-LVAVVBJIlUA/Yf/IJUA'/l' 11CS: 06.02.02 DESIGN INFORMATION This design Is for an hiclMdual building cornponent 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 fundshed to the truss designer by the client and the mriceiness or accuracy of this informaton as It may relate to a spe. cific Project and accepts no responsibility or exercises no control with regard to fabrim. lion, 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, Building Designer (registered architect or professional englneerl. When reviewed for approval by the building designer, the design loadings shown most be checked to he sure that the data shown are m agreement with the local building codes, local climatic records for wind or snow loads, project specele"I" or speelal applied loads. Unless shown, truss has not been designed for storage or occuponcy loads. Tie design assumes compression chords (lop or bottom) are eontinu. ously braced by sheathing unless otherwise specified. Where bottom chords in lertslon are not fully braced laterally by a properly applied rigid ceWrtg, they should be braced at a masimum spacing of 10'-0- o,c. Connector plates shall be manufactured from 20 gauge hot dipped rplvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabricator shall review this drawing In verify that this drawing is In rnnfomtarim with the fabricators plats and to realize a continuing responsibility for such vert- ficalion. Any dscrepancies me to be put in willing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distouted groin. Members shall be cut for tight filling wood to wood tearing. Con. rector plates shall be located on both faces of the toss with malls 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. Slou (holes) nun parallel to the plate length specified. Double cols on web umbers shall meet at the centroid of the webs unless otherwise shown. Connector plate sires arc ndninum sizes based on the force shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with file 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 acconda im with 'Handling Installing S Bracutg-. HIB-91. Trusses art to be handled with particular care during banding and bundling, delivery and Installation to avoid darnage. Temporary and permanent bracing for holding Insscs 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 acUon for trusses requires such temporary bracing during Installation between louses to avoid toppling and do-Inoing. The supervision of erection of trusses sha11 be under the control of persons -pertenced In the Installation of trusses. Professional advice shall be sought 8 needed. Concentration of cortshuclion loads greater than the design loads shall not be applied to trusses at any time. No Inds other than line weight of the erectors shall be appllenl to anuses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 512# Support 2 266# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 226# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D= 0.00" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: To 0.09" RMB = 1.00 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- 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= 7.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI--SC... FORCE ... CSI 1- 2 -64 0.85 4- 3 -12 0.73 TI: Y 9TY:2 ==-===========Joint Locations=====____=_____ 1) 0- 0- 0 3) 7- 0-14 2) 7- 0-14 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To. TC Vert L+D 0 0- 0- 0 -56 7- 0-14 BC Vert L+D 0 0- 0- 0 -24 7- 0-14 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 94 226 -512 BOT PIN 6-11- 1 193 0 -266 BOT H-ROLL 7-0-14 1 2 4.24 0-3-15 1 Attach with (3) 10d Toe -Nails Attach with (3) 10d Toe -Nails 2•12 U-4-15 I 6-7-15 4 9511 4.95" 3 �I-6-2 193N 2.50" D iq 7-0-14 EXCEPT AS 5110WN PLA"1'ES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.6346 WARNING: READ ALL NOTES ON THIS SHEET. Eng. 3D6: W U IV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: Truss ID: Y CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 SAN FORD, FL. 32771 Bmcbng shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which 15 a part of the building design and which be TC Dead 7.0 psf DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 most considered by the budding designer. Bracing shown Is for Lateral support of truss members only to reduce buckling length. Ihovislons must be BC Live 0.0 psf n O.0 O.C. Spacing: 24.0 TOMAS PONCE P.E. madto anchor lateral Bmcmg at ends and specified locations determined by the building designer. Addie lonal bracing of the mera8 re maybe required. (See HIB-91 of TPII• BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 1890 rrruss Plate Institute, TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. ,. Code Dese: FLA GREENDROOK r-T.OVIEDOXI-32766 I TOTAL L 33.0 psf I V:06.02.02- 13831- 6 Design: Mmrit .4nalpsis JOB PATH: C:ITEE-LOKVORSI125A1PIlISUV1V 11CS: 06.02.02 - I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: Z QTY:11 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any rr-spouslbillty for damages as a result of faulty or Incorrect tri omratlon. spcc8lcattims and/or designs furnished to the taus designer by the client and the correctness or accuracy If this Information as it may relate to a spe- cdlc project and accepts no responsibility or rclses no control wiUr regard to fabriasa- tlnn, 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 prafesslonal engineer(. When reviewed for approval by the building designer, the design loadings shower must be checked to be sure that the data shown are In agreement with the local building codes. taut climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or mcupanry lords. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not idly 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 gat armed steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. Elie fabricator shall review this drawing to verify that this drawing Is In conformance with the fabncatur's plans and to realize a continuing rsponsibWly for such verl- flcrtlon. 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 word bearing. Con- nector plates shall be located on both faces of the truss with mills fully Imbedded and shall be sync. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate Is 6- w1de x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web embers 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 certabr hand. ling and/or erection stresses. This mass is not to be fabricated with fie retardant treated lumber unless otherwise shorn. For additional Wornatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations, are to be followed In accordance with -Handling InstaWng & Bmcing'. HIB-91. Trusses are to be handled with particular care during banding and bundling• delivery and uutailatlon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designred and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal preeauthmary 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 sha8 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 b completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 390# Support 2 274# Support 3 43# MAX LIVE LOAD DEFLECTION: L/684 at Mid -panel # 1 L=-0.09" D= 0.01" T=-0.08" MAX HORIZONTAL 'DOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-3-15 0-4-3 1 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, He: 21.0 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 Fact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -49 0.63 4- 3 -27 0.48 ========= =====Joint Locations=====_=====___= 1) 0-9-15 3) 5- 0- 0 2) 5- 0- 0 4) 0- 9-15 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4-10-12 107 141 -274 TOP PIN 0- 1-12 215 191 -390 BOT PIN 4-10-12 58 0 -43 BOT H-ROLL L 5-0-0 1 2, 3.00 I 0-3-8 4-8-8 Ilk 4 3 215# 3.50" 108# 2.50" `e 1-1-9 5-0-0 59# 2f50" f (R1-1-7) CIL: 4-10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNIN(a: READ ALL NOTES ON THIS SHEET. Eng. Job: (!jaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgar: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TIC Live 16.0 psf SAN FORD, FL. 32771 Bncing shown on this drawing is not erection bracing, wind bra¢ rig, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing TIC Dead 7.0 psf (407) 321-0063 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psr TOMAS PONCE P.E. made Ica anchor lateral bracing at ends and specified loc dons determined by the building designer. Additional bracing of the overall structure may be requbee cd. (SHIB-91 of TPI). BC Dead 10.0 psf LICENSE #0050068 rrruss Plate Institute. TPI. is located at 583 D'Onolrio Drive. MadLsnn. Wisconsin 53719). 1890 GREENBROOR CT.0NEDOYI-327(36 TOTAL 33.0 nsf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6314 Truss ID: Z Date: 6-18-02 DurFac - PIt: 1.25 O.C. Spacing: 24.01' Design Criteria: TPI Code Desc: FLA Design: Afarri.r Andysis JOB PATH: C.17E6--LOKUOB51125AfPIIISUNIV 11CS: 06.02.02 DESIGN INFORMATION This design b for an Individual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a ,suit of faulty ar meoreet locrmatlon, specifications and/or designs furnished to lilt truss designer by the client and the co-celness or accuracy Of this Information as It may relate to a spe- cifle project and accepts no responsibility or exemises no Control with regard to fabrica- tion, handling, shipment and Insuliation of trusses. This thus has been designed as an Individual building component In accordance with ANSIMI 1-1995 and NDS-97 to be Incorporated as Part of the building design by a Budding Designer (registered architect or pmfesslonal engincerl. When reviewed for approval by the budding designer, the design loadings shown must be chedted to be sure that the data shown arc In agreement with the loch budding codes. local ellnlatic records for word nr snow loads. P Ject specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. Tie design assuuns Compression chords (top or bottom) are conlhm- ously braced by sheathing unless othcrw-Ise 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'Ar o.e. Connector Plato shall be manufactured from 20 gauge Trot dipped galvanized steel meeting AS711 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabticallon, the fabricator shall review this drawing to vertfy, that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibUity, for snch veri. f(caliun. Any discrepancies are to be put in wrilhng before cutting or fabrimtlun. Plats slad not be Installed over knotimles. knots or distoned groin. hlemhers shall be cut for tight fitting wood to wood hearing. Con- nector plats shall be beatvl an both faces of the truss with nails fully Imbedded and shad 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 well members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sits are minimum sizes lased on lire forts shown and may need to be increased for certain hand- ling and/or erection stress-. This taus is not to be fabricated Mill f1m retardant treated lumber unless otherwise shown. For additional bdorrnntion on Quality Control refer to ANSI/T PI 1-1995 PRECAUTIONARY NOTES All bmeing and erection recommendations are to be followed In accordance with "llandling Installing & Bracing', 111D-91. Trusses are to be handled with particular care during banding and bundling, delivery and IoslaBatlon to avoid damage. Temporary and Permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forts shall be designed and Installed by others. Careful hand - dog Is essential and emelion bracing is always required. Normal precautionary action for tnus- requires such temporary bracing during Installatlon between Inissm to avoid toppling and dommaing. The supervision of erection of - tnuss stall be nder the control of p experienced in thuersons e Installation of busses. Profssla11a1 advice shad be sought if n— led. Concentration of constnicllon loads greater than the design loads shall not he applied to truss— "1 -try time. No loads other than the weight of the erectors shad be applied to tmsses until after all fastening and bracing Is completed. JB: SUNBURY I AC: 104 UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 163# Support 2 65# Support 3 6# 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 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the COffilpoThiseresult multiple loads. ssisdesigned to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -9 0.03 4- 3 -6 0.02 TI: Z 1 QTYA Locations=====--=-==---- 1) 0- 9- 5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 3.00 I 0-3-3 _P4 0-10-0 4 3 89# 3.5011 25N 2.501, 1-1-9 1rr EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/1'PI 1-1995 Ovcr 3 SuppDrls C/L. 1- -4 Maronda Systems 4005 MARONDA WAY SANFORD, I'L. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OvtEfxl. FL 32766 Design: Afmrir Analysis VV,KKIVING: 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 most be mnsidemd by the buildhng designer. Bracing shown is for lateral support of truss memhem only to reduce buckling length. Pt— ons most be made to anchor lateral bmcmg at ends and specified locailOns determined by the building designer. Additional bracing of the overall stricture may be required. (See HIB-91 of TPI). rrnss Plate Institute. TPI. is located at 583 D'Onofrio Drive. gfadison. Wtsconsin 537191. JOB PA771: C:ITFf.--LOKUOBST12.5AfP1113UN1V Attach with (1) 10d Toe -Nails 0-8-9 0-2-8 —�— Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Clik: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 psf scale = 1.5123 Truss ID: Z1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA arc. ru m ,n DESIGN INFORMATION This design is for on Indh•Wual budding component and till been based on information Provided by the client. The designer disclaims any responsiblllty for damages as a result of faulty or bicorrcct tnfoimallon. specifictlluns and/or designs furnished to tie Iruss designer by the ebe'A end the—ectness or accuracy of (tits Information as It may relate to a spe- cific pmJect and accepts no responsibility or exercises no control wllh regard to fabrics. Lion. handling. shipment and Installation of Imsses. This taus has been designed as an IndMdual budding component In accordance with ANSI/771 1-1995 and NDS-97 to be incorporated as I -It of it,. building design by a Build full Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design Imdlngs shown must be checked to be sure that the data shown are In agreement with the local budding cods. local climatic records for wind or snow loads. pmJect specifications or special applied bads. Unless shown. truss has not been designed for sl"rage or occupancy loads. The design asstunes compteasfon chords (top or bottom) ate continu- ously braced by sheathing unless otherwise specified. where bottom chords In tension are not fully braced laterally by a 1,-ply applied rigid cellng. they should be braced at a maximum spacing of 10'-0- O.C. Connector Plates shall be manufactured ltum 20 gauge hot dipped gal anlud 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 ve i- ficahan. Any dlscrepancis are to Ire put in writing before cutting or fabrication. Plato shall not be Installed over knotholes. knots or distorted grain. Members shad be cut for tight fiithig wood to wood bearing. Con- nector plats shall be located on both faces of the tniss 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) nm parallel to the plite length specified. Double cuts on web members shall meet at the centmid of the web. unless otherwise shown. Connector plate snr_s e ndnlmum saes based ou the forts shown and may need to be Increased for ertain hand- ling and/or cerection stresses. This truss is not to be fabricated with fie relaid rif bested lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/T'I 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are In be followed In accordance with-Ilandling InstaWng & Bracing-, IIIB-91. Trusss are to be handled with particular care during handing and bundling. dchvery and tnstailallon to avoid damage. Temporary and permanent bracing for holding truss In a straight and phunb poa- low, and for residing lateral forces shall be designed and Installed by others. CarefW hand- ling Is essential and erection bracing is alwa)" required. Normal precautionary action fur (messes requires such temporary bracing during Installation between trusses to avoid topphIng and dominoing. The supervision of erection of busses shall be under the control of persons experienced In the Insmllaibn o(Iruses. Professlnnal advice shad be sought if needed. concentration of constriction loads greater than the design loads shall not be applied to trusses at any time. No loods other than the weight of the erectors shall be applied to trusses until after all Iasi enmg and bracing Is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP 02 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTIO14: L/999 1.=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 2-4-11 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result Of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125rtgih, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 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 47 0.25 4- 3 17 0.19 TI: Z2 QTY:4 ==---- ==Joint Locations== _======a== 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To, TC Vert L+D -46 -1- 1- 9 -46 0-10-11 TC Vert L+D -82 0-10-11 -82 3- 1- 8 BC Vert L+D -20 0- 0- 0 -20 0-10-11 BC Vert L+D -38 0-10-11 -38 3- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 3- 0- 4 114 88 -176 TOP PIN 0- 1-12 198 119 -284 BOT PIN 3- 0- 4 65 0 -27 BOT H-ROLL - 3-1-8 1 2 F 6.00 1-2-7 0-8-8 I 3.00 I 0-3-8 2-10-0 4 3 199k 3.50" 65N 2 .50" I-1-9 3-1-8 EXCEPT AS S11pWN PLATES ARE TL20 GA 'TESTED PER ANSI/TPI 1-199� C/L: -0-4 � Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOF (.T.OVIEDOXI-32766 Design: Ararrir A=4-sis YYHKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: B—fug shown on this drawing is not erection bracing. wind bmcbrg. portal bracing or shnibr bracing which is apart of the building design and which must be considered by the bulMmg designer. shown is for lateral Bracing support of Ines members only In reduce buckling length. Provisions must be ca made to anchor lateral bracing at ends and specified lollous delemiined by the building designer. Additional bracing of the overall slruclure maybe requited. ISee HID-91 of TPII. muss Plate Institute. TPI, is located at 583 D'Onofno Drive. t l disori. Wisconsin 537191. JOB PATII: C.ITFE-1,ORUOBSI125AIPHISUNIV Eng. Job: DIVg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf 13C Live 0.0 psf 13C Deaf) 10.0 psf TOTAL 33.0 usr Attach with (3) 10d Toe -Nails Allach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: Z2 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA 11CS: (b.02.02 Master Fife #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds 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 SS 3/26/02 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 3/15/02 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 Created on 02/04/02 Page 1 of 2 NO RANDEN PAGE 29 SEE CHART FOR aA as �n u d ° d a' FASTENERS CAULK TOP.OF MULL— d 3/8"MIN. #10 X 3/4" TEK SCREW i I i WINDOW HEAD i WINDOW JAM 7/8" 5/8" lx3 MULLION (XFLA-26-1) Ix4 MULLION (XFLA-39) FLA— 4.5 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 5/8" 800 LB. MAX CAPACITY WINDOW .IAMB 7/8" 1x3 MULLION (XFLA-26-1) {/10 x 3/4" lx4 MULLION XFLA-39) a i �'' TEX SCREW i I I I WINDOW i CAULK BOTTOM - SILL OF MULL PRECASTED - - — ~ 3 "MIN. SILL 1 D p D D tD p � L—3/4,.MAx D p p SEE CHART FOR a D p D FASTENERS NOTES: a 1) ALL OR OA63MT UM EXTRUSIONS ARE ALLAY 6063 T6, 2) WHEN THERE IS ONE TAPCON (1/40- X 1-1�2-) CHARL.ES A. ' PA �N P,E, ON EACH ANGLE L.EG, THE TAPCON SHALL E a Z � >z o FL, REG. ENG.. ✓/ 40121 PLACED ON 11ULLION CLIP CENTERLINE. w'° ro Z DAM 3/21/02 3) CCONC DAYS. E OMPRESSIVE STRENGTH = 3,000 PSIAT 28 k e yG t3 p ti Chi ``y q �2 ��ti co co Op y N g W rq qw e y �` -• 0 '~ti Ona9ij. M rV ACTURER NAM: MASTEn mLE -% ImAmrsx PAGE 30 nul" : 1) All ALI OR 608 2) WHEN 1 ON EAC PLACEb 3) CONCRE AT 28 1 CHARLES FL RM. AATR CENT" MANMA _i v r� MASTER DW STLL SH HEAD DW SILL a 0 A iH HEAD g 0 y q E W Z) O �c�qU C NORANDEX PAGE 24- r44, x a E . )! ACT[JRE NAME.- (2) 810 x l-3/4 PH-SMS INTO 2 x II C OR 3/16"0 x 2-3/4" TAPCON THRU I BY BUCK( (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' Y11-SMS INT0.2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1 3/4' PH-SU.9 BUCK WITH I-t/2" MIN. E_____-._.... SEE ELEVATION FOR ANCHOR SPACING. I - (- WOOD BUCK STEM REW. ALL 0' PANELS k 60.0 D.P.. ONAL 3Y WOOD BUCK 8' m Na OF I No. OF, ANCHORS AHCHOR9 __. "0 45 80 B - 147.3/5' () 48 48 48 JB 24 IB a 8 98.5' 15Z.7b0' S7.a 67.5 24 a lIL37V a0' (3) 67.5 57.5 le e 76.5' 67.6 57.5 19 a 128' BO' (2.5) 58.7 88.6 68.7 00.8 26 10 a M825 201" 98 45 46 90 e 10 147.375' (4) 15 46 45 t5 24 18 10 IO 90.5' 52.750' 99' 4lLB 615 514 48.9 63.6 65.4 24 la 18 10 to 10 11:376" 128' 09' 54.5 aJ.6 20 10 . 13.825 (2. b) 84.6 6t.6 10 la Na J IN PARENTHt?SLg DIDICATFS :mac+ arrow... P ANEL ME Di FEET. SHIM AS REQUIRED . J� TYP. JAMB. SE( WOOD SHIM (SHOWN) OR MUDD TRACK AS REQUIRED 1 BY - BY (2) 3/16*0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: l SHIM AS REQUIRED., MAX SHIM STACK 1/4". 2; ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-T5• OR T6 WITH TYPICAL WALL THICKNESS OF - 0.62' . 3 USE HIGH QUAIITY CAULK BEHIND' WINDOW FLANGK a a 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. ^ 5) THE PRODUCTRESPONsS TOtB�Ty FOR SELECTION OF NORANDEX LA BUILDING COD ME RDLNANCES-ORANYBOTHER SAFETYS' HEADER AND SILL SECTION REQUIREMENTS ow�S S CON RA WITH THE ARCHITECT, TYP. 1 BY BUCK 7) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI AT 26 DAYS. 1/4" SHIM -. r MAX w // .� n x X If PAN% PANEL (28Y2)_T rat. zmAIm" 1 t ,GUPERED CLASS I SLIDDIG GLASS DOOR ^y ; RATIVE ANALYSIS CHART No. OP IOH T DESIGN WAD ANCHORS No: OF ANCHORS 1� SION3 CAPACITY -PS? a Niff POSMVE NEGA �U FRAAMME rqy' 88.7 j 99.4 30 88.7 a 69.4 Z4 (4) Ba.7 69.4 I8 a 08.7 7t 24 Bo' a7. a O V !,.. 88.7 818 IB (3) 6A7 819 le B 6 h r1 0 (� 00' fi0.7. 70.3 20 (2.6) 88.7 a 4 A 7a.3 is 00 B (� co 30 an 80 24 10 C, E, Vl� j (•) 60 80 18 •65.3 86.3 l0 10 '+ rQ to 30 24 9a' _3 10 (3) K 68.7 73B IB t0 9B' 65.0 65.9 20 (-5) 6e.7 05.2 l0 to Ip 0 V 'y (2) 3 '15-0 x 2-3/4" y k TAPCON OR MLAMI DADE APPROVED CONC. FASTENERS. SEE ELEVATION FOR u cy Cl ANCHOR SPACING. 64 - a tocv Q; cu a ;:, . •' coca a uw �I .�� Jl /% A i X X X X PANEL PANEL PANEL PANEL O Ol d: am u /01 w c4c4 k 3 (4BY2) Tmut. nxvLT 1N C e " C ti NORANDEX PAGE 23 (2).#10 x 1-3/4' PH—SMS INTO 2 BY BUCK OR 3/16'0 x 2-3/4' TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4' MIN. EMBEDMENT INTO MASONRY. e SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' FH—SMS INTO 2 x BUCK 4 ° - SEE ELEVATION FOR ANCHOR SPArDar 2 BY WOOD BUCK (2) g10 x 1 3/4' PH—SMS INTO 2 BY BUCK WITH 1-1/2' MIN., EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. (-2 a WOOD BUCK 3/16 TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY-PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX XX)( ALL 30 �6e x 591%2 53.3 55.8 10 16 18 36146" x 591/2 49.8 49.8 12 18 6 30 �e' x .791/2 " 49.7 49.7 10 16 22 6 36 W x 791/2 " 45 45 12 20 . 8 18 22 8 SERIES500 ALUMINUM SLIDING GLASS DOOR ALL OPERABLE PANELS FASTENER CHART " �++�laatili,OA.F'. RMA R.O, (2) 3/16'0 x 2-3/4" TAPCON OR rA�'UR$R NAME: 1 x WOOD BUCK MIAMI DADESAPPROV NERS. D CONC. E WIDTH W) MA"M"'L SEE ELEVATION FOR ANCHOR SPACING. 1 VSH RE IIItEO TYP. HORIZONTAL SECTION HIM RAND) D TRACKIN REQUIRED 1 BY 2 BY BUCK 2) 3/I670 x 2-1/4' TAPCON OR IAMI DADE APPROVED CONC. FASTENER EE ELEVATION FOR ANCHOR -SPACING. ►v eon rmTq w NOTES:Slfll� AS ED, MAX SHIM STACK 2; ALL ALUMINUM�EXPRUS OI NS ARE ALLOY16063—T5OR T6 WITH TYPICAL WALL THICKNESS OF 0,82" 4)USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE4) GLASS THICKNESS BASED ON TABLE E1300 GLASS XX CHARTS, AND MAY VARY DEPENDING ON SIZE. PANRiI PANEL 6) THE RESPONSIBILITY FOR SELECTION .OF NQANDEX - . m. PRODUCTS TO MEET ANY APPLICABLE -IACAL..LAWS HEADER AND SILL SECTION BUILDING CODESREQUIREMENTS , ORDINANCES OR`OTHER' SAFETY'' ..... � " BUILDING OWNER OR CONT ACTORT'soLEIy WITH E .ARCHITECT. TYP• 1 BY BUCK 8) CONCRETE COMPRESSIVE STRENGTH — 3,ODO PSI r AT 28 DAYS. 't— (2BY2) rneu. rasvumx 1/4' SHIM --If -- MAX �p X PANEL fj X PANEL —ems m PANEL PANEL 4BY2) nma runnoH Q4 o W SC 5�� 64 o. a; oC�co k ti G NORANDEX a PAGE 22 I A I0 X 1-3/4" P.H. S.M.S W/1-1/2" MN. EMBEDMENT SEE ELEVA'170N FOR ANCHOR SPACING. � © L J 10 X 1-3/4" P.H. S.M.S: NOTES: SEE ELEVATION FOR 2` MIN. EMDEDMENT. 1) :SHIM AS REQUIRED, MAX SHIM STACK 1/4". DN. E -ANCHOR SPACING. 2) ALL ALUMINUM;, EXTRUSIONS ARE ALLAY 6063-T5 3 U E HIGH AUALIT.Y CAULK jBEHHINDWINDOW FLARGE INCHE 411 GLASS: THICKNISS•.BA•SED ON TABLE E1300 GLASS CHARTS; AND; %MAY -VARY DEPENDING ON SIZE. DOUBLE 5) THE: rRFSPONSMILWPOR SELECTION OF NORANDEX 18—� nnuHts Typ 2 PRODUCT5:.:7'O` jIEET..ANY APPL ICABL.E LOCAL LAWS, 5— BUnMING-. CODES, ORDINANCES .OR OTHER SAFETY Y REQUM`9MENT3':`REST. SOLEi.Y WITH THE ARCHITECT. pq BUU_DWG OWNER'. ;OR"CONTRACTOR. 52-1 I a 6) NOTE'••`INDICATES THAT %UAL FASTENERS AT 18=�f y� r IIEAD' AND .S1LL'.ARE REQU ED. 5=1F 386" 5-1�` ALT. FIN ATTACHMENT , 39` UNDER SHEATHING #'10 X 1-3/4P.H. S.M.S. a—iLe CENTRAL YLORIDA MO:A.F. W/1-1/2` MLN, EMBEDMENT 12 SEE'. ELEVATION FOR' 96" — ANCHOR SPACING. 52- 6 BRA AC`1'mIi�ll NAM: ' MASTER FILL B 3 38` — co . in SHIM MAX (TOP AND BOTPOM) ® DOU918 I I ° i HEADER 1-3/4- PHDMECTION ED1/2ME� CHORTES'• A. - . N. WOOD FRAME s ANCHOR SPACING. FL DATE' :a/07/9�-' -1 T `SI WINDOW FASTENER.SCHEDULE ENSIGNS NIO � CSHIORS . 6 NO. ANCHORSEIGHT JAMB w i 1NCHF-9) SEE NOTE 35 45 80 35 45 60 q PSF PSF PSF PSF PSF PSF W 2 2 2` 2 2 2 W. • '� 25" 2 2 2 q V 3 3• 2 2 F) 2 C� 37-1/4 2 2• 2 �- 3 3 �• _3 3 3• 4• '� 3 3 3 3 Cb w 2 2 49-5/8_2 2 2 2• 2• 3 3 3 Nt % ti 9 .3* 3 3 3 3 g- 4• g 3. 3 2 2 82" 2 2. .2. 3 4 4 4 4 4 k y b 3 3• '3- �- 8- 4•_ 4 4Ll 2 2• 3 4 5 41 _2 6-3/4 2 2• 3 4 6_ �.�qu N 1 44 w. _3 3 .3• 41113 3 4 5 4 5 y 4 .� 2.�. • Iryp � � '� o�. q�.o YAX im"vmH GI V bo bm 4 T" T zs' O.C. .I O F DETAIL -A 0 o. �-DETAI-'C W C4 ; • /�// //�� •! ni•rallrll O � 1. , NORANDEX PAGE 10 I u n 1/2MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 LA- 40 415/416 2.437 ALT. # 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE WINDOW FASTENER SCHEDULE ELEVATION FOR ANCHOR SPACI DIMENSIONS Ali—,_. NO. ANCHORS NO. ANCHORS -� F-� u- a • ' HEAD SILL JAMB p� A WIDTH HEIGHT SEE NOTE B UFACT�, II NAM: INCHES INCHES) 35 45 60 35 45 60 Typ o �✓ 1�riL PSF PSF PSF PSF PSF s'!'ER F 'S_LZ. � 2 z _z PZ 38 1 25" --2 �1- 2 • 2 2 2 2 52—I 8" —3 : __3 3 5_�2 37—I/4 2_ 2 2• Q 3 3 36" _3- 9 • — 2 _ 3 3 52— 8" 3 3 • 3 —3 - FIN ATTACHMENT8-Lfi _2 2 z• 3_ 3 3 5—�2 49-5/8 2 2 2 _3 3 3 UNDER SHEATHING 36" z _3 3• s 3 3 52-1 8" 3 3• 3 3 3 IB_18 2 _2 _2 • 3 3 4 CALL SIZE WIDTH --_ �J 56' 82' 2 2 • 3 3 4 38" _� 3 3 • '� 3 4 52-1 8" 3 3 • 3 4 18_�B 2 2 2 4 _ 4 5 36' _12 78-3/4 3 2 _� 4 5 _ 3_• _ 4 5 52-1 8" � 1/4" MAX--] SHIM (BOTH JAMBS) 4 10 X 1-3/4' P.IL S.M.S. W/1-1/2" MIN. EMBEDMENT SEE. ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION WOOD .FRAME CHARLES A PA 'P.E FL REG. ENG. DATE: 3/27 /n2 /J 10 X 1-3/4" P.H.P.H S.M S. W63 /1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. TYP. JAMB SECTION oo a v.T mar 'Morn II TW. AT L e- O WOOD FRAME P•- 4G /;wAIL —A / V/ DETAIL—C SASH �// DETAIL=B . NOTES: 1 SHIM AS REQUIRED,. MAX SHIM STACK 1/4". 2; ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-75 OR T6. WITH TYPICAL WALL THICKNESS OF 0.82' . 3) USE- HIGH-QUALITY'.CAULK BEHIND WINDOW FLANGE. 4 '' GLASS' THICKNESS. BASED ON TABLE E1300 GLASS CHARTS, AND -MAY VARY DEPENDING ON SIZE. 5) THE RESPONSIBILITY FOR SELECTION OF.'NORANDEX PRODUCTS To AlEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES; 'ORDINANCES OR OTHER SAFETY .REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 6) NOTE • INDICATES=THAT EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. «13� g NORANDEX 1_ PAGE 21 Y16" TAPCON WITH A . 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 MAX. S n 1 e Elm ED ANCHOR SPACING. 2) ALL ALUMINUM EXTRUSIONS ARE SALLOY 16063-T5 OR TO ITH3) USE HIGYH Q A1JCAL T1 CAWULK ALL BEHIND WfNDOWTHICESS OFOFLANGE • •� - a ' • a 0 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS . CHARTS, AND MAY VARY DEPENDING ON SIZE, 6) THE* RESPONSIBHITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLIC"LE LOCAL LAWS, BUILDING CODS, ORDDIANCF,S OR OTHER SAFETY REQUIREMENTS' REST SOLELY WITH THE ARCHITECT; BUILDING OWNER OR CONTRACTOR 8) A PRESSURE TREATED:WOODEN:BUCK:OR MARBLE SILL SHALL BE -ADDED -.UNDER-THE, PRODUCT TO FULLY SUPPORT UNIT. .,THIS. SUPPORT SHALL BE FIRMLY 'INTO ATTACHED MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BYOTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- 3.000 PSI ALL. HEADER AT 28 DAYS. SECTION 8) NOTE • INDICATES THAT' EQUAL FASTENERS AT TYP. 2 BY BUCK 11N� MAW B.O.A..F.. 3/16" TAPCON X4 Ul' ACTUni R NAM: W/1-1/4" MIN. EMBEDMENT—!1%.04N,i2E!C (SEE ELEVATION FOR ANCHOR SPACING) AGjTM FII,E a a I CALL SIZE WIDTH WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS N0. ANCHORS WIDTH HEIGHT HEAD SILL SEE NOTE 8 JAMB (INCHES) (INCHES) 35 45-60 35 45-60 PSF PSF PSF PSF 2 2• 2 2 26" 2 2 37' _ 2 _ 3•— 2 — 2 53-1 8" 3 _ 3• . _ 2 — 2 19—l8" 2 2• 2 3 26�1 2' 38-1/4. 2 — 2.— 2 --3- 37- 2 — 3.— —2 - 3 63-1 8" 3 -4.- 2 --3 19-1/8" 2 2• 3 3 26-1�2" 50-5/8" 2 2•- 3 - 3 37" _ _ 2 _- 3• 3' 3 53-18" 3 _ 40 3 - 3 18-�8" 2 2• 3 4 28-1/2 83- 2 _ 2► 3 4 -4 53-1 8" 3 4' 3 4 19-1/8" 2 20 3 4 28-11 2! 78-3/4' 2 _ 2• 3 _ 4. 37" _ 2 _ -3 - 3 4 53-1 8" 3 _ 4` 3 _- 4. . uxrr rmnt n F � n• a y 1 BY BUCK O 2 BY BUCK ` E►A[U A SHIM TYP. JAMB SECTION ITH JAMBS) • 1 BY / 2 BY BUCK t _ SEE NOTE 6 HEADER AND SILL SECTION TYP. I BY BUCK CHAnlPN, P.E FL REG. LNG. # ,49121 DATE. 12/117/01, ® 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING_ -�-DE=L-C J DETAR -H 24- O.a e- 1. NORANDEX PAGE 9 3/16" TAPCON WITH A OMIN. 1-1/4' MIN. EMBEDMENT A SEE ELEVATION FOR ANCHOR SPACING. x -1� 750 TYP NOTES: 1) SHIM AS REQUIRED, MAX. SHIM STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 OR 3) USETHIGHTQUALITYACAULK BEHINWALL D WINDOW FESS OF6LANGE. 4) GLASS THICKNESS BASED ON.TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THE RESPONSIBIUTY FOR SELECTION SIZE OF EX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, ORDINANCESBUILDING CODES. OTHER REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SRI SHALL BE ADDED UNDER THE PRODUCT TO FULLY -SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTASUPPORT THE PRODUCT R ITS FULL LENGTHINTO ONARYD(SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH - 3,000 PSI ALT. HEADER SECTION AT 20 DAYS. 1.5�Oo 10 F.H. S.M.S. WITH A [N. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR 7 TYP. 2 BY BUCK ANTRAL ' A B•O.A.F. MANUFAClt'ITgtER LX NAME: W/1-1/4" MIN. EMBEDMENT MASTER L' 1{ SEE ELEVATION FOR FOR ANCHOR SPAC1Nr. 1/4" SHIM - MAX (BOTH D D D ODD D D b D SEE NOTE 6 HEADER AND SILL SECTION FL. RLEGG.. ENC Ac' 4912F. TYP. 1 BY DATE 3/21/02 BUCK ' # 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. "x U m Omni READ T @tom O.G YlY // I'FF .i/.j SASH AV DETAIL—B A W' 1 44 UII d tc V MIAMIDADE PRODUCT CONTROL NOTICE OF ACCEPTANCIs Premdor Entry Systems 911 E. Jefet•son, P.O. Box 76 Pittsburgh ,KS 66762 RIIAhII-DADS COUNTY. FLORIDA METRO -DADS FLAGLER BUILDING BUILDING CODE•CO\IPLIANCE OFFICE ME:IRO-DADS F1,AGL Elt 13U[LI>I1.'G 140 W1E5'[' f l.AGLER S'I'ltli}-f, �t)I'I1i 1 i,t)3 MIAMI, FI.010DA 33130-I563 (305) 375-2901 FAX (3()5) 375-290S C:ON'1 RAC. r01, 1.IC:l;N;I.0 ti1:C1'IUN (305) 375.2527 I-AN(305) 375•255S (:c)�rlL�croll I:N1�C)1u•Ii�11Z.\"r ull•lslc)N (Jos) 375.2966 PAX (303) 375.29Us I!ItUI)CC'I' C:U\"rI?UL mvisloN Your application for Notice of Acceptance (NOA) o1': (3US) 375�2902 FAX (.105) 372•633 I Entergy•6-8 S-W/E Inswinb Opaq' ue Double w/sidclites Reside' uti.Il Insulated Steel Uoor under Chapter 8 of the Code of Miami -Dade County governing the use ol* Alternatc; Mliterials and Types of Construction, and completely described herein, has been reconlmended for acceptance by the Miami -Dads: County Building Code Compliance Office.(B000) 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 duality control testing. If this product or material fails to perform in the approved mariner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO 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 Florida Building Code. The expense of such testing Will be incurred by the manufacturer. :ACCEPTANCE NO.: 0.1-0314.24 +' EXPIRES: 04/02/2006 Raw lcoonguCz Chief Product Control Division THIS IS THE COVERSI'IEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE S—PRODUCT REVIEW' COINIMITTEE 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: 06/0:5/2001 Francisco J. Quintana. R.A. Director Miami-D:1dc COLlllt\' I311iiding Codt: Com1)l1(1nce ORICL: \\.sC45D001\pc2000\\templates notice accepwnce cover page.dot Intcrnct lllail addr•css:']lost nulstcrf�huiIdill "codeonlinc.conl IlunlL IIa�L: httll:/h�n�ti.buildinl;codconlinc cone Premdor Ehtry Svstems ACCEPTANCE No.: . 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES At)ril 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE I.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Nloticc of •Acceptance, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami-Dadc County, for the locations where the pressure requirements, as determined by SFBC Chaptcr 2 . do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT.DESCRIPTION 2.1 The Series Enterbt, 6-8 S-NV/E Inswing Opaque Double Residential Insulated Steel Doors with Sidclites-Impact Resistant Door Slab Only and its components. shall be constructed in strict compliance with the following documents: Drawing No 31-1029-Cti1'-I, Shcets 1 through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Burnper .Threshold (Inswing)," prepared by manufacturcr,•dated 7/29/97 with revision C dated 01/11 00, bearing the Miarni-Dadc County Product. Control approval stamp with the Notice of Acceptance number'and-approval date by the Miami-Dadc County Product Control Division.. These 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 shown in approved drawings. Single door units shall.indlu.dc all components described in the active ieaf 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 desi�;ncd to accept watcrinfiltranon. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance with the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systciii. 4.2.2 Sidclite: the installation of this unit Nvill require a hurricane protection s)'stcm. -5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 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 Ofzcicial or the South Florid. 3uilding Code (SFBC) in order to properly cvalutttc the installation o �i s stall. Manucl crcz, P.E. Product Con r61' xamincr Product ntroI Division Prcntdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN O 5 2001 EXPIRES Anril 02.2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 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. ?. Any and all approved products shall be permanently labeled with the ma111.1facturer's nam.c, city, state, and the following 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 this product and the product is not in compliance with the code changes. 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 requirer»ents 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, arid/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 fec) and -ranted by this off ice. Any of tlic following shall also be ;rounds for rcmoval o.f 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. 6. Thc 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 Acccptancc is displayed, then it shal l be done in its entirety. S. 9. A copy of this Acceptance as well as approved drawings and other .documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at* the job site at all time. The engineer needs not-rescal the copies. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. This Noticc of Acccptancc consists of p�igcs I, 2 and this last page 3. END OF THIS ACCEPTANCE ti Manucl Icrcz, P.E., Product ontriminer Produc Control Division 3 PREMDOR (ENTERGY BRAND) DOUBLE ' DOOR WITH SIDELITES IN WOOD' FRAMES WITH A BUMPER THRESHOLD (INSWING) ' 1'I��(rOMINMVI [fN�ICPQYt AALIC'CRw%IC• ]/16 _1lMr Sul/ P�hlf •II I/r XWWW CYICIeQYi IA1 IAr MAX 74MAi MAX Mnz III- i 1• LONG %TAR Cs frf NOIC !\.Al �' MAX wr �• �X MAX �1 I Ms MA% s• D.cC Is• do 15, D.C.1s• Dc. Is• do IS.' MAX MA% MAX MAX NNC MA% Ml1% MAX t AV 6iW Ad 0 S10C Lxl OT TiT ..�c 17 I/ MAX to, Me. OL SPACING w m o• TN nrs 37 1/ A 'MAX Is,• OC. 43 I T� TO iir AI6• �� LOCK rm : r hlv.s tw W CALM Willy --I - A . Of- SPACING 2E• % 64• 9 1/2' MAX DLO j MAX ' A I • MAX rva1Li IINIYIT O.C. SPACING IB' CLG Notn Yu real o- ....s a•rca ,aMa Aw ID.TC.I SPACING je•iac. �.iera R:In C M/1OXC MA NTlN/uIV Yif" ^N ATVMs •/1 1/r 0.CA. Is, 0C7I's.N NNIMN gf � 9NX MAX __XX MAX�r _ 19OX C___3NADX c ' � �,• AO I/AX r^ � Mr MX MAX w.x Ms ATTACH ASTRAGAL THROW BOLT 18 x V LONG ve' . r Luc zTu cs scc NOTL STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' H13LES FLATHEAD SCREWS ` NOTES, I.) WOOD BUCKS BY OTHERS. MUST BE ANCHORED 7 1I x 1 7/1" LONG PROPERLY, TO, TRANSFER, LOADS TO THE STRUCTURE. FLATHEAD SCREWS 2.) THE PRECEDING DRAWINGS ARE INTENDED TO LA INSVING RJL INSWING QUALIFY THE FOLLOWING INSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE �_• DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPROL ED nS Ccv?yu:G r;t h, in_ STRUCTURAL'VOOD BUCK. N S0UTHFL��qq..ppAV,�m NG CODE C. MASONRY OR CONCRETE CONSTRUCTION WHERE A JUlY U':.I(i DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATER INFILIRAIIUN VNERE VATER INFILIRAIIDN 772 Ell_ OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL DUIRENENI IS NEEDED X REDUIRENENI IS NOT NEEDED ONE BY WOOD BUCK -Positive X PR00U CONTROL Dr.ASIDN * J. ALL ANCHORING SCREWS TO BE 910 WITH X BUM1IM. CODE C^!'PLIA:ICE OFT.-c MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTAltCE ti0..01•031-? t4 OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS SMALL BE UISrALLED ONLY Ar LOCATIONS PROrECrEO BY A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG 1. UNIT MUST BE INSTALLED WITH 'MIAMI-DARE COUNTY 10 SILL IS LESS iHAN 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NUN -HABITABLE AREAS VHERE THE UNIT AND IK AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER INFILTRATION. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR c c.a mlmlT mOVICArlots hA1.1> I - 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE 100TSULM101L1.FIX ICL Avi .. P 1 et JAMBS AND SIDELITES. CIiD6I0 . acts 101r4 sit D)rl. All. m ADD Q'Ncx mm mruunns vmnl 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDEL(TE BASE CORNERS ARE COPED AND BUTT JOINED. IT - - M lI + T1 N.I. 8. DOORS SHALL BE PRE -PAINTED WITH A WATER -BASED EPDXY RUST N N Y Y FRE9. . M INHIBITIVE PRIMER PAINT. WITH A DRY FILM THICKNESS OF D.B TO 1.2 MIL 31-]029-EW-I • FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ sI L- SHEET I OF S , VATER-REDUCIBLE WHITE PRIMER WITH A DRY rILH THICKNESS OF U TO 1.2 MIL. 14.• J .1m MAX — 14 9/16' GLAZING DETAIL 1/2' GLASS BITE 1/9" TEMPERED GLASS INTERIOR .INSWING OTHER CONFIGURATIONS MAX III 1/4' MAX M L TI 3/4' MAX um uz' (-------------- APPROVED AS COMPLYING %%STM THE DA FL�1pA KnWIMG COD}1 EE BY NN FRODO CO. TROL OTN9OM COOE COA'PLWT-- %FICE ACCEFTAr.C£ Im A 1— C 3 /Y . 2 If MAX 47 3 �IMAJIDS .I1 1' 1-1029-EV-1 SHUT 2 DF 6 QtBQ lllp " C 1/4' SHIM MAX r- 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX '. SECTION B*-B 2 BY WOOD BUCK MAILRIALS LIST IIE14 H0. lO BESCRIPIION WOOD PART NUMBER COMMENTS HEAD JA EV-14 1 1/4' X 4 9/16' MIL. TO BE PINE OR EQUIVALENT 17 3 O COMPRESSION VEATttCRSTRIP E ALUHINIJH ASTRAGAL V- JOCKSCREEN BRAND OXfFAI 9A50 (R N ) Q ALUMINUM -BUMPER THRESHOLD V- PREHDOR BRAND OR EOUIVALCNI- 5/0' ALUMINIUM ASIRAG I I / 4.' 5 TOP CHANNEL EV-I5 PREHBOR BRAND OR EQUIVALENT - 1 1/4' x 4 9/I6' ©STEEL EV-00 PRCHDOR BRAND - 1 11/16' - 20 GA STEEL SK114 26 ga•UBI Ip)( 10D 19 THA Ift 01311411 Hltpl D 7r1 O BASF FpAH - DENSITY 2.0 TO 2.5 IbS./FL' BOTTOM CHANNEL EV17 PREHOnR BRAND - 1 11/16' - 20 GA STEEL ' 9 ID WOOD LOCK BLOCK EV-09 4' X 9 1/2' MIL. TO BE PINE OR [QUIVALENI 11 STRIKE STILE HINGE STILE EV-06 15/16' X 1 II/16, HTL. TO BE PINE OR EQUIVALENT IS/16' X 1 11/16' HTL. TO BE PIN[ OR COUIVALENT 12 LOCK PREP FILLER PLAT[ EV-OS PREHOOR•BRAND - .050- THICK- NIL. TO BE POLYEIHYLE D 1 4'x4' HINGE EV-10 �-/ 14 WOOD HINGE JAMB EV-16 HAGER BRAND. HINGE OR EQUIVALENT - .097 THICK (SICI IS 110 x 3/4' F.H.V.S. [W-11 1 1/4' X 4 9/16' MIL TO BE PINE OR EQUIVALENT (4) SCREWS PER HINGE INTO 0OM 16 BIO X 2' FHV,S, •MAX is IH JAH MID L t JAM III UL nIEREAFrER R • ID) SCREVS 11RtO" SIRIYE JAHI INTO SIDELITE Jul. 4• am FRDN Y 8' D.L IH(REAFTER ' 6) SEREvS nutglGH EACH SIDELITE JANI Mira SIDELItE 4• EXTERIOR ' DP, NAY 15' oG THEREAFTER. CWR rRox 17 IB 3wiW RH );� V/ ,1 --" DID X 3/4' FN.V.S. REFER TO ELEVATION VIEW FOR I OF SCREVS USED AND LBEAHONS 19 ' IB x 2' FHV•S. (2) SCREWS PER HINGE INTO JAMD LOCKSEi (2) SCREWS AT EACH STRIKE PLATE KWIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK I DIO X 13/4' FHW.S. WOOD SIDELITE JAMB (2) SCREVS PER HINGE INTO JAMB 1 1/4' X 4 9/16' HTL TO BE PINE OR COUIVACENT ® EV-19 22• X 64' SINGLE PANEL GLASS EV-2O T GLASS N PCILYPRpPYL N RA N1 SIDELITE TRIM (VOpp) EV-21 D_LLEAR TEMPERED (A Acc - DC -I - (o0L 5/16 x Ile 14TL. TO BE PINE OR EOUIVALEN 1 1 / 4 • ® WOOD CASING EW-22 WOOD vH . I' HTL TO PIN[ aR (a1vALCNI - I)EMS AR MOLRINGS U fpR 'SIRE BY SIDE JANRS• AS MIAIIONS © SIDELITE HEAD JAMB EV-23 WOOD SIDELITE BASE 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT EV-24 POLYPROPYLENE LITE FRAME -1643, ODL-2 1 1/4' X 4 9/16' HTL. TO 0E PINE OR COUIVALENI HP Polypropylene by ODL E6 X 1 1/2'•PAN HEAD SCREVS 8 PER FRAMEsCR V A TIERWMTMM SIDELITE STILES EV-26 ' 6' T D H H R I5/16' X 1 II/16' HTL TO DE PINE OR EQUIVALENT I PIN NAIL /4• 1.06 tun, 4' DI [MR CUD. NAY B• CC IKRArl[R, USED ON RC U IM MD I DOW SILICONE H995 APPROVED AS COSIPLYRIG %%IM THE -- SOU"'"��P ��;i REMBY PH OL III L .[Tf(29 HICIMIG CODE COI'PUAI,CE OFFICE PRISM Ki ACCEPTANCE ND. O 1—O -J(Y. Z I/ i MS 31-1029-EW-I n SHEET 3 OF 6' RLVISIOI LLHLR 0 2 BY WOOD DUCK 1/4' SHIM MAX INTERIOR I 79MAX16- 80 11/16' I MAX 2 BY WOOD BUCK SECTInN PLEASE SEE °GLAZING DETAIL' DRAWING 431-1029-EW-1 SHEET 2 OF 6 DOW SILICONE 4995 Arvaom As coxjKmm %tft life SOU n I FLOMm mm rvur: rune SMONc COOE Colul"CE 1-1029-EW-1 SHEETA OF 6 R(Vlil@I ((II(R n OTHER DOOR .'CONFIGURATIONS Y W r ..• °.y 1 1 W V VC •1• � - OL V<�f V VYw - •c v.na ILLIm w ® o I - LL Iw' v.nc 6Yd u v°'.ciu w w . �- V • t�y °• � III 'y _ 1 _ V � V YW� YW W � 11P W 1 �1 W [[ W� LL V.[K AFPRIYVED AS Co"Lyt fG 11 TUE SOUTH Ft Da BUZ CopE Dora-j UN 0 DDT Ir av P PRI PROM T 7ii^KOL DmsIO � 1I BMVIG CODE Co&tKWtE OFF Pills RCCOMACEh'D. 01-00 v•ZY X 31-1029-EW-I SHEET 5 OF 6 11viluW LlI I R r1T1 1F—I-1 rl-,r--i r-� J U I ►ILl"\- JJULJK f- ONEL S FYLES 36-7 r-MAX 79 Flj6�� on °° Ono �� non MAC_ 0 0 a n �o� 00d0 non BLANK IOP 6 PANEL 4-PANEL 9-PANEL 10-PANEL 0-PANEL 4-PANEL 1 OTHER SIDELITE STYLES MAX 1. oa ODE 00 D O�� o© d BOB uQ 00 00 00 1111 — FLUSH a -PANEL CROSSBLI[K N 12-PANCL 4-PANEL 5-PANEL 5-PANEL EYEBROV V/SCROLL EYEBROV 5-PANEL 5-PANEL V/SCROLL l YEBROV 79 1/16u J SL-10 SL-20 SL-30 '• SL-60 SL-50 ' SL-50B SL-694 SL-69B SL-69C SL-25 SL-35 SL-300 SL-4D ou ao. 0.9 oQ QQ PO -I PD-2 PD] PDQ QQ Qo Qa o0 0� aQ oa 5 PD-6 PD-7 PO-D PD-9 PD-ID PD-11 PD-12 SL-90A Qa PO-I3 SL-909 PD-14 u� III II � �� ; ;11 iii 111 tllll �I� 111 �1 111 u� 11� �1111 j j 111 ❑ ❑ ()Q� Q0� ❑❑ o Q o PD-36 PD-37 PD-38 PD-39 PO-40 PD-41 PD-42 PO-43 PD-43A PD-43B %I L tfFM PIIISDR4 YS a . SL-90C SL-308 SL-30C SL-70 SL-BD d� pp pp ap Da ❑a PD-15 PO-16 PD-17 w w � f $ �a 3 z 6 Uci u' a a3 a 00 r� PD-32 PD-33 PO-34 31-1029-EW-1 SHEET 6 OF 6 aYISBN 1[II(Y e „ M I A M I•DADE PRODUCT CONTROL NOTICE Or ACCEPTANCE Precndor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 •NIIAr`II-DADE COUNTY, FLOR.IDA NIETRO-DARE FL•AGLER BUiLD.ING BUILDING CODE CONIPL1AhCE OFFICE M1:1R0-DAI)r FLAGI.1:1t 13UI1.1)livG 140 IV1:S'r rl.AG1.1:R S'1'ItlsIi'r, SIJi I'1: 1 GU 3 MIAMI, 1-1.01tIDA 331 3o-1563 (305) ,75-290l FAX (305) .i75-290S C:U,\-rIL MIOR LIC:I•:NSI,\c (JU5) 375.2527 1'r�.Y (.lUi) 375.�s5� co. rlt�c-rott F\f olic:r:an:,� r m visjo., (303) 375-27G6 I'A\'(3O5) 375•29U8 1,W)Ul U1, CON I)IVISIt)\ Your application for Notice of Acceptance (NOA) of: (3Us)37s•2'JU2 I AL\ (aos)372.63.t9 Enter•gy 6-8 S-W/E OutsN%-ing Opaque Single w/sidelites Residential Insullltcd Steel Door under Chapter S of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) tinder the conditions specified herein. This NOA shall not b.e valid after the expiration. date stated below. 3CCO 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- ni•ay revoke, modify, or suspend the use of such product or material immediately. BCCO reserves tile right to revoke this .approval, if it is delermined by BCCO that this product or material. fails to meet the requirements of the South Florida Building Code. The expense ofsuch testing will. be incurred by the manufacturer. :ACCEPTANCE NO.: 01-0314.21 ,r /Z EXPIRES: 04/02/2006 Raul Icoan,gucz Chicf Product Control Division THIS VS THE COVERSHEET SEE ADDiTIONAL P-tGES FOR Si1ECIFIC.AtiD GF.NE-RA1, CONDITIONS BUILDING CODE & PRODUCT REV[EN1' CO\i11ITTEE 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 Mianti-Dade County, Florida under the conditions set forth above. APPROVED: 06/05/2001 Francisco J, QUintIInl, R.A. Director tMiariti-Dads: Count`' 1311ilding Code; Compliance: Officc %\.-04s00011pc200Ul1templateslnotice acceptance cover pnge.dot Intcr•nct mail acJtlr•css:(tnstnutstcr-'i�`builcJin�cocJconlinc.com Prerridor Entry Systems ACCEPTANCE No.: .01-0314.21 APPROVED JUN 0 5 1 �-1 EXPIRES April 02 2006 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. it approves a residential insulated door, as described itt Section 2 of this Noti•ee of Ac•ccptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 23. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-VN'/E Outswing Opaque Single Residential Insulated Steel Door with SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-O, Sheets 1 through 6 of 6., titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclitcs in a Wood Frames with Bumper Threshold (Outswing)," prepared by manufacturer, dated 7/29/97 with revision C dated 01115101, 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. Thcsc documents shall hereinafter be referred to as the approved drawings. 3. LII1IITATIOiNS 3.1 This approval applies to single unit applications ofsingic door only, as shown in approved drawings. 4. INSTALLATION •4.1 The .residential -insulated steel door and its componcnts shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protcction system. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or lo?o, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREiMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies ofthc approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked. to show the componcnts 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 roI xamincr Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: . O I-03 I4:2 I APPROVED JOIN 0 5 `QQ1 EXPIRES April 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITION'S I. 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, are no older than eight (8) years. Z. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following 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 this product and the product is not in compliance Nvith'the code changes. 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 correct installation of the product. .: d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is, no longer practicing the eriginecring profession. -I. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing ofa revision application with appropriate fee) and granted by this office. 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. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any 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 at tic job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for terrilination and removal of Acceptance. 9. This Notice ofAcccptance consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPT NCE Manuel crez, P.E., Product Co tro Examiner Produc "ntrol Division 3 rKt_M.UUK . (LN 1 LKUY MANU) WUOD EDGE SINGLE DOOR WITH• SIDELITES IN WOOD TRAME' WITH BUMPER ,THRESHOLD (OUTSWING) 00' MAX 4MAX 4' MAX MAX 4• MAX — MAX' 3' MAX 3' MAX MA IS C 7' MAX 14' rMAX MAX r MAX 4' MAX a Tn6' T 14' 15' MAX 13• MAyr i l9•_ O.C. MAx Is. ^IAAx MAX i 43 15' MAX TOP OF ODOR OIC IKVIXSET TO 4 0 LOCK DEADBmt MODEL 660 TCAICI _ I OR HARL(L DEADDOLI KOl1CL BED' 15' MAX 22' 64' MAXI DLOI—11111 Q'C A KVIKSCT 1 15' MAX O.MOMODEL oL' C. IBt IgRG[S DEL too 15' MAX 1/2' MINIMUM EMBEDMENT HEAD L SILL• (61 PER NMD TD 3/16' PFH TAPEOt6 MINIMUM EMBEDMENT iOTi 5)LES A 80 il/16' MAK•, L"—'--ti11 6' AX I9' MAX�HAX .MAX MAX MAX `KA 4' MAX —3' MAX 3' MAX MAX NOTES 3' MAX 3' MAX > VDOD BUCKS BY OTHERS MUST BE ANCHORED4' MAX --I MAX 4- HAX —i— MAX ROPERLY TO TRANSFER LOADS TO THE STRUCTURE RB x l• 3/4' F.H.W.S !J THE PRECEDING DRAWINGS ARE INTENDED TO THE FOLLOWING' INSTALLATIONS. 31 PER SIDE FROMIUALiFY WOOD FRAME CONSTRUCTION VHrRE DOOR �- JAMB INTO THRESHOLD YSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD V j PENING . MASONRY OR CONCRETE CONSTRUCTION WHERE RA OUTSVING L}l TIUTSVING DDR SYSTEM IS ANCHORED TO A MINIMUM TWO BY ' TRUCTURAL WOOD BUCK. MASONRY i3R CONCRETE CONSTRUCTION WHERE 1 NUS OOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE vAT[R DSRIRAfIR( VhER[ VAICR IID•ILIRATIty( R MASONRY WITH OR WITHOUT ANON -STRUCTURAL DUTREM'RI IS NEEDED - I RCOUIRCREW H H01 NEEDED vE .BY WOOD BUCK ALL ANCHORING SCREWS TO BE 110 WITH v ` 'NIMUN 11/?' EMBEDMENT INTO WOOD SUBSTRATE fto jiy- K - L PFH 7APC[1HS'viTH 11/2' MINIMUM EMBEDMENT MA TO MASONRY. Will SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED It A CAIVY OR SUCH THAI He M ANG T,LE BEIVEEN IJC EDGE Dr. CiVal OR DVERIVJ,L uNtf MUST BE INSTALLED WITH 'MIAMI-OAOE COUNTY UVERHPROVED' STO SILL IS LESS 1NAN 45 DECREES D'+ICSS UNIT IS INSTALLED IN THREE STAPLESLES S PER SIDE JAMB INTO HEADER OSID � NON -HABITABLE AREAS VNERE THE UNIT AMD IME AREA ARE OCSIGNED'TO I `LiTES 10 DOOR. THREE STAPLES PER JAMB INTO BASE ON SIO.LIIES. ACCEPT VATER INWRAIIOH LATEX SEALANT TD BE APPLIED AT SIDE BY SIDE MBS AND SIDCLREL DOOR/SIDELITE HEADER, DOOR/StDCL1TE JAMBS, AND SiDELITE BASE 11umsD°(m am m`m l Y RNERS ARE COPED AND SUIT JOINED. M RS SHALL BE PRE-PAINIED. WITH A VATER-BASED EPDXY RUST (ta1TIV'E PRIMER PAINT VIT14 A DRY FILM THICKNESS OF 09 TD 1.2 NiL FRAMES SHALL BE PRE -PAINTED WiTH AN ACRYLIC LATEX VATER-BASED/ TER -REDUCIBLE WHITE PRIMER WITH A DRY FiLM THICKNESS OF 08 TO I? NIL flLl rim nn a>< APPROVED AS COST -LYING (U I i 1 Inc 5.)V TH FAQ,°; `�,13(nLDI tic CObc DAT J(JN n1 DY PROM61"PITROL Cr.15:JN U 6LDLOIfI CODE CO.MPLLW_E CFFI:= ACCEPLAYYCE HO..21- 03 /V. 21 SHEET I DE. S iYDD uma 112' JLASS BITE GLAZING DErall 0 U T S W I I V G OTHER CONFIGURATIONS . o ra Ace 4PPR1±r0 ^3. CMAPLYWY PATit THE sovr+,�,gv,�hJiyn, Du - By PRO T 7IROL OI'ASIOM 8L4Lm1 3 000E COY.PLhU;CE OF n, UI L ACCEPW.-CE 110. 0 1 - 0 3 1 V•L1 /116' TI: 1-•1020-EW-0 SI[ET. 2 Ur 6 Rt®1 UItO c 80 11/16' MAx EXTERIOR 79 5/16' MAX SECTION B-B 1 1/4` INTERIOR li O EAD JAMB SSIUN VCATHCRSTRIP JAMB 4-BUMPER THRESNULD X@. NNEL STEEL K 11WEIE- N F aH R • BOTTOM CHANNEL WOOD LUCK. BLOCK STRIKE STILE EN-12 V. q EV-13 [W-05 eb tall 1TD( BASF FOAM - EV-oa EV-08 COHHENIS ��-- 1 1/4' X 4 9/16' FITT i0 BE PIhE OR EQUIVALENT 1pCK$CRTRIKE FFN BRAND 1 (TXCCe, 65c11/4 X 4 9/16 HTL TO BE PIN[ UR EQUIVALENT PREMDUR BRAND OREDUIVaLENf - I I/4' x 4 9/16' PREMBUR BRAND - 1 II/If,- - 20 GA STEEL -am . ul 1 am1SfieoduallBrIIo ky DENSITY e.0 TU 25 lbs/Ft1 PREHDOR DRAND - I II/16' - 20 G4 $fECL 4' X 9 I/2' HIL TO BE PULE DR EQuiVALENI 9 9O 10 II HINGE STILE EV-07 EW-06 15/16' X 1 II/16' MIL TO BE PINE TIR ALENT I2 LOCK PREP FILLER. PLATE EW-09 15/16' X 111/16- MIL TO BE PINE UR EQUIVnLENI 13 4'x4' HINGE PREHDOR BRAND - .050' THICK- HIL 10 BE POLYETHYLE 14 WOOD HINGE JAM y-15 IiAGER BRANU HINGE OR [HCK ALENT - A97 THICK (SIEI IS 110 x 3/4' FJLW S. - 11 I I/4' X 4 9/16' MIL TO BE —PINE —OR EQUIVALENT 16 010 X 2" FI{VS. (4) SCREWS PER HINGE INTO DOOR 17 xv vngxaux n IIFx 1fP 6) lik iQ 1 11I E" III EACH SIOCLITE JAMB Id10 SIDELI IE. 4 WVN FRO. NA71 Is nc I,EREAi-IER IB Prx tart0� vnlBmu t Irt EKKKKI SIDELITE WOOD STILE EV 07 REFER ID ELEVAHOlI I V. FOR S T!< S(7 yS I15E0 qN0 lOCnfIDHS 19 x 2' FJ{1,/S, 15/16' X 1 11/16' HTL TU BE PINE I1R.EOUIVgLENI VIP LOCKSET (2)_SCREVS AT EACH STRIKE PLATE a10 x 1 3/4' FHN.S. T51 KNIKSEi BRAND 20 0 LUCK OR HARLUC BRAND.100 LOCK MAX S[REvS n41011Q{ HIHGE AND INTO SIOCLIIC JAMB, B Dovx TRW II IQ* OL THEREAFTER HAX 8* Rc IIIE�IrI tfR'E JAHB Wt0 SIOELIIE JAHB. 4- DM FRm 1 41 SCRCYS IImIW1 EACH HIRa WIG DOW ml VUUD SIDELITE JAMB. EV-IB 1 1/4' -X 4 9/16" MIL. TO BE PINE OR EQUIVALCNT . 22' X 64' SINGLE PANEL GLASS EV-19 1 �As N . TPROPII SIDELITE TRIM (WOOD) EV-2D S/16 x I/e- MTL. TO BE P. WOOD CASING I „ P INE OR EOUI VALENI EW-21 TOR 'SIDE BT SIDE —P.-I- AS Ea01VALEN - I ARC NOl I WOOD SIDELITE READ JAMB j 10iS EW-22 . 1 1/4' X 4 9/16" HTL. ITT RF plur no © WOOD S IOELIIE BASE 66aa POLYPROPYLENE LITE FRAME ' t9 A6 X 1 1/2' PAN HEAD SCREWS PIN NAIL DOW SILICONE 0995 APPRtP JASCQHFLYR1GranlnlE L_ BOHTH Ft/T7�14 �11�� BBlRYmnaxlNRU9L DMSION R Ills O ACCEPTANCE ND, 01- 031 V. 2 t ei 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT 3. DDL-2 HP Polypropylene by ODL IO PER FRAH[ Q�Ixqo14, nE lR a n AFt[ TWl• 1• Tx TROT EBB. xAi B' I1C INERAr1ER, 16L1 Q1 TLLLB)iS Ada NRi B DADS COIRTTT ►QIDIFICAT 31-1020-EW-O SHEET 3 OF 6 ttVKM unit 0 1/4' SHIM MAX yTERIDR I 79MA "" 80 11/16° MAX 2 BY WOOD BUCK SECT -ION PLEASE SEE °GLAZING DETAIL" DRAWING 031-1020—EW-0 SHEET 2 OF 6 DOW SILICONE 4995 ,,ovEDAs cofrtym wm 7NE 5O1TM'4n'R%mAw, m _ I , .UUul\ �,Ui vi lUU("\H 11L J1 J. ra o 1 T IrRa omsiaJ 911 G .[flf&l n Y n uuutavccomca4ptWtcEOn E R' Ffills a 6616? ], I,,,. M; 4' V mX MAX 1 ,' _ MG; MAX 13' ; �• M;J L CC. M; f Ic 1]' M; b C. O Bo 11, o _ MIX U' rW UG 31-1020- E -0 SHEET 5 OF 6 FrLYISIQI UII[R u I HLN BUUK I ANEL STYLES 36 r—MAX �9 rx,�TMAX �� qo 00 [lot] 0 0 000 �— 00 OQ �0� o0 onn uo ❑❑ 017q BLANK TDP 6-PAIIEL 4-PANEL 9-PANEL ID-P 4-PANEL ANEL 18-PANEL OTHER SIDELITE STYLES 30' T_ —I r—MAX 79 M X o a SL-10 SL-20 SL-30 SL-60 SL-50 SL-50B SL-69A SL-696 CIU 00 �� .. DD oa _ Do DD PD-1 P11-2 PD-3 PD-4 PD-5 PD-6 Pp-7 PO-B D® PD-10 PO-19 PO-20 PD-21 PO-22 PD-23 PO-24 V0g ❑ ❑ ❑ o lug goo Ogg OUD 0 PO-35 PD-36 PD-37 . PD-39 PD-39 PD-40 PO-41 130 Sao o© o® ADO QQ oo FLUSH 8-PANCL CROSSBUCK I2-PANEL 4-PANEL ❑ EYCBROV 5-PAN£L 5-PANEL V/SCROLL Er(BRUW V /SCRULL I o I. SL-69C SL-25 SL-55 D9 oD a� Qo PO-9 PD-10 PD-II 0 0 SL-30D SL-40 A PO-12 SL-90A A PD-13 1_ ni in 111 ni, rrr 111 flli, tit i �. flD •DD 4fl ❑p 5-PANEL S-PANEL CYEBROV SL-90B SL-90C SL-308 SL-30C SL-79 f SL-DD PO-14 PO-15 PO-16 PO-17 • � c�i � '° Z PD-31 PD 32 PD-33 uis w PD-31 fu 31-1020-EW-0 SHEET 6 OF 6. flffi l L0 N Lii tn rn N d a Wiync WINDL OAD SPECIFICA TION 0108 Dalton MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 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 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 8. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR THE BUILDING OR STRli,C;TURE AND IN ACCORDANCE- NIifFi;'rJyldf2RENT l/, =i;y BUILDING COPES '.Fc�1I T�,e�;LOADS LISTED ON :T`Fit-3'DI Aw-,I' Approved:" = = WS Wilson. P:E :...,•+ : • .:' 330 A00iSON Ok.�P£NSACOU FL ,i25 i 4 RbRIOk'p r0600141N0': 0048483 ; GEORGU,4`ZE T)F)GJJ11ON NO-•0j8519 i,l%' NORTH-.CdROUN,1,CE?nFic �ON'N(1`0�3876 Date: OPT10A1 CODE-.. 0.1l08 I REV.- P 13 GA HORIZ ANGLE t 054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT do (2) 1/4-20 HEX NUT DRILL .231 OR 9/32"o HOLE IN TRACK FOR J8—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/1.6x1-5/8" LAG SCREW AT EACH J8—US BRACKET 054" VERT TRACK 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JB—US BRACKET APPROVED SIZES: 9'-0" MAX WIDTH x 14'-0' MAX HEIGHT MAXIMUM SECTION WIDTH 21" I�1 C. ti . � WM 9' x 14 ' MAX 44 PSF 1 OF 4 TRACK END HINGE TOP SPA CffET RE-OUIRE UL'N TS 1/4-20x9/16" TRACK \ BOLT & 1/4-20 HEx NUT THROUGH ANY i TWO ALIGNING HOLES TOP BRACKET (P/N 108077) �. as •' � (5) 1/4-20x5/8'• \ TEK SCREWS (P/N 141668) i 14 CA WIDE BODY HINGE 0 aP O VG _ (4) 1/4-20x5/8" SELF -THREADING SCREWS (P/N 100320) (2) 1 /4-20x5/8" TEK SCREWS • 90 �qkL END HINGES 0. r'. 'U —BAR WIDE BODY HINGE (P/N SEE BILL ..� OF MAT'L) LH Er� HIIqGF P.H END HINGE r N YLOP.-ROLLER (PZ 3 70791) ® \ BOTT 8RACKET \ (P/ H-2.7054 & LH-2-10.t55) (3f'-1/4-2 x7/8" TEK CREWS '(PlN 100507 A"roved: W.S. Wilson. P.E 3395 AOOISON no PENS aCOl,% FL 3Z514 FLORIOA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 `—•(20 CA CENTER Date: 3 _ r_ a ( 16 CA ENO STILES STILES) OPTION CODE. 0108 1 RE-V% P WM 9 " x 14 " MAX 44 PSF 2 OF 4 U-SAR L OCA QNS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (7) 20 CA MAXIMUM SECTION WIDTH IS 21 " LOCATED8 SASUSHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-BARS `�.. LOCATED AS SHOWN 'F 9'-0" THRU 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 CA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U-BARS LOCATED AS SHOWN b D D�J j (2) 1/4-2Ox5/8" D p TEK SCREWS ATTACH AT EACH STILE Approved: - ! !'•'':'`.' Wilnon,•ff��E�r'r1 i i n .:.;v,! •�; I S395 AtSOI$017'OR','F'E10SdCOC��325,j;�;, FLORIDA,CERTIFICATION NO. 0048489 ;•:' CEOrGiA CEMICAT10N;?+0f) 18514 rORTH'.C,AiWLINA CERTIFICATION NO : 2x)e';.'. Dote: OP TIOw COOS : ,Ft..t i (� RE V. P WM 9 x 14 MAX4 4a .3 OF 4 a a' ' K S Wind Load Test Report Report # 0108P February 1, 2001 TES'i REOUIREMENT: 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, 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 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 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 1 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: 0108 P TEST DATE: January 25, 2001. Temp 64° F. PRODUCT DESCRJPT[ON: 1. Wayneivlark Model 8000, 90, 4 section. 2. Exterior skin has minimum uf.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 SIMILAMTY: 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'•A4wers;:GAIS(Q127). APPROVED•OPT30NSt1•L�pA Based on ofh'ei'ies` �00*o gtix!ale4j ':Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: - - r 06 4 G COUP � � 1 S...Vgson,;7- -.d( 3395.AddisoN,D O, Srlsacota_:FC' 44 Florida a oo�toJ 5 G. H E Cer� a. D �.;.• .� !„ t' - Georgia CertNb�jVt8S•l North Carolina Cyrr Nd. 0?3J� C%! /%/ %D/ a cn CN Wayne I]alton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OA0 SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF 13 GA HORIZ ANGLE NOTES: I. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE o67" HORIZ TRACK TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20x9/t6 TRACK BOLT' & (2) 2. GLAZING OPTIONS — TOP OR 1/4"-20 HEX NUT INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST 5/CREWS/8" LAC S OVERLAP TOP AND BOTH ENDS OF SCREW 7 EACH JB—US ,.RACKET PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4-. U—BAR TO HAVE A NIINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/32"o HOLE IN TRACK FOR 5. TRACK TO HAVE A MINIMUM J8—US B ATTACHMENT EN T YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO 1/4"-20xg/i6" HAVE A MINIMUM YIELD OF 57 KSI TRACK COLT & 1/4"-20 HEX 7. OPTIONAL — .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JS—US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. (1) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP 8. LOCK OR OPERATOR IS SECTION. REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE .067" VERT TRACK PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CUPRENT BUILDING CODES FOR`"THE LOADS LISTED ON THIS,.GRAW1NG:,,;:_: (i) JB—US BRACKET LOCATED Approved: _ t tf �, : l.�.r;, AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125i39). 3M5'ADQI�ON pR:Pf1150{� FLz2514= s i ,•}RIOA C>'�bW ricF1 obL§f8s: ' ' =' ;'%.':r: - GS. pcA- z6"FIGlnON 'r{0: 018519 NQiTFi pVNs FRQFfCArION No. •01, P;ir' Date: 29 6 7 :4 —L` oPrIoN coa'c,`:�; -:-'REV.' P1 wM 16 x 14' MAX, f27 -29 PSFI : 1 OF 4 TRA CK END HINGE TOP SPA CET REOUIPEMEN TS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS t (P/N 141668) �� as M ��:, � � � •� ��., ARROW BODY HINGE J \ ;/. (4) 1/4"-20x5/8" %or SELF -THREADING SCREWS A. 2" NYLON ROLLER (2) 1/4"-20x5/8" / \. W/ 4 1/2" STEM TEK SCREWS ALL / (P/N) 108135 ® END HINGES .I WIDE BODY ;'7/16" PUSH NUT AT EACH HINGE (P/N SEE r OLLER (P/N 243341) BILL OF MAT'L) t. LOCATED .25 MAX BETWEEN a. PUSHNUTS AND BRACKETS 3" 20 GA 1- C OR HINGES U—BAR LEOLHIN RH END HINGE (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) /• o Approved: W.S. Wilson, P.E. �Z95 ADDISON M. PENSACOIA. FL 32514 I FLORZA CER .cr-kTION .NO. 004W9 A GEORC,A CE.RTIFCATION NO. 018519 \ NORTH QJ=NA CERTIFCATION NO. 0=6 Date: 7 -.2 9 - o ( OP T/ON CODE. 0110 1 RE V. I P 1 — 1 /2" BOTTOM BRACKET (P/N RH-270354 & LH-270355) L 20 GA CENTER STILES 16 GA END STILES WM 16' x 14 " MAX, -f27 -29 PSF 1 2 OF 4 U-BAR L OCA.TIONS 12'-6" THRU 14' HIGH DOORS MC" 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 ° t 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 kz, (2) 1/4x TEK SCREWS ATTACH AT EACH STILE Approved:.,: (If r 4z. YBsoli Pik b . ^J , �.• 3495 4DISONFhORIDA.DR,`P£tL%COf FG`J25.Ii '.. CEORCU �C�(NiS. b (85 IT �:'"N4RTH^jC�!RDUt�kTCZUI QW-HX 023j Dater: r '_ 2�r toOF:, ° � s oo I„ OPTION C'1?1,6,;; t`'��REV. P1 WM 16' x 14' MAX, 4-27' -29 PSF v3 OF 4 CENTER STILE & INTERIWE DIA.TE HINGE L 0CA TIONS r y W W 15 12' 10, Approved: ORANGE COUNTY WS. Wilson, P.E. 3395 ADDISON DR., PENSAULA. FL 32514 FLORIDA CERTIFrAnON NO. 0048489 CEORCL1 CEFMFICaflON NO. 018519 NORTH UMMA CERTIMAT10N NO. 02WS Date: ?-z8-0ff _ OPTION CODE-.- 0110 REV- P1 WM 15' x 14' MAX, -L27 -29 PSF 1 4 OF 4 i" t Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUIREMENT: 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 5/8" cluck blocks were placed under the door at the edge, centered under the end stir, 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 die 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 .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DR -AWING 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 bottom astragal and retainer. 4. 2" nylon roller with 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. 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 SIIvfILARITY• 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 apprgyed,io 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop•�rid Ans�verv�,GA18(Q127). APPROYEI?'OP)1O1rt5tF�r So!: Based on9.kq4a�r Les b uiGillo "Aluminum Louvers and Styrene �Window Frame Assembly per test/number 020501. :Name: ) r•.,,� i.v` �D6'{`�pp"j� G' l'�� yF�!��4i7f �c W.S. Wilson •;Ev44B alrS� 1;it C.:1 F1 L . d 3395 Addiso Dr„ Pehnmfa'.F'L,325 f4-;;; a J Florida Cert N&�,t�tl�tsg8 ��' C tA'D K IL rTrr Georeia Ccrt'[�'o. t7Y3j it,;;`.• �F E 0 CV ul r'I cl CN " Wagne Bat#on MODEL: S TYLE: DESIGN PRESSURE: WINDL OA0 SPECIFICA FION 0109 APPROVED SIZES: T-0" MAX WIDTH x 14'-0" MAX HEICH MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF SCc #_ Off- ao(o 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 SS8 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 THIS DRAWING. 0 z z a o Approved: W.S. Wilson, P.E. I395 A001SON DR., PENSACOL. FL 32514 FLORIDA CERTIFICATION No. 0048489 GEORCIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION No. 023836 Date: 9'-2 9 - n / OPT/ON CODE- 0108 REV. P 1 MASTER PLAN- � 13 GA HORIZ ANGLE I I 0 .054" HORIZ TRACK—, ' I (2) 1/44-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT I 0 DRILL .281 OR 9/32"o HOLE IN TRACK FOR 1 JB—US BRACKET ATTACHMENT I (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION I EXCEPT TOP BRACKET ROLLER o (P/N 125139). I I I i 5/16x1-5/8" LAG SCREW _ AT EACH J8—US o BRACKET 054" VERT TRACK �I III _ 1/4-20x9/16" TRACK—\\tl BOLT & 1/4-20 HEX NUT AT EACH JB—US BRACKET •, WM 9' x 14' IVAX 44 PSF I 1 OF 4 TRACK END HINGE TOP BRACKET REQUIREMENTS 1/4-20x9/16" TRACK BOLT & 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-20x5/8" TEK SCREWS (P/N 141668) SCC # O -ao(o I 1 MA I I i � I � i I \ i 14 GA WIDE BODY HINGE (4) 1/4-204/8" SELF —THREADING SCREWS (P/N 100320) (2) 1/4-2Ox5/8" TEK SCREWS • q ALL END HINGES t(P/N 3" 20 GAU-BAR WIDE BODY HINGE SEE BILL OF MAT•L) NYLON ROLLER (P/N 270791) BOTTOM BRACKET \ (P/N RH-270354 & LH-270355) �. TEK SCREWS � E�_ (P/N 100507 Approved: ws. Wilson, P.E 3395 AD0ISON OR, PENSACOL, FL 32514 FLORIDA CERTIFCATION NO. 0048489 ON NO. 018519 CEORCU CE}tiiFIGTI NORTH CAROUNA CERTIFICATION NO. 023W Date: 4 -.28 -o/ OP TION CODE 0108 � REV. F 1 L(20 GA CENTER 16 GA ENO STILES STILES) WM9'x 14' IVAX44PSF 2OF4 U-BAR L OCA TIONS NOTE: . MAXIMUM SECTION WIDTH IS 21" 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 LOCATED AS SHOWN 9''-0"^ f Mu 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: w-,L Wilson, PF, 3395 AOOISON OR., PENSUAIA. FL 32314 FLORIDA CERT1F1CAlim No. 004W9 GEORGW CERTIFICATION NO. 016519 NORTH CAROLINA CEFMFiWcm NO. 023836 Date: 9—,Z g - of OPT/ON CODE- 0108 1 REV.- R 1 I WM 9 ' x 14 ' IVA X 4 4 RSF I i OF 4 CENTER STILE & INTERMEDIA TE HINGE L OCA TIONS SCC # N M'STER P� 8'-9' Approved: ws wason, P.E M95 AOOISON OR.. PeGkCOI.A, FL 32514 FLOR(OA CSMF1CATTON NO. 0048489 GEORM CUMF1CAMON No. 018519 NORTH CAROUNA CERTiFiCAT10N NO. 02-W6 Date: F 98 —61 OP TION COOS- 0108 1 REV. P 1 I WY 9 ' x 14 ' MAX 44 PSF 1 4 OF 4 Wind Load Test Report Report # 0108P1 February 1, 2001 ®TEST REQUIREMENT: to 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. 7(0DUCT DESCRIPTION_ Ali Ob 1. WayneMark Model 8000, 9x7, 4 section. SVC 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. r p [�f�� 3. Standard bottom astragal and retainer. MAST ` 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. ime: W.S. Wilson, P.E. 'F— 28-01 3395 Addison Dr.,.Pensaccla, FL 32514 _ 7- Florida Cert No. 0048489 Georgia Cert No. 0 185 19 North Carolina Cert No. 023836 T co rn CV 0 Z Wagne Dalton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OAD SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL W-0' MAX WDTH x 14'-0" MAX HEIGHT POS. 27 PSF SCC # 0,1-00(pMAXIMUM SECTION WIDTH 21" NEG. 29 PSF NOTES. I. 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 THIS DRAWING. Approved: W.S. Wilson, P.E 3395 AOOISON OR., PENSACOLA. FL 3251+ FLORIDA CERTIFICATION NO. 0048Q9 GEORGIA CERTIFICATION NO. 0I8519 NORTH CAROUNA CERTIFICATION NO. 023&36 Date: f-28-01 i mklx1$Tz� 067" HORIZ 7 (2) 1 /4"-20x9 TRACK BOLT & 1/4"-20 HEX 5/16"x1 —5/8" L SCREW AT EA JB—US BRACK DRILL .281 OR 9/3: HOLE IN TRACK F JS—US BRACK ATTACHME 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH J8—US BRACKET (1) JB—US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECTIOI 067" VERT TRA, (1) JB—US BRACKET LOCATE AT EACH ROLLER LOCATK EXCEPT TOP BRACKET ROLLS (P/N 125135 OPTION CODE.' 0110 1 REV.- P1 I WM 16' x 74' MAX, f27 -29 PSF 1 1 OF 4 TRACK END HINGE TOP BRACKET RE-01REMENTS S CC # 0;4J. MASTER PLAN i 1/4"-20x9/16" TRACK - BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET - (P/N 108077) (5) 1/4 20x5/8- TEK SCREWS (P/N 141668) L•a NARROW BODY HINGE (4) 1/4"-20x5/8" SELF —THREADING SCREWS (2) 1/4'-20x5/8" TEK SCREWS ALL END HINGES �0/ `•j 7/16" PUSH NUT AT EACH ROLLER (P/N 243341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH END HINGE Approved: T/ W.S. Wilson, P.E 3395 ADDISON OR., P'ENSACO" FL 32514 FLORIDA CERTIFICATION N0. 0048489 GEORGIA CERTIFICATION NO. 0I a519 NORTH CAROUNA CERTIFICATION NO. 023136 Date: R'-29 — o ( '— 2' NYLON ROLLER W/ 4 1/2' STEM Q (P/N) 108135 ad �0 WIDE BODY 1 HINGE (P/N SEE BILL OF MAT'L) 3" 20 GA U-BAR RHRH ENDHINGEE (3) 1/4"-2Ox7/8" (P/N RH-270354 & LH-270355) j L L 20 GA CENTER STILES 16 GA END STILES UPRON CODE.' 0170 1 PEV.' P1 I WM 15' x 14' MAX, --27 -29 PSFI 2 OF 4 U-BAR L OCA TIONS 0 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 scr # M,�STER PLAIN 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 (2) 1 /4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS. Y(ixn. P.E. 3395 AOOISON OR_ PeAMLA. FL 32514 FLORIDA CERTIFICATION. N0. 0048489 GEORGIA CERTIFICATION NO. =519 NORTH CAROLINA CErTT MATION NO. 023US Date: 9 -28- 01 OP77ON CODE.- 0110 I REV R1 1 WM 16' x 74' MAX, -><-27 -29 RSFI 3 OF 4 CENTER STILE & INTERMEDIA TE HINGE L 0CA TIONE ;c ;C # 141OSIER FLAN w W V V 14' Approved: W.S. Ynt =n. P.E. 3395 AOOISON OR., PENSACOtA FL 325I4 FlORU)A CESiTIMTION N0. 0048489 CEORM CERiIMMON NO. 018519 NORTH CAROUNA cvmF CAnON NO. 023836 Date: OPTION CODE-.- 0110 1 REV- P1 I WM 76' x 14 ' MAX,, +27 -29 PSF J 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 0 TEST REOUIREMENT: 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 5/3" 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 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 .11 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: February22, 2001. Temp 71° F. .'RODUCTDESCRON• SCC IPTI# C7Z-4p6 1. WayneMark Model 8000, 160, 4 section. MASTER 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 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 8..067 vertical and horizontal track. 9. Seven TB -US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowelI (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 IvIiami-Dade Co. Refer to.Product Control Division, Question and Answers, GA1S(Q127). APPROVED OPTIONS Based ono er test b ' uival . Altuninum Louvers and Styrene Window Frame Assembly per test number 020501. r .L1ame: W.S. Wilson, P.E. q-,2'e -o/ _ - 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0043489 Georsia Cert No. 018519 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the 'building located at 126 PINEFIELD DR for which permit 03-00002568 has heretofore been issued on 8/12/03 has been completed according to plans and specifications filed in the office of the Buildir'i Official prior to the issuance of said building permit, to wit as 4 J S1 .u, yLFyy," , complies with all the building, plumbing, elect al,'zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: Finaled ZONING: Inspected UTILITIES: Water Lines In Meter Set Reclaimed Water ENGINEERING: Drainage Maintenance Bond PUBLIC WORKS: Street Name Signs Storm Sewer Street Work DESCRIPTION FIRE: Inspected Sewer Lines In Sewer Tap Street Paved Street �S Lights WATER -SEWER IMPACT FEES O1-APPLCTN FEE -ELECTRIC O1-APPLCTN FEE -BUILDING O1-APPLCTN FEE -MECHANIC O1-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES O1-FIRE IMPACT - RESIDENT O1-LIBRARY IMPACT FEE O1-OPEN SPACE Driveway FEES PAID DATE APPROVAL DATE AMOUNT 8/12/03 10.00 8/12/03 10.00 8/12/03 10.00 8/12/03 10.00 8/12/03 10.00 8/12/03 59.27 8/12/03 54.Ob 8/12/03 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 126 PINEFIELD DR for which permit 03-00002568 has heretofore been issued on 8/12/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 01-RADON GAS TAX FEE 01-ROAD IMPACT'FEES 01-RECOVERY FD/CERT. PGM 01-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 8/12/03 91.93 13.33 847.00 13.34 1384.00 650.00 1700.00 N'-a� 7c��r�(n Y�:Lo" i(-Pn OWNER BUILDING OFFICIAL DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: 3 PERMIT #: C�`1,- a,` Ub ADDRESS: \�)\o CONTRACTOR: PHONE #: yd1 - y`1 J —Q \ \ a e -\ \a��' �v 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. ?E-n-g i n e e r i ng NU) 6Z /9103 Public Works Q k l2Lll /� 03 :] Utilities ❑Fire Y-� 1 IA , ❑Zoning n I A ❑Licensing 0 1 P, CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 772 3 Mifjj.vr=j -rZeG% CERTIFCATE OF OCCUPANCY „ .�d.))1jq REQUEST FOR FINAL INSPECTION t�cc�—, **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: C�-a-)- a -'� Vb ADDRESS: CONTRACTOR: PHONE #: yd1- Lir) J 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 DFire V� T blic Works �nGti� t Z" y)J�Zonin lri i; Utilities DLicensing I P, CONDITIONS: (TO BE COMPLETED ONLY 1F APPROVAL 1S CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION, 1 1 1 1 1 1 v� 11 I I 1 1 1 1 1 1 1 I **** SINGLE FAMILY RESIDENCE****W IS 1 1 1 1 1 DATE: I 1 1 1 I I �'•" = I I I I 1 I 1 I I 1 I I 1 I 1 I 1 I PERMIT #: ��- a �8 0 ' ADDRESS: � � 65` :- N d i o V CONTRACTOR: M ° 'V j, r C " W 0 1 p , PHONE #: 1- y`1'j -Q\\ v a as N o c of c Q _v U o Q c, V v m 1 C I .. Cr Q 0- 1 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 I 1 ❑Public Works ❑Zoning A tilities W��'P�v ❑Licensing �l L ' CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) r I TN E R S U R V E Y I N G 10 December 2003 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re: 126 Pinefield Drive 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 - (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 200! • - ELEVATION CERTIFICATE I Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For hwarne Compary Use: BUILDING OWNER'S NAME Poky Number MARONDA HOMES BUILDING STREET ADDRESS (Including Apt, Unk Suite, arxUor Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NA1C Number 126 PINEFIELD DRIVE CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.). LOT 13, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76 BUILDING USE (e.g., Residential, Non-residential, Addition, Armory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): ( #f - #9 - ##.##" or ##.1f ❑ NAD 1927 ❑ NAD 19M ❑ USGS Quad Map ❑ Other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NAP COMMUNITY NAIVE & COMMUNITY Y NUMBER B2. COUNTY NAME B3. STATE CITY OF SANFORD 120294 SEMINOLE I FLORIDA B4. WAND PANEL B7. FIRM PANEL B9: BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX 86. FIRM INDEX DATE EFFECTIVE/REVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth dflooang) 12117CO065 E APR 1995 APR 1995 X NA 810. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other(Descrbe): Bt 1. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Desrnbe): B12. Is the twkfing located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under ConshudiDn' ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 5 (Select the building diagram most similar to the building forwhich this certificate is being completed - see pages 6 and T If no diagram aocuratety represents the building, provide a sketch or photograph.) C3. Elevations— Zones AI-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, ARIAE, ARIA 1-A30, ARIAH, ARIAO Complete Items C3.-a4 below according to the building diagram specified in Item C2. State the datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section Q as appropriate, to document the datum conversion. Datum NGVD 29 CorwersionlComments _ Elevation reference mark used Does the elevation reference mark used appearon the FIRM? ❑ Yes ®No ❑ a) Top of bottom floor (including basement or enclosure) 21. 07 ft(m) f), ❑ b) Top of next higher floor 30.07 ft(m) ❑ c) Bottom of lowest hortmntsi structural member (V zones only) NA . iL(m) S Q d) Attached garage (top of slab) 20. 57 ft(m) E ❑ e) Lowest elevation of machinery ardor equoment . m servicing the building (Desorbe in a Comments area) 20 , 2 LM cc ae1v `❑ 0lowest adjacent (finished)grade (LAG) 20.3 ft(m) ' ❑ g) Highest adjacent (finished) grade (HAG) 20. 5ft(m) 8 �0 Q h) No. of permanent openings (flood vents) within 1 ft above adjacent grade NA U ) Total area of all permanent openings (flood vents) in C 3.h NA sq. in. (sq. an) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information 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 1001. ��:�Ildld:Y.�i<►.��L�:11F11:�7i1r!Id- � d��L�L�1:1�:��.�J�c�T:'�; TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597 SANFORD AVENUE r SANFORD FL 32772 HGNATURE DATE TELEPHONE 1. C I ODEC 2003 407-M-2000 IMPORTANT: In these spaces, copy the commpondng information 6om Section A I For Insumve Corp" use: BUILDING STREET ADDRESS (trhdurfirg Apt, Unit Sub, =ft Bldg. No) OR P.O. ROUTEAND BOX NO. POID/ Number 126 PNERELD DRIVE CRY STATE ZIP CODE Carpeny NAIC Nurr her SANFORD FL 32771 SECTION D -SURVEYOR, ENGINEER,.OR ARCHITECTCEfMRCAn0N (CONTINUED) Copy both sides of this Elevation Certificate for (1) eommunuly official, (2) insurance agenUoompany, and (3) binding owner. COMMENTS ❑ Check here daftachments SECTION, E_-BUILDING ELEVATION INFORMATION. (SU RVEY NOT REQUIRED) FOKZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), compteUe terns E1 through E4, If the Elevation Certillice(e is intended for use as supporting information fora LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number_(Seled the building diagram most similar tote building for which this certificate is being oompleted — see pages 6 and 7. If co diagram aocuratety represents the building, provide a dwtoh orphotograph.) EZ The mP of the bottom floor (inducting basement or enclosure) of the bulling is _ t(m) _in.(crn) 0 above or ❑ below (check one) the highest adjacent grade. (Use natural grade; Iavailable), E3. For Bulling Diagrams 6.8 with openings (seepage 4 the ne)d higher 1looror elevated floor (elevation b) of the building is _ IL(m) _r4=) above the highest adjacent grade. Complete Items C3.h and C3.1 on front of form. E4. The top of the platform of machinery arKthr equipment servicing the building's _ t(m) _in.(an) 0 above or ❑ below (check one) the highest adjaoent grade. (Use natural grade, if available). E5. For Zone AO only. If no flood.depth number's available, is the top of the bottom floor elevated In aeowdance with the communVs tioodplah management ordinanoe7 ❑ Yes ❑ No ❑ Unlvmown. The focal official must certify this information in Section G. SECTION F . PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authorised representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-issued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, R C, and E am cared to the best ofmy knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS 0 Check here if allachments. SECTION G-COMMUNRYiNFORMATiON.(0P710NAL) The local official who is authorimd by law or ordinance b,administer the communflys tloodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. 0 The information h Section C was taken from other docunwi ation that has been signed and embossed by a licensed surveyor, enghm, or architect who is aWrormed by state or local law to certify elevation inbmation. (Indicate the source and data of the elevation data in the Comments area below.) GZ 0 A eommuntly official completed Section E for a building located in Zone A (without a FEMA4mued or communItyissied BFE) or Zone AO. G3. 0 The following information (Items G4•G9) is provided for community floodplafn management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF CONPLIANCEMUPANCY ISSUED G7.Th•spermit has been issued for: 0 New Construction , ❑ Substantial Improvement GB. Elevation of as•buit bwest floor (Including basement) of the building is: _ _ft(m) Datum: G9. BFE or (n Zone AO) depth of flooding at tha building site is: — _ ILA Datum: LOCAL OFFICIAUS NAME. TITLE. COMMUNITY NAME. TELEPHONE. SIGNATURE DATE COMMENTS