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HomeMy WebLinkAbout127 Pinefield Dr 03-2549 SFRPERMIT ADDRESS SUBDIVISION A I O'Aq A S9 win in IMF CONTRACTOR ADDRESS Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PHONE NUMBER PROPERTY OWNER • ADDRESS PHONE NUMBER ELECTRICAL CONTRACTC MECHANICAL CONTRACT PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR IIU 8-11 ► IST"1 '7 MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE PERMIT0'99A�k!tDATE jr�lftol PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE 1 COUNTY UF .A[MJNOL[ IMPACT FEE STATEMENT ISSUED DY CITY OF CANFURD STATEMENT NUMBER 103-75583 DATE: p. .-�-� I BUILDING PERMIijl (CITY) COUNTY NUMBER: UNIT ADDRESS: _/��/'� E/d- ---------------------------------'_--_---.. TRAF[Ic ARE JUKISDICTION: PA 3EC: TWP: RNG: PARCEL: Si)DDIVISIOH: �`��---------------- ----'--------------- A/ PLAT BOOK: PLAT BOOK PAGE:��BL�CK: LOT: -6^�»� '--�'-^~ ----- - ' OWNER NAM[: ADDRESS: o�, APPLICANT NAME: ADDRESS: /�-------- - -- ........... LAND USE CATEGORY: 001 - Single Family Detached House 7YP[ US[: Renidential WORK DESCRIPTION: Single Family House: Detached - Construction ---'---------------------------------------------------------------------------- F[E BENEFIT RATE FEE [NIT RATE -PER � & TYPE DW[ TOTAL - TYPE DIST SCHEDULE DESC. UNIT OF UNITS '�- LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.0(} AMOUNT DU!---: $ 2,285.00 STATEMENT RECEIVED BY: SIGNATURE: _ - ---- - ---�= ' �PLE�SE PRINT NAME) �/ NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *WQ.1 DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY *ANOTE*� 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 WRIT7EN REOUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE RECUEST FOR REVIEW MUST MEET THE REOUIREMENTS 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, SAUFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REF[PENC[ T[\[ STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. **ITHIS STATEMENT 19,VAL.ID1 O0LY IN CONJUNCTION WITH ISSUANCE OF A*?�, FAMILY BUILDING PERM IT*********17*0 =****$ �\ • AMON^ rue --A _ CITY OF SANFORD PERMIT APPLICATION Z Permit # :��Date: June 20, 2003 Job Address: 127 Pinefield Drive Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $68,094.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alann 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 Calc. 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 Footaga.-� V) Construction Type: VI # of Stories: I # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel N: (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 1 101 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. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 6/20/03 Signature of0 n f(e A nt Date Russell Keith Summers Owner/Agent's Name 6/20/03 Signature of Notary -State of Florida Date OF r� DEBBIE TIME -i. O,D a P°veuc My Comm Exp. ?/5/05 i No. CC 999378 Owner/Agent is _X_ Personally Known to Me or _ Produced ID 6/20/03 Signature of C t Agent Date Russell Keith Summers a;; ent's Name 0/03 Signature of Notary -State of Florida Date n1DFFJ0DEBBIE TIME My Comm E><p. 2/5/OS No. CC 999378 Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg IB_Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: ssbc) 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: Electrical Contractor: 127 PINEFIELD DRIVE DANIEL G. PUGLISI Residential: __� Non -Residential: Lot: 117 Panel: 3 Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service o 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: S, op By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. plicant'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: Address of Job: Maronda Homes Inc., of Florida --------------------------------- 127 PINEFIELD DRIVE Lot:117 GARY CARMACK Mechanical Contractor: Residential /_ ------- Non -Residential _CA_C043900 State License Number Panel: 3 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: 127 PINEFIELD DRIVE Lot:117 Panel: 3 Plumbing Contractor:_______WILLIAM T._SELF __—__—__—_ Residential: _� _ 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. c Applicant's Si ature CFC05 39 State License Number Laronda Homes 1 AN EASILY OBSERVABLE BETTER VALUEI I101 NORTH KF_/_l_F_R ROAD, SUITF F • ORLANDO, FLOR/DA 32810 407-475-9112 • FAX: 407-475-9/ l5 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 117, 127 PINEFIELD DRIVE at Celery Lakes. RUSSELL KEkmadmMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 20th day of JUNE, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. NOTARY PUBLIC 5IM978 (RLN. w'1C 11 Other I.D. CADocuments and Settings\pellegrinl\Desktop\PERMITT ING\City of Sanford\LOA Keith Summers for City of Sanford.doc WWW#W MORBE, CLERK OF CIRCUIT COURT BRIMOLE COUNTY BK 04876 PG 1679 CLERK'S ft 20031063a1 RECORDED 06/23/2003 Sit21i42 PN WZMINB FEES 6.00 RECORDED BY M Noldm NOTICE OF COMAUNCEMENT 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 117 127 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 OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando FL 32810 (Name and address) c U. SURETY (Bonding Company) Name and Address N/A N Amount of Bond 0 LENDER U0 W c Name and address Bank of America, NA. 750 S. Orlando Ave #102 Winter Park FL 32789 N ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Z IA W Z U. zc g Persons within the State of Florida designated by owner upon whom notice or other LU Z Z Z documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. oc c � o Kamaf Title, 200 W. 1•t St., Sanford FL 32771 Fax: 407-330-5062, Phone: (407) 322 9484 a In addition to himself, Owner designates (Name and address) or n to receive a copy of Lienors Notice as a provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) I� RUSSELL K Au MERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. -MMAJA Notary• of r�O DEBBIE TIME p My Comm Exp. ZW5 TARP o a v�euc No. CC 999378 —ally Kra I 1 Odw I.D. CERTIFIED COPY MARYANNE Mop.= CLERK OF CIRCUIT COUNT SEMIINOLE COUNTY. Fl,Op= DMTY rYFR10 j CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 117 Subdivision: CELERY LAKES Property Address: 127 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). 0 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. O 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. ❑O 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. 0 f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. 0 h. Square footage table showing footages: Garages/Carports 394 S.F. Porch (s)/ Entry(s) 43 S.F. D 3. 0 4. TO FOLLOW N/A 5. N/A N/A N/A � 6. 1. 2. 3. 4. 5. 6. Patio(s) S.F. Conditioned structure 1,486 S.F. Total (Gross Area) 1,9235.F. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built on fill, a report may be requested by the Building Official or his representative. Other submittal Documents: a. Utility letter or approval when public water supply and/or sewer system connection to be made. b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. 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 Footer Underground, electrical, mechanical and plumbing Foundation elevation survey Slab 7. 8. 9. 10. 11. 12. 13. 14. 15. Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Friday, 200 3 SIGNATURE: June 20 Nelt-wner or Authorized Agent) PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 117, 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. 0 w H 0 z Ln a w a U N I , i 25' 116 ,D I CD �I N 89038'17" E 120.00' 5' DRAINAGE ESM'T _, Cf) r--- ---------------------------------------------- o---------------------- C/) 2�.00' 57.40' 0 37.60' O p , O . i W � N O i O R O O ;o - 117 41- Z� n o o 00 CA rn i j ii m r� O i _ p O M 0') O I O I O O ----- `1J a 7.5' DRAINAGE ESM'T N 89 38 17 E 120.00 I i i D i :n 118 �� SCALE: 1 "= 20' i 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. SURVEYORS 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: 't Wr-- c4K- CERTIFIED CORRECT T0: KITNER 'SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-0823 I. (407) 322-200O PROJECT NO: D3_AO.5 SURVEY DATE: r� ' PLAT OF BOUNDARY SURVEY for MARONDA HOMES. Legal Description LOT 117, 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. 25' I � I I I I I I I I I ;�p 0 w E- C z tn a w J Q U N 116 N bi 3__Sb -1 / L 1 LU.UU 5' DRAINAGE ESM'T O ai Q O - - - - - - - - - - - 2�.00' 57.40' - - - o 37.60' oo � -nz-0 oo W 117 • .-EL-goo 3 rrl mp 0 I II o m ; - i 4P � 1 i i ' I I ---- 0 7.5' DRAINAGE ESM'T a f O O fV M O O O N 89*3817" .E 120.00' ; D I 118 I _ lm SCALE: 1 "=20' SURVEY NOTES: PLANS REVIEWED CITY OF SANFORD 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. SURVEYORS 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 Kinimm Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS: PROJECT NO: O3_6O5 R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-0823 (407) 322-2000 SURVEY DATE: CERTIFIED CORRECT TO: 0 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: ROOANOKE K Builder: MARONDA HOMES Address: `ai PI►ne idj OnVe Permitting Office: City, State:ynw ft,_ Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central I. New construction or existing New — 12. Cooling systems 2. Single family or multi -family Single family — a. Central Unit Cap: 28.8 kBtu/hr 3. Number of units, if multi -family 1 _ _ SEER: 11.00 4. Number of Bedrooms 3 b. N/A _ 5. Is this a worst case? _ yes — 6. Conditioned floor area (ft) _ 1477 fP c. N/A 7. Glass area & type — a. Clear - single pane 114.0 fP — 13. Hearing systems b. Clear -double pane 0.0 ft2 — a. Electric Heat Pump Cap: 28.8 kBtu/hr c. Tint/other SHGC - single pane 0.0 ft' — HSPF: 7.50 d. Tintlother SI.1GC - double pane 0.0 fe b. N/A _— 8. Floor types — a. Slab -On -Grade Edge Insulation R=0.0, 162.0(p) ft c. N/A b. N/A — — c. N/A 14. Hot water systems 9. Wall types — a. Electric Resistance Cap: 50.0 gallons a. Concrete, Int Insul, Exterior R=4.2, 934.0 fl- — _ EF: 0.93 b. Frame, Steel, Adjacent R=11.0, 188.0 ft- b. N/A _ c. N/A _ — d. N/A — c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types — DHP-Dedicated heat pump) a. Under Attic R=19.0, 1617.0 fe — 15. HVAC credits PT b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, — c. N/A HF-Whole house fan, 11. Ducts _ PT-Progrannnable Thermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 150.0 ft — MZ-C-Multizone cooling, b. N/A MZ-H-Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 20806 PASS Total base points: 22368 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY • DATE: I hereby certify that th4bridEnergy ng, as designed, is in compliance with the (F. Code. OWNER/AGENTDATE: 111Mn Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: of qM sr41TF fi�,' �•, ' o hj er r,r b PPu34 EnergyGauge® (Version: FLRCPB v3.21) FORM 60OA-2001 r 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 1477.0 25.78 6853.9 Single, Clear E 1.0 3.0 5.0 59.31 0.85 253.5 Single, Clear E 1.0 6.0 16.0 59.31 0.97 920.8 Single, Clear E 1.0 9.0 40.0 59.31 0.99 2357.0 Single, Clear S 1.0 6.0 16.0 44.66 0.95 676.6 Single, Clear W 4.0 3.0 5.0 53.47 0.48 129.4 Single, Clear N 1.0 6.0 16.0 27.96 0.98 436.4 Single, Clear W 1.0 6.0 16.0 53.47 0,97 830.1 As -Built Total: 114.0 5603.8 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 188.0 0.70 131.6 Concrete, Int Insul, Exterior 4.2 934.0 1.16 1083.4 Exterior 934.0 1.90 1774.6 Frame, Steel, Adjacent 11.0. 188.0 1.00 188.0 Base Total: 1122.0 1906.2 As -Built Total: 1122.0 1271.4 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 17.0 1.60 27.2 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Adjacent Wood 17.0 2.40 40.8 Exterior Insulated 20.0 4.80 96,0 Base Total: 57.0 219.2 As -Built Total: 57.0 232.8 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1486.0 2.13 3165.2 Under Attic 19.0 1617.0 2.82 X 1.00 4559.9 Base Total: 1486.0 3165.2 As -Built Total: 1617.0 4559.9 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 162.0(p) -31.8 -5161.6 Slab -On -Grade Edge Insulation 0.0 162.0(p -31.90 -5167.8 Raised 0.0 0.00 0.0 Base Total: -51:51.6 As -Built Total: 162.0 -5167.8 INFILTRATION Area X BSPM = Poiints Area X SPM = Points 1477.0 14.31 211.35.9 1477.0 14.31 21135.9 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 28128.7 Summer As -Built Points: 27636.1 Total Summer X System. = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 28128.7 0.4266 11999.7 27636.1 27636.1 1.000 1.00 (1.079 x 1.150 x 1.00) 0.310 1.241 0.310 0.950 0.950 10099.1 10099.1 EnergyGaugeTM DCA Form 60OA-2001 EnergyGauge(D/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 1477.0 5.86 1557.9 • Single, Clear E 1.0 3.0 5.0 9.96 1.03 51.3 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 9.0 40.0 9.96 1.00 400.2 Single, Clear S 1.0 6.0 16.0 7.73 1.01 124.6 Single, Clear W 4.0 3.0 5.0 10.74 1.10 59.0 Single, Clear N 1.0 6.0 16.0 12.32 1.00 196.7 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 As -Built Total: 114.0 1164.9 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 188.0 1.80 338.4 Concrete, Int Insul, Exterior 4.2 934.0 3.26 3044.8 Exterior 934.0 2.00 1868.0 Frame, Steel, Adjacent 11.0 188.0 2.60 488.8 Base Total: 1122.0 2206.4 As -Built Total: 1122.0 3533.6 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Adjacent Wood 17.0 5.90 100.3 Exterior Insulated 20.0 5.10 102.0 Base Total: 57.0 272.0 As -Built Total: 57.0 304.3 CEILING TYPES Area X. BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1486.0 0.64 951.0 Under Attic 19.0 1617.0 0.87 X 1.00 1406.8 Base Total: 1486.0 951.0 As -Built Total: 1617.0 1406.8 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 162.0(p) -1.9 -307.8 Slab -On -Grade Edge Insulation 0.0 162.0(p 2.50 405.0 Raised 0.0 0.00 0.0 Base Total: -307.8 As -Built Total: 162.0 405.0 INFILTRATION Area X BWPM = Points Area X WPM = Points 1477.0 -0.28 -413.6 1477.0 -0.28 -413.6 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A -'Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 4266.0 Winter As -Built Points: 6401.1 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 4266.0 0.6274 2676.5 1 6401.1 6401.1 1.000 1.00 (1.068 x 1.160 x 1.00) 0.455 1.239 0.455 0.950 0.950 3428.3 3428.3 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge&FIaRES'2001 FLRCPB v3.21 I I FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: l 1 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: 7278.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 12000 2677 7692 22368 10099 3428 7278 20806 PASS OQ�(HE ST,g7� ts7 rrnr � �cOo wE�� EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeO/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION'COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area• .5 cfm/s .ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that Is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor, around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier, gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous Infiltration barrier Is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 dm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. RA.99 nT411=D DDCC1`010711/G RACAV-lIocc" COMPONENTS — --•—•---._-- SECTION ........... ......... 4Avi cMGV vY au �cawc��uca. REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons Per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 1 607.1 1 Se arate readily accessible manual or automatic thermostat for each s stem. 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* = 84.5 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New - 12. Cooling systems 2. Single family or multi -family Single family - a. Central Unit 3. Number of units, if multi -family 1 - 4. Number of Bedrooms 3 _ b. N/A 5. Is this a worst case? Yes _ 6. Conditioned floor area (W) 1477 ff c. N/A 7. Glass area & type a. Clear - single pane _ 114.0 ft' - 13. Heating systems b. Clear - double pane 0.0 ft - a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 ft2 _ d. Tint/other SHGC - double pane 0.0 W b. N/A 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 162.0(p) ft - c. N/A b. N/A c. N/A _ 14. Hot water systems 9. Wall types _ a. Electric Resistance a. Concrete, Int Insul, Exterior R=4.2, 934.0 ft- b. Frame, Steel, Adjacent R=11.0, 188.0 W _ b. N/A c. N/A d. N/A _ _ c. Conservation credits e. N/A (HR-Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0, 1617.0 fP - 15. HVAC credits b. N/A - (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable -Thermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 150.0 ft - RB-Attic radiant barrier, b. N/A MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed CodQ compliant features. Builder Signature: L Date: JUL 2 1 Address of New Home: City/FL Zip: Cap: 28.8 kBtu/hr _ SEER 11.00 Cap: 28.8 kBtu/hr - HSPF: 7.50 Cap: 50.0 gallons - EF: 0.93 PT' - *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPAIDOE EnergyStarrmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see tine Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-18.24. EncrgyGauge® (Version: FLRCPB v3.21) Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CL11701 117 127 PINEFIELD DR ORLN-CEL ROAK3 LEFT ROANOKE K 3 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 load inn is in accordance with ARC IF 7-98_ Thecp truccac arp riacinnarl fnr nn am lncarl him ilrl inn Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 31 Layout 10-8-02 R 10-5-02 Roof Loads - VT 4-11-01 S 10-5-02 L/ TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 S1 10-5-02 A 10-5-02 T 10-5-02 B 10-5-02 LI 10-5-02 &/ 61 3-3-03 V 10-5-02 Total 33.0 psf C 10-5-02 D 10-5-02 DurFac- Lbr: 1.25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" E 10-5-02 �/ F 10-5-02 G 10-5-02 PLAINS REVIEWEC CITY OF SANFOR H 10-5-02 H 1 10-5-02 H2 10-5-02 J 10-5-02 J 1 10-5-02 J2 10-5-02 K 10-5-02 K1 10-5-02 L 10-5-02 L2 10-5-02 L3 10-5-02 O 10-5-02 P 10-5-02 Q 10-5-02 INN # DESC QNTY DATE: JUL 1 1 2003 18331 EHUH26 18330 EHUH28 18360 SKH26R 2 18361 SKH26L 2 18362 SUH26 16 18370 THJ26 18336 EHUH28-2 1 SEAT PLATES 103 11 3M < fJ v O O O O O O O O po- O O O fJ o I Is I 1 @KH-il-I S H26 ERSSH�26 / (21SKH26 �� HANNGERS �\ A- 4PLY GIRDER 0 \� VOLUME CEILING C 1 j �\ 12 D I\\ 4 E �\ Y' I F / \\ I I 12 G // I 112 / 12 F (--- , / 4 b 0 .1 E / I o yr 11I I D • 8'-0" CEILING 1 vrsz - MOB — C / _ 61-3PLY- 51B� RAISE HANGER 7\ VT52 1&9 EHUH28-2 HANGER �� H I ----- K ODD PACE K1 N —�. I _ ^I r- w H _ K ODD PACE —gym H — I it'-0 EILING J2 8'-0" CEILING —_ / b H1 _I ODD•3PACi-= L — — — ,— — — 1-12-GABLE 6-4 � 124 J 12 I �. 12 6' 6 I I J N I_J I 6 o - - . - - - J1_GABLE JOB NUMBER: ROAK3 CUSTOMER: REVERSED JOB NAME: ROANOKE K 3 DRAWN BY: ech DATE: 10-8-02 PITCH: 4/12 & 6/12 O.H.:1-6" & 1'-0" BEARING: 8" LOADING: s JUL 1 1 2003 fib' � ,:r 4 � ,�: � ,� ",s�� '•2'yt�- ��'$tF�aotyo��� °`"��'� E�'� try���t �� ��, rY r �,�''rrG` �t�It�'�J�6�y�` "'`r•�: �x �': S4�lli� IZ�i+l�1, niiti .. •` t` iL^s+islt �@"a4rt.�f' A �?A:C�" �► ��. � i . i7gv �.ofi►ces •_ dtctesun �e.Q ►max, HIB-91 Summary Shut COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL 'LATE CONNECTED WOOD TRUSSES ° is the responsibility oftheinstaIle r(builder buildinocontractor lice nsedcontractor _ectoror erection contractor) to properly receive unload store handle install and `gce metal plate connected wood trusses to protect life and property, 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 Architects or Engineer's design specification for handling, installing Ad bracing wood trusses for a particular roof orfloor. These recommendations are lsed upon the collective experience of leading technical personnel in the wood YM Y r 4'n;l IOJYiss s 61):�(,.� ? t S1�ultlRe cliliorrzo afl�j 3r S11 ' O ea � �y �•tie,� `r�,�"�fn*,p,?i,,. f '�w��y fr�;:rvr,N ';�.„,PP,,, .,p .,qfy"��I;et�g�io • ;eue tq��coessiue�l }eras .^^yy rn .•>KmrtyriWr.' Y;utn;�rxtraaau. gln .. nMetiwr )r.. � x.v t� "rh IR1iV.>o5 O O 7tsrror, riR i 3 �.rcxrir 1 fi ' brea , a I n 14 '1 i allatio begin , Caresa�deerc sela�n�in ...e 9 i Didqa. r! nCS :� La 5•"il,f...r rIC LYili,, ;uW'— tY,'In,�.'Z%rxif _ ' y✓1 Av[I fi T .]Ib ��na e•�ss� , �a� .1 � �a+� . �",� .;' . �-..._k,:a'�+%:+k'..�ix�t�'N��hSMFa�i,rAjh�ii��1+k'df �':'M.m?iF�i�tra`50-'f It I�tll�x`{�y%A"„��•n�i`.'�•I. e5 I in.9 rlgq✓v1;i�!; •�'i !� rirf is �i� is ni S Ia 1 'g'��0 , S of i �r a rF , • + r '�iii4'"�r ��'�� iN "�iNlN1` y.Ffq�lraS�,ZK` �� �aeae� atiu�e�#o dlln .-�rar�.„,��,severeer�ana7�rn��ty� �„art�ageatto��t,rcfures,n.�.�r 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 fordamages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright m by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. C�^,i.lTlrJN AI temp6rar briciccshouIdbenoless. <<c; s ,I .:than 2, �,racle mar6&luiii per. 111 vonracctions uld be , ade t wlthimih1T) W-n cat 7 '16i�1 nails.' All su �. illr�• � � tt an r I 1 re +Y�4) R1x*t�I es d2 on centeroriess All,multi, p y '�sesjishn l '0�ietl�tt®6Wher it accor r'dance with eslgn Ica �in[onstallstioR. �., . 7.. TORAGE I russesshoulclnotbe` . r0u,h terrain or: un- s vdhich could cause ie.truss. -a3 L' ' ` :Y.Z*i',{•�t Ir$d i a r'e ut+ ^'1. �`f,`.'bntAaa� aGz tUiO lrret�sse �kstore �vert177 M� caH`y'if�he t J .�Ar3 0 yeldAp7bT �d $ ° � err fa aae_': p prey}e�rt Ito ��yi�gg.9 ritip��t M ��arsraacrtt'w.,",.iak,gVl�",r Mkt'h�'kkuS�,>�W17p+C.��'arl!.CGFii&"v.Pi'ti.a�i•.+.-tbl='t15"k�Ditylii.�,:}C:L1'"hr,'t,k} aj A`3,ITM'°'{r�+ r 4T xiter4N•mc Guy),. Eel, DI�IC"aR ,a r�o`stor? f7cl�eSsp �gji un'les,; `o�'I��ia�cls`i:-� 'r,are t no. 1 iQ� . v.,�•K,t .r.�hlb��..��• .0 ���� , . �+r`c�u�-�ca,.. �. ,H:f,'a��°�r. � �,.1} Frame Tag Line YTT„ brarj� tip, 1. p I r Ioh�s !f�l�`fiM.. ..! g He COrtl,es� n Barr f►aa 5 n9 i�1 �ft'1y"r/+�19 d ,, Trusses, 8�n1Xso�� ((UNND erRACING BIJIL®ING INTERIOR :�(, �NE �4F�Is: J"�r�O.n�I i � �Ar ' J�4F„ b i� :,+ $F7—:�Cs...�.t!. .' vi- �i"9 u rlsr s ac �s `i „ A N {nM rrHUXI :�AM^�I� 7iM rl:� G�l1 IA„HiXy .I caROIJND� 3RACINC: BUILDENCEX7E;.,i0R Typical vertical End Wall r� Wtachmanl plan . N Typical horizontal tie member with multiple stakes (HT), ,, truss of bra, cup of trusse (EB) Frame 2 a a 'z 4 or greater Gs O� sA Ns\ \ Top chords Ihat are laterally braced can ouckle togetherand cauaccollapae if therc isnodiago- nal bracing. Diagonal bracing should benailed to the underside of the lop chord when purlina are attached to the topside of the top chord. r� .a,►' i�lillhratFat e�sonaH ,'ury or lie VC MINII4IUDIAGONALBRACE PITCHli�q�ERALD�HO � SPACING DD' SPANII� �.i DIFFEREIJESI'ALLING . 5 t�ussesj %,,: 6 tL1 F ��•:': r., �9 'SA/DF.- ,SP..F/HF ., -UP to 267 1 2.5 7 17 12 Over 28' - 42' 3.o 6' 9 6 Over 42' - 60' 3.0 1 5' 5 3 Over 60' See a registered professional engineer 3F - Douglas Fir -Larch SP - Southern Pine IF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace — �` All lateral braces Required lapped at least 2 I trusses. 10' or Greater [ / Attachment Required TOPCHOF INIMUid1 LATERAL'b TCH SPACING(L TOP CHORD DIAGONAL SRAc�: SPACING lDB' irk trusses' Over 32' - 48' 1 4/12 1 6' 10 7 Over 48' - 60' 4/12 5' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Top Chord ^All lateral braces Lateral Brace lapped at least 2 Required �� trusses. // 10' or Greater .--4 AttachmE Required r'.'—YE Cl-cp TRUSS sa.Y . 12 �. s/ .'\ Q. c. ti y �F Tap chordslhalaraletarallybroced -an buckle Jyy QQ� togetherandcaueecoilapsaillhereianodiago- �� 5 net bracing, Diagonal bracing Could be nalled N to the underside of the top chord when purlina are attached to the topelde of the top chord, SCISSORS TRUSS '' Frame 3 "I ON11 Vol, oi;� �M_ T', Bottom chord diago a I -_ .3 c I i end oft�e b spacing as.top - chor 2U. j4 W Pik L; SID TA ji? 5* 1411. OR � I AL"BAKdE ITC Up lo 32' 1 4114 1 20 15 Over 32' - 48' 1 4/12 1 10 Over 48'- 60,1 4/12 1 15, 6 4 Over 60' See a registered pro essionsi engineer i DF - Doualas Sobther 'IF - Hem -Fir n Pine F ��SOruce-Pine-Fir All lateral bra-cs lappeld at ie� 2 trusses,�, .......... NN r'b 1z IBM.' I M MA �*%MJW Ai Alf z 15V .'M bfmracinglepeat�` Ma Olding and, -.at san,,:v I diagona ibracihig!"'i P Ilp sr d C ross'br;a'c':n'c*6;iepebted Iffie"'rvali Ot T—i'. �1�, gg UD to ^2' 1 301. Over 32' - 48'1 42- 1 Over 48' 60,1 4 1 I Over 60'. 1 See a r DJ-7 bougla's,151r.-Larch So KS R . F eb. agonai, rzce�,*., foriciantil re •U. ' 'i placed oi�4p, iV.- W Top chords that are laterally braced can buckle together and cause collapse if there in nodiago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topeldo of the top chord. i , - 17 Continuous CHUR Top Chord Lateral Br-ac fY 8 BRACE 0 Nil Wt! g 5H' CQ'I pal III! IPIN i i -I r I "5vm M Required Top chords that are laterally brilload can buckle H M k together and Ceuee collapse If there is no diag0- 10, 16 10 nal bracing. Diagonal bracing should be nailed 6' 1. 6 4 ti to the underside of the top chord when purli a 1 5 are attached to the topside of the top chord. Z�g 1 4 2 1 - , � 11 W Professional enaineer Attachmer Required al r 4� 4. I R. j I! P fl.'l 'Ny , V , .1"M NIM PiTCHII A �SPACiNG(LBI" 403111MA"i, W TOP CHOP 'CE S ni g11,LF.,tTrusses r Up to 24' 81 17 1 12 Over 24'- 42' 3/12 7' 1 10 1 6 Over 42'- 54' 3/12 6 4 Over 54' See a registered professional enqlneer 4jr- - uougias t-it-Larcn SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. - Top chords that are laterally braced can buckle togethara nd cause collapse it there is no diago- nal bracing. Diagonal bracing should be nalled to the underside of the top chord when puriins are attached to the topside of the top chord. 'MONO T Uss.-'!�!l ,INS TALLA TION TOLERANCE�S�, -" . I: PLUMB Min). I 5 0 b'' 12" 1 /4" 24" 1 Z' 36" 3/4" 48" V 601. 4' 72" " 84" 1-3 4" : 2' 3' 4' 5' 6' 7' L(In) 12 7g:1r.o.rter/^ �41 All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10" or Gri Attache-ic Requirec nth F41 BOW Length L(in) 7:: ......... Lesser of L/200 or 2" L(In) Truss t 96" 21 a. Depth 108" 2" 91 D(In) 1/4 —FLesser of Lesser of L/200 or 2" r, or 11 4aximurn ,lisplacement Plumb Line L(in) 50" 1 /4" 4-2' 100" 1 /2" 1 8,3'-1 150" 3/4" 1 12.5'1 i tr/200 L(fl) 200" 1" 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25—.0'] OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. M Frame 6 6?�ONDA 9YsTEy3 4005 Maronda Way Date: larch 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #005006g - aUbject: Valley Trusses Sanford, FL 32771 (407) 321•ow Fa: (407) 321.3913 All valleyjrusses labeled VT-1 thru 100 are covered under PEP the tress Package 6 >r'IDe yen„ral ��alley shied pro��ia�ed (�` si�nie�l and sealed by the e�cgirPeer of record. The connections are noted Oil the structural info sheet of the plans. Allgeneral sheet. criteria of the valleyr trusses are noted onthe 1f YOU have aay questions (Please feel free to call at 407-321-0064. S;R erely, TOM s nonce, t' DESIGN IN-ORMATIo 1 Tits dalgn L for an 10dlvidrtal Loading eompnnmt and Iu been Instil on InfortnatJvn P'v�ldM by Ih. rlleoL 1The design- d,sNalms any raponslblllty fordamagcs as a t_uit of faouy ar lnmrreet lalortnailon: sp,,dn-u.na and/vr dalgns firrnt•.Ired I. the truss .Icslgue by the -Molt and the mrrectu_ or amura�y o(Ihis Infatmatiou u Il may relate to a .Po- cult n 1cn and .wept. u. ,cponswwty nr cXcrrJses no control w111, «gald to labrica- uoq h.vdnog. ""I"o nt and Install tl.n d tnatts. 11IN hiss has been designed as an todlvidml LuOding a Pancnl a, ancnrtfanre wul nustfml 1- I ROS and frns 91 m h. hn Pv ja I as Pan Delof Ib. bumm"g dslglr by a Dolding na gner heplsler.,1 atchllcc! nr prnfesslol gtnced. when rMcwed h.r approval lq-che building dalgna- the deign bndtngs alww, most be checkal to be sure that the data shown ate In agreemcrd a1lh the local bulldbtg macs. h.al N,outic rco.,J.s for wL d oranna PmJ 1 sP-llk llcn, or special apPUcd loads. Unless shown, true has not 1 sto,age nr _ 'e. 1 -10, a .i for ramPraslnn dwrds flop or bottom),�S cmtllno- o 1 ly btaeed by aboll.b,g,mless orhv,.,se 'PcaDed. U'I,-. bo0om.afe not ILIty bma d laically by d. lensh,n eea tr1 in I hoiicd ngld niog- thry .baoht be tvaual at a mactm,un ryractng d i[r-rr ..._ r voa:tor Plata -hall be mauoacturcd (coin 2n gang. hot dlpped gatvantlad stcd mmlh,g A5O.1 A fi1r3, G,ar1e .1D, ,o,l ss dhe,u�e stum,l, FABRICATION NOTES Pr1ar io hithxtlnr>, lb. fahrtmtor ahaB review [his dtaaing to verify (hat tlds'I wmg h In mrfmma.,.. wnh lb. fatnimloe. Plans and to tnllre . conuaoing r6Ponslbwty for such vct- neal,aa. My dbc re cles arc In be Put hl wrlUng bxforc eimi.g or fabd—tiun. Pelo'hall not be Install-d wer kndbolo. Lnols or di .a.d g,aln. bicrnben shall I- clrt for tight fl—g woad In'noel hearing. Con- neetor Plates st.aD Er locals( on Iwlb lae�, nr th. u,c uh ,mUs hilly tmbcdd d and shall be sym. atw,it the Jolnl mtlas dhenvlse shown. A SX4 Plate is 5- sack z 4' lid. X 8' Ihn Slois h=1 rou A par Plalc is 6' lb. plate length sp—iff-d. Dnuhle ants on web mnnl,ers shad meet of the eenbnhl of the w.hs u,ilas othawbe sbown. Conneetm plate st.- ue mbdmmn ages lensed on the fumes shawl anJ may need m Ic Inefcasul for Cc„afn hand. Wrg coil/rvstrcssrs. ThL.I s.bnot to be f-Im"d sub fie retardant t.e>,lal loonier ,uJas olhawtsesho-m Furadditional lnfonnatfan on Jvality Control Wer to ANslfm 1-1095 PRECAUTIONARY NOTES !11 bracing and uenlon r«vmme,dattnus are In trc foUmw d in acted)-« w1111 "handling !.-taping A Oradn£, ilia. 1. Tnrssea are to �e handlal wah Puifollartatn dn,tng landing and bundling, dchvuy and bmialI tfo to ovoid lamage. Trmpora,y and pcuanu,l 6racL,g nr holJing Inrses In a analght .nil is_ proud, p lion and for reslsth,g lateral frnra shall be Iestg,reJ and lnstanaT by olhe,s. caa,erul h,o d- lng is tsacllltal aid CTMUGII bfacing Is ataays aT,bed. Nnrrnal p,muunmry acth n for lussm ltqutrc sucjr ItmP-mry bnrLig during 1 1-11-flva bcbv n trusses Io --old t.ppl'o.g nd d.mm.tng. 71,e op-. r.( c,ecw., of vssa shall be under tb. control of persona sPr ieneal 1n Ih. Instnu."on mfessdvice lonal ashall so be ught If. ed-L lonecntratlna of mn.t3 cllnu loads gtrater un the d—tro Imde s,..0 ,N Lc a,,pue.l iv ussu at any rlmr- Ito Im.ls othn t11.iv the S%hl .I W. er cants shah he appl,cd to nssa ,mill aner all Paslam,if and bramug WmplctaL MONO VALLEY VALLEY THUS COMMON VALLEY 1 MARONDA SYSTEI�4S SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER C- COMMON TRUSSES (TYP-) I + VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. WO: VALLGY ST=r 11. V I C-11Y:1 IF LESS TIIEII 3.0.0 THEN MOVE , DIAGONAL WEB TO NEXT PAIIEL. (iI WHEN OIGAOIIAL WEB PRESEIfT USE 4X6 PLATE `s 4 (1) WHEN 110 DIAGONAL WEB PRESENT USE 214 PLI 1 214 8 2zl OR 516 OR OH t 416 416 316 VAttEY MEMBERSAT REQUIRED WEBS J16 416 t 416 24 • O.C. (TYP) REQUIRED YrITII SPAIIS on GREATER THEN 28-0-0 3ib 2t4 / 214 / 214 21! \ 7z6 S VARIES 0-0-4 214 \ 21/ UP 17 o I i eL IN�(JLI: 316 214 214 214 2Y4 4110 214 316 214 214 J16 3r6 on 3t6 on t 416 an 1 4,6 214 MAX. 6.0-0 O.C.- (TYP) f 214 MAX, 6-0.0 O.C. (TYP) MAX. TRUSS SPACItIG 11 BELOW - 44' O.C. I® SPANS UP TO 60-0-0 ®� TOP CHORDS: 2X4 SP 42 1T IS NOT REQl11RED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP P2 BEL01V VALLEY SET. VALLEY MEMBERS WEBS: -2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST 13E CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING U14LESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWO FEET ON CENTER, 2X4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSIOII AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d (JAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER TITAN 8' LONG t. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.1.1 J?fXMIT AS S110NVN PIA'WS.A11E'1720 GA TI:STPD E'ER ANSIPI'111 ]-L995 l�iaro><ilc�a 5y�te�>t>Is 4005 MARONDA WAY SAKI:0RD. FL 32771 (407) 321-0064 Fax (401) 321-3913 TOMAS PONCE P.E. LKAimE k0050n68 C011t. SIII)I)OI-I vvr111u`I1[4t1- READ ALL NOTES ON 71.11S SHEET. A COPY OF 11IIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. I BRACING WARNING: 111 r1ug ab—n on Ods drawing Is not emeflon bmctng. %Ind bmang. purtal bracing nr slmMu bra °'hJdt tr - Pot of the holding dolgn and svtuch most tt consldncd by the building dc-Igper. Onfn g shoenl Is for latetal support of truss memhcrs only to taint- hld. l 1g length Rwg clo s mtr. be nwde to a„cltor lateral hraMg at ends and six d localloos delumlDed by the building des ter. AddUlonal bracing of We ojcfl stnrcttne may be ,egnire,l, (Ste Hf0-9] d y th g design". IrYucs Plate hutlhrte. TPI. Is InceteJ a, =./i1 n•n....'..,, n..... S. 1 Skills OF 6-0-0 o.c. l�ng. JiIL: Dwg: Dsgnr: 'I'LY C1111: '1'C Live 16.0 lisf 1'C Dead 7.0 psf 1W lave 0.0 IISf Bc- Dead 2.0 ncF TILISS ID: VT Date: 4-1.1-01 - DuTFac - I-br. 1.25 DwFac - pit: 1.25 O.C. spacing: 24.0't Design Cfilerirl- TP1 DL'SIGN INFOPMATION 7hfs design is for an Indlitidual budding HIP BLOCKING MAIZONDA SYSTEMS i WO: I-IIPDCTAIL 11: 1IIP Q1Y:1 ennlponrnl ald 1— been based on LdvmuBon p,t, by the client.7he des timer dkdabus any rrapo,u,b Utly to. 0 a."a5 oa rs utt or faUlly or Incorrect bdn, nlallml. spcd,ll©llons ,d/or dolgns 1-1111 ed to the Ines .lo lgue by the client and Ihe rnneeb,tss or aceunry r or 1111, Irdonnouon u It v.ay ,dale In npe- ellle project and aceepLc nu ..P. -iblUty ur n:lse „v control w11.1, ,eg-d to rab,fo- Ilnn- han,llb,g, shlprnenl and beta llanon of I,vaaen. Tills lrv_.. Iva been ll—lgned an an btdlvidual building component In aetn,dance tvllh M SmPI I.1995 and NUS-97 1. he u,c�rponlcd ,v ,..v, of the buoJb,g doipn 1•y a nvUdb,g Uclgner pegls[ereJ mehilcet nr p,oreslonal o,0—al. When —k red I.—PP-1 by it.. bulMlb,g deslg„er, the design L•arltngs sfmcn uvut be eh-hcd to be suer. that it,,. dab. limn, ,It In agreement with the 1-1 11u1hitlg codes, loot d4noUe records 1-1 l-U,d orsnm+ loads. p g-t npecUiwllo111 er spedol pplied leads. Uol-1 sham, buss has not been dolgned for slolage or oceulnnW loads. The design assnol" on,pr.�.+Inn dads tiny or bnllnml ore em,Wm- ously braced by shoUdng In Jos clhe ,-Lsc spedlled. Where botlon, 0,m t,, ir, lend.. are not fully braced e,te,ally b-y a properly oppued right c,Wng. they ebwld be I__% at a mltclnn n ep.cbrg of 10--0, a.,-- connector plates sh.1, lie ram mfaclured jam 20 gaogc hat dlppcd gataoJ+ed nice] mceW,q ASI74 A 653. Grade 40. unlw olher,vlse sbo.cn, FABRICATION NOTES i'rMr to fa4donan, the [.bowl— shall ...lee, till+ dmt.hg to —ifY Ibal till, 11--ing I. Ill m""no" nee ,•Ill, lie Abtlrnbn's plans mud to •-stile a ro,.tlnuh.g .oporulbnity for ouch vcr4 Ik eon. N,y lib—pm,clo ere to be put b, mfl4,g bel,uc eating or fabric-..11o,r. Vial" sholl not be t—talled o,er lu,vlholo. knoll or dlslvrtcd plain. el —ben sh.0 he cut for tfghl rntbng nnud In noud banning. Con. ceLtnr pto .11.11 he 1eoled .... boll, rates of the truss tyllh lulls fully anbcddtd and shall be sym. ahnui the Jo4,i unless oUlernbe sbvtn,. A 5.4 pLIle 1a wide a 4- loop. A 6.,9 plate b ti -ldt a U' long. SI.L+ (hu1n1 •ran parallel to the p6lr bugle, spetintd. I7oo61e nub on —1, onben doll Intel al the eenh uld rat the nehs nnlr_v nlhn mIs- shmm. Co„nccb,r pbtc su- a,e minbnum sires Irasel — the fortes situm. and may ne.d to be bin eased for ee,Wtn hatrd- 14.g and/or crtclbn atreses. 'I'I,i+ Truss b „al to be rabllotcd ,+Ill, fire ,elm,la rat ilea leJ lumber mJee mhernlse slm,cn. Fnraddluvn.l Information Inn Quail)- cenbul ,der to A1`151/717 1-1995 PRECAUTIONARY NOTES All braeing and creenon racon—A.,uo,cn arc to be rolloned In aa-at Ia _ , nth-nan•Llog_ I.utallb.g A nraelnj. 111n-91. Tlusso are to be bandied 1c111, panlcwnr cared bug banding aml bundU.,g. d,11—y and Inrto Mallon lc v,,Id damage. Te„Ipnrol)• and pet„a„c..t b—U,g I., hokl1 ,9 1-- to a sea lghl and ph,mb pos- Won and for —wfilg la tool I.,__ slug tx d_Ig,.cd anrd Ins1a11cd by oth— Cadet -and- ling Is nsentlnl and erccGnn ill u lug Is a1,1a)3 Icynild. Norval ple:;" lullalp acllan IQ[ bvaav ,c.pmo sash lenpora,y b.acb,g dortng brslaUa Uan belmen trusses to oc1 4l IvPpun4 a rvA du..,b,on,g. The..penta,n..1 vcct1. of 1r Ae+n shall be m,dcr the rnutn,l ,r persons c f lel:—d In Um In IallaUvn nr it Pr .essnnal advice shall be sought U needed. (:a ¢a Nm Ann of cnusln,cllou I—ds g,coler Ihnn the Jrslgu Muis short ran( Iv; applied In Iny.+tp rat voy nun..- No 4cd+ other Ilion the . wdgld of the ncdms shoo L; np,•Url 1v Intss:+ until Alter ail laslcnby; nn•1 h,adng Is cunq.lcicd. HIP GILDER 2x BLOCKING OF STEP I -III ADDED TO TOP CHORD TRUSSES 1-O 6-i0R1-EN. OSB NOT 1-0 EXCEED 24tt0.C. -0 PE NAILE-D TO TRUSSES w/ -12 ON CEN- STAGGERED PRE-ENG'D TRU TOP WALL 017 (BUILDING TYPICAL BLOCKING 170�� S-1- EA. THING ON STJ I J/J// ;7 IS C J!_I � �,q -vVARNING: RL"AD ALL NOTES ON 1I11S SI-iELj-. d'CarO11da Systems A COPY OF 11-11S DRAWING TO BE GIVEN TO ERECTING CONTRACTOit. 4005 MARONDA WAY BRACING WARNING: SA NFORD. 1-1— 32771 ilndng shwa en Ildi dra „•b,g 1s vnl uv:Uon buodne. wfnd LrocU.Q. fo,lnl bra Jnp rn-+InJlar hncl�p (4U7) 321.0064 1 :Tz (407) 321-39131 slhn.nis 10llattenll:Apr„rile lt r o�+: n,en,bereea,dr 1 ntr�a, «ih�i,ui,e ie i�,),,,,r nrisf, +vran+t�.e rf g TOMAS PO NCL P.E. ode to anchor lalu:d bncing +t cnJs e„J npeenlc,f bsatlaua ddnvdned I)• the building Jalpn¢r. Additional 6rae4,y of the eeenil crud urc u,ar be miwwd. IScc 1110-91 ol'I PIT. LICENSE N0050068 U1usa Pate lusluute, TPI, b located et 553 n'Ood,10 U,He htadt:nn, vasennsh, 5371'_'I. 1090 6REEr1UROOlt Ci.nVIEDO,FL 37766 .t ruigr. Job: _.�—...� Dwg: DSgur: '1'l,Y Chit: '1;C Live lG.0 psF TC Dead 7.0 psF Bc Live 0-j1 psF [:C Dead 10.0 psf Truss ID: LIIp . DC110: 10-20-00 IJUII-Clc - Lbl: • 1 .2 DmFcic --PIT: 1.25 O.C. �V)Ocjllg: 24.0" Design Crile-ficl:1111 Code Desc: DESIGN INFORMATION This design Is for an individual building component and has been based on hlfom,a Uon prmided by the CII-L The designer disclaims any responslbIlAy for damages " a result of faulty or Incorrect information.specifeauons d/or designs fu rot"' d to the truss d-tgner by the client and the correctness or accuracy of this hdornauon as it may relate to a spe- cific project and accepts no re_spoostbWly or ea'erelses no canirol Mill regard to fabrica- llon. handling, shipment and Installation of trusses. This truss has been designed as an indrvidual building component in accordance MUl ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of file building dolgn fry a Building Designer fregislered architect or professional englnccrl. When reviewed for approval by We building designer. the d-tp, loadings shown must be checked to be sure that the data shown are In agreement with the Ioail building codes. local clbnatic records for wh,d or snow loads. Project specifications or special applied loads. Unless shown, truss has not been designed far storage or occupancy loads. The design assumm compression chords (top or bottom) are conwm- ously braced by sheathing unless oUenvlse specified 1Vllere bottom chords in tension are not fully braced laterally by a properly applied dgld eeWng. they should be braced at a maximum spacing of 10`0' o.e. Connector plates shall be marlufactured from 20 gauge hot dipped galvanized steel meeting AS NI A 653• Grade 40. unless otherwise shotm. FABRICATION NOTES Prior to fabrication, the fabricator shall renew this drawing to yc,tfy that Ihls drawing Is in cordurnance tv dl the fabricatee, plans and to realue a cunwmmg responsibuny for such vcd- ffc Lion. My dNcrcpancies are to be put in waiting before cutth,g or fabrication. PL`tm shall not. be tnsWled over knotholes. knots or dl3torled gram. Members shall be cut for tight fitting w,_d to wood hearing. Con- nector plates shall be located on both faces of file tmss with nails fully imbedded and shall be sym. about file joint unless oLhery t c shown. A 5x4 plate. is 5- wide x 4' long. A Gx8 plate Is 6' wide .x e' long. St." (holes) run parallel to the plate length specified. Double cuts on web tubers shall meet at me centroid of the tvtbs unless ntherwl, a shown. Connector plate sizes are mini num sues based on the t'orces sh-, and may need to be Increased for certain hand- bng and/or erection stresses. This truss 1s not to be fabricated will, Me retardant (,-led lumber unless alherwlse shmm. For addiU.nul hlonnatio l on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendauons me to be followed in acconlauce with "Handling Installing R Bmctng-, HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Tempora,y and permanent bractog for holding trusses In a straight Ind phunb L pm- 11ion and for resistingteral forces shall be designed and Installed by others. Careful hand- Ih,g Is ess-LIal and erection bracing Is always required. Nonnal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dombloing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. fofessional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tune. No loads other than the weight of the electors shall be applied Io Incases until alter all fastening and hractng is completed. - - •• •.lrl V.L TOP CHORDS: 2x4 SP #2 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D 2x8 WEBS: 2x4 SP SP #1 D 2,3 #3 2x8 SP 02 1,13 WndLod per ASCE 7-98, CSC, V= 125nph, H= 15.0 ft, I= 1.00, Lxp.Cat. B, Kzt= 1.0 id5 lNT zones, TCDL=4.2 psf, BCDLO Truss n Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/877 at JOINT #15 L=-0.501' D=-0.53" T=-1.0311 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.390 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.19" RMB = 1.15 WO: ROAK3 i-WE: This 4-PLY Hip Master designed to carry 9, On jacks (mono truss framed to BC) and Hip Jacks framed to BC 4-PLY TRUSSI fasten w/3ax 0.120rr nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/21, thru-bolts,or WS6 1/4"x 6" wood screw at 241, o-c- shall be installed on TC&.BC in addition to nailing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1568# Support 2 1514# .-TC...FORCE ... CSI 1- 2 -10656 0.39 2- 3 -11996 0.36 3- 4 -13394 0.14 4- 5 -22811 0.23 5- 6 -22812 0.24 6- 7 -22812 0.23 7- 8 -13402 0.14 8- 9 -12002 0.36 9-10 -10661 0.39 4-PLYS RFrQUrKCD 6.00 T 8,\' 10 3X(, 3_9_2 0-4-3 - 12X1 4X6 1-541 3.00 1 0-8-U 4 .-BC...FORCE ... CSI 18-17 9695 0.33 17-16 19368 0.50 16-15 19368 0.55 15-14 22811 0.63 14-13 19374 0.55 13-12 19374 0.50 12-11 9700 0.33 G 6X8 6X8 t0X 10 GX8 3X6 6X3 10X10 W 3X6 11 _ (,� 17 24-10-10 Il-U-O3256/8.U0" 15 14 3 1� (RO-lII -- 38-0-U EXCEPT AS SHOWN PLATES ARE' TL20 GA TESL D PER ANSUT111 1-1995 rMaronda Systems 4005 MARONDA WAY SANFORD, FL, 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICLNSL #0050068 1 V05 VANNESSA DR. 0t'IEUO.FL32766 Derign: Norris dnah•sir VyMKI14114t : 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 erectlnn blacing, v.ind brndug, portal bracing, or simlLv bracing MOO, 1i a trod of the budding desig„ and ,chid, oast be rnnsldurd by the budding designer. Bracing shown is Ina lateral support of truss MIMI'lrs only to reduce buckling, Inlgl h. 1hm•isin`clog 'If ns must be made In anchor Lateral bracing "t rods and sledfled hr.,(Ions delcnnbmd by the building drslgner. ay be required. (Truss Plalle III lnsltlule,tl'F`I.Is he rlor.,ll lql ed at 5. rU'O fdo Drive. IAfadlsa . WfIcolnsin 537IQ). JOB PAl'H: CJ7'EF--LOKl11ONF.U)R TI: A QTY:4 ==i�==o_=O==o=Join' I,Ocattionns==10 13) 26- 9 10 2) 3- 6-13 8) 32- 0- 0 14) 21- 7- 3 4) 11- 2- 6 10) 38- 0- 0 16) 11- 2-16' 5) 16- 4-13 11) 38- 0- 0 17) 6- 6-11 6) 21- 7- 3 12) 31- 5- 5 18) 0- 0- 0 -- - -------- TOTAL DESIGN LOADS Uniform PLF From PLF-----To--- TC Vert L+D -46 -1- 0- 0 -46 6- 0- 0 TC Vert L+D -23 6- 0- 0 -23 32- 0- 0 TC Vert L+D -46 32- 0- 0 -46 39- 0- 0 BC Vert L+D -20 0- 0- 0 -20 6- 0- 0 BC Vert L+D -153 6- 0- 0 -153 32- 0- 0 BC Vert L+D -20 32- 0- 0 Concentrated -20 38- 0- 0 LBS Location BC Vert L+D -517 6- 0- 0 BC Vert LfD -517 32- 0- 0 ---- MAX. REACTIONS PER BEARING LOCATION---_- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 3256 -4 -1568 BOT PIN 37- 8- 0 3257 0 -1514 BOT H-ROLL Q 8x10 4t2X]2 3X6 0-4-3 3-4-3 1 _L- 4XG 3-00 ,l_ If 3257# 8.0jI0_n 00 513// (Ii0-I1-11) scale = 0.1675 Eng. Job: ---� D%vg: Dsgur: ECII ICU: TC Lire 16.0 psf TC Dealt 7.0 psf BC Live 0.0 psf 13C Dead 10.0 psf 1.O'I•AL 33.0 usf LDa ss ID: A te: 6-26-03 DurFac - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09.05.02- 25773- 6 IICS: 08.20.02 :.: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: B QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ====_=========Joint Locations=============== This design is for an Individual building 2x8 SP #1 D 2,3 composite result of multiple loads. 1) 0- 0- 0 7) 30- 8- 0 13) 24-10- 0 component.nd has been based on Information by the The designer disclaims HOT CHORDS: 2x6 SP #1 D All COMPRESSION Chords are assumed to be 2) 4- 2-13 8) 33- 9- 3 14) 19- 0- 0 provided client. any responsibility for damages as a result of 2x8 SP #1 D 2,3 continuously braced unless noted otherwise. 3) 7- 4- 0 9) 38- 0- 0 15) 13- 2- 0 faulty or Incorrect Information. specifications WEBS : 2X4 SP # 3 WndLod per ASCE 7-98, C&C, V= 125aguh, 4) 13- 2- 0 10) 38- 0- 0 16) 7- 7-11' and/or designs furnished to the truss designer H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 5) 19- 0- 0 11) 33- 9- 3 17) 4- 2-13 by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= Encl L= 57.3 ft W= 38.0 ft Truss 6) 24-10- 0 12) 30- 4- 5 18) 0- 0- 0 ofthis bdommationasItmay relate toaspe. and accepts no responsibility or Support 1 983# in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf p ----MAX, REACTIONS PER HEARING LOCATION----- exercisesproject exercises no control with regard tofabrica- Support 2 971# MAX Impact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type tion, handling. shipment and installation of g P MAX LIVE LOAD DEFLECTION: L/862 JOINT # 0- 4- 0 1305 -39 -983 HOT PIN trusses. This truss has been designed as an at 5 .. TC... FORCE... CSI ..BC... FORCE... CSI 37 - 8- 0 1305 0 - 971 BOT H-ROLL Individual building component fit accordance with L=-0.51" D=-0.52" T=-1.03" 1- 2 -3666 0.58 18-17 3281 0.61 ANSI/TPI I-1995 and NDS-97 to be hncorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -4208 0.62 17-16 3408 0.62 as part of the building design by a Building Designer (registered architect or professional3- T= 0.44" 4 -5964 0.37 16-15 3995 0.44 englneeri. When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -6627 0.40 15-14 5965 0.63 building designer, the design loadings shown T= 0.22" 5- 6 -6627 0.40 14-13 5965 0.63 must be checked to be sure that the data shown RMB - 1.15 6- 7 -5965 0.37 13-12 3996 0.44 are In agreement with the local building cods. local cWnatic records for wind or snow loads. 7- 8 -4209 0. 61 12-11 3408 0.62 Project specifications or special applied loads. 8- 9 -3667 0.58 11-10 3281 0.61 Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or boltoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maxhnum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTAt A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shod review this drawing to verify that this dmw-ing is In conformance with the fabrtentor's plans and to rcallm n continuing reslwnsiblllty for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plats shau not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the tress with nails fully hnledded and shall be synm. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A E.8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector phte sizes are mbtlmwn u s biased on if" forces shown and may need to be Increased for certain hand- ling and/or ereellon stresses. This truss h not to be fabricated with fire retardant treated lumber unless otherwise shown. For adilmonal information on Quality Control refer to 1XN51/71I 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling ImIauing & Bracing-. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and pennanent bracing for holding trusses In a stmight and plumb pos. Illon and for resisting lateral forces shall be designed and installed by others. Careful hand. ling Is essential and erection bracing to .Mays required. Normal precautionary action for trusses requires such temporary bracing during Installation between truss to avoid toppling and dornlnoing. The supervision of erection or I- shall be under the control of persons expericn ed 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 lastenbng and bracing Is completed. T 4-5-15 04-3 74-0 234-0 11 7-4-0 I 2 4 5 6 8 9 0 10X10 6X8 1OX10 6X8 main r- 11-2-0 �{ 3.00 I 0-8 ( 3.00 YAu T 04-3 4-0-3 080 6-11-11 22-8-10 11 6-11-11 11 1 17 16 15 14 13 I2 1110, 1306# 8.00" 1306# 8.00" 1 1 9 38-0-0 11-1-9 'ES COS1��r�A (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : R Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: B CONTRACTOR. BRACING WARNING: Dsgnr: ECII Chk: Date: 10-05-02 TIC Live 16.0 psf DurFac - Lbr, 1.25 4005 MARON DA WAY SAN hORI), 1-1-. 32771 Bracing shown an this dmwing Is not crccllnu bmcing, wind bracing. portal bracing or sinuL r bmcing which is a part of the building design and which must be considered by the building 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 ro to reduce buckling length. PWous roust brae BC Live 0.0 psi O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor Lateral bmcing nt ends and spccWed ]-if.- deternhmd by the building designer. Additional bracing of the overall structure may be rNui ed. (See HIB-91 of T1'll. BC Dead i o.o psr Design Criteria: TPI 9 LICENSE #0050068 fi'russ Pine Institute. TPI, is located at 583 D'Onorrio Drive. Madison, Wisconsin 53719). Code Dese: FLA 1005 VM'NESSA DR.OVIED iXt-327"m TOTAL 33.0 psf V:09.05.02- 731 1- 6' •��,•a••- ^••••••• ^• JUH fwH: (,:I1tbLUKV(J8JV(UAA.i 11CS. 08.20.02 its: IzU-1wl<E:K 3 AC: 104 UPLIFT D.L. DESIGN INFORMATION TOP' CHORDS: •:2x4•-- SP #2 This design is for an Individual budding 2X8 SP #2 2,3 rornponcnl and has been based on information BOT CHORDS: 2x6 SP #1 D provided by the client. The designer disclaims 2x8 SP #1 D any responsibility result ty for damages as a of faulty or Incorrect Information, specifications 3,4 WEBS: 2X4 SP #3 and/or designs furnished to the truss designer 2X4 SP #2 6,12 by the client and the rorectness or accuracy 2x10 SP #2 9 of this information as it may relate to a ape- effie project and accepts no responslbWty or 3-PLY TRUSS I fasten w/3 "x 0.120ar nails in axembesnocontrol withregard tofabrma- staggered pattern per nailing schedule: lion, handling, shipment and Installation of TC- 2 Per ft. BC- 2 per ft. WEBS- 2 per ft trusses. This tniss has been designed as an Repeat nailing as each ply is applied. Individual building component in accordance with Distribute loads equally to each ply. ANSI/gPI 1-1995 and NDS-97 to be Incorporated par of the building design nBuilding D architect Designer Iregtstered ehllett or professional PROVIDE UPLIFT CONNECTION PER SCHEDULE: engtn-,). When revlewed for opprwal by the Support 1 987# budding designer, the design loadings shown Support 2 971# must be checked to be sure that the data shown MAX LIVE LOAD DEFLECTION: are In agreement with the local budding codes. L/936 at JOINT #15 local climatic records for wind or snow loads. project specifications or special applied loads. L=-0,47" D=-0.48" T=-0.95" truss Unless shown, truss has not been designed for MAX HORIZONTAL TOTAL LOAD DEFLECTION: storage or occupancy loads. The design assumes T= 0.36" compression chords (top or bottom) are contmu- MAX HORIZONTAL LIVE LOAD DEFLECTION: ously braced by sheathing unless otherwise T- 0. 18" specified. Whem bottom chords In tension are not fully braced laterally by a properly applied RMB = 1.15 right celi"ng, they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge flat dipped gahanued steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, file fabricator shall radew this drawing to verify that this drawing Is In cenfornanee with the fabrlcalors plans and to realize a continuing responsibility for such vcn- fication. Any discrepancies are to be put in wiling before cutting or fabrication. Plates shall not be trata Bed ever knotholes. knots or distorted gram. Membcn sha8 be cut for Light fitting wood to wood bearing, Con- nector plates shall be located on both faces of the truss .with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4' long. A 6x8 plate Is 6' wide x 8' long. Slots (holes) nin parallel to the plate length specified. Double cuts on web members sha8 meet al 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 - Wig and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on gual ty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Inslaling A Bracing". HI13-91. 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- Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand - Wag is essential and erection bracing is always required. Normal precautionary acuo„ for trusses rtquocs such temporary bracing during InstadaUon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall n be under the control of persos wgxrienced in the Installation of trusses. professional advice shall be sought If needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any time. No loads other than the weight of the erect ors shall be appiled to trwases "min aner ail fastening and bracing is comp ed. WO: ROAK3 WE: 0: Plate(s)' OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 57.3 ft W= 38.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI 1- 2 -4649 0.12 2- 3 -4685 0.12 3- 4 -11248 0.12 4- 5 -16635 0.26 5- 6 -16609 0.26 6- 7 -19836 0.29 7- 8 -9858 0.23 8- 9 -9182 0.32 9-10 -7742 0.22 ,3-PLYS REQUIRED ..BC ... FORCE ... CSI 20-19 4115 0.20 19-18 4122 0.20 18-17 6415 0.29 17-16 11166 0.47 16-15 19448 0.70 15-14 16975 0.66 14-13 16937 0.66 13-12 7171 0.40 12-11 6949 0.40 I 6.00 6X8 IA,X'10 3X6 6X8 I0X1.0 T 3X4 4-5-15 04-3 - 6X8 6X8 1OX10 4X6 314 6X [8X14 1" 8 12.00 I plq ' ' 21-2-15 20 19 18 1 16 15 14 2466# 8.00" ]-1-9 COSKWr1l9)P,A"ES (8) 2X4 38- -(1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1/TPI 1-194 2367# LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO,FL32766 Design: Matrix Analysis Y1IHKIVIIV(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shmsm on this drawing 1s not erection bracing, tvmd bracing, portal bracing or slur War bracing which is a pact of the budding design and which must be considered by the building d-lgncr. Bracing shown Is for lateral support of tmss members only to reduce buckling length. Nmulons must be made to anchor literal bracing at ends and specified locations detumined by the budding designer. Additional bracing of the overall suucium may Ill mqu(red. (See 11IB-91 of I ffruss Plate Institute. TPI, 1. ]-led at 583 D'Onofrto D,l e. Atadlson. xYlscon d. 537191. JOB PATH: CATEE-LOKUOBstRaiK3 TI: B 1 I QTY:3 - ==============Joint Locations=J============= 1) 0- 0- 0 8) 30- 8- 0 15) 19- 1- 8 2) 4- 1- 4 9) 33- 9- 3 16) IS- 1- 5 3) 7- 4- 0 10) 38- 0- 0 17) 8- 8- 1 4) 8- 9- 7 11) 38- 0- 0 1B) 7- 0- 0 5) 15- 1- 5 12) 33- 9- 3 19) 4- 1- 4 6) 19- 1- 8 13) 30- 0-12 20) 0- 0- 0 7) 22-10-11 14) 22-10-11 ------------ TOTAL DESIGN LOAD ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 39- 1- 9 BC Vert L+D -20 0- 0- 0 -20 38- 0- 0 Concentrated LBS Locat'on BC Vert L+D -2367 19- 1 8 ---- MAX. REACTIONS PER BEARING L:CATION----- X-Loc Vert Horiz Uplift -Loc Type 0- 4- 0 2466 -45 -987 ,,,,TT PIN �O 37- 8- 0 2513 0 -971 )H-ROLL a 9 101 6.00 8X 10 ;�3M - 0-4-3 4-0-3 12X1.2 3X4 _ 4X6 3.00 0.8-0 I� 7-3-4 13 12 ] 11 2513# 80)" scsllc = 0.1664 Fag. Job: Dwg: Dsgfir: ECII Clik: TC Live 16.0 psf TC ])call 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 usf Truss 11 B 1 Date: 3-03-03 DurFacl - Pit: 1.25 O.C. Spacing: 24.0" DesignlCriteria: TPI Code Desc: FLA tics: 08. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: C QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=======___===== 71ris design is for an Individual building 2x6 SP #1 D 2,3 composite result of multiple loads. 1) 0- 0- 0 7) 29- 4- 0 13) 19- 0- 0 componerd and has been based on infonnatian BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 4- 6-11 8) 33- 5- 5 14) 13-10- 0 any ded respoytlre client. Thedesignera result any responsibldly for damages as n result of of 2x6 SP #1 D 2,3 continuous) braced unless noted otherwise. Y 3) 8- 8- 0 9) 38- 0- 0 15) 8-11-11 faulty or Incorrect hdornation.specifications WEBS: 2x4 SP #3 WndLod per ASCE 7-98, CSC, V= 125mph, 4) 13-10- 0 10) 38- 0- 0 16) 0- 0- 0' and/or designs furnished to tire truss designer WEDGES: 2x4 SP #2 H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 5) 19- 0- 0 11) 29- 0- 5 by the client and the correctness or accuracy Bld Type= Enel L= 57.3 ft W= 38.0 ft Truss 6) 24- 2- 0 12) 24- 2- 0 of this informallonasItmay relate toaspe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf ----MAX. REACTIONS PER BEARING LOCATION----- rifleproject and accepts no responsibility or exercises no control with regard to fabrica- Support 1 967# Impact Resistant Covering and/or Glazing Req X-Loc Vert Horiz Uplift Y-Loc Type tion. handling. shipment and hnstallation of Support 2 1014# 0- 4- 0 1306 107 -967 BOT PIN trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: ..TC...FORCE ... CSI ..BC...FORCE ... CSI 37- 8- 0 1306 0 -1014 BOT H-ROLL Individual budding component In accordance with L/855 at JOINT # 5 1- 2 -3747 0.85 16-15 3365 0.87 ANSI/TPI I-1995andNDS-97tobeIncorporated L=-0.51" D=-0.53" T=-1.04" 2- 3 -3875 0.77 15-14 3574 0.51 m part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -4876 0.37 14-13 4953 0.58 Designer (registered architect or professional engin-1. When reviewed for a pproval by the T= D. 57" 4- 5 -5324 0.38 13-12 4953 0.58 budding designer. the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 5- 6 -5324 0.38 12-11 3575 0.51 must be checked to be sure that the data shown T= 0.28" 6- 7 -4877 0.37 11-10 3366 0.87 are In agreement with the local budding codes, 7- 8 -3876 0.78 local climatic records for wind or snow loads. RMB - 1.15 8- 9 -3748 0.88 project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assures compression chords Ilop or bottom( are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximurn spacing of 10'-0" o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized 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 confomnance with the fabricators plans and to ze ealla conWming responsl6Wty for such veri- f1callon. Any discrepancies are to be put In writing before culling or fabrication. plates shall not he Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector platesshall be located on both faces of the truss with nalls fully Imbedded and shall be s)sn. about the joint unless otherwise shown. A 5x4 plate is ;i wide x 4- long. A 6x8 plate is G wide x 8- long. Slats Ill.]-) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlroid of the webs unless otherwise shown. Connector plate sizes are mintrium sizes based on the forces shown and may neat 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'llandling Installing & Bracing'. HID-91. Trusses are in be handled with particular rare during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding busses In a straight and plumb pets. ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling la essential and erection bracing Is ahvays required. Nonnal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dotal rring. The supervision of erection of trusses shad be under the control of persons experienced In the installation of trusses. professional advice shall ire sought If needed. ConcenlraUon of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 5-1-15 0-4-3 8-8-0 20-8-0 Ilk 8-8-0 I 2 4 5 6 8 9 0000 0� 6X12 4X6 8X10 4X6 6X12 r3X8 0nu 11-2-0 -9I 3X8 3.00 3.00 T 4-8-3 0-4-3 0-8 8-3-11 11 20-0-10 Il 8-3-11 15 14 13 12 I1 .0 1306# 8.00" 1306# 8.00" 1 1 9 38-0-0 11-1-9-_ COSI��T6)I A ES (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1664 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W AK JMjaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C CONTRACTOR. BRACING WARNING: Dsgnr: ECH Cllk: Date: 10-05-02 TIC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARON DA WAY SANFORD. FL. 32771 Bracing shown on this drawing Is not erection bracing. wind bracing. portal bme.Ing or similar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which Is a part of the budding design and which must be considered try the building designer. Bracing shown Is for lateral support of muss members only In 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 specified locations determined by the building designer. Additional bracing of the overall structure may he required. ISee IHFI-91 of TP m 1). BC Dead 10.0 Pf o Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. TPI. Is located at 583 D'Onmfrio Drive. Aladls ri. Wisconsin 53719). Code Dese: FLA 1005 VANNF_CSA DR.0VIFOr)•FL.32799 j I TOTAL 33.0 psf V:09.05.02- 7326- & rinrgn: coma., nrragsis .IUH VAIN: CAILL-LUAVURJIROAA3 HCS: 08.20.02 18: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: D QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 [] : Plate(s) OFFSET from joint center. The ==_===_=======Joint Locations=============== This design is fora, Individual building BOT CHORDS: 2x6 SP #2 Joint Detail Report must be included 1) 0- 0- 0 7) 32- 5- 3 13) 16- 0- 0 component and has been based on Info,nation WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 5- 6-13 8) 38- 0- 0 14) 10- 3-11 provided by the client. The designer dlsclatms 2x4 SP #2 6 fabrication documentation. 3) 10- 0- 0 9) 38- 0- 0 15) 5- 6-13 anyresponsibilityfor damages asaraultof All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 4) 16- 0- 0 10) 32- 5- 3 16) 0- 0- 0- ions faulty or escorted niched t othn. truss designer and/ordcignsfumishedlolhetrussdslgncr continuously braced unless noted otherwise. composite result of multiple loads. 5) 22- 0- 0 11) 27- 8- 5 by the client and the eomeclness or accuracy WndLod per ASCE 7-98, C&C, V= 125mph, 6) 28- 0- 0 12) 22- 0- 0 of this Wormauonasitmay relate toaspe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- cinep JectaridacceptsnoresponsibWtyor Support 1 969# Bld Type= Encl L= 57.3 ft W= 38.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type exercises rtocontrol with regard to labrim- Support 2 1016# p1� in INT TCDL= 4.2 sf, BCDL= 6.0 sf zone, p p 0- 4- 0 1306 111 -969 BOT PIN tion. handling. shipment and Installation of trusses. This I- has been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 37- 8- 0 1306 0 -1016 BOT H-ROLL individual building component in accordance with L/979 at JOINT # 5 ANSI/TPI1-1995andNDS-97to be Incorporated L=-0.45" D=-0.46" T=-0.91" ..TC... FORCE ... CSI ..BC...FORCE ... CSI as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3932 0.67 16-15 3546 0.75 Designer (registered archttect or professionalengIn T= 0.49" 2- 3 -3807 0.64 15-19 3606 0.76 Whendesigner. showby n bulldmg designer, the design Imdings showm building th-led for loadings MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -4359 0.73 14-13 3483 0.54 must he checked to be sure that the data shown T= 0.24" 4- 5 -4375 0.66 13-12 4400 0.73 arc In agreement with the local building codes. 5- 6 -4376 0.73 12-11 3485 0.56 tool climatic records for wind or snow loads. RMB = 1.15 6- 7 -3809 0.65 11-10 3607 0.76 protect spci Ml lions or special applied loads. 7- 8 -3932 0. 69 10- 9 3546 0.75 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 lateradh• 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 ASLM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is W conformance with the fabricator's plans and to realize a continuing responsibllty 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 ratting wood to wood bearing. Con- nector plates shall be located on both face 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 6.x8 plate is 6" wide x 8- long. Slats (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minbntmn sizes teased 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 btformavon on Quality Control rick, to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed inaccordance with -Handling Installing A Bracing-. HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral fames shall be designed and installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid lop lung and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Prmfessloml advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any (ine. No loads other than the weight of the erectors shall be applied to trusses until after an fastening and bracing Is completed. T 5-9-15 0-4-3 I 10-0-0 18-0-0 10-0-0 L 2 4 5 7 8 5X8 3X4 2X4 5X8 11-2-0 �I 3.00 I 6.00 3.00 T 5-4-3 0 41-3 08 9-7-11 174-10 9-7-11 IL 15 14 13 12 11 10 9 1306N 8.00" 1306# 8.00" 1 l9 38-0-0 1-1-9 cosKIPrid)P4,A 'ES (12) 2X4 (� Ri-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.1664 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ROAK3 fMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D y CONTRACTOR. BRACING WARNING: Dsgiir: ECII I Chk: Date: 10-05-02 rc Live 16.0 psr DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not crecicon bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psr DurFae - Plt: 1.25 SAN FORD. FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing Is Ibr lateral truss to buckling length. Provisions be 13C I.IVe 0.0 Ps r O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown support of members only reduce must made to anchor lateral bracing at ends and specified loallons delenttined by the building designer. BC peed 10.0 r Design Criteria: TPI TOMAS PONCE P.E. Addmanal bracing of the overall structure may be required. (See 11111-91 of TPn. Code Dese: FLA LICFNSF #0050068 (Truss Plate Institute. TPI, is loatel at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VA.NNESSA DKOVIEDO.1`I_32766 I_ TOTAL 33.0 psr V:09.05.02- 7327- 6i Design: Afardr Aimfesis JOB PATH: C.17'EL-LOKVOBSIROAK3 1/CS: ai.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: KOAK3 WE: TI: E 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=======_====__= This design is for an Individual budding 2x6 SP #2 2 composite result of multiple loads. 1) 0- 0- 0 6) 31- 9- 3 11) 19- 0- 0 component and has been based on Information BOT CHORDS: 2x6 SP #2 All COMPRESSION Chords are assumed to be 2) 6- 2-13 7) 38- 0- 0 12) 11- 7-11 provided by the client. The designer disclaims WEBS: 2x4 SP #3 continuously braced unless noted otherwise. 3) 11- 4- 0 8) 38- 0- 0 13) 6- 2-13 any responsibility for damages as a result of faulty or Incorrect Information. specificationsper 2x4 SP #2 4, 6 Wndd Lro ASCE 7-98, C&C, V= 125 mph, 4) 19- 0- 0 9131- 9- 3 14) 0- 0- 0. and/or designs furntshedtothe truss designer H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 5) 26- 8- 0 10) 26- 4- 5 by the client arid the correctnessoraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type. Encl L= 57.3 ft W= 38.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis information as It may relate to a spe- Support 1 968# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X-Loc Vert Horiz Uplift Y-Loc cific pmjmt and accepts no responsibility or Support 2 1015# Impact Resistant CoveringTie and/or Glazing Req 0- 4- 0 1306 114 -968 BOT PIN excrelses no control with regard to fabrics- if... handling, shipment and Installation of MAX LIVE LOAD DEFLECTION: 37- 8- 0 1305 0 -1015 BOT H-ROLL trusses. This truss has been designed as an L/999 .. TC... FORCE... CSI ..BC ... FORCE... CSI individual building component In accordance with L=-0.37" D=-0.38" T=-0.74" 1- 2 -3972 0.70 14-13 3586 0.72 ANSI/TPl 1- 1995 and NDS-97 to be Incorporated MAX HORIZONTAL 'TOTAL LOAD DEFLECTION: 2- 3 -3694 0.64 13-12 3631 0.72 as part of the building design by a Dullding T= 0.45" 3- 4 -4167 0.50 12-11 3401 0.55 erigh Designer (registered re architect li professional engineerl. When reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -4167 0.50 11-10 3401 0.55 building designer. the design loadings shown T= 0.22" 5- 6 -3694 0.64 10- 9 3630 0.72 must be checked to be sure that the data shown 5- 7 -3971 0.73 9- 8 3585 0.72 arc in agreement with the local building codes. RMB = 1.15 local climal Ic records for wind or snow loads. project speclflca0ons or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by. properly applied rigid ceding. they should be braced at a maximum spacing of I Or-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. 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 verl. Dcatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed met knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood tearing. Con- nector plates shall be located on both faces of the I-- with malls fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide .x 4" long. A 6.8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector pate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand - dog and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Conuol refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bmcing•. IIIB-91. Trusses are to he handled with particular care during banding and bundling, delh•ery and Installation to avoid damage. Ternpomry and permanent bracing for holding muses In a straight and plumb pos- ition and rot resisting lateral forces shall be designed and Installed by others. Careful hand- ing is essential and erection bracing Is ahnays required. Normal premutonary action for trusses requites such temporary bracing during Irulaiatlon between trusses to avoid topping and dominaing. The supervision of erection of I-- shall he under the control of persons upertenced In the Installation of trusses. Professional advice shall be sought If needed. Concentratlon of construction loads greater titan the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall Ie applied to I— until after all fastening and bracing Is completed. l 1-4-0 154-0 11-4-0 t 2 4' 1 6 7 6X12 T 6-5-15 0-4-3 3X4 6X12 6-0-3 0-4-3 r i1-2-0 �I 3.00 -3.00 0-8-0 I I D 0-� 8 0 10-11-11 14-8-10 10-11-11 11 13 1 11 10 9 81 1306# 8.00" 1306# 8.00" 1-1_9 3S_0_p � 1-1-9 cosdfi rW) -,A ES (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 scale = 0.1604 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: AK Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dog: Truss ID: E CONTRACTOR. BRACING WARNING: Dsgiw: ECIi Clik: Date: 10-05-02 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 bmcbhg. portal bracing or sinllar bracing TIC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a part of the building design and which most le consldcred by the budding designer. Bracmg shown i5 for lateral support of truss members only to reduce buckling length. 11ni islons must he BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor literal bracing at ends and specified Incatlons deterrnlned by the building designer. Additional bracing of the overall structure may lerequlred. (See IIIB-91 of Tpd. 13C Dead 10.0 P of Design Criteria: TPI LICENSE #0050068 (buss Pate Institute. TPI. Is located at 583 D'Onofrio Drive. M:adLson. Wisconsin 53719). Code Dese: FLA I005 VANNES.SA DR.0VIEDOXI-32765 TOTAL 33.0 psf V:09.05.02- 7332- 71 uesign: mairtr Anarlsts JUR PAIR: CAIEE-LUKVUBSIROAK3 HCS: 08.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: F QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =====___======,joint Locations============___ This design is for an individual building 2x6 SP #2 2 composite result of multiple loads. 1) 0- 0- 0 6) 31- 1- 3 11) 19- 0- 0 component and has been based on information BOT CHORDS: 2x6 SP #2 All COMPRESSION Chords are assumed to be 2) 6-10-13 7) 38- 0- 0 12) 12-11-11 provided by the client. The designer discialms any responsibility for damages as a result of WEBS: 2x4 SP #3 continuously braced unless noted otherwise. 3) 12- 8- 0 8) 38- 0- 0 13) 6-10-13 faulty or Incorrect lnfornatlon. specifications 2x4 SP #2 4,6 WndLod per ASCE 7-98, C&C, V= 125mph, 4) 19- 0- 0 9) 31- 1- 3 14) 0- 0- 0• and/or designs furnished to the truss designer H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 5) 25- 4- 0 10) 25- 0- 5 by the client and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= Encl L= 57.3 ft We: 38.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- Ifthis utunnatlon as It may relate to a spe- Support 1 967# in INT zone, TC DL= 4.2 psf, BCDL= 6.0 psf X-Loc Vert Horiz Uplift Y-Loc Type cific project and accepts no responsibility or exercises no control with regard to fabnn- Support 2 1014# Inpaet Resistant Covering and/ or Glazin 9 Re Q 0- 4- 0 1305 117 -967 BOT PIN lion• dandling. shipment and InstallationMAXLIVE of MAX LOAD DEFLECTION: 37- 8- 0 1305 0 -1014 BOT H-ROLL trusses. This truss has I- designed as an .. TC... FORCE ... CSI ..BC... ... FORCE ... CSI individual building component in accordance with L=-0.34^ D=-0.35" T=-0.69" 1- 2 -4000 0.73 14-13 3615 0.71 ANSI/TPiI-1995and NDS-97tobeincorporated MAX HORIZONTAL TOTAL LAAD DEFLECTION: 2- 3 -3536 0.66 13-12 3648 0.70 as pan of the building design by a Building T= 0. 45^ 3- 4 -3699 0.42 12-13234 0.50 Designer (registered architect or professional engineer). When reviewed for approvilbythe MAX HORIZONTAL LIVE LOAD DEFLECTION: 4- 5 -3699 0.42 11-100 3234 0.50 building designer, the design loadings shown T= 0.22" 5- 6 -3536 0.67 10- 9 3648 0.70 must be checked to be sure that the data shown 6- 7 -3999 0.76 9- 8 3614 0.71 arc In agreement with the local building codes, RMB = 1.15 local cinnatic records for wind or snow loads, project speclfictUons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assurnes compression chords (lop or bottom) are continu- ously braced by sheathing unless tiffs- 1-specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a ntaxuntrn spacing of 10,0' o.r.. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel netting AS(M A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verifv that this drawing Is In ctinfomtance with the fabricator's plans and to m11- a comintung responsibility for such v rl- ficatlon. Any discrepancies are to be put In writing before cutting or fabrlca0on. Plates shall rim be Installed over knotholes. lutots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be syrn. 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 manben shall meet at the centroid of the we unless otherwise shown. Connector plate sizes re minimum sizes bused on the forces shown and may need to be Increased for certain hand- hng and/or erection stresses. This truss Is not to he fabricated with fire retardant treated lumber unless otherwise shown. For addlUonal irdurnrallun on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail hmcing and erection recommendations are to be followed tit accordance with 'Handling Installing & Bracing-, 1-118-91. Trusses are to be handled with particular care during landing 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 is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing durtng installation between trusses to avoid toppling and dontinoing. The supewislon of erection of trusses shall be under the control of persons uperienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads sha8 not be applied to trusses at any that. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 7-1-15 04-3 12-8-0 12-8-0 12-8-0 11 1 2 4 6 7 r 11-2-0 -i 3.00 I 6X12 3X4 6X 12 6.00 1 I 3.00 6-8-3 0-4-3 0-8 12-3-11 12-0-10 11 k ------ 12-3-11 I 11 T__ 13 12 11 10 9 81 1306N 8.00" 1306N 8.00" 1-1-9 38-0-0 11-1199 COS9fVT�•' .AES (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W A Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: I Truss ID: F CONTRACTOR. BRACING WARNING: Dsgtir: ECH Chk: Date: 10-05-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SAN FORD, FL. 32771 Bmcing shown on this dmwimg Is not erection bracing, wind bracing, portal bmeing or shmllar bracing which Is a pan of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Plt: 1.25 O.C. 24.Orr Spacing: (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. ProtiMons must be BC Live 0.0 p P g TOMAS PONCE P.E. made to anchor lateral hmcing at ends and specified locations determined by the building designer. Additlanal bracing of the overall structure may be required. (See HIB-91 of TPO BC Dead * r 10.0 PSI Design Criteria: TPI LICENSE' #0050068 fr_.%s Plate Institute. TPI. I% located at 583 D'Onofrio Drive. Madison. Wisconsin 537IQ). Code Dese: FLA 1005 VANNESSA DICOVIEDO.I'1_92766 TOTAL 33.0 psf V:09.05.02- 7333- 7' uesrgn: Afnrric Analjsls JOB PATH: C:ITFF-LOKUOBSIROAK3 HCS: 08.20.02 I I JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: G 9TY: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 responslbdJty for damages as a result of faulty or Incorrect information, specificatlons 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- cdic project and accepts no responsibility or exercises no control with regard to fobria- tlom, 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 budding design by a Building Designer (registered architect or professional engineer). Mien reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building cafes, inert climatic records for wind or snow loads, p ject specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conlInu- omsly braced by sheathing unless otherwise specified. Whem bottom chords In tension are not fully braced laterally by a properly applied rind ceiling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall reviewthis drawing to venfv 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 tit writing before cutting 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 plat- shall tea honed 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 (lales) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlruid of the wehs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to le 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 are to be followed In accordance with -Handling Installing & Bracing". HIR-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 lasses In n straight and plumb pos- Ition and for resisting lateral forces shall be designed and Installed by others. Careful hand- ing is essential and erection bracing Is allays required. Normal precautionary action for trusses requires such temporary blaciig during Installation between trusses to avoid toppling and do mining. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be out If needed. Concentration of construction loads greater than the design Icads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to anuses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 946# Support 2 992# MAX LIVE LOAD DEFLECTION: L/999 L=-0.44" D=-0.45" T=-0.89" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tei 0.61" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.30" RMB = 1.15 7-9-7 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. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 57.3 ft W= 38.0 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 -3800 0.74 2- 3 -3756 0.68 3- 4 -3277 0.60 4- 5 -3205 0.54 5- 6 -3205 0.54 6- 7 -3278 0.62 7- 8 -3757 0.69 8- 9 -3801 0.77 ..BC ... FORCE ... CSI 16-15 3415 0.98 15-14 3436 0.86 14-13 2970 0.61 13-12 2971 0.61 12-11 3437 0.86 11-10 3416 0.98 ==============Joint Locations========-====-- 1) 0- 0- 0 7) 28- 6-14 13) 19- 0- 0 2) 4-11- 5 8) 33- 0-11 14) 14- 3- 0 3) 9- 5- 2 9) 38- 0- 0 15) 7- 2- 3 4) 13-11- 0 10) 38- 0- 0 16) 0- 0- 0- 5) 19- 0- 0 11) 30- 9-13 6) 24- 1- 0 12) 23- 9- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1305 117 -946 BOT PIN 37- 8- 0 1305 0 -992 BOT H-ROLL 13-11-0 k 10-2-0 13-11-0 Ilk 1 2 3 5 Ilk7 8 9 5X8 2X4 5X8 - -_ XIS- 11-2-0 DI 3X8 V 3.00 1I 3.00 0-8 13-7-0 k 9-6-0 k 13-7-0 I 1 15 14 13 12 11 0 1306N 8.00" 1306# 8.00" 1-1-9 38-0-0 1-1-9 COST( T6) A ES (12) 2X4 I (I RI-1-7) EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 scale = 0.1664 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : R Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: G CONTRACTOR. BRACING WARNING: Dsgnr: ECH Cldc: Date: 10-05-02 TC Live 16.0 Psi DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bmcing, wind bracing, portal bracing ur indlar bracing TC Dead 7.0 psf DurFae - PIt: 1.25 SANFORD, I-L. 32771 / which is a Izart of the building design anri which must be considered by the budding designer. Bracing is for lateral lass QC Live 0.0 n O.C. Spacing: 24.0 (407) 321-0064 Fax (407) 321-3I13 TOMAS PONCE P.E. shown support of members only to reduce bucklinglength. Pru isions must be made to anchor lateral bracin t ends ands specific,] locations detenhmd by the buildingdesigner. bracIn the overall g gl ;Oe q rc ma be re uVriv (See HID-91 Add(.n 11C Dead psi 10.o r Design Criteria: TPI LICENSE /1005006R I'Li to to teti nt ,cc -I. frnuss Plate Institute, TPI, is located al 583 D'onomo Drive. Madison, wlacomsbn 5371s1. Code Dese: FLA 1005 VANNM%A nm.0VIEDn.Ft.3276r TOTAL 33.0 psf V:09.05.02- 7334- 7, Design: Harris Analysis JOB PATH: C:17'EE-LORUOB,SIROAK3 11CS: 08.20.02 JB: ROANG;,r= K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: H 9TY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 [] : Plate(s) OFFSET from joint center. The====_=========Joint Locations============_== This design is for an Individual building BOT CHORDS: 2x4 SP #2 Joint Detail Report (mist be included 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0 component and has been based on lnfonr,atlon WEBS: 2x4 SP #3 with an submittal, inspection, and/or 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 provided by lire client. The designer duc1.1-1 Y P any responsibility for damages as a result of MULTIPLE LOADS -- This design is the fabrication documentation. 3) 10- 0- 0 7) 12- 8- 0 faulty or Incorrect lnfortnation. speclflcallons composite result of multiple loads. All COMPRESSION Chords are assumed to be 4) 12- 8- 0 8) 10- 0- 0 and/or designs furnished to the truss designer continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectncssoraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: WndLod per ASCE 7-98, CSC, V= 125mph, X-Loc Vert Horiz Uplift Y-Loc Type of this [,,formation as it may relate to spe- Support 1 486# H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 0- 4- 0 697 162 -986 BOT PIN c mIsesnc project andacceptsneresponsibility rica. Support 2 592# Bld e= Encl L= 57.3 ft W= 19.3 ft Truss 19- 2- 8 682 0 -592 BOT H-ROLL exercises li control with regard t labria• MAX LIVE LOAD DEFLECTION: P lion, handling, shipment and Installation of in 7:NT zone, TCDL= 4.2 psf, BCDL= 6.0 psf (ruses. Thls truss has taeen designed as an L/999 Impact Resistant Covering and/or Glazing Req inddvldual building component in accordance with L=-0.05" D=-0.05" T=-0.10" ANSI/TPI 1- 1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC...FORCE ... CSI ..BC ... FORCE ... CSI as part of the building design by a Building T= 0.06" 1- 2 -968 0.31 10- 9 807 0.29 Designer (registeredarchitectfor a professional the MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -1676 0.42 9- 8 1161 0.35 engineer]. When reviewed (or approval by the building designer. the design lmd(ngs shown T= 0.03" 3- 4 -962 0.33 8- 7 1361 0.40 must be checked to be sure that the data shown 4- 5 -1000 0.41 7- 6 840 0.32 are In agreement with the local building codes. RMB = 1.15 tool climatic records for wind or snow loads. project speclflcauons or special applied loads. Unless shown, taus has not been designed for storage or occupancy Imds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tendon art 114 not fully braced laterally by a properly applied 2 3 5 rigid ceiling• they should be braced at n r6 00 -6 maximum spacing of 10'-0" o.c. Connector plates shall in manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 4X6 Grade 40. unless otherwise shown. FABRICATION NOTES 3X4 Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrtalor5 plans and to realize a continuing responsibility for such veil. 3-8-3 Ration. Any discrepancies are to be put In 3X4 0-1-3 writing before cutting or fati brIcaor. Miles shall not he installed over lunwholes. knots or distorted grab,. Members shall be cut for light filling wood to wood bearing. Con- 7-1-15 rector plates ehao 11 be located on both faces of the taus with nods fully Imbedded and shall be 16XSI 3X4 3X6 syan. about the Joint unless othothcerwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slnis [holes) rvn parallel to the plate length specified. Double cuts on web tubers shall meet at the centroid of the welu 04-3 3-0-0 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 T to be fabricated with fire retardant treated IY 3X6 4X6 3-0-0 lumber unless otherwise shown. For additional information on Quality Control refer to L, 4-10-0 ANSI/TPI 1.1995 f"�� PRECAUTIONARY NOTES All bractg a nd erection mcninmendations are I* be followed In accordance with "Handling Installing R Hmc[nK, HIB-91. Trusses arc to be handled with parlcular care during banding and bundling. delivery and Installation to avoid damage. Temporary and pemaanent bracing for holding trusses in a straight and plumb pas - Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling s essential and erection bracing is allays required. Nonnal precautionary action for trusses requires such lcmpomry bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Proferislonal advice shall be sought If needed. Concenlrallon of construcllon loads greater than the design Imlis shall not be applied to trussesat any time. No Inds other than the weight of the erectors shall be applied to lnr-- until after all fastening and bracing is completed. 12.00 I r_1 n 7-0-0 L, 3-0-0 94-0 10 7 697# 8.00" 6 1-L-9 683# 3.00" 19 4-0 1-1-9 COSI\1E'I "4'fX ES (4 2X4 ("(111-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.2933 Itliaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSE #0050068 1005 VANNMgA DROVIEDOXI-3270m wAKNINV: 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. (mortal bracing 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 support of taus members only to reduce buckling length. Provisions nnust be nude to anchor lateral bmeing at ends and specified locations dctemdned by the building designer. Additional bracing of the m•emll structure may be required. (See IIIB-91 of TPI). rrnus Plate Institute. TPI. Is located at 583 D'Onoldo Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgur: ECH Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 Psf TOTAL 33.0 psf Truss ID: H Date: 10-05-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA •�.. ,,• v,.vc.c-r.vn uvnouvnn., HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs famished to the truss designer by the client and the correctness or accuracy of this btformaLlon 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. Tins 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 budding design by a Building Designer (registered architect or professional engneerl. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are corusnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid telling. they should be braced at a rumbnum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASiAI A G53. 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 conunuing responsibility for such veri- fleatlon. Any &,empancles arc to be put in writing before cutting or fabrication. Plates shall not be installed me knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on Loth face, of the Ines with mils fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4- long. A 6x8 plate is 6" wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mInbmrm sizes 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 Buallty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing h Bractng'. HIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and mstaUaLlon to avoid damage. Temporary and permanent hmcing for holding trusses In a stmight and plumb pos- itron and for resisting Literal forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is atways required. Normal precautionary action for trusses requbes such temporary bracing during tnstallaUon between trusses to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to Imes at any time. No loads other than the weight of the emelms shall be applied to trusses until after all fastening and bracing Is completed. ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 236# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 7-1-15 04-3 WO: ROAK3 WE: 0: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 57.3 ft W= 19.3 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 -466 0.48 10- 9 363 0.31 2- 3 -374 0.50 9- 8 527 0.19 3- 4 64 0.24 8- 7 241 0.26 4- 5 75 0.38 7- 6 -7 0.34 TI: H 1 9TY:2 ==============Joint Locations=============== 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 3) 10- 0- 0 7) 12- 0- 0 4) 12- 8- 0 8) 10- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lot 0- 4- 0 455 236 -435 BOT PINS 12- 0- 0 683 0 -647 BOT H-ROLL 19- 2- 4 279 0 -316 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 435# Support 2 647# Support 3 316# 12-8-0 6-8-0 1 2 3 5 — 5-3-0 12.00 I r ii Q 04-3 T 3-0-0 1 3-8-3 L/ 7-0-0 3-0-0 I 94-0 10 7 6 456# 8.00" 684# 8.00" 280# 3.50" 1-I-9 'ES 19=1-0 L 1-1-9 COSHE��C (R 3X4 C/L: 12-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.2933 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W AK Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: I Truss ID: H 1 CONTRACTOR. Dsgnr: ECII Clfk: Date: 10-05-02 DurFac - Lbr: 1.25 BRACING WARNING: TC Live 16.0 psf 4005 MARON DA WAY SANFORD. FL 32771 Bracing shown on this drawing Is not erection bracing. wind bracing. Iorial bracing or sbnllar bracing TC Dead 7.0 psf DurFae - Plt: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a pan of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf Spacing: pCir1 O.C. S 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and speclllcd Iu tlons detennined by the building designer. Additional bracing of the overall structure may be required. [See HIB-91 of TPll. BC Dead 10.0 psf Design Criteria: TPI 9 LICENSE #0050068 frruss Plate I litute. TPI. is located at 583 Donofrio Drive. Madison. Wisconsin 537191. Code Dese: FLA 1005 VANNFSSA DROVIED0.1`1_927GG a I TOTAL 33.0 psf V:09.05.02- 336- 71 Design: Marrir Analysis JOB PATH: C:I7'EE-L0KU0BSIB0AK3 RCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer dbctabnu any responslbWty for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the 1-33 designer by the client and the currectness or accuracy of this Information as It may relate to a spe- clfle project and accepts no responslbWly or exercises no control with regard to fabtim- Uan, 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 Iry a Building Designer (registered architect or professional en®need. When reviewed for approval by the building designer, the design Imdtngs shown must be checked to be sure that the data shown art in agreement with the local building codes, local climatic records for wind or snow Imds, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords pop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tenslon arc not fully braced laterally by a property applied rigid telling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fain-lor shall reirlew this dmwtng to verify that this dmwing Is in conform nce with the fabricator's plans and to realize a continuing responsibility for such ved- flcatlon. Any discrepancies art 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 tearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about theJoint unless otherwise shown. A 5x4 plate Is 5" wide x 4' long. A 6x8 plate is 6- wide x 8- long. Slots (holes) nun 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 arc mi nhnum 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 wllh fire retardant berated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPl 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with "Handling Installing R Bmcing', HID-9 1. Trusses are I. 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 phmib pos- Illon and for resisting Lateral forces shall be designed and Installed by others. Careful hand. ling Is essential and —don bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any tine. No Imds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.i: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L. 57.3 ft W= 19.3 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=-0.01" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" WO: ROAK3 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. [1: Plate(s) OFFSET from joint center. The Joint Detail Report trust be included with any submittal, inspection, and/or fabrication documentation. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 236# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -466 0.48 10- 9 363 0.31 2- 3 -374 0.50 9- 8 527 0.19 3- 4 64 0.24 8- 7 241 0.26 4- 5 75 0.38 7- 6 -7 0.34 TI: H2 9TY:1 ==============Joint Locations=============== 1) 0- 0- 0 5) 19- 4- 0 9) 7- 0- 0 2) 7- 0- 0 6) 19- 4- 0 10) 0- 0- 0 3) 10- 0- 0 7) 12- 8- 0 4) 12- 8- 0 8) 10- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 455 236 -435 BOT PIN 12- 0- 0 683 0 -647 BOT H-ROLL 19- 2- 4 279 0 -316 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 435# Support 2 647# Support 3 316# RMB = 1.15 12-8-0 6-8-0 I 2 3 15 7-1-15 0-4-3 4X6 1-3 5-3-0 BI 12.00 I 110 456# 8.00" 1-1-9 CABLE �h7�1.ATES (32) 2X4 19-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNF55A DROVIEDOXI-3276(ii r 19 Q R 0-4-3 T 3-0-0 1 3-8-3 684# 8.00" 280# 3.50" Ij� I Over 3 Supports Studs ® 2-0-0 o.c. scale = 0.2933 WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: ECH Clflt: BRACING WARNING: TC Live 16.0 psf Bmcing shown on this drawing is not erection bating, wind bracing. portal bracing or slm8ar blaring TC Dead 7.0 psf which Is apart of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf made to anchor Lateral bracing at ends and specified locations delermlred by the building designer. Additional bracing of the overall structure may be. required. (Sec HIP-91 of T ,11. BC Dead 10U .Sf Psi` (Truss Plate Institute. TPI. is located at 583 D'Onofrto Drive, M,idisnn. Wisconsin 53719). TOTAL 33.0 psf Truss ID: H2 Date: 10-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA . — .n, u. —, cc-1.UA VU.31AVAA.I tics: 08.20.02 JB: fv.;NOKE K 3 AC: 10# U10# UPLIFT 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 bdfor tlon, speclAmtions 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- clflc project and accepts no responsibility or ecerctses no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss tins been designed as nn individual budding component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown roust be checked to be sure that the data shown are In agreement with the local building codes. local citnatle records for wild or snow, loads. Project specifications or special applied lands. 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" properly applied rtgld ceding, they should be braced at a maxlmurn spacing of 10'-O- o.c. Connector plates shall he manufactured from 20 gauge hot dipped galvanized steel meeting ASfhi A 653. Crude 40. unless oUnerwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall -1- this drawing to verify that this drawing is In conformance with the fabricator's plans and to eallze a continubrg responsibility for such vcri- ❑cation. Any discrepancies are to be put in w-tiling before culling or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood tearing. 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 Gx8 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 cenlrold of the webs unless otherwise shown. Connector plate saes are minimum sizes based on the fumes shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to he 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-Handbng Installing & Bmcing*. HIB-91. Trusses are to be bundled 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 he designed and Installed by others. Careful hand. bng is essential and erection bracing is always required. Normal precautionary action far trusses requires such temporary bracing during Installation between trusses to avoid toppling and doininobng. The supervision of erection of trusses shall be under the control of persons e perienced In the Installation of trusses. Professlonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to louses at any time. No loads other than the weight of the erectors shall be applied to louses 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 1 681# Support 2 722# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 5-7-15 0-4-3 Ty� 1 WO: ROAK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W= 19.3 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 -987 0.44 8- 7 843 0.43 2- 3 -755 0.33 7- 6 843 0.43 3- 4 -755 0.33 4- 5 1014 0.48 TI: J 9TY: ==============Joint Locations========_==_=== 1) 0- 0- 0 4) 14- 2-12 7) 9- 8- 0 2) 5- 1- 4 5) 19- 4- 0 8) 0- 0- 0 3) 9- 8- 0 6) 19- 4- 0 ----MAX- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 690 78 -681 BOT PIN 19- 0- 0 689 0 -722 BOT H-ROLL 9.8-0119-8-0 1 2 4 5 0 4X6 690# 8.00" 1-11-1-9 (R1-I-7) I 19-4-0 EXCEPT AS SI1OWN PLATES ARE TL20 GA 'TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.FL327G6 n.r,o" er,,,,,. e.. 1..... WAKNIN(j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmctng shown on this drawing is nor erection bracing, wind bracing, panal bracing or sImIL r bracing which is a par of the building design and which must be considered by the building designner. Bmctng shown Is for Lnlemi support of truss numbers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and sf a ificd locations determined by the building designer. Addlllonal bracing of the overall structure may be required. (See HI13-91 of 7T0. rlruss Plate Institute, TPI. is located at 583 D'Onofrio Drive, Madison. Wisconsbr 53719). 6.00 5-2-3 0-41-3 690# 88{I.00" I (R1-1-7) scale = 0.3103 Eng. Job: Dag: Dsgnr: ECH Chk: TIC Live 16.0 psf TIC Dead 7.0 psf 11C Live 0.0 Psi BC Dead t0.0 psf TOTAL 33.0 Truss ID: J Date: 10-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This design is for an individual budding component and has been based on lnfortnallon 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 correcmess or accuracy of this Information as It may relate to a spe- cific pmjmt and accepts no responsibility or exerelses no control with regard to fabrica• lion, 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 pan of the building design by a Building Deslgrmr (registered architect or pmfesslonal englneerl. When revlmw for oppr-al by the budding designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the Incal building codes. local climatic records for wind or snow loads. pmjmt specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom] are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid -fling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabricallon. the fabricator shall mview this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plats shad not be Installed over knotholes. knots or distorted grain. Members shad be cut for light fitting wood to wood bearing. Con- nector plate 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 L 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the centmid 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 lu aber 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 Inaccordance 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 pemnanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral (ores shad be designed and Installed by others. Careful hand- ling is essential and erect ion bracing Is always required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dominofng. The supervision of en cllon of trusses shall be under the control of persons experienced In the installation of trusses. Pmfesstonal advice shad be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to musesat any time. No loads other than the welglu of the erectors shall be applied to I russes until after all fastening and bracing Is completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 GABLE STUD: 2x4 SP #3 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 57.3 ft W= 19.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req WO: ROAK3 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. or a SCAB of the same dimension and grade as web nailed to face(s) of web with 10d nails staggered 8" o.c. SCAB or TRANSVERSE BRACING to extend for 80% of web length. 2X6 BRACE req'd on any web exceeding 14, denotes ONE edge or ONE face "*•" denotes BOTH edges or BOTH faces All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise ..TC... FORCE ... CSI ..BC ... FORCE ... CSI TI: J 1 QTY:1 ==============Joint Locations=====--===----- 1) 0- 0- 0 9) 15- 8- 0 17) 9- 8- 0 2) 1- 8- 0 10) 17- 8- 0 18) 7- 8- 0 3) 3- 8- 0 11) 19- 4- 0 19) 5- 8- 0 4) 5- 8- 0 12) 19- 4- 0 20) 3- 8- 0. 5) 7- 8- 0 13) 17- 8- 0 21) 1- 8- 0 6) 9- 8- 0 14) 15- 8- 0 22) 0- 0- 0 7) 11- 8- 0 15) 13- 8- 0 8) 13- 8- 0 16) 11- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 0 0 0 BOT PIN 19- 0- 0 0 0 -2 BOT H-ROLL 9-8-0 k9-8-0 11 1 2 3 4 5 7 8 9 10 11 6.00 4X6 Q 19-4-0 11 22 21 20 19 18 17 16 15 14 13 12 0# 8.00 11 1 99 ON 8.00" (111-1-7) I 1 19 4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.O\iEDOXI-32766 (RI-1-7) Studs ® 2-0-0 o.c. scale = 0.3103 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: ECIl Cllk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing B not crcotlon bracing, wind bracing. portal bracing or stmid- bra. cing TC Dead 7.0 psf which is a part of the budding design and which must be considered fry• 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 itteral bracing at ends and specified 1 m ttons determined by the building designer. QC Dead 100 f Additional bracing of the ovemd structure may be requited. (Sec IIIB-91 of TPI( . PS fl'russ Plate Institute. TPI. is located at 583 D'Onofrm Drh•e, Madison. Wisconsin 53719). TOTAL 33.0 Truss ID: J 1 Date: 10-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uerign: afarrtr Aonfl'JU JVU PAM: C:IICC-LOKUORSIROAR3 11C.S: 08.20.02 I I I JB: ROANOKrm K 3 AC: 10# UPLIFT D.L. WO: wOAK3 WE: TI: J2 9TY:2 DESIGN INFORMATION This design is for an Individual budding component and has been based on Information provided by the "!lent- Tle designer disclaims any responsibility for damages as a result of faulty or Incorrect infomnailon, specification and/or designs furnished to the truss designer by the allcnt and the --in-. 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 fabrlat- tlon, 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 Buddbng Designer IregLstered 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. Inn] cWnwlc reco rds for wind or scow loads. projected0 spntions or special applied loads. Unless shown. I— has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Laterally by a prolrrly applied rigid ce8ing. they should he braced at a nraxbnum spacing of 10'-(' o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTM A 653. Grade 40. unless otherwLs< shown. FABRICATION NOTES Poor to labrication, the labricatoi shall review I his thawing to verify that Ihis drawing is In conformance with the fabricator's plans and to realize a cortinuing responsibility for such veri- fintlon. Any discrepancies are to be put In writing before culling or fabrication. Plates shill not be installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to ­1 hearing. 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 S.a4 plate is 5' wide x 4- long. A 6.18 plate b 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrokl of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing @ Smeing', 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 pos. Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and ermtlon bracing is always required. Normal precautionary acUon for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of I. sitall be under the control of pent experienced to the installation of trusses. professional advice shall he sough) If needed. Concentrallon of construction loads greater than the design loads shall not to applied to trusses at any time. No loads other than the .eight of the erectors studl be applied to busses until after all fastening and bmcing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 461# Support 2 560# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.00 5-7-15 0-6-3 MULTIPLE LOADS -- This design is the composite result of ansltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125rnph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 57.3 ft W= 19.0 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 -972 0.42 8- 7 829 0.46 2- 3 -748 0.28 7- 6 838 0.46 3- 4 -749 0.27 4- 5 -980 0.40 ==============Joint Locations=============== 1) 0- 0- 0 4) 13-10-12 7) 9- 4- 0 2) 4- 9- 4 5) 19- 0- 0 8) 0- 0- 0 3) 9- 4- 0 6) 19- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----•- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 0 618 35 -461 BOT PIN 18- 8- 0 687 0 -560 BOT H-ROLL 94-0 9-8-0 1 2 4 5 4X6 PER I I 19-0-0 8 7 6 6191N 4.00" 687# 8.00" to 19-0-0 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgoir: ECH Cldc: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 limcing shown on this drawing is not ermtlon bmcbng. wind bracing, portal bracing or similar bracing which is a par of the building design and which must be considered by the building designer. Bracing 1 C Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling Iengh. Provislons must be BC lead .0 p sf TOMAS PONCE P.E. mad" to anchor Lateral bracing at ends and specified locations detemuned by the build ig designer. Additional bracing of the overall structure may be required. (See 11IB.91 or TPI). BC Dead 10.0 Psf LICENSE #0050068 frnrss Plate institute. TPI. Is 1—ted at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1005 VANNFS.SA Dm.OV1EDO.Fl.32710 a TOTAL 33.0 psf 5-2-3 0-4-3 scale = 0.3328 Truss ID: J2 Date: 10-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: efdrnr Analysis JOB PATH: C:17EF-LOKVOBSIROAK3 HCS: 0S.20.02 I I JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: K QTY:3 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client- The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or design furnished to the truss designer by the client and the correctness or accuracy of this Idornatlon as It may relate to a spe- cific project and accepts no responsibility or e,mmises no control with regard to fabrica- tion- handling, shipment and installation of Irusses. This buss 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 bndlding design by a Building Designer Ireglslered 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 k—I building cafes. laal climatic records for wind or snow hands. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy [wits. The design assumes compression chords hop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10*-0- o.c. Connector pbttes shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTNI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify (hat this drawing is in conformance with the fabricalors plans and to mtim a continuing responslbOy for such veri- fication. Any discrepancies am to be put lit writing before cutting or fabrication. Plat" shall not be installed over knotholes• knoll or distorted grain. Members shall be cut for tight fitting woof to woad bearing. Con- nector plates shall be located an both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5.r4 plate is 5- wide x 4- long. A 6x8 plate is 6" wide x 8' long. Slots Ihol") rim parallel to the plate length specified. Double cuts on web members shall meet al the c—trold of the webs unless otherwise shown. Connector plate sizes re minimum sizes based on the farces shown and may need Io be Increased for certain hand- Ing and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional tnfonnation on Quality Control infer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendalloos are to be followed in accordance with .Handling lnstaWng A Bracing-. IIIB-91. Trusses are to be handled with parilcular care during banding and bundling, deltvery and Installation to avoid damage. Tempomry and permanent bracing for holding truss" In a straight and plumb p-. ition and for resisting lateral fom" shall be designed and Installed by others. Careful hand. ling is essential and emetlon bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominobmg. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of conru slctlun loads greater than the d-Ign loads shall not be applied to trusses al any Wne. No Iwds other than the weight of the erectors shall be applied to trusses unl8 after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHIDULE: Support 1 456# Support 2 555# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 5-7-15 0-7-11 1 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W= 18.8 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 -928 0.27 8- 0 600 0.22 2- 3 -723 0.23 0- 7 794 0.37 3- 4 -726 0.24 7- 6 820 0.38 4- 5 -959 0.36 ====-=========Joint Locations=============== 1) 0- 0- 0 4) 13- 7-12 7) 9- 1- 0 2) 4- 6- 4 5) 18- 9- 0 8) 0- 0- 0 3) 9- 1- 0 6) 18- 9- 0 ----MAX. REACTIONS PER BEARING LOCATION ---- L X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 4 611 35 -456 BOT PIN 18- 5- 0 678 0 -555 BOT H-ROLL 9-1-0 9-8-0 Ilk l 2 4 5 0 0 4X6 A � 18-9-0 8 7 6 611# 2.50" I678J1 8.00" !e 18-9-0 1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 r WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. I)sl;fv: ECH cnk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing Ls not cmelan bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which most he considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of taumers s endonly to reduce buckling length. Prtwision, most be QC LIVC 0.0 p.Sf TOMAS PONCE P.E. made to anchor bteral bracing at ends and specified locations determined by the building designer. Addillanal bracing of the m•em8 structure may be regmi<d. IS-IIIB-91 afilro. 13C Dead 10.0 psf LICENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onulrio Drive, hfadi o 1. Wisconshr 53719). 1005 VANNrSSA DN.OVIEDO.M327U TOTAL 33.0 psf 5-2-3 0-4-3 wale = 0.3370 Truss ID: K Date: 10-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA ueslgn: nlwar Allmysls JOB PA77f: C:I76.E-lOKUORSIROAK3 11CS: a4.20.02 J6. ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: K1 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 [) : Plate(s) OFFSET from joint center. The =_=====_======Joint Locations=====_======___ This design Is for an Individual budding BOT CHORDS: 2x4 SP #2 Joint Detail Report must be included 1) 0- 0- 0 4) 18- 9- 0 7) 6- 3-11 component and has been based on Information WEBS: 2x4 SP #3 with any submittal, inspection, and/or 2) 6- 0- 0 5) 18- 9- 0 8) 0- 0- 0 provided by the client. The designer disclaims for damages 2x4 SP #2 2,4 fabrication documentation. 3) 12- 4- 8 6) 12- 6- 6 any respo16lbmry, as a result of faulty orincorectinen"Matlon.speedlotfons All COMPRESSION Chords are assumed to be MULTIPLE LOADS This design -- gn is the ----MAX. REACTIONS PER BEARING LOCATION----•- and/ordeslgns furnished to the cross designer continuously braced unless noted otherwise. composite result of multiple loads. X-Loc Vert Horiz Uplift Y-Loc Type by the client and the correctness oraccuracy WndLod per ASCE 7-98, C&C, V= 125niph, 18-11- 0 623 0 -359 TOP H-ROLL ofthisInformation as it may retate to spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 0- 4- 0 679 132 -513 BOT PIN cific project and accepts no responsibility or exercises no control with regard to fabrica- Support 1 513# Bld Type= Enel L= 57.3 ft W= 18.8 ft Truss tion, handling, shipment and Installation of Support 2 359# P1� in IN'T zone, TCDL= 4. 2 sf, BCDL= 6.0 sf p p trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Individual building component In accordance with L/999 ANSI/TPI I-1995and N'DS-97tobeincorporated L=-0.10" D=-0.10" T=-0.20" ..TC...FORCE ... CSI ..BC...FORCE CSI ns pan of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: ... 1- 2 -1687 0.51 8- 7 1500 0.51 Designer (registered architect or professional engineers. when reviewed for approval bythe T= 0.08" 2- 3 -1716 0.45 7- 6 1529 0.39 budding designer. the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1716 0.52 6- 5 0 0.16 must be checked to be sure that the data shown T= 0. 04" are In agreement with the local building codes. local climatic records for wind or snow loads. RMB 1.15 project specifications or special applied loads. Unless shown, truss has not been dmlgncd for storage or occupancy loads. The design assutnes 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 maxbnutn spacing of 10'-0' o.c. Connector plates shad be manufactured from 20 gauge hot dipped gahanimd steel meeting AST M A 653. Gradc 40. unless otherwise shown. FABRICATION NOTES Prior to fabrleation. the fabricator shall review this drawing to verify that this drawing Is In mnformaI- with the fabricator's plans and to realize a continuing responslbiLty for such -1- f1crlion. Any discrepancies are to be put In wilting before cutting or fabrication. Plates shall not be installed met knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Can- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sytn. about the Joint unless otherwise shownn. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes basal on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to br. fabricated with fire retardant treated lumber unless otherwise shown. For additional Wonnallon on euahly Control refer to ANSI /TPI 1-1995 PRECAUTIONARY NOTES Ad 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 bracing for holding trusses In a straight and plu n , pos- Itlon and for resisting lateral form shad be designed and Installed by others. careful hand- ing is essenl0d and erection bracing is always required. Normal precautionary action for trusses requires such temporary bractng during installation between trusses to avoid toppling and dominoing. The supe,hl.n of erecllon of I russes shad be under the control of persons experienced in the mutadation of trusses. Professional advice shad be sought If needed. Conccntrallon of construction loads greater Ili." the. design loads sled not be appllal to trusses at any time. No Inds other than the welght of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 6-0-0 13-0-8 1 3 4 6.00 3-9-15 0-4-3 T 1-11-4 1-4-15 3.00 I o-ti 0 038 5-7-11 12-5-5 8 6 5 67911 8.00" 623N 3.00" 1-I-9 (R1-1-7) � 18-9-0 L 0 3 8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale 0.3321 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A Imaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: I Truss ID: K1 CONTRACTOR. BRACING WARNING: Dsgiir: TLY C": Date: 10-05-02 TIC Live 16.o psr 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 bmring which Is a pan of the building design and which must be considered by the budding designer. Uncing TC 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 buckling lengiI. Provi inns must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral brar.Ing at ends and specified lo©tlons determined by the building designer. Additional bracing of the overall structure may be required. IS- IIIB-91 ofrpo. BC Dead 10.0 of p- Design Criteria: TPI LICENSE #0050068 [Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). ,.1 Code Desc: FLA 1005 VANNFSSA DR.OVIEDO.1`1_32722 TOTAL 33.0 psr V:09.05.02- 7343- 8 ­X". mr..ru --ycu wa rilnc C:11Lh-LUAUUHJIKUAKJ 11CS: 08.20.02 'I JB: ROANOKE K AC: 10# UPLIFT D.L. WO: RumK3 WE: I: L QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ===_==========Joint Locations=======_======= This design is for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 0- 0 3) 10- 1-15 5) 5- 7-14 component and has been based onlnformatfon WEBS: 2x4 SP #3 composite result of multiple loads. 2) 5- 7-14 4) 10- 1-15 6) 0- 0- 0 provided by the client. The designer disclain,s BEAR. BLK: 2x8 SP #2 All COMPRESSION Chords are assumed to be any responsibility Inca-t for damages aseresult of faulty., bdumhallun. SpecNcallons Shim or wedge if necessary to achieve full continuous) braced unless noted otherwise. Y ----'----"----------- - TOTAL DESIGN LOADS and/or dcstgn' furnished to the I—destgner bearing. WndLod per ASCE 7-98, C&C, V= 125mph, Uniform PLF FromPLF To by the cuent and the correctness or accuracy H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 of this Information as It may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= Encl L= 57.3 ft W= 10.2 ft Truss Concentrated LBS Location clflc project and accepts no responsibility or Support 1 594# in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC Vert L+D -16 2- 0- 5 exerclses no control with regard to fabric.- lion. handling. shipment and installation of Su Support 2 528# Impact Resistant Covering and/or Glazing Req TC Vert L+D -91 5- 7-10 trusses. This I— has been designed as an MAX LIVE LOAD DEFLECTION: TC Vert L+D -156 9- 2-14 individual building component In accordance with L/999 ..TC... FORCE... CSI ..BC... FORCE... CSI BC Vert L+D -13 2- 0- 5 ANSI/TP11-1995and NDS-97to be Incorporated L=-0.07" D= 0.00" T=-0.07" 1- 2 1664 0.67 6- 5 -1751 0.33 BC Vert L+D -50 5- 7-10 as part of the building design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 144 0.44 5- 4 -1755 0.23 BC Vert L+D -85 9- 2-14 Designer [registered archltect or professional engineer). When reviewed forapprtmalbythe T. 0 . 04" ----MAX. REACTIONS PER BEARING LOCATION----- bullding designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type must be checked to be sure that the data shown T= 0. 04" 10- 7-15 289 0 -528 TOP H-ROLL are In agreement with the lot l budding codes, local climatic records for wind or snow loads, RMB = 1.00 0- 4-13 150 187 -594 BOT PIN project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assurnes 16N 91 N 156N compression chords (top or bottom) are contbm- ously braced by sheathing unless otherwise 10-9-3 specified. Where bottom chords In tension are Ilk not fully braced laterally by a properly applied 1 2 3 rigid telling, they should be braced a1 a n—tmum spacing of 10'-0- o.c. Connector r plates shall be manufactured from 20 gauge hot 3.33 dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES 6X8 Prior to fabrication, the fabricator shall review this drawing to verify I hat (his drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such ven- 2-04 fi orlon. Any discrepancies are to be put In writing lefore cutting or fabrication. 3X4 _ - _ Plates shall not be installed mer knothole. �- knots or distorted grain. Members shall be cut for tight ruling wood to wood bearing. Con- 3911 �— 0-7-9 nector plates es shall be located on both facof -- the truss with nails fully imbedded and shall be sym. about thejomnl t unless otherwise shown. A I 4X t 5x4 plate is 5- wide x 4- long. A 6xii plate Is 6- 0-3-15 i 3X8 wide x 8- long. Slots (holes) rim parallel to the plate length specified. Double cuts on wen members shall meet at the centrotd of the webs 2X4 1-3-12 unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- --AA-- t• ling and/or erection stresses. •Rhls truss Is not I 3X4 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 InslaWng 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 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 I% essential and crectlon bracing I, always requ[red. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. Tin super•blon of erection of trusses shall be under the control of persons experienced In the installation of In, . Professional advice shall be sought If needed. Concentration of construction loads greater than Ilie design loads shall not be applied to trusses at any thne. No loads other than the weight or the erectors shall be applied to trusses until after all fastening and bracing Is completed. 1.68 I 0-9-9 074 9-4-6 6 5 4 151N 9.56" 290# 2.50" 1 10-1-15 1 1� -0 (R1-10-7) 13N SON 85y II-(RO-8 -5) EXCEPT AS S11013rN PLATES ARE TL20 GA TES D PER ANSI/TPI 1-1995 scale = 0.5272 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. lob: WO: ROAK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L CONTRACTOR. BRACING WARNING: Dsgiir: ECM Chk: Date: 10-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shorn on thin drawing is not emc(lon bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD. FL. 32771 (407) 3_1-0064 Fax (407) 3_1-3913 which is a pan of the hudding design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. ['envisions must be g g BC Live 0.0 p sf O.C.Spacing: 24.Orr p 9• TOMAS PONCE P.E. made to anchor lateral emcee at and s v be re uired. ( delemdned Iry the building lest her. lI) ga I g g Additional bracing of the m•crall structure uhay be required. (See tIIB-91 of T}'0. BC Dead 10.0 sf {�• Design Criteria: TPI 9 I.ICFNSE #0050068 (rrtss Plate Inset tit. 1T1. Is I—ted at 583 D'onafrio DrI e. Malian. Wi—nsin 53719). Code Desc: FLA 1005 VANNFSSA DR.OM00YL52766 TOTAL 33.0 psf V:09.05.02- 7345- 8' Design: Marra Analysis !01? PATH: C:ITEE-L0KU0BSIR0AK3 TICS: 08.20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: L2 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ==============Joint Locations=============== TVs dmtgnis for anIndividual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 0- 0 3) 10- 1-15 5) 5- 6-10 component and has been based on Information WEBS: 2x4 SP #3 composite result of multiple loads. 2) 5- 6-10 4) 10- 1-15 6) 0- 0- 0 provided by the client. The designer disclaims BEAR. BLK: 2x8 SP #2 All COMPRESSION Chords are assumed to be any responsibility for damages as a result of faulty or incorrect lffonnation,specifications Shim or wedge d9 if necessary to achieve full continuously braced unless noted otherwise. ------------ TOTAL DESIGN LOADS ------------ and/or designs furnished to the truss designer bearing. WndLod per ASCE 7-98, C&C, V= 125mph, Uniform PLF From PLF To by the client and the correctness or accuracy H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 If this Infomation as it may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type= Encl L= 57.3 ft W= 10.2 ft Truss Concentrated LBS Location clfic project and accepts no responsibility or Support 1 594# in END zone, TCDL= 4.2 sf, BCDL= 6 . 0 p psf TC Vert L+D -17 1- 4- 4 exercises no cool-] with regard to fabrics- Lion, handling. shipment and Installation of Support 2 528# , Fact Resistant Covering and/or Glazing Req TC Vert L+D -44 3- 9- 1 trusses. This truss Inns been designed as an MAX LIVE LOAD DEFLECTION: TC Vert L+D -73 6- 1-15 Individual budding component In accordance witin L/999 ..TC... FORCE... CSI ..BC... FORCE... CSI TC Vert L+D -102 8- 6-12 ANSI/TPl 1- 1995 and NDS-97 to be incorporated L=-0.07" D= 0.00" T=-0.07" 1- 2 1658 0.62 6- 5 -1746 0.29 BC Vert L+D -8 1- 4- 4 ns part of the budding design by a D"ndmg MAX HORIZONTAL TOTAL LOAD DEFLECTION: 2- 3 -88 0.39 5- 4 -1746 0.26 BC Vert L+D -24 3- 9- 1 Designer (registered architect or professional T= 0 04 ^ engmeeri. When reviewed for a pproval by the building deslper. the design loadings shown . MAX HORIZONTAL LIVE LOAD DEFLECTION: BC Vert L+D BC Vert L+D -40 6- -55 8- 1-15 6-12 must be checked to be sure that the data shown T= 0.04" ----MAX. REACTIONS PER BEARING LOCATION----- amIn agreement with the meal building codes, lord chruntic records for wind or snow loads. RMB 1.15 X-Loc Vert ere z Uplift Horiz lift Y-LOC Type project specifications or special applied loads. 10- 7 -15 TOP H- Unless shown• truss has not been designed for 1 0- 4-13 173 187 -594 BOT PIN storage or occupancy loads. The design assumes 17# 1 44# 73# 102# compression chords (top or bottom) are conWm- c usly braced by sheathing unless otie-ise 10-9-3 specified. Where bottom chords in tension are not fully braced laterally by. properly applied 1 2 3 rigid ceiling, they should be braced at a maxtmum spacing of 10'-W o.c. Connector r 1 plates m shall be manufactured fro20 gauge hot 3.33 dipped gahanlmd steel meeting ASIM A 653. Grade 40. unless oUneruise shown. FABRICATION NOTES 6X8 Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricalor's plans and to realize a continuing responslbWly for such veri- fication. Any discrepancles are to be put In 2-0-9 writing before curing or fabrication. Plates shall not be Installed over knotholes, 3X4 0-2-G knots or distorted grain. Members shall be cut for light fining wind to wood bearing. Con- nector plates shall be located on both fares of 3-9-11 the lass with mills fully Imbedded and shall be sym. about the joint unless otherwise shown. A 4X6 5x4 plate Is 5- wide x 4' long. A 6x8 plate is 6- O-3-LS 3X8 wide x 8- long. Slots (holed run parallel to the plate length specified. Double cuts on web members shall nice[ at the centruid the webs 2X4 1-3-6 of unless oDerwise shown. Connector plate sizes are in —sizes based on the forces shown and may need to be Increased for certain hand - Ling and/or erection stresses. This truss is not 3X4 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 AB bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing-. II113-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand. Ling is essential and erection bracing is alwaysm required. Noral precautionary action for trusses requires such temporary bracing during Isalladi- between trusses to avoid toppling and dommoing. Tie 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 mnstrucuon loads greater lhm the design loads shall not be applied to lasses at any Umc. No Inds other than the weight of the erectors shall be applied to trusses until after all fast —I ng and bracing is completed. 1.68 I 1-0� l 9-1-15 6 5 4 174# 9.56" 219# 2.50" 1-10-9 N1.010-1-15 0-8-0 (R1-10-7) 1 8# 24N 40# 55# 11 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/T 1 1-1995 scale = 0.5272 WARNING: READ ALL NOTES ON THIS SHEET. Eng..Job: A Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L2 CONTRACTOR. BRACING WARNING: Ds gar: ECH Cldc: Date: 10-05-02 l'C Live 16.0 psf DurFac - lbr: 1.25 4005 MARONDA WAY SANFORD. FL. 32771 ❑racing shorn on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psr DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 which is a pan of the budding design and which must be considered by the budding designer. Bracing shown Isfor 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. node to anclar Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sell HID-91 "fTPn. BC Dead 10.0 $f P Design Criteria: TPI LICENSE#0050068 Fruss Plate Institute. TPI• is located at 583 D'Onsoncnn ofrto Drive, Afad. R4sstn 53719). Code Dese: FLA 1005 VANNE,U DR.0VIEDOYI-32766 I TOTAL_ _ 33.0 psf V:09.05.02- 7349- 8' uesign: Anvru nrtagsis JUB f711H: C:111;E-LUKV0BSIR0AK3 NCS: 08,20.02 JB: ROANOKE K 3 AC: 10# UPLIFT D.L. WO: ROAK3 WE: TI: L3 9TY:2 DESIGN INFORMATION TOP CHORDS: 2x8 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============_= This design is for an Individual building BOT CHORDS: 2x10 SP #1 D composite result of multiple loads. 1) 0- 0- 0 3) 7- 8- 0 5) 4- 5- 4 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 5- 4 4) 7- 8- 0 6) 0- 0- 0 provided by the client. The designer disclaims This 2-PLY truss designed to carry continuously braced unless noted otherwise. anyresponsibilityor tnsmrelt for damages asaresult of faulty or incortcot Information. sped0callans 18, 9" s framed to BC one face pan 2-PLY TRUSS! fasten w 3"X 0.120" nails in / - - -' '' - - - - - - - - - - - - - - - - = - TOTAL DESIGN LOADS and/or designs furnMed to the, truss designer 19, 3" span framed to TC opposite face staggered pattern per nailing schedule: Uniform PLF From PLF To by the client and the correctness or accuracy TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft TC Vert L+D -312 0- 0- 0 -312 7- 8- 0 of this Information as it may relate to a spe- WndLod per ASCE 7-98, C&C, V= 125rnph, Distribute loads equally to each ply. BC Vert L+D -304 0- 0- 0 -304 7- 8- 0 clflcproject andacceptsnoresponsibWtyor screfses no control with regard to fabrica- H- 15.0 ft, In 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: ----MAX. REACTIONS PER BEARING LOCATION----- Lion, handling. shipment and Issuillauon of Bld e= Encl L= 57.3 ft W= 7.7 ft Truss Support 1 971# pPo X-Loc Vert Horiz Uplift Y-Loc Type trusses. This truss has been designed as an 1n INr Zone, TCDL= 4. 2 psf, BCDL= 6.0 psf Support 2 971# 0- 4- 0 2366 0 -971 BOT PIN Individual building component in accordance with Inpact Resistant Covering and/or Glazing Req This truss has not been designed for ROOF 7- 6-12 2366 0 -971 BOT H-ROLL ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX LIVE LOAD DEFLECTION: PONDING. Building designer must provide as part of the building design by a Building L/412 at JOINT # 3 adequate drainage to prevent ponding. (0.25 Designer (registered amhltect or professional engineer). When reviewed for approval by the L=-0.20" D=-0.22" Tet-0.42" in./ft. min. slope to drain). Truss must be building designer, the design loadings shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: marked to prevent UPSIDE DOWN erection. must be checked to be sure that the data shown T= 0. 09" are in agreement with the local building codes, MAX HORIZONTAL LIVE LOAD DEFLECTION: ..TC ... FORCE... CSI ..BC ... FORCE... CSI lord climaticrecords for wind or snow loads, T= 0. 04" 1- 2 0 0.56 6- 5 172 0.89 Project spmif]-Dons or special applied twits. Unless shown, truss has not been designed for RMB = 1.00 2-PL1VS3 REQ(gIRfE_D 5- 4 0 0.88 storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- 7-8-0 ously braced by sheathing unless otherwise Ilk I specified. Where bottom chords In tension are 1 2 3 not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot 3X6 5X6 dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabtl - cur shall review this dmwtrng to verify that this drawing Is In conformance with the fabricators plans and to realize a continuing roponsibllity for such vert- flcatlon. Any dtscrepancles are to be put In writing before culling or fabri©tlon. Planes shall not be Installed over knotholes, knots or distorted gmin. Members shall be cut for Light fitting wood to tweed bearing. Con- 3-0-0 , 3-0-Q hector plates shall be located on loth faces of the truss with nails fully innbedded and shall be sym. about tine joint unless otherwise shown. A 5x4 pl lr. Is 5- wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs Ll unless otherwise shown. Connector plate sizes are mininnurn sizes based on the forces shown and may need to he increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 6X8 Information on Quality Control refer to 3X6 ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing A Bracing'. III11-91. Trusses are to be handled with particular care during banding and bundling. delh•ery and installation to avoid damage. Temporary and pemnanent bracing for holding trusses In a straight and plumb pas- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shall be applied to trusses unit] after all fastening and bracing is completed. 4-7-0 6 5 2367# 8.00" k 7-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1003 VANNFSSA UR.0VIED0.FL32766 WAKNINti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Hmcing shown on this drawing Is not erection bracing, wind binning, portal bracing or similar bracing which is a part of the building design and which must be considered by the building desigmr. Bracing Shown Is for bueml support of truss nnembcm only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See 11113-91 of TPI). Reuss Plate. Institute, TPI, L located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. I 4 2367# 2.50" scale = 0.7000 Eng. Job: A Dwg: Truss ID: L3 Dsgnr: ECH Clik: Date: 10-05-02 TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afmrir Analysis JOB PATH: CATEE-LOKUOBSIROAK3 1/CS: 08.20.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the cllenl. The designer disclaims any respunslbWty for damages as a insult of faulty or incorrect Information, specifications and/or designs furnished to the truss designer by the client and the coractiness or accuracy of this Information as It may relate to a spe. sale project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to he Incorporated as part of the building design by a Budding Designer (registered areli tect or professlonal cnglncerl• When reviewed for approval by the building designer. the design ladings shown must be checked to be sure that the data shown are in agreement with the local building codes, loot charade records for wind or snow lads, project specifications or special applied lads. Unless shown, truss has not been designed for storage or occupancy lads. The design assumes compression chords hop or bottom( are continu- ously braced by sheathing unless otherwise specified. Where bottonn chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a rn xtmum spacing of 10'-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASTAI 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 mall- a continuing responsibility for such ved- Bcatlon. Any discreponcles are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knot. or distorted grain. Members shall be cut for tight fitting wood to wool bearing. Con. nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6- wide x 8- long. Slots (holes) rim pamllel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise. shown. Connector plate sizes are minimum sizes based on the. forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to he fabricated with fire retardant treated lumber unless otherwise shown. For additional Informati on 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 & 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 I—_ Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall he sought If needed. Conccnlration of construction lads greater than the design la 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 bracing is completed. JB: ROANCjKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 255# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.15 3-94 1 0-4-3 1 Wei: ROAK3 WE: [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W= 9.0 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 -629 0.53 5- 4 597 0.33 2- 3 -35 0.32 TI: O QTY:13 ====-=========Joint Locations=============== 1) 0- 0- 0 3) 9- 0- 0 5) 0- 0- 0 2) 4-11- 2 4) 9- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lcc Type 0- 4- 0 376 255 -422 BOT PIN 8-10-12 290 0 -486 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 486# 9-0-0 1 2 3 I 5 377# 8.00" L 1-7-2 (R1-7-0) A 9-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, IT. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.MEDO.FI-32766 0.12 1 4 290# 2.50" 2-0-2 scale = 0.5516 WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: A A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: O CONTRACTOR. Dsgiir: EC11 Clilf: Date: 10-05-02 BRACING WARNING: TIC Live t6.0 psf DurFac - Lbr: 1.25 Bracing shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bmcing TIC Dead 7.0 psf DurFae - Plt: 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 truss nnanbers only to reduce, bucklbig length. Provisions trust be BC Live 0.0 psf O.C.Spacing: 24.On P g• made to anchor lateral bracing at ends and specified loations determined by the budding designer. Additional bracing of the overall structure may be required. ISee HIB-91 of TPd. BC UCad 10.0 Sf p. Design Criteria: TPI (Truss Plate Institute. TPI. Is located at 583 D'Onofrto Drive, Madison. Wisconsin 53719). Code Dese. FLA TOTAL 33.0 psf V:09.05.02- 7352- 8! ,r.o -1- t,:1111c-1-VAVUtld1KVAA.f NCS: 08.20.02 DESIGN INFORMATION Tills design B for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cgbc project and accepts no responsibility or exercise no coniml with tegard to fahrim- lion, handling, shipment and installation of Uusses. This truss has been de_ugned as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated t s part of the building design by a Budding Designer (registered archnecl or professional engineer). When reviewed for approval by the building designer, the design loadings shown most 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. p )ect speetflcaUons or special applied Imds. Unless shown. truss has not been rl slgned for storage or occupancy loads. The design assurnm compression chords (top or bottom) am conttnu- 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 mazlmurn spacing of 10'-0" n.e connector plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting AMI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabrlcatur shall review this drawing Io verify that this chatting is in conlornanee with We fabricator's plans and to mallzc a continuing responsibility for such verf- ficatlon. Any discrepancies arc to be put In wrlUng before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted grain. Members shall be cut for I ight filling wood to wood tearing. Con- nector plates shall be located on both races of the truss with nails fully imbedded and shall be synt, about the joint unless otherwise shown. A 5.x4 plate is 5" wide x 4- long. A 6x8 plate is 6" wide x e" long. Slots (holes) run psragel to the plate length spa:gled. Double cuts on web embers shall meet aI the "mrold of me webs unless otherwise shown. connector plate sizes are minimum sizes nasal on the tomes shown and may need to be increased for certain hand - Brig and/or erection stresses. This buss is not to be fabricated with fire retardant treated lumber unless otherwtsc shown. For additional Inforoatian no Quality control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations arc to be followed In accordance with "Handling InataWng & Bracing'. HIB-91. T—ses are to be handled with particular care during handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pws- Itlon and for resisting Literal forces shall be. designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautlorary action for trusses requires such temporary bmctg during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trussesshag be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of colrstrucUon loads greater than the design loads shag not be applied to trusses at any time. No loads other than the welght of the sectors shall be applied to trusses unit] after all fastening and bracing Is completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D 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. Field Connection at Support 1 must be able transfer 111 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/252 at Mid -panel # 1 L=-0.34" D= 0.05" T=-0.29" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-4-3 WO: ROAK3 WE: Analysis based on Sirrtplified 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. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W= 7.2 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 -51 0.92 4- 3 -22 0.77 TI: P QTY:2 Locations=====_______=== 1) =0-10- 5 3) 7- 3- 0 2) 7- 3- 0 4) 0-10- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 7- 1-12 156 111 -356 TOP PIN 0- 4- 0 311 135 -472 BOT PIN 7- 1-12 83 0 -42 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 472# Support 2 356# Support 3 42# 7-3-0 l 2 4.00 2.00 I 0-8-0 6-7-0 4 311N 8.00" 3 1-7-2 157N 2.50" 7-3 0 84/t 2 50" Attach with (3) loll Toe -Nails 10d EXCEPT AS SI[OwN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -1-12 scale = 0.6513 Kmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407)321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNIESSA DR.OVIFW FI_n��Fa YVAKIVIN%j: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of tross members only to reduce buckling length. pm lsimu must be made to anchor lateral bmcing at ends and specified locations determined by the building designer. Addition.] bmcing of the ---]J structure may be required. (See HID-91 of i'PI). fpruss Plate Institute. TPI, is located at 583 D'Onufrio Drive, Madison. Wisconsin 53719). Eng. Job: -- Dwg: Dsgnr: ECII Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf RC Dead 10.0 psf TOTAL 33.0 psf Truss ID: P Date: 10-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Detien.- Afmrir Anolvv, HC'.S: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client- The deslgner disclaims any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific proJmct and accepts no responsibility or exembes no control with regard to fabrica- tion, 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 part of the building design by a Building Designer Imostered amhltcct or professional enonecrl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sum 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 limn designed for storage or occupancy loads. The design assumes comprmeslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at 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 in fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricuors plans and to realize a continuing responsibility for such ven. ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. know or dL toned grain. Members shall be cut for light filling wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nails fatty Imbedded and shall be syrn. about the Joint unless otherwise shown. A 5.4 plate Is 5' wide x 4- long. A 6x8 plate Is 6- wlde x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes r:,mun.m sizes based on the forces shown It — 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 am to be followed in accordance Min"Handling Installing & Bracing% HIB-91. Trusses are to be handled with particular cam during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding lasses 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 bmcing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to muses until after all fastening and bracing is completed. JB: ROANOKE K 3 AC: Kill 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. Field Connection at Support 1 must be able transfer 80 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-8-0 WO: ROAK3 ' 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. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W= 4.2 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 29 0.41 4- 3 -14 0.31 213# 8.00" TI: 9 QTY:2 ==============Joint Locations=============== 1) 0-10- 5 3) 4- 3- 0 2) 4- 3- 0 4) 0-10- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 1-12 91 80 -235 TOP PIN 0- 4- 0 212 107 -398 BOT PIN 4- 1-12 49 0 -31 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 398# Support 2 235# Support 3 31# 4-3-0 lk 1 2 4.00 1-7-2 III (R1-7-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 1-2-0 0-7-3 1 2.00 I Attach with (1 10d Toe -Nails 9111 2.50" — 4-3-0 50N L oil C/L: 4-1-1z Over 3 Suplxfrls scale = 0.9442 WARNINti: READ ALL NOTES ON THIS SHEET. (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SAN FORD, FL. 32771 Gracing shown on this drawing is tint erection bracing, wind bracing, portal bracing or similar bracing which Is a pan of the building design anc�b d which must be considered by the building designer. Bntg (407) 321-0064 Fax (407) 321-3913 shown is for Lateral support of truss members only to reduce buckling length. Provlmons must the TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified Iocnllons delemn ned by the building designer. Additional bracing of the overall structure may be required. ISce HIB-91 of TPn. LICENSE #0050068 1005 VANNESSA DRUVIEDOXI-32750 rrmss Plate Institute. TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: ECII 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 Truss ID: 9 Date: 10-05-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: hfdlrit Analysis JOB PATH: C:ITF_F-L0KV0BSIR0AK3 TICS: 08.20.02 DESIGN INFORMATION This design Is fur 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 hlcon"ct Information, specifications and/or designsr furnished to the Iruss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- clfic pmJect and accepts no responsibility or e,remises no control with regard to fabAca- tfon, 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 Bulldog Designer (registered architect or professional engineer). When reviewed for approval by the building designer, tire design loadings shown must be checker) to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow loads, pmJect specifications 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 rigid ceding, they should be braced at a maeinmm spacing of 10'-(" 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 Prinr to fabrication. the fabricator shall review this drawing to verify that this drawing Is In confomnance 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 fabri©lion. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light Biting wood to woof bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall he syn. 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 shag meet at the centmld of the webs unless otherwise shown. Connector plate sizes are minbnum sizes based on the lore- shown and may need to be increased for certain hand- drig 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 hi accordance with "Handling Installing & Bracing", HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straWit and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essenttal and erection bracing is allays required. Normal precautionary action for trusses requites such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of truss- shall be under the control of persons experienced in the InstoOauon of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to tnnsses at any lime. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. J3:."OANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 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. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 302# Support 2 43# Support 3 7# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 1-4-7 T 0-4-3 J WO: ROAK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 57.3 ft W= 1.7 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 99 0.04 4- 3 -2 0.01 TI: R QTY:2 __======__ ==Joint Locations=====__==_==__= 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 7- 0 16 118 -43 TOP PIN 0- 4- 0 154 -51 -302 BOT PIN 1- 7- 0 13 0 -7 BOT H-ROLL III/ _ 1-84 II 2 0 0-8-14 2.00 I 0-8-0 1-04 Plat0-2-1 e-'eight 2- 4 3 155# 8.00" 16# 2.50" 1-7-2 1-84 13# 2.T " (R1-7-0) C/L: 10 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5329 01 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ROAK3 1M!aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: R CONTRACTOR. Dsgnr: ECH Chk: Date: 10-05-02 BRACING WARNING: TICLive 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bmcing I'C Dead 7.0 psf DurFae - Pit: 1.25 SAN FORD. FL. 32771 which is a part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be 13C Live 0.0 psf O.C. Spacing: 24.0n made to anchor Lateral bracing at ends and specified locations determined by the building designer. Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of tine overall structure may be required. (see HIB QC Dead 10.0 psf -91 of TPI). LICENSE #0050068 rrruss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNESSA DR.OVIEDO.FI-32788 I TOTAL 33.0 psf V:09.05.02- 7356- 8( uesign: AlWrir Awlysis ARE PAIIi: C:Ilhh.-LUKUURSIR0AK3 HCS.• 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responslbWty for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the cor"ciness or accuracy of this InfonnatIon as it may relate to a spe- cific project and accepts no responslbWty or exembes no control with regard to fabria. tlon, handling, shipment and Installatlon of trusses. llnb truss has teen designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as fart of the building design by a Building Designer fregistered 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 lads. P"mt specin-ilons or special applied lads. Unless shown, truss has not been designed for storage or occupancy lads. Tlve design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tendon are not fully braced laterally by a properly applied rigid ceilt g, they should be braced at a mmi nurn spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwing to verify that this drawing Ls In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In waiting before cutting or fabrication. Plates shall not be Installed wet knotholes. knots or distorted grain. Atanbem shall he cut for tight fittmg wood to wool bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be span. about the joint unless otherwise shoran. A 5x4 plate is 5- wide x 4- long. A (deli plate Is 6- wide x 8- long. Slots tholes) 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 re mmbnum sizes based on the forces shown and may need to he Increased for certain hand- Iing and/or erection stresses. This truss Is not to be fabricated with fie retardant treated lumber unless otherwise shownn. 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 & Bradng*. HIB-91. Trusses are to be handled with particular are during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a stmlght and plumb pos- llfon and for resisting lateral forces shall be designed and Installed by others. Careful hand - Ling Is essential and erection bracing Is allays required. Norval precautionary action for trusses requires such temporary bracing during Installation between truss" to avoid toppling and dominoing. The supervision of erection of trusses shall be us tinder the control of person experenced In the [mutilation of trusses. Pmfesslonal advice shall be sought If needed. Concentration of construction lads greater than the design loads shall not be applied to ru tsses at any thne. No lads other than the wrtght of the erectors shall be applied to truss" until after all fastening and bracing is completed. JB: ROANOKE K 3 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. Shim or wedge if necessary to achieve full bearing. Field Connection at -Support 1 must be able transfer 136 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/815 at Mid -panel # 1 L=-0.07" D= 0.01" T=-0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: ROAK3 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. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft We: 4.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -47 0.57 4- 3 -24 0.43 TI: S QTY:2 ==============Joint Locations===========_=== 1) 0- 5- 5 3) 4- 8- 8 2) 4- 8- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 101 136 -260 TOP PIN 0- 4- 0 205 183 -371 BOT PIN 4- 7- 4 55 0 -41 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 371# Support 2 260# Support 3 41# 4-8-8 Ilk 1 2 6.00 0-4-3 3.00 I 0-8-0 M 4-0-8 4'lz , 206N 8.00" 102# 2.50" 1-1-9 e a 4-8-8 55✓i 2 50" (R1-1-7) C/L: -74 EXCEPT AS SHORN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Attach with (4) 10d Toe -Nails Attach %vith (1) 10d Toe -Nails scale = 0.6603 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: ROAK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: Truss ID: S CONTRACTOR. BRACING WARNING: Dsgitr: ECII Ctik: Date: 10-05-02 TC Live 16.0 psf DurFac - lbr: 1.25 4005 MARON DA WAY SANFORD, Fl_. 32771 Bracing shown on this drawing is not rue Lion bracng, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 which b a psnn of the bullding design and which must be considered by the building designer. Bracing shown Is for Lateral support of truss members only to reduce buckling length. provisions must be BC Live 0.0 psf O.C. Spacing: 24.0n TOMAS PONCE P.E. to anchor lateral bmeing at ends and specified locations cictennined by the building designer. made (See t Additlonal bracing of the overall structure may be required. (SIIB-91 of TPI). BC Dead 10.0 psf Design Criteria: TPI LICENSE #0050068 frmss Plate Institute. TPI. is located at 583 D6onufrio Drive. Madison. Wlsconsln 53719). ,,1 Code Desc: FLA 1005 vANNESSA DR.owEDo.Ft32766 TOTAL 33.0 psf V:09.05.02- 7357- 9( uerrgn: iron, N uystl JUH VA/II: C:I1E&LUKU0851R0AK3 I1CS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information Provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- clfle project and accepts no responsibWty or —"es no control with regard to fabnca- 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 pan of the building design by a Building Designer Imostered architect or professional engineer). When mimed for approval by the building designer, the design loadings shown must be checked to in sure that the data shown re 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 hop or bottom) are continu- ously braced by sheathing unless otherwise speclBed. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ce9mg. they should be braced at a asimurn spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTNI A 053. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholm knot or distorted gram. Members shall be cut for tight fitting wood to word bearing. Con- nector plates shall be located on both faces of the Iruss with nalis fully Imbedded and shall be Byrn. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4" long. A W plate Is G wide x 8" long. slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes e rnintmum 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 fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with "Handling Installing & Bmctnr. HIB-91. Trusses arc to be handled with Particular care during banding and bundling. deliveryand Installation to avoid damage. Temporary and pennanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting Lateral forces shall be designed and Installed by others. Careful hand. Ling Is essential and erection bracing is always required. Normal prewutlonary action for trusses requires such lempomry bracing during Installation between trusses to avoid toppling and dominoing. The supe".-n of erection of trusses shall be under the control of persons experlenced In the installation of trusses. Professional 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 weight of the erectors shall be applied to Ini-es until after all fastening and bracing Is completed. JB: ROANOKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 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 GABLE STUD PLATES (8) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA (M—aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-OO(A Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNtSSA DR OVIED,0.1`I-32766 WO: ROAK3 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W= 3.3 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 0 0.17 4- 3 0 0.04 3-0-0 34-0 k �1 2� 3X4 3X4 2X4 3X4 _ 34-0 '14 3 110# 8.001a 110# 8.001n ie— 3-4-0 TESTED PER ANSI/TPI 1-1995 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 bracing or similar bracing which is a pan of the building design an,] which must be considered by the building designer. Hracing shown is for lateral support of truss members only to reduce buckling length. Provistans must be madr. to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. is" HIB-91 of TPI(. rr-ss Plate Institute. TPI. is located at 583 D'Onofrio Drive- Madison. Wisconsin 51719). TI: S1 9TY:2 =_ ===Joint Locations=============== 1) 0- 0- 0 3) 3- 4- 0 2) 3- 4- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 109 0 -123 BOT PIN 3- 0- 0 110 0 -123 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 123# Support 2 123# 3-0-0 Studs ® 2-0-0 o.c. Eng. Job: Dwg: Dsgnr: ECH Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.7000 Truss ID: S1 Date: 10-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Atari. Analysis JOB PA711: CAT££-lOKUORSIROAK3 HCS: 08.20.02 DESIGN INFORMATION This design Ls for an individual budding component and has been based on Information provided by the client. The designer disclat u; any responsibility for damages as a result of faulty or incorrect InfornaUon, specifications and/or designs fumished to the truss designer by the client and the cornxtness or accuracy of this Information as It may mite to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrlca- lion, handling, shipment and installation of trusses. This truss has been designed as an Indtvidual building component In accordance with ANSI/TPI 1.1-5 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 shorn must be checked to be sure that the data shown are In agreement with the local budding codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assaunes 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 pmperly applied rigid ceiling• they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured fmm 20 gauge hot dipped galvanized steel meeting ASI'ht A 653. Grade 40, unless olherwdse shown. FABRICATION NOTES Prior to fabrication, the fabricdoi 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 to put in writing before cutting or fabrication. Plates shall not to Installed over knotholes. knots or distorted grain. Membersshall be cut for tight fitting wood to wood tearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 6x8 plate Is 6" wide x 8- long. Slots (holes) rim parallel to the plate length specified. Double cuts on web embers shall meet al the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the force shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not I. be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during handing and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- Iing L—entlal and erection bracng b always required. Normal precautionary action for trusses requlres such temporary bracing during Installation between trusse to avoid toppling and dommoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought 8 needed. Concentration of construction loads greater than the design loads dual] not be applied to truces at any time. No loads other than the weight of the creclors shall le applied to tosses until after all fastening and bracing is completed. JB: ROANOKE K 3 AC: 10# UPLIFT -W.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. Field Connection at Support 1 must be able transfer 98 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/999 L=-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 2-6-3 0-4-3 1 WO: ROAK3 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. WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 57.3 ft W= 3.4 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 -33 0.30 4- 3 -17 0.22 TI: T QTY:2 =_ ==Joint Locations= ==_========= 1) 0- 5- 5 3) 3- 4- 8 2) 3- 4- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 72 98 -190 TOP PIN 0- 4- 0 162 132 -296 HOT PIN 3- 3- 4 39 0 -29 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 296# Support 2 190# Support 3 29# 3-4-8 1 2 F .00 1-4-5 0-8-2 1 3.00 I U-8-0 2-8-8 4 3 162# 8.00" 73# 2.50" �a 1-1-9 . 3-4 8 40# 2 - EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: ECH Chk: BRACING WARNING: TIC Live 16.0 psf 4005 MARON DA WAY SANF-ORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or sln8ar bracing TIC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 which Is a part of the building d-tgn and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Pnsmvlsionmst he Live BC Li O.0 S p. f TOMAS PONCE P.E. mnde to anchor lateral brachhg at ends and specified I-atlons determined by the building dr_sfgucr. Additional bravingof tmet al] erall stmcture may be required. (Sec HIB-91 ofTP11. BC Dead 10.0 S f p- LICENSE #0050068 ffmss Plate Institute. TPI. is located al 583 D'Onofrlo Drhe. Madison. Wisconsin 53719). Ills vA NLS A OR.OYIEUO.FL327110 TOTAL 33.0 psr Attach with (3) 10d Toe -Nails Attach with (1) 10d 'roe -Nails scale = 0.8355 Truss ID: T Date: 10-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uesign: Auurir nnansis !UB PATII: C:ITFF-LOKVOBSIROAK3 HCS: 08.20.02 DESIGN INFORM This design Is for an Indlvldu component and has been bas providrd by the client- llne de any respunslbllity for damage faulty or Incorrect Into-" itoi and/ur designs furnished to I by the client and the mrrecin of Oils Information as It may cdtc project and accepts no r exerefles no control with rega lion, handling, shipment and toss-. This truss has been Individual building componen ANSI/TPI 1.1995 and NDS-9! as pert of the building design Designer (registered arehamt engineer). When reviewed for building designer, the design must be checked to be sure it are in agreement with the tar Inn) cWnatle records for wind project specifications or specs Unless shown, truss has not I storage or ocoupan y loads. 'I compression chords (top or fix ously braced by sheathing unl specified. Where bottom char not fully braced laterally by a rigid selling, they should be br maxlmuull spacerg of 10'.0- o. plates shall be manufactured dipped gabanUcd steel mcetbi Grade 40. unless otherwise sh FABRICATION N( Prior to fabrication, the fabric this drawing to verify that this coedormantt with the fabrinb realize a continuing responslbl flcntion. Any discrepancies an wilting before cutting or fabric Plat- shall not be Installed ov knots or dlstnned grain. Me - for light fitting anal to wood 1, neclor plates shall he loaned e the Innss witll nails fully Imba sym. about Ihejoint unless oil Sx4 Plate is 5- wide x 4• long. wide x 8- long. Sluts lhol-I ru the plate length specified. Dot ernhers sha8 meet at the cen unless oUlerwtse shown. Coal are mininmm sizes (rased oil if and may need to be Increased ling and/or erection stresses. to be fabricated with fire retard lumber unless otherwise shown Information on Quality Control ANSI/TPI 1.1995 PRECAUTIONARY All bracing and erection recom to be followed m accor dance w Instal Ung.N Bracing', t11B.91. be handled with pirttcular can and bundling, delivery and in. damage. Temponryand peen for holding trusses fill a stralgh Ition and for resisting lateral fr designed and Installed by othe ling Is -sent tan and erection b required. Normal pmcat lkmar Truss- requires such lempora Installation between trusses to and dominoing. The supervisln truss- shallbe under the can experienced In the Installation Prof-sIonal advice shall be son Concrntration of construction than the design loads shall not Imss- at any time. No loads weight of the erectors shall le trusses until "her all laslenlng is completed. kTION building d on Information ;goer dlsclahns s a result of speclncaBons e tn,ss designer ss or accuracy .late to a spe- ponslblllly or ! to fahnca- ,nallation of Vied as an accordance with to be Incorporated y a Building r profess tonal pproval by the dings sIt.— ill the data shown building codes, ,r snow loads, applied loads. �cn designed for ne design assumes toml are rnntlnu- ss otherwise s In tension ate 'oPerly appled ced at a Connector oral 20 gauge hot ASTh1 A 653. I., shall re— drawing is in is plans and to ply for such vert. to be put In Mon. er knothules, xis sha8 be cut :wring. Con- n both faces of ded and shall be crake shown. A 1 6x8 plate is G n 1-116 to bit cuts on web rold of the web, ector plate sizes e forces shown or certain hand - fhb tress is not rat treated . For additional refer to NOTES lendatlons are h 'I bundling musses are to during banding illation to avoid nent bracing and plumb pon- ces shall he 1. Careful land. icing is always action for bracing during vofd toppling , of creclfon of of of persons r trusses. :hl 8 needed. lads greater e appued to her than the ,plied it, rid bracing JB: ROANOKE K 3 A%--. 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. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 58 pounds of horizontal reaction 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= 0.0011 RMB = 1.15 1-10-3 0-4-3 WO: ROAK3 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. WndLod per ASCE 7-98, CSC, V= 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 57.3 ft W= 2.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -19 0.11 4- 3 -10 0.07 TI: U QTY:2 ==============Joint Locations=====_===____== 1) 0- 5- 5 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1-11- 4 44 58 -116 TOP PIN 0- 4- 0 118 77 -216 BOT PIN 1-11- 4 23 0 -16 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 216# Support 2 116# Support 3 16# Attach with (2) 10d Toe -Nails 1-0-5 0-4-2 Attach with (1) 10d Toe -Nails 3.00 1 0-5-0 1-4-8 4 3 119# 8.00" 44# 2.5011 1-1-9 24# 2. 0" 2-U-8 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI1TP1 1-1995 Over 3 Supports C/L: 1- 14 [Maronda Systems 4005 MARONDA WAY SANFORD, FL.. 32771 (407) 321-OO(A Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA Dn.0V1ED0,FL32766 Design: Afarrir AImA•sis 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 simll- bracing which is a pan of the building design and which must be cousldered by the building desiger. 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 speetffed lonlions determined by the building desig—r. AZtlonal bracing of We overall structure may be rcqubed. (See HIB-91 of i pll. r7nrss Plate Institute, TPI. Is located at 583 D'Onofro Drive, Madison. W(sconsh, 53719). JOB PATH: (71T'EE-LORUOBSIROAA'9 Eng. Job: Dwg: Dsgnr: ECH Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 scale = 1.1370 Truss ID: U Date: 10-05-02 Durfac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Ili-c. — — n, DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer dlsclalins any respunslbWty for daruages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by lire client and the correctness or accuracy of this firf.—tion as it may relate to a spe- cinc: project and accepts no responslblity or -ercues no central with regard to fabrin- lion. handling, shipment and installation of trusses. This truss has been designed as an todlvldual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as fart of the building design by a Building Designer Iregistered architect or professional engfneerl• When reviewed for approval by the building dnlprer, the desigir 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 foods. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conWu- ousfy braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid eelnng, they should be braced at a maxhnum spacing of Id-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 fabri"Dori. the fabricator shall review this drawtng to verify that this drawing Is in conformance with n the fabricator's plans and to realize n contmuing responslbWl-v for such verl- frcation. Any discrepancies are to le put In writing before cutting or fabrication. Plates shall not be Insln8ed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces oI the truss with nalls fully imbedded and shall be sym. about the joint unless othehwdse shown. A 5.4 plate 15 5' wlde z 4' long. A 6a8 plate la 8' wide x 8- long. Slob Iholes) 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 mtnlmum sizes based on the forces shown and may need to be increased for ce-tabh hand- ling and/or erection stresses. This truss is not to be fabricated wltlh 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 recorrmrendallons are to be followed In accordance with "Handling Installing & Bracing% HIB-91. Trusses are to be handled with parilcular cane during banding and bundling. delivery and bhslallaton to avoid damage. Temporary and pennaneu 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 - [big is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. P-r-31onol advice shall be sought If needed. Con-ritrallon of construction loads greater than the design loads shall not be applied to trusses cal any tine. No bads other than the weight of the crerlors shall be applied to trusses nnW after all fastening and bracing is completed. JB: ROANOKE K 3 AC: 10# UPUF D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 101# Support 2 84# 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 0-4-5 1-2-7 WO: ROAK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C✓kC, V= 125mph, H- 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 57.3 ft W= 0.8 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 -7 0.02 4- 3 -21 0.03 TI: V j QTY:2 ==============Joint Locations=l-====________ 1) 0- 0- 0 3) 0- 9- 0 2) 0- 9- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARINGL TION----- X-Loc Vert Horiz UpliftLoc Type 0- 4- 0 80 38 -101 PIN 0- 8- 4 21 0 -84 ) OT H-ROLL 0-9-0 L �1 2 .00 0-8-9 U 0-8-0 'ig C 1_Plate Height f4 'I rl -4 = 0-0 80# 8.00" 211/ 1.5011 1-1-9 io 0-9-0 (R1-(-7) EXCEPT AS S110%VN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 �!aronda Systems) ' 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 1-ax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA IMOMDOYI-32766 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown or, this drawing Is not erection bracing• wind bracing, portal bracing or sirniL�r bracing Mild, is a fan of Ile building design and which roust be considered In• the building designer. Biachhg shown is for latent support of truss menders only to rednee buckling length. Provisions must be node to anchor Lilenl bracing at ends and specific l locations delemby the tie building designer. Addltonal bracing of the overall structure mac be required. (See HID-91 of Till]. frntss Plate Institute. TPI. Is locoed at 583 D'Onofrio Drt-. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgfir: ECII Chk: Tc Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 Inf TOTAL 33.0 nsf = 1-7471 Truss ID: V Date: ) 0-05-02 DurFad - Lbr: 1.25 DurFac - PIt: 1.25 O.C. S�acing: 24.0" Design Criteria: TPI Code besc: FLA Design: Afairir Armlvsis JOB PATH: C:ITEE-LOKVi'RgR0.-1.:3 IICS: f Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Reynolds 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: A-gency 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 Agency 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 CITY OF SM"ORD Created on 02/04/02 Page 1 of 2 NO RANDEX PAGE 29 5EE CHART FOR a °d "4 " "4 a 6 a°/ —FASTENERS CAULK TOP.OF MULL — a #10-X 3/4" --- � 3/8"MIN. TER SCREW _J I i WINDOW HEAD i wINDow � JAM • 5/8" 1g3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-39) WINDOW 5/8" JAMB #10 x 3/4` ai TEX SCREW —•1 � i , CAULK BOTTO FLA— 45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY 7/8" 1x3 MULLION XFLA-26-1) lx4 MULLION �XFLA-39) WINDOW i SILL OF MULL e �- ;' _�- _ 3/8 MIN. '.:t L. � �..._-A ts. l➢.B.r• y PRECASTED `3/ .'MIN MAW-AGTURER NAM: 04 SILL -- A 4 y o D D DD D . 3/4"MAX MASTER D tD D D D SEE CHART FOR FASTENERS- () D NOTES_ °a 1) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063 T6, OR 6083 T6. H m 2) WHEN THERE IS ONE TAPCON (104 X 1-1�2") CHARLES A. - PA �N, �.E ON EACH ANGLE LEG, THE TAPCON SHALL. E F[. REG. E3/2 � 40121 PLACED ON MULLION CLIP CENTERLINE. DATE 3/21/02 3) CONCRETESTRENGTH w m DAYSOMPRESSIVE — 3.000 PSI % o o a NORANDEX PAGE- 30 ROTES: 1) ALL ALI OR 608 2) W"N 1 ON EAC PLACED 3) CONCRS AT 2e 1 CHARLES FL. REG DATE: CENTM MANUFA -sad+� MASTER DW SHL U SFr HEAD NORANDEX PAGE 24 r4F, n�ACTURER ) agE e e o (2) gt0 x l-3/4" PII-SMS INTO 2 x fl OR 3/16"0 x 2-3/4` TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4" MTN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4- FH-SMS INTO 2 x BUCK SEE ELEVATION FOR 'ANCHOR SPACING. (2) '10 x 1 3/4* PH-SMS INTO 2 BY BUCK WITH 1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. I - (— WOOD BUCK rc+ wr.......' ••`••, u.on-eiri FANEI. 3d6 DI FEET. STEEL RED1F. ALL 10PANELS k 60.0 D.P... gHJ�n HIMOWM TYP. JAMB. SE( t MUDD TRACK A5 REQUIRED 4' TAPCON OR 1 gy 2 BY MIAMI DADEzAPPR VED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: 1 SHIM AS REQUIRED,. MAX SHIM STACK 1/4'. 2; ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-TS• e a _ OR T6 WITH TYPICAL WALL THICKNESS OF • 0.62' .e 3 USE HIGH QUALITY -CAULK BEHIND WINDOW FLANGE. e 4; GLASS THICKNESS BASED -ON TABLE E1300 GLASS CHARTS. AND MAY VARY DEPENDING ON SIZE. ^ 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTSBUILDING C TO MEET ANY APPLICABLE'LOCAL LAWS, DEADER AND' AFETy REQUIREMENTS RESTODES. ORDSOLELYY WITH ME SILL SECTION BUILDING OWNER OR CONTRACTOR ARCHITECT, TYP. I By BUCK 7) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI AT 28 DAYS. 1/4" SHIM MAX 114 115NPERED GLASS SWING Gllce DOOR [ri O RAflVE AMALYSLS CHART Ho. OF OR DESIGN IDAD ANCHORS No: OF ANCHORS itOHS CAPACITY-PSF 'WCHEHE POSMItEGA h FRWS h Q UA e6.7 e9.4 JAMB ,� s0 80" 68.7 e 09.4 24 (4) ae.r 69.4 19 e V In O 68.7 77.4 24 e0 8e.7 818 I8 I3I 8 8 O 68.7 aSa 1e e ^I 80• 8e.7. 78.3 gp I284 6) e q .� 7 79.a to 9 'Q; W 6 96 80 to CO ^i 60 R4 80 Bp 1B 10 10 co . O •e5.3 eli3 24 ga" ae.7 71.3 la ID 10 4 88.7 739 18 10 se es.a eS.a 20 126) 8e.7 Bti.2 10 10 10 00 Cy ,• (2) 3/160 x 2-3/4" H! w o b TAPCON OR MIAMI W s," i DADE APPROVED CONC. — FASTENERS, SEE ELEVATION FOR 13 N q a y 2 t ANCHOR SPACING. h aq rY r aa;ci S 2.. . Zoo Ali � oC 14�o cv by �W� �i o r vl F4 a" Ki z /� aa�'Innmt .C� .o yy € X X X x� b�PANE PANEL PANEL PANEL EPANELPANEL cq �I -4 o-V'• (2BY2)-7fmLL aivltfON (4BY2)_nmu, nzyA mN O 14 O q NORANDEX PAGE 23 (2) #10 x 1-3/4" PH-SMS INTO 2 BY BUCK OR WITH A 1- /4" MM.MBEDMENT UNTO BM SONRYHOPIN) SEE ELEVATION FOR ANCHOR SPACING. (2) #10 z 1-3/4' FH-SMS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING, 2 BY WOOD BUCK (2) 010 x 1 3/4' PH -SUS INTO 2 BY BUCK WITH 1-1/2- MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 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 XXX XKXX ALL 30 �6" x 591/2 " 53.3 55.8 10 16 18 361W x 591/2 " 49.8 49.8 12. 6 18 22 30 Vie' x 791/ " z 49.7 49.7 10 16 20 6 38 %6" x 791/2 " 45 45 12 .8 •18 22 8 SERIES '600 ALUMINUM SLIDING GLASS DOOR ALL OPERABLE PANELS FASTENER CHART ���rr,, �u1� 1 ppA� yip a� AORWA B.U,A.F. (2) 3/16'0 z 2-3/4" TAPCON ALLWMACTU"R NAB= 1 x WOOD BUCK OR MIAMI DAFEE APPROVED D CONC. I MA CTmn SEE ELEVATION FOR ANCHOR SPACING. SHIM AS RE UIRED `I'YP. HORN WOOn SHIM ?SHOWN OR MUDD TRACK AS REQuDZED 1 BY / (2) 3/16*0 x 2-1/4- TAPCON OR _ MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR -SPACING. NOTES: 1 SHIM AS REQUIRED, MAX. SHIM STACK 1/4'. 23 ALL ALUMINUM EXTRUSIONS ARE ALLOY 8069-T5 PICAL WALL 3) USE HI QUALITYCAULKCAULK H HIINDWNDOWS OFOFLAIGE. 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 6) THE RESPONSIBILITY FOR SELECTION OF. NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL..LAWS BUILDING CODES,'. ORDINANCES OR, OTHER SAFETY, ION REQUIREMENTS REST :SOLELY WITH THE.ARCHITECT, BUILDING OWNER `OR CONTRACTOR. 6) CONCRETE COMPRESSIVE STRENGTH o 9,000 PSI AT 28 DAYS. (28Y2)nrr-m mum (4BY2) TrmAL MpAnon x�! U NORANDEX a PAGE 22 10 X 1-3/4" P.H. S.M.S W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 11 10 X 1-3/4" P.H. S.-M.5: W/1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR .ANCHOR SPACING. NOTES: 1) :SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM;; EXTRUSIONS ARE ALLOY 6063-T5 OR: T6: WITHWALL{ THICRNESS OF 0.62" . 3) USE ':HIGH.:,QUALITY.-CAUI.It iBEHIND WINDOW �,ANGE 4)' GLASS: nii6KNES3..i3ASED ON TABLE E1300 GLASS CHARTS; AND;:;•MAY'VARY DEPENDING ON SIZE. 5) THE'':;RESPbNSMjLIT.y q.-pOR SELECTION OF NORANDEX i'RODUCT3::TO:;MEET.:ANY APPLICABLE LOCAL LAWS, BUHZING.16DE!S; :09&NANCES OR OTHER SAFETY REQUIREMENTS": R) T. SOI,El.Y WITH THE ARCHITECT, BURRING OWNER'. VR';cO � NTRACTOR z 6) NOTE '*. `fNDIC•ATES :THAT E UAL. FASTENERS AT 4 HEAD' Awn :1M.r.:.op E 0 ALT. FIN ATTACHMENT 04 UNDER SHEATHING ­�o CENTRAL FLORIDA W di A.F. MANUFACrURER NAMR oRq�v,�FX MASTER FILE # 3 1'10 X 1-3/4" P.H. S.M.S. W/1-1/2" M. EMBEDMENT SEE'. ELEVATION FOR ANCHOR SPACING. •+� i lY{lyYLJ/ �� SHIM (TOP AND BOTTOM) HEADER -AND SILL SECTION Wj1o1/21-3/4- N. EMBEDMENT CHARWr 1L.w° N. P.E "l SEE -ELEVATION FOR FL REG:; ENG.. 49121 WOOD FRAME ANCHOR SPACING. DATE:3/?-7/02•' )IMENSIONS "" WINDOW FASTENER -SCHEDULE N0. ANCHORS NO. ANCHORS JAMB w 1LE5 INCRE4 SEE'NOT 6 35 45 60 PSF PSF PSF 35 45 60 PSF PSF PSF � A l8" 2 _2 2• _ 2 2 2 �2 25" 'L- _�. 3 3• 2 2 z 2 C) o �2 37-1/4 2 2 2• 2 3 3 3 3 co L6 Ol2. 49-6I6 2 2 2' 2 ? 2' 2 _ 3 3 3 3 3 3 CCQ c] 3 .3• 3 4• 3 9 3- 3 3 3 L6' 2 2 2• 3 4 4 !-_12 62" 2 2. Ng 4 4 4 -�6- 2 2 2' 3N � N b j=12 6_3/4" 2 2• 3�q1: K k�.3 I S_ uai tenet ante • 3'v. MA r c k �I ,aj t C4 � 4 o '-DETAn—c N DETAIIrB e�yjq W � 2 NORANDEX PAGE 10 W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 Typ. i 2.437 a 10 X 1-3/4" P.H. S.M.S. W/1-1/2- KIIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI I�Ga —_ i _,L UFACTUM NAM: FdLE # ALT. FIN ATTACHMENT # 10 X 1-3/4" P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT UNDER SHEATHING SEE' ELEVATION FOR FOR ANCHOR SPACING. --- ,# 10 X 1-3/4' P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. HEADER AND SILL SECTION . WOOD .FRAME A PA 'P.E FL REG. ENG. '�. �4912L• DATE: 3/27/02 WIDTH FMB SECTION 5D FRAME NOTES: 1) SHIM AS REQUIRED,. MAX SHU�f STACK 1/4". 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063—T5 OR T6. WITH TYPICAL WALL THICKNESS OF 0.62" . 31USE-'HIGH •QUALITY.CAULK,BEHIND WINDOW FLANGE. 4' GLASS THICKNES3;BASED 'ON TABLE E1300 GLASS CHARTS. AND -MAY VARY DEPENDING ON STLE. 5) THE RESPONSIBILITY FOR SELECTION OF.•NORANDEX PRODUCTSTO MEET ANY APPLICABLE LOCAL LAWS. BUILDING :CODES; `ORDINANCES OR OTHER SAFETY REQLMZEMEIITS REST SOLELY WITH THE ARCHITECT. BULLDLNG' OWNER"OR CONTRACTOR 6) NOTE • INDICATES! THAT. EQUAL FASTENERS AT HEAD AND SILL ARE REQUIRED. TIP. AT UAX e' 7AIL—A 1/1 rDETAiL—c SH DETAIL=B .1 NORANDEX PAGE 21 I111 A MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1) SHIM AS REQUIRED. MAX SHIM STACK 1/4". ANCHOR SPACING 2) ALL ALUMINUM 'E A / a ED O• a XTRUSIONS ARE ALLAY 8063-15 OR To WITH � CAWULK ALL OFLANGE a 3) USE HIGH QUALITY BEH1IND WINDOW 4) GLASS THICKNESS BASED ON TABLE n ' • a 4 E1300 GLASS . CHARTS,' AND MAY VARY DEPENDING ON SIZF_ `RFSPONSIBTU77 5) THE: FOR SELECTION- OR NORANDEX PRODUCTS TO MEET ANY APPLICABLE -LOCAL LAWS, BUILDING CODES.:: ORDINANCES OR'OTHER SAFETY REQUIREMENTS+:REST SOLELY WITH THE ARCHITECT. BUTLDTNG OWNER OR CONTRACTOR. . 6) A PRESSURE TREATED WOODEN'BUCK-OR p 5� MARBLE SILL SHALL BE -ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT., 'THIS: SUPPORT SNAIL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- ALT. HEADER AT 28 DAYS. 3.000 PSI SECTION 8) NOTE • INDICATES THAT' EQUAL FASTENERS AT Tom'. 2 BY BUCK I � As{�ffb= B.O.A.F.. 3/16" TAPCON 1»LA Ut'AC'UM NAM: W/1-1/4" MIN. EMBEDMENT - A10A74Al,__ lr (SEE ELEVATION FOR ANCHOR SPACING) ?j"TM FYY.E # _--'-- a a I CALL SIZE WIDTH L 4 a ' TI BY BUCK © 2 BY BUCK sxTM TYP. JAMB SECTION )TH JAMBs) 1 'BY 2 BY BUCK SEE NOTE 6 _ HEADER AND SILL SECTION Ty?. I BY BUCK •.:l . Y CHARLES A :P N. P.E. FL REG. LNG. .48121 DATE: 12Ar/Ol, ® 10 F.H. S. M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. �DEI'AIL-C ///// a _y DETATL-B e- 24- S. NORANDEX PAGE 9 U16' TAPCON WITH A ®N. 1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. — NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063—T5 3 USE HIGH OR T6 WITH TYPICAL WALL THICKNESS OF 0.62' . 4; GWINDOW FLANGE. LASS THICKN SYBASED ONCAULKEHIND TABLE F1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY .WITH THE ARCHITECT. BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FIRMLY ATTACHED INTO MASONARY AND RT UNIT. THIS SUPPORT SHALL BE THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH o 3,000 PSI �T. HEADER SECTION AT 28 DAYS. TYP• 2 BY BUCK 1.500 ,v r.n. Q.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPertwr T 3/16' TAPCON W/1-1/4" MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. a I BY BUCK 1/4' Sfflm--�L MAX (BOTH JAMBS) SEE NOTE 6 A rLORMA B.O.A.F. MANUURER NAME; 0 MASTER FxE # CHARLES A PAG P.E. FL REG. ENG: -1' 48121 DATE: 3/21/02 10 F.H. S.M.S. W/1-1/2' MN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. MAX. UNIT vwm . e e�' ac vu // I'FF SASH �j/ DETAII—B A M 1 A M I•DADE ,1111AMI-DADE COUNTY. FLORIDA METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prcnldor Entry Systems 911 E. Jefer•son, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE-CO,%,IPLIANCE OFFICE ME-JIZO-DADE FI:-AGI.lilt II(jII.I)ING 140 WHST FLAGI.L It S 1,10`7f, SUI•Il: 1603 MIAMI, FLOMDA 33130-1561 (305) 375-29U I FAX (3.05) 375-29ot caxTrLtc-rou r.tc:l•:�st.Nr, sl•:c-rlc)N (305) 375.2327 Fa\ (3U5) 375•_'SSS e:c)1 nt,�c rote t�� t�c)ru •r•:�tr:.�•I• uI�•tsI c) (30) 375.2966 F:1X (.105) 375-29(is uui)ncc:I' C:UM RM. DIVISION Your application for Notice of Acceptance (NOA) o1' (305) 375�290: VAN (305) 372-6.139 Entergy 6-8 S-W/E Inswing Opaque Double w/sidelifes Reside' InsuLltcd Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of :Alternate nlliterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads: County Building Code Compliance Oriice.(BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. 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 .r EXPIRES: 04/02/2006 Raul Icoartguei Chief Product Control Division THIS IS TIIE COVERSHEET. SEE ADDITIONAL PAGES FOR SPECIFIC AND GENERAL CO.\'DI'i'IONS BUILDING CODE LC -PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Buildin" Code and Product Review Committee to be used in Miami -Dade County, Florida under tile- conditions set forth above. :APPROVED: 06/05/2001 l-mncisco J. Quintana. R.A. Director h•tiami-Dade County 1311ilding Cod,; Compliance Office \\:04500011pc200011templateslnotice acceptance co.er page.dot Internet mail ;Iddress: Itostmastcrra builtlinhcuticanlinc.com llurnclla c: httlr://��nti�.lruildirr�corlcunli'nc com Prcmdor Ehtry Systems ACCEPTANCE No.: 01-03I4.24 'APPROVED SUN 2001 EAPIRES Ai)ri1 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC COtiDIT10NS I. SCOPE I.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Noticc 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 Chapter ?3, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT. DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors iNltlt Sidelites-Impact Resistant Door Slab Only and its components• shall be constructed in strict compliance with the following documents: Drawing No 31-1029-ENNI-1, Shcets 1 through 6 of 6, M. titled "Prcmdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper .Threshold (Inswing)," prepared by nianufacturcr, • dated 7/29/97 -with revision C dated 01 /I 1 00, bearing the Miami -Dade County Product- Control approval stamp with the Notice of Acceptance number'and.approval date by the Miami-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. Singlc door units shall indlu.de all components described in the autive Icaf 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 whcre the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall -be installed in strict compliance %�Jth the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvill not reouire a hurricane protection systc►zi. 4.2.2 Sidelite: the installation of this unit will renuire a hurricane protection system. a. LABELING 5.1 Each unit shall bear a permanent label with the mantifacturcr's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building pcmiit shall be accompanied by copics of tlic 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 O kill or the South Florid-, Building Code (SFBC) in order to properly cvaluatc the installation o �i s stem. Manucl crcz, P.E. Product Con r6i' xamincr- Product ntroI Division Premdor Entry Svstems ACCEPTANCE No.: 0I-0314.24 APPROVED JUN O 5 2O01 EXPIRES Anril02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. 2. Any and all approved products shall be perrnancntly labeled with the manufacturer'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 appnovcd. C. If the Acceptance holder has not complied with all the requireri-ients of this acceptance, including the'corrcct installation of the product. d. The. engineer who originally prepared, signed and scaled the required docUrllentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tiie materials, use, ah d/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 of a revision application with appropriate fee.) and `ranted by this off ice. Any of the following shall also be grounds for rcrnoval 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. G. The Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displayed in advertising literature. lfany portion of tlic Notice of Acccptancc 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 bc'availabic for inspection at the 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 termination and rcmoval of Acceptance. 9. This Noticc of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCE ti = - Manucl crcz, P.E., Product Contro - . iminer Produc Control Division PREMDOR (ENTERGY BRAND) DOUBLE 1 DOOR WITH SIDELITES IN WOOD. FRAMES ' WITH A BUMPER THRESHOLD (INSWING) ' II 11/��eNINIMrt/�1 tCN�I Ni 1 I/P MNrININ Cx1C pQY 140 1/2• 77 1/4• MAX 37 1/4• • HAX /71/'1x MAX vr• r r Ln,c IrArtu N.. MAX �• NAI �. uX -Ole 1 N.a .' MAX s' MAX MAX NAa 19• [tc Is• ac Ir'aL Is' 0. fs' aL is, DL IS• ac Is' o.G • MA% MAX MAX MAX MAX MAX MAX MAX MAX i T LrD r rr[vs, 4 w on. only axl 17 I/ • NA% IB• Dy a.L SPACING . / wpm uts r A .] 1 /16• 'm 1 rnvS 17 1/ •MAX IB,' C.C. T11P OF MDR To i LDCK m a Lem wua y j A 1 O.C. SPACING 2e' 6<• 1/Z• . MAX OLD BO 1 /I6• les MAX ' 17 I/ MAX rvMur..emt D.C.SPACING ' IB' [LL Mrn w Taar .apt a1r 17 1/ ' MAX D.C. SPACING j8' D.C. avrau Laan • llU stm .[[.I[I 6 X u i t) i[i lr[.elrLM CL` 1 .NAIU nrt t Tru[mcxl = Is• O.C. 19 Dr. O' oC Is• Dc is, DC Is, DC_ Is• DG Is• m r4i MAX MAX MAX MAX MAX MAX MAX MAX ^� �• ly�y s• MAX MAX •MAX NAX N.a w.e WE' . V L74 11- tcl see MTC a ATTACH ASTRAGAL THROW BOLT 18 x i' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 z l 3/4' HOLES FLATHEAD SCREWS' NOTESr 1.) V000 BUCKS BY OTHERS. MUST BE ANCHORED t8 LONG x 1 ]/4" PROPERLY,. TO' TRANSFER .LOADS i0 THE STRUCTURE. FLATHEAD SCREWS 2J THE PRECEDING DRAWINGS ARE INTENDED TO L.H. InSWING RN. 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 aPPRoveoASCcv� ru<G,;,n• T e STRUCTURAL WOOD BUCK souTHtt��pp,pper_�n Nceooe C. MASONRY OR CONCRETE CONSTRUCTION VHERE RATINO.p JUTY U'�LI(I DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATER iWILTRAiiN VHERE VATER INFILTRATION By OR MASONRY WiTH OR WITHOUT A NON-STRUCTURAL OUiKMEHI IS NEEDED i REQUIREMENT IS NOT NEEDED oou CONTNOLbrA51oN /\ ONE BY WOOD BUCK •v X + PR ( J J. ALL ANCHORING SCREWS TO BE 110 WITH x _ BUILMN.,CODE CCWUklcEOFF.— MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTAlICEn0,71 • V 3l `i. OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT i UNIiS SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY A CANOPY OR INTO MASONRY, OVERHANG SUCH THAT THE MILE BETWEEN THE EDGE OF CAKIPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO SILL IS LESS iRAN 45 DEGREES UNLESS UNIT iS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS VHERE THE LIMIT AND THE AREA ARE DESIGNED 10 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER iNFILTRAHM AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR c IAa mwmrT NovintAnnQ bArm 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SiDE "Mr:IEC : A•G etJAMBS ANO SIDELiTES . RLT Aon'Dlrta'oorn Cpvlwuttos LMnI1. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASEv u 11 [m .v.t mCORNERS ARE COPED ANO BUTT JOINED. H.i B. DOORS SHALL BE PRE -PAINTED VITH A VATER-BASED EPDXY RUST Y M 3I-]I w:71 -I INHIBITIVE PRIMER PAINT VITH A DRY FILM THICKNESS OF 0.8 TO 1.2 MIL9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ SHEET ! OF S VATER-REDUCIBLE VHiTE PRIMER ViTH A DRY FILM THICKNESS OF U TO Is NIL. 1TYTD UHL? INTERIOR mX KAX is MAX I7 16 74 ],. 1 MAX ]S v,• S� 5 w.a ii�• 9 1D 19 7 SNIn n47c 22OL0 I1 I \ z I° EXTERIOR a I7 6 SECTION A -A II 'INSWING OTHER CONFIGURATIONS III GLAZING DETAIL " ` j "' 1/4' IAM I m` EXICRIUv'Ot GRnDE LABC°K�CAULK c �n EK IERIDR , „ Kb6a 1 / 2' GLASS BITE IEWERED GLASS APPROVED AS COUPLYRIG MTH THE UIH FL%W mmnwo CDIr sr n � DIVISION VIAL CODECOWPEWtc.OFFICE ACCEPINME TA7 0 A- 0 3 A V. 2 y I—IU29—EV-1 SNEET 2 OF 6 Q =tLIp C 1/4' SHIM MAX I— 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX s. SECTION B*-B 2 BY WOOD BUCK MAILKIALS LIST ITEM N0. O OESCRIPIIDN PART NUMBER COMMENTS 17 20 VUUD HEAD JAMB COMPRESSION VEATHCRSTRIP Ev-14 V-1OLKSCREEN 1 1/4' X 4 9/16' MIL. TO BE PINE OR EOUIVALCNI O 4 ALUMINUM ASTRAGAL V- BRAND LQXSEAL 0 ( R PREMOOR BRAND OR COUIVALENI- 5/8' ALUMINUM ASTRAG 1 1 / 4.• ALUMINUM -BUMPER THRESHULD TIIP EV-IS PREHDOR BRAND OR EDUIVALENI - I O CHANNEL EV-08 '(m7 PREHDOR BRAND - 1 11/16' - 20 GA STEEL STILLK N 26 IDK -a lr I11 ] MURETHANC rnAH w BIDD[B t RIAI 19 mi B B ® C UBASF FEIAM - DENSITY 2.0 TO 2.5 IbS./Ft' - 9 UTTDM CHA691EL VOOD LOCK BLOCK EV-07 EV-09 PREH_DOR BRAND - 1 11/16' - 20 GA STEEL --- ID STRIKE STILE V X 9 1/2' NIL ITT BE PIN[ OR EDUIVALENT 11 HINGE STILE EV-06 15/16' X 1 II/16' NTL TO BE PINE OR EQUIVALENT 12 LOCK PREP FILLER PLATE EV-05 15/16' X 1 11/16' NTL. TO BE PINE OR EQUIVALENT 13 4'x4' HINGE EV-10 . PREMIIOR•BRAND - .050' THICK- HTL. TO BE PGLYEIHYLE 14 WOOD HINGE JAMB EV-16 HAGER BRAND HINGE OR EOUIVALENT - .097 THICK (STET IS RID x 3/4' F}LV.S. - 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT 16 R10 X 2' FltV.S (4) SCREWS PER HINGE INTO DOOR ) - hL TNMWTCR JAN NID - IW SERCVS IFGHXpI STRIKE JANE INlO SIRLITC JANI. �' D7VH f4ry1 rHER,ArtCR - 61 SCREVS TARO" EACH StIIELITE JAxY INTO 6— OP. NAX 15. OC rIEREATTCR . IIL. 4 mm rwx EXTERIOR 17 L16' Ifil IA'IN VA1lilirg6I vr InEDEVI REFER TO ELEVAIIIW vim rDR 1 or SCREvS USED AND nT101(S 1tl10 X 3/4' FHV.S. LOC (2) SCREVS PER HINGE INTO JAHD 19 ' tl8 x 2' FHV.S. LOCKSEi (2) SCREWS AT EACH STRIKE PLArC KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK i RID X 1 3/4' rims. (2) SCREVS PER HINGE INTO JAHB WOOD SIDELITE JAMB EV-19 11/4' X 4 9/16' HTL TO BE PINE OR COUIVALENI 22' 'X 64"r HPSINGLE PANEL GLASS EV-20 GTLASS N PNLYP((OPYL N R - DC-1 47 - (p[IL \J A SIDELITE TRIM (WOOD) EV-21 5/16 x 1/2' ?i%. TO BE PINE OR EOUIVALEN 1 1/4 V�D CASING EV-22 SIDE NBY SIDE JAn Bi"< AS 1+uL10MS"' 1 HOLDINGS U ® VCIOD SIDELITE HEAD JAMB EV-23 1 1/4' X 4 9/16' HTL TO BE PINE DR EQUWALENT ® VIMD SIDELITE BASE EV-24 1 1/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENI ® POLYPROPYLENE LITE FRAME -1643. DDL-2 HP Polypropylene by ODL 16 X 1 I/2' PAN HEAD SCREVS B PER FRAME 9 AND SIDELiIC STILES tD D )4 1 ArT e EV-26 - 15/16' X 1 11/16' MIL TO BE PINE EIR EDUIVALENT I IN NAIL(- m rim [Ntl. NAT e' OL II(RArILR. usts @I 111LtUM AIM I DOW SILICONE #995 APPROVED AS COMPLYNG MATH THE - — S,HFl�'W PREMD�F PRODU�(4TROL pA51oH 911 L .ITTERSIW DITaOINGCODE C0&'-PUN10EOffICE PIIISBIA6 KID ACCEPTAMCE ND. �-0 31 y. ZV - N6 31-1029-EW-I A\ cHFF T -� nl RLVISBH MIER 8 2 BY WOOD BUCK 1/4' SHIM MAX 3/I 4' 1 s INTERIOR I 79MAX16' 80 11/16' I MAX 2 BY WOOD BUCK SECTIM PLEASE SEE 'GLAZING DETAIL' DRAWING #.31-1029-EW-I SHEET 2 OF 6 DOW SILICONE 4995 l.PPitGm Ai COUKYNG %%*H TliE SOUil I R nRttu m m nnw-.....^ 1-1029—EW—I SHEEavisT . 4`; OF '6 ii rr;lu 0 OTHER DOOR . URATIO�IS V[I.,IT tl Mr r et a at Pit >YOt� P� tw bw w F w r "' Y w r _ 1 1 1 We w��PW •� r�T Wt Wet 1 1 itv.cic V yr w _ It N• riu O p - tl N4• - ------------------ et i.Uf. y 0 tl pm• b e7 eCVY w ® - ec o.[M - �� � 1•' 1 1 1 r° r. I P eC,l,p• W F{-11 W�y� � o• ec,fp• ec P et}p• ac 1 r.. w �• N W AI uXU x 11KIM. UL[SS Hiirk FPX D[L AIG MUM UL[SS IdALI. Stt fDn. In i AMOVED AS COlAPLYVtG WITH THE EWA SOUTH F�N MmDMCODZ aTz cMBYTPSZIFF PRI sM511 LPIIISBUUG CODE CO►VLWM OL ACCFPT,JXE AV. 01- 0 31-1029-EW-I SHEET 5 OF 6 ... rrl xxn�„ o Y w nL.L MTI II—r-) r,t--ir1 J MLK IJUUK FANLL STYLES 36" rMAX 13 El 79 /16u �[] BOB o0 000 MA a pp nao _ u o 0 0 D ��� 000 �d ❑oo ❑❑ Dan BLANK TOP 6-PANEL 4-PANEL 9-PANEL 4-PANEL 10-PAN L 18-PANEL OTHER SIDELITE STYLES 36" -1 rMAX 793 MAX o J SL-10 SL-20 SL-30 1• SL-60 SL-50 ' SL-509 SL-69A SL-690 no . oa ao �a o0 00 PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-) PD-B as sae U� all 130 aop ®o Dd BOB 00 El 0 0❑ FLUSH 8-PANEL CROSSBUCK p 12-PANEL 4-PANEL 5-PANEL 5-PANEL EYEBROV V/SCROLL EYEBROV 5-PANEL 5-PANEL V/SCROLL CYEBROV a p � SL-69C 'SL-25 SL-55 SL-30D SL-4D SL-90A SL-90B 0o ao 0o as o0 PD-9 PD-10 PD-11 PD-12 PD-13 PO-14 �i Q1 �iI1[II Inh1f m�♦r 1�� •�.►• aa A•D aaa 0 aaa aaa p ❑ p p PD-35 PD-36 PD-37 PD-38 PO-39 PD-40 PD-41 PD-42 SL-90C SL-300 SL-3DC SL-70 SL-80 PD-15 PD-16 PD-17 0 a� �s W Oa PD-31 PO-32 PO-33 PD-34 `< a m c 31-1029-EW-1 SHEET 6 OF 6 F[YISM [[U[R a M I A M I•DADE PRODUCT CONTROL NOTICE OF ACCEPTANCE Pr'erndor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 -NIIARII-DADS COUNTY, FLORJD.,% METRO -DARE FL:AGLER BUILD.IN'G BUILDING CODE CONIPLIANCE OFFICE METRO-DAIM FI-AC3LI:I2 I)UI1.i)IhG 140 tv1is'r r1-nc,1.1:R 5'I 1t1:I"(', SUFI'I: 1603 MIAMI, V LOlUDA .,3130-1 56., (305)..373-2901 FAX (305) a75-2908 C:UNCICAC.7012I,]C;F;ISINC: tir;c"flO� (305) 375.2527 C(J\ I'1LLC'fUlt FNF'UIZC:I:�J1{\ C I)[ �'I51UN (lUS) ]7S•2')GG 2�.L\'(.tUS) 175-�9U� I'1tUn[:CI' C:OSTRUL DIVISION Your application for Notice of Acceptance (NOA) of: (305)375-2902 (305)372•63.17 Entergy 6-8 S-«'/E Outswing Opaque Single Nv/sidelites Residential Insulated Steel Door under Chapter 8 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) under tiie 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 1'or quality control testing. If this product or material fails to perform in the approved manner, BCCO- may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this .a-pproval, if it is determined by BCCO that this product or material- flails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. :kCCEPTANCE NO.: 01-0314.2( d EXPIRES: 04/02/2006 Rac11 Koorlguez Chief Product Control Division THIS -IS THE COVERSHEET SEE ADDITiONAL PAGES FOR SPECIFICAND GENERAL CONDITIONS BLJiLD1NG CODE S PRODUCT REVIEW CO-N1\iITI-EE 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 Nlliami-Dade County, Florida under the conditions set forth above. -kPI'ROVED: 0610:5/2001 Francisco J. QUlrltanl, R.A. Director Miami -Dade County 13tidding Codc; Compliar)cc Offrcc 1\:04so0011pc200011templateslnodce acceptance cover page.dot Interact mail :rcJrJress: (Io,rtm,1SICrru buildin"Codcor11irie.coIII -EM Ilonrellacge: I1llII://iti'»t�.buildin�_codeonline.corn Premdor Entry Systems ACCEPTANCE No.: 11-0314.21 APPROVED JUN O 5 c uvf EXPIRES Aprfl02 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 if' Section 2 of this ' Notice of Acceptance, designed to comply with the South Florida Building Codes (SFBC), 1994 Edition for Miami -Dodo County, for the locations wherc the pressure requirements, as determined by SFBC Chapter ?;, do not exceed the Design Pressure Rating values indicated inthe approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outsiving Opaque Singld Residential Insulated Steel Door- with. Sidefites- Impact Resistant Door Slab Only and its componcnts shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets .1 through 6 of 6, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites. in a Wood- Frames %vitl, Bumper Threshold (Outswing)," prepared by manufacturer, dated" 7/29/97 with revision C dated 01116/01, bearing the Miami -Dade 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 t 3.1 This approval applies to single unit applications ofsingle 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 approvcd drawings. . 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not reciuire a hurricane protcction system. 4.2.2 Sidclite: the installation of this unit will req[rire a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miatni-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 tl)c 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 rol xamincr Product ontrol Division Premdor EntrySystems ACCEPTANCE No.: 01_0314.21 APPROVED JUN 0 5 `QQj EXPIRES April02 2006 NOTICE OF ACCEPTANCE: STANDARD CO,N'DITIONS I. Renewal of this.Acceptancc (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. 2. 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. Renetivals 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 requirements of this acceptance, including the correct installation of the product. d. The engineer, %vho originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in the materials, use, and/or manufacture of the product or process shall automatically be cause for tcmiination of this A'eceptancc, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of th*e following shall also be grounds for removal of this Acceptatce: a. Unsatisfactory performance of this product or process. b. Misuse of this Acccptancc 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. I'f any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as Nvcll 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 the job site at all time. The engineer needs not reseal tic copies. S. Failure to comply with any section of this Acceptance shall be cause for tcrtbination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, ? and this last page 3. END OFTHIS ACCEPT NCE Manuel crez, P.E., Product Co iro Examiner Produc ntrol Division 3' 4' MAX- 15' MAX 15' MAX olc. 15' MAX O.C. A IS' MAX rKLMllUK . (LN i LHUY EHAND) WUDD EDGE SINGLE DOOR WITH- SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD (OUTSWING) 00' MAX 4' MAX ' MAX 4' MAX — MAX' 3' MAXM 3' MAX 3' MAX IS' 14' ?' MAX -nax C MAX 4' M/ INTO 6 WA E:;.HMA;' —!9 _ 1s• MAX ` �47 JI/16" w TCIP OF DOOR TO 4 O LOC$ IN KVIKSET OCAODDLY Nam 668 KCRICS 2MALOX. D u.L. a 3/16' i ; ona Ice 0+ Was I5• MAX O.C. •` 51 MAIC% 6' AX WMAA. MAX MAX 1s' MA 2 r is, 4' MAX �HAI —3' MAX 3' MAX ES, 31 MAX > WOOIBIUCKS BY OTHERS MUST BE ANCHORED 4' MAX —� MAX 4- MAX — ' MAX 3' 9 THE PRECEDING AWING ARE 1NDS TOF ENDED TO STRUCTURE IUALIFY -THE FOLLOWING INSTALLATIONS. Vp00 FRAME CONSTRUCTION WHERE ODOR 4: %— YSTEM IS ANCHOREDRED TOO A MINIMUM TVp BY VL87D L/ PENING. MASONRY DR CONCRETE CDISTRLIC71 N WHERE RA OUISVING L1L OUTSVING OOR SYSTEM IS ANCHORED 10 A MTNIMUN TWO BY TRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE INU 3OR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE [ERE YAI[R UG4IRAtIBN aQRC VAfCR 11dILIRAfIDH R MASONRY VITH OR WITHOUT A NON-STRUCTURAL [OUIRCIEHI IS AURA + RCNE VA E iS NO( NEEDED NE 'BY WOOD BUCK ALL ANCHORING SCREWS TO BE 110 WITH vA F NIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE xi IT - t PFH iAPCCWS vITM 1 1/2' MINIMUM EMBEDMENT NA TO MASONRY. + 1NIti SHALL EE 1RSIALLCe ONLY AT LOCATIONS PROtEEIED 1T A CANOPY OR 1IG SUCH 1NAT TIE A;QC 011VLEN I E EDGE Or. CANOPY OR OVCRIw�L UNIT MUST BE INSTALLED WITH 'HIAMI-OAOE LOLINIY DVERNf 'PROVED' SHUTTERS ID SILL IS LESS MAN 15 MEYEES INLISS LNII IS INSIALLID IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES NON -HABITABLE AREAS VICRC THE UNIT AND IK AREA ARE DESIT/EW 10 ID DOOR. THREE STAPLES PER JAMB INTO BASE ONSIDELITES.ACCEPT VAIER IWILIRA11ON LATEX SEALANT TO BE APPLIED AT SIDE B7 SIDC MBS AND SIDELITES. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE iNiv=mn LtT•mrL ml RNERS ARE COPED AND BUTT JO(HElL OWRS SHALL BE PRE -PAINTED. WITH A VATER-BASED EPDXY RUST 1181TIVE PRIMER PAtNr WITH A DRY FILM THICKNESS OF CA TO 1.2 NIL y FRAMES SHALL BE PRE-PAINIED WITH AN ACRYLIC LATEX VATER-BASED/ TER -REDUCIBLE WHITE PRIMER WIN A DRY FILM THICKNESS Or QB TO 12 HIL n a 1 /i" MINIMUM EMDEOHENT MEAD t SIL`` "'A 6I PER JnxO TE+ 3/16' PFit TAPE&& MINIMUM EMBEDMENT N2DTE T5 LES A ETD 11/16' --� t--4- MAX MAX RB x 1- 3/4' F.H.V.S 3) PER SIDE FROM JAMB INTO THRESHOLD APPADVED AS COM-LYING All I i I Inc SOUTH F1.Ef�tyA SUrLDuiC Cab_ By (Y:T JEJN , PHOOU T C /TROL C695M.'t U 6UILM CODE CO.' lPLLX4CE CFF;:c ACCEP7AJlCE n0. �/' OJ / V. 2 1-1020-EW-G SHEET 101 b Sulfa Lim GLAZING DETAIL O U T S W I N G OTHER CONFIGURATIONS SHERVIH VIIL14HI MA I � 6B 7/�• CXICRimi GRARC LATCX CAIRJC f� �— 6a 3/4- MAX I urER10R I •• a � C17L UiTCRIUR • I / 2, AMftarCo AS C gajpL�Y:yM PATH THE pV I f7 J L O 1106 [�A R9[T tll'mlL in CLASS BITE 9 li aT _ PAO T 1TROL OIY6lOH 1/8' TEHPCRCO GLASS euaouiccoo coc:au+ceoF ti eIc Mi� N i ACCEATM:CE 110. U i' O:SI Li room 6 wy 1-1020-EW-0 Si[CT.2 W 6 - [ta -i- 3/4' 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTII7N B-B 1 1/4, INTERIOR uOOD HEAD Jana NUMULK. COMMENTS Ev-I2 COMPRESSION WEATHERSTRIP 1 1/4' X 4 9/16' HTL. 10 BE PINE OR EDUIVALCNT WOOD STRIKE JAMB ALUMINUM -BUMPER THRESHOLD - K N R XS A 0 I I/4' X 4 9ND MIL, TO BE PIN[ OR EDUIVALENI STOP CHANNEL EW-13 PREHpOR BRAND OR EDUIVALENT - I I/4' x 4 9/16' ST IV-05 PREMDQR BRAND - I ""' - 20 GA STEEL PUl YUR[IHANF F 76 tp17 Iml -AM ' t pmlII rtt .1 41141R1 4 • BASF FOAM - DENSIIY 2,D 1O 25 Ibs✓rt' BOTTOM CHANNEL WOO LOCK BLOCK EV-04 PREMDOR DRAND - I II/16 - D G4 SIECL STRIKE STILE EV-OB 4' X -1 - HTL TO BE PD4E OR EDUIVALENT STILE EV-07 15/16' X 1 11/16- HTL, iO BE PINE OR EQUIVALENT LOCK PREP FILLER_PLATE EW-D6 EV-09 15/16' X 1 11/16' MTL 10 DE PINE OR'EDUIVALENI f?REHOOR 4'x4' HINGE BRAND - A50' THICK- NTL TO BE PHICK YLENE VOOD HINGE JAMB V-15 HAGER BRAND HINGE OR EGUIVA IEHT - A97 THICK (STEEL) 110 x 3/4' FHWS. - 1 I/4' X 4 HTL TO BE PINE. -DR EQUIVALENT 110 X 2' FHV S. (4) SCREWS PER HINGE INTQ DOQR n 6) SCREWS lloiOOpl CaCH S1 6)l0 S4' W MAX 15' II : rHERCAr ICR IpELII C a1VH fROn V/t1°°x" I I SIDELITE WOOD STILE EV-07 RLTER ID ELCVAIIIA( VIEv, TOR 1 or SXVS USED AfM AB'x 2' FHWS. 15/16' X I 11/16' HTL TO BE PINE OR.EDUIVALE TOCn►IORS LOCKSCi (2)_SCREVS AT EACH STRIKE PLATE 410 x 1 3/4' FHVS KWIKSET BRAND 200 L CK OR HARLOC BRAND,100 LOCK V 1T HAX 10' UC ER- 1HT0 SID LIIC .UW D• TI RE 101 zc�E�s II �' tXrvK rRt� IU• JM8 MAX 8' O.C. THEEREAFEgl� BIrO SIOELRE Jane, 4 pOVH fRpl 1 4) SCRCVS ImMI71 EACH HlKE Rio on .Ml 1 1 / 4 • WOOD SIDELITE IAMB 22' X 64' SINGLE PANEL GLASS EV-18 1 I/4'•X 4 9/16• M. TO BE PINE OR EDUIVALCNT E GLAS - SIDELITE TRIM (WOOD) EV-19 EV-20 N OLYP Yl R - C-164 S/16 x 1/2' WOOD CASING' ® WOOD EV-21 HTL. TO BE FINE: OR EDUIVALENT 1/ ; I fOR 'SI4C BT SIIIC JAMBS• AS RUIVIN ! - I SS aR I L / _ SIDELITE READ JAMB EV-22 "�14nS I I/4' x 4 9/16' HTL. 10 BE PINE WOOD SIDELITE BASE POLYPROPYLENE LITE FRAME EW-23 OR EDUIVALENT 1 1/4' R 4 9/16' NIL. TO BE PINE OR EQUIVALENT 0 . 16 X 1 1/2' PAN READ SCREWS C-16U, ODL-2 HP Polypropylene by ODL PIN NAIL ID PER FR AC n 10 xgED 14' OC 1 ArI[R DDW SILICONE #995 1' l)➢6 IWL 1' w . _. Epp. nu g' DL IKRAFIER 1511 R4 Ill•LDIS Mo IRIS APPRTi ✓ASCowLYRl6Yd11I1HE L_ FOUIH FIIIaq){�I� r BY I PR 4rROLnlveyoH 8114�tl-)ECpJPl1MCE0FF.6 ACCEPtAHCE 140 01- 33 / V. x • AIG - 31-1020-EW-O A\ SHEET 3 OF 6 RCVI lliT ttllat 8 1/4' SHIM MAX �TERIOR I 79M""'AX 80`11/16' I MAX 2 BY WOOD BUCK SECTION PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020-EW-0 SHEET 2 OF 6 DOW SILICONE 4995 AVFAOyf-:D j'3 C046! yM Wra THE SOUTH FYn�'' 'rSmE . Uuui\ � LJINI iUUKH I lUJ�>. -.j Mx'L� M; twran Wu —7• "„` fAIE MAX „' PRI raoou F vInOLDwloi1 911 G bURUM CODE C�WICE OFF E Fllls] .Ai CEPTA.YCE NO.0/-0:1 y=I 77 Vt Mx 4' Mx 7' Mx 7• MAX •' MAX 14' Mx 1-1�i Is' Mx 4• M;__j L o.c "� is• Mx f OG 15' Mx O — 1]• ryx OL Is- Mx or. He=J L 1*• I Mx 6' MAX 7' MAX 7• Mx- �' IIAx ,• Mt X 31-1020-EW-0 SHEET S OF 6 FRiYISQI mia u i nLK DUUK FANLL STYLES- 36V ['MAX ?9 r/l(� C3no a o @o� I ooa MAC x ao as oo �Q� Duo nou P�L� 6-PANEL 4-PANEL 9-PANEL 10-PANEL . IB-PANLL OTHER SIDELITE STYLES 30' � MAX 79 J/_J_6p SL-10 SL-20 SL-30 SL-60 SL-50 SL-500 SL-69A SL-69B C2 0 4'111 nU an o® o0 on , oa oo . ao as PD-1 PD-2 PD-] PD-4 PD-5 PO-6 PD-7 PO-8 113131 0 0 goo Inngoo El ® goo as o fLUSII B-PANEL CROSSBUCK ❑ 12-PANEL <-PANEL 5-Pa1�l 5-PANEL CYCBROV V/SCRULL ETEOROV V /SCRULL I a • SL-69C SL-25 SL-55 0o ao 00 PO-9 PD-10 PD-II 0 0 S1-300 SL-40 as PD-12 SL-90A as PD-1] as PD-18 PD-19 PD-20 P11-21 PO-22 PD-23 PO-24 PD-25 PD-26 PD-27 PD-28 PO-29 PD-30 uuu III%I LIMN UBBII I I ,ulaa--�auet�s lulu'DQD r . WWNPO-35 PO-36 PO-37 . PO-]B PD-39 PD-40 PO -,I PO-42 PD-438 PIIISM U 66167 H 4f1 pp 5-PANEL 5-PANEL - EYEBROV a � Sl-90B SL-9DC SL-]OB SL-]OC SL-70 f SL-OO QQ QQ gp • as PD-14 PD-15 PO-16 PO-17 u � fu i PD-31 PD ]2 PO-]] Po-3, q 31-102V W-a SHEET 6 OF 6 1"Iff u' t co N rn N 0 a WTaync WINDL OAD SPECIFICA TION 0/08 ]Dalton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0' MAX YQTH x 14'-0" MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION MOTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTFS: 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 13 GA HORIZ ANGLE t 054" HORIZ TRACK (2) t/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"o HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 -= PSI. (1) J8-US BRACKET LOCATED -. AT EACH ROLLER LOCATION 6. OPTIONAL - (MIN) EXCEPT TOP BRACKET ROLLER 4 .080" ALUMINUM LOUVERS WITH HIGH (P/N i25t39). ~ IMPACT STYRENE FRAME MAY BE= LOCATED IN THE END PANELS OF ` ! THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS • REQUIRED. i _1 5/1.6x1-5/8" ( 8. THE DESIGN OF THE LAG SCREW i SUPPORTING STRUCTURAL AT EACH JB-us ELEMENTS SHALL BE THE BRACKET co'' e� r RESPONSIBILITY OF THE PROFESSIONAL OF RECORD .FOR THE BUILDING OR S,TR3-,CJIIRE AND TFi;,l�fZREN T 054" VERT TRACK IN ACCORDANCE.- �WI BUILDING COQES-'.FOP1 / T�,��%,LOADS O LISTED ON 1., �''•.:':�� . 4— Ox9 6" TRACK t / 2 /t 1 BOLT & 1/4-20 HEX = ' = NUT AT EACH JB-US Approved:' _' BRACKET WS miicn•' P.E. 33Q5 AD SON ORrPENSACOLA:'14 _ .• '• fLOR1Ok ERTIR(.An0NtN0': 0048483'. ":;:� s•"': ' GEORGI0.',FR`T)FlGJJttON NO_,0l8519.; %�_ .., NORTH WOIJNh,6ERliF16 10N 03tT36 Y6a � •J.� B',.d, "��, „,91,t4J NCl Date: 3'r r=0j,. \` CI Y i OF SA fORD OPTION CODE.. 0.1,08 REV. P WM 9' x 1.4' MAX 44 PSF 1 OF 4 TRA C!� END HINGE TOP BRA CKET REQUIREMENTS 1/4-20x9/16" TRA BOLT & 1/4-20 H NUT THROUGH At TWO ALIGNING HOL TOP BRACKET (P/N 108077) (5) 1/'+-cuxJ/o TEK SCREWS (P/N 141663) 14 CA WIDE BODY HINGE 0 i (4) 1/4-20x5/8" SELF -THREADING SCREWS (P/N 100320) (2) 1 /4-20x5/8" TEK SCREWS .9° ,, 1 END HINGES 9. '�° .3`' 20 CA op. '11—BAR * WIDE BODY HINGE (P/N SEE BILL OF MAT'L) LH EzN HO ,F RH END HINGE r NYLO -ROLLER (P f N 2 70791) ® \ BOTAv BRACKET (P/ H-2.70.;54 �. & LH-2tO3'55) .� . \ (3f--1/4-2 X7/8" TEK CREWS '(P/N 100507 Approved: W.S. Wilson, P.F 3395 ADDISON OR., PENSACOL A. FL 32514 FLORIDA CERTIFICATION NO. 0048489 CEORCA CERTIFICATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: 3 - 5,- 0 ( M M� M-7--ffi 1-11111111 \4 , ,, ,,-LATER STILES) OP riON CODE' 0108 1 REV:- P I WM 9 ' x 14 ' MAX 44 PSF 1 2 OF 4 U-BAR L 0CA 'TIONS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (7) 20 CA 80 KSI U—BARS -\ ,. MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'—Y HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN F 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 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 e \ / \ (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE J. Approved: - f �395 �QOIS�ti'DR�'PE`Jd$�Ld�325,].]r.:: FLORIDA ;CERTIFICATION N0. 0048489 CEOPBtA CEFMFJCATION rORTK.cjkwuNA CERnFlCATION Nb Date: - ':3:'.- S= Q •!. �t• �� v a rop— TION CODE,..0 i� REV.' P WM 9r x 14' MA OF" 4 .. AlIII , Wind Load Test Report Report # 0108P February 1, 2001 TEST' REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,`FL. Product was installed with tools and hardware as normally done in the field and per specificati$ns 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 t4.7 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 1 t%. (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 DESCRIPTION: 1. Wayneiviark Model 8000, 90, 4 section. -7. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two l6ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and An�Wers :GA18(Q127). APPROVED. OPT3Ot4V Based on other'tes` 5t1V. 'qu atet _Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: - - ®dabti1NIU! E COUNTY ILDI VG Di v l.)I'O1� W.S%W.son,;E' �: �' �-� d(.'s✓''= 3395.Addisori•,Drr, PkrlSacgka;:FL'44 , t'; ale Florida 1, �;:, c • e t -+ SIB Q Florida Ceh:Ncr..OD�tS.4 `�... ".'.`���\ . a ac�to> G. d r Georgia Ccm.. r-Jt$S•(9J North Carolina Cy Nd. 0_3 a-5 CV ofz Wayne joatton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL 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: ( 1. GLASS DISCLAIMER. "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE 067" HORIZ TRACK TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20x9/16"- 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 /SCREW AT 8 EACH OVERLAP TOP AND BOTH ENDS OF JB—US BRACKET PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/32"o HOLE IN TRACK FOR 5. TRACK TO HAVE A MINIMUM JB—US BP YIELD OF 33 KSI A653 G-40 ATTACHHMENMENTT 6. 26 GA DOOR FACER STEEL TO 1/4"-20xg/16" HAVE A MINIMUM YIELD OF 57 KSI TRACK BOLT & . 1/4"-20 HEX 7. OPTIONAL - .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB-US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. (1) JB—US 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 CURRENT BUILDING CODES FOR "TH-E LOADS LISTED ON THIS —DRAWING•.,; (1) JB—US BRACKET LOCATED Approved: _ 11� ,': :" AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER 3X5 ''ADQI�ON�+pR:Y PFl!5,��O�AA FL �2514 =_ ^,_ (P/N 125139). FAD I A CEFZ11➢1J1)14�1� G£."RGA-C6TMCAn0N4(0: 018519 NCi(TK,fAOUN81 €m?FCAr.om NO.-07,22E�, Date: 6 � " PPRON Coaj',,: P1 WM 16 x 14 MAX, f27 -29 PSF 1 OF 4 N TRA Clf END HINGE TOP BRA CKEET REOUIREMEN TS 1 /4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES I (` •�• TOP BRACKET \ / (P/N 108077) ,y (5) 1/4"-20x5/8" TEK SCREWS (P/N 141668) ?' �qfLL.I"' 1VARROW BODY HINGE (4) 1 /4"-2Ox5/8" SELF —THREADING SCREWS /•'—" •\ 2" NYLON ROLLER ( ) 1 /4-20x5/8 W/ 4 1 /2" STEM T TEK SCREWS ALL / t (P/N) 108135 o • ' END HINGS �'^ ' E \ o �' \ "7/16" PUSH NUT Al- EACH �, ROLLER (P/N 24-3341) t• » LOCATED .25 MAX BETWEEN s.PUSHNUTS AND BRACKETS C OR HINGES LEOL HIN IIE WIDE BODY HINGE (P/N SEE BILL OF MAT'L) 3" 20 CA U—BAR RH END HINGL (3) 1/4"-20x7/8" TCV Cf10C%11C Approved: _Z/. ,� `����_ W.S. Wilson, P.E. 3395 ADDISON OR.. PEHSAWtA FL 32514 I FLORICA CEHTIFlCATION,NO. 0048489 CEOR= CSIMF)CAT10N No. 018519 \ NORTH CAROUNA C MFrATION NO. 02 836 Dote: L 20 GA CENTER ' STILES BOTTOM BRACKET 16 CA ENO STILES (P/N RH-270354 & LH-270355) OPTION CODE 0110 1 REV.' P1 I WIV 16' x 14' MAX, -t27 -29 PSF 1 2 OF 4 SI U-BAR L OCA.TIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN p� 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I � (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE it:77/l�;/ ,x71 Approved:, 5395, iODISON DR.`P£}L� r- M"'325.1 i •. y�:" tiom-l>mUt, CEK 110N}NX 023836 �-2�rto(I �.dxC; qF: 4 f1� ao 2a f' alcFi �ati.,,ay. �, T _. v y OPTION C'bd��,C,,( t�?�Q,:, ,•. REV.' P1 W111 16 x 14 MAX, f27 -29 PSF 3 OF 4 . CENTER 5 TlL E & IN TERIVEDIA - TE HINGE L OCA TIONS 16' 14' 12' 10, Approved:��C/YORANGE' COUNTY BUHDJ� W-S. Wilson, P.F- .1395 ADDISON OR., PENSAroLk FL 32514 FLORIDA CEIMMATION NO. 0048489 CEORCIA CERTIFICATION NO. 018519 NORTH CAROUNA CEYMMATION NO. 023836 Date: T-Z8-01 OPTION CODE. 0110 1 REV.' PI I WIV 15' x 14' MAX, *27 -29 PSFI 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUIREMENT: 7 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; F,L . 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 stile6, 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 A I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp •71° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard 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. S..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY 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 ale approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heiglits are approved to 3. Limes the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop-�d i Ans�disr,/,GA I S(Q 127). S APPROVED OPZIO�istf,r'17 1O�::':', Based on o- er tes b �.�' uiGillo `"Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ?'Name: � _ � � `.t+ jt• i. . } � .� �� � ! � ki� � r'c ° L << �� i��A .�� - _ aaa a u � 1,,; i � C.:1 ra3' � a tl > •:.i6 �'. � � � ,� � a '�'� c• , t: W.S. WilsohJ- LF n-.2�8-P1t' y �J �1..5•'i? . 3395 Addison.l3r„ Pen�acop FIc�25 i4 Florida Cert Ncl�,>�t) g8 ����i' G i�i�;1 t tL t , d ?m o, _Tr Georeia Cert'No. UY83,lj�;;.:. E 0 cD CV Ln rn CN c z z a -, mlp4f.ill Wagne WINDL OAD Sf'ECIFICA TION 0108 BaI#on APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 T-0" MAX WIDTH x 14'-0" MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21" DESIGN PRESSURE: POS./NEG. 29.3 PSF SCC NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI. 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN' THE END PANELS OF THE ,BOTTOM SECTION. S. 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: 5� W.S. Wilson, P.E 3295 AOOISON DR., PENSACO" FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION NO. 018519 NORTH CAROIINA CERTIFICATION NO. 023836 Date: 17-28 -ol OPTION CODE- 0108 1 REV- P 1 MASTER PLAN 13 GA HORIZ ANGLES �— .054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT (1) JS—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/16x1-5/8" LAC SCREW AT EACH JB—US BRACKET 054" VERT TRACK 1 /4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH JB—US BRACKET WM 9' x 14' MAX 44 PSF I 1 OF 4 TPA CK END HINGE; TOP BRACKET REQUIREMENTS 1/4-20x9/16" TRACK BOLT & 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES i TOP BRACKET (P/N 108077) (5) 1/4-2Ox5/8"—/ TEX SCREWS (P/N 141668) 14 GA WIDE BODY HINGE b° i (4) 1/4-20x5/8" SELF -THREADING SCREWS (P/N 100320) SCC # O -00 MA (2) 1 /4-2Ox5/8" TEK SCREWS • 9 ALL END HINGES Ro ��' 3" 20 GA 00• U-BAR C WIDE BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) BOTTOM BRACKET f� (P/N RH-270354 & LH-270355) TEK SCREWS (P/N 100507 Approved: W.S. wmson, P E. 3395 ADDISON DR., PE)GACO" FL 32514 FLORIDA CMF1CA110N NO. 0048489 GEORGIA COZMCAtION N0. 018519 NORTH CAROLINA CEIMFICA110N NO. 023W6 Date: 4 —z8 _p/ 4:� 1 /2` 16 GA END STILES (20 GA CENTER STILES) OP TION CODE.' 0108 1 REV.' p 1 I WY 9' x 14 " MAX 44 PSF 2 OF 4 y-BAR L OCA TIONS wll- 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 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: WS. Wilson, P E 3395 A00150N OR., PVGkMLA. FL 32514 FLORIOA CMFiCAT10N No. 0048MS GEORCU CSTITCAT10N NO. 018519 NORTH CAROUNA CL7T1FICA11ON NO. MUM Date: 7 - z 8 _ oi, OPTION CODE-.- 0708 1 REV P1 I WM 9' x 14' MAX 44 PSF I 3 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 1 I %. (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. tODUCT DESCRIPTION• _ 1. WayneMark Model 8000, 9x7, 4 section. SVC#--cal 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. p PLAN 3. Standard bottom astragal and retainer. �A�,,TC. 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. Arne: W.S. Wilson, P.E. 3395 Addison Dr.,.Pensacola, FL 32514 _ Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 T to rq rn C'4 d a waync 1)alton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL W-0" MAX WIDTH x 14--0" MAX HEIGHT POS. 27 PSF SCC MAXIMUM SECTION WIDTH 21" NFG ?9 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 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. Approved: W.S. Wilson, P.E. 3395 A00ISON OR., PENSACOI,4, FL 32514 FLORIDA CERTIFICATION N0. 0048489 GEORCIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION No. 023836 Date: j-28--0t I ] Vc� 14U 067" HORIZ ' (2) 1/4"-20xS TRACK BOLT d 1/4"-20 HEX 5/16"x1-5/8" L SCREW AT EF JB-US 8RACH DRILL .281 OR 9/1 HOLE IN TRACK F JB-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 ( EACH SECTION EXCEPT TC SEC TI Q 067" VERT TRA (1) JB-US BRACKET LOCATi AT EACH ROLLER LOCATK EXCEPT TOP BRACKET ROLLS (P/N 125135 OPTION CODE.- 0710 1 REV. 01 1 WM 16' x 74' MAX, *27 -29 PSF 1 1 OF 4 TRACK ENO HINGE TOP BRACKET REQUIREMENTS SCC# MASTER PLAN 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO AUGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS (P/N 141668) NARROW BODY HINGE /"-20x5/8"(4)1f SELF —THREADING SCREWS \ (2) 1/4"-20x5 8" \ 2" NYLON ROLLER W/ 4 1/2" STEM / Q A TEK SCREWS ALL / END HINGES g Q (P/N) • 108135 I 0® I I ®0 0 1 `•• WIDE BODY \ 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MAIL) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U—BAR LH ENO HINGE P.H END HINGE (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) Approved: WS. Wilson, P.E. 3395 ADDISON OR., PE7ISACOIA, FL 32514 FLORIDA CEMF1CAT10N N0, 0048489 GEORGIA CEKnFICAT10N N0. 016519 NORTH CAROLIM CUMFICAT10N NO. 023836 Date: 4'-2 9— o ( r.� -1 /2" BOTTOM BRACKET (P/N RH-270354 & LH-270355) 01�811� 20 GA CENTER STILES 16 GA END STILES OPTION CODE 0170 I REV• P1 I VYM 15, x 74' MAX, -f27 -29 PSF 12 OF 4 U-BAR L OCA TIONS u NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN MAS""TER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U-BARS LOCATED AS SHOWN I I (2) 1 /4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. Wlmn, P.E 3395 ADDISON OR, PENSACOIA FL 32514 FLORIDA CERTIFICATION. N0. 0048489 GEORGIA CERTIFICATION NO. OI8519 NORTH CAROLINA CERTIFICATION NO. 023835 Date: 9 01 OP77ON COD E.• 0110 1 REV. P1 I WM 76' x 14' MAX, 4-27 —29 PSF I J OF 4 CENTER STILE INTERYMA TE HINGE L OCA TIONS ;c C # Idi ASTER PLAN � W V 14' MAU 12' Approved: , 2;:2L Ws. Wilson, P.E. 3395 ADDISON OR., PENSACOLA, FL 32514 FLORIDA CERTIFICATION NO. 0048489 CEORCIA CCTnF1CAilON N0. 018519 NORTH CAROLINA CFrZT MAMON NO. 023836 Date: Q-ZR-01 OPTION CODE.- 0110 1 REV' P 1 I WM 76 " x 14 ' MAX, * 27 -29 PSF 1 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 0 TEST REOUIREMEN7 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 .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P ® TEST DATE: February 22, 2001. Temp 71° F. .'RODUCTDESCRIPTION• SCC # 02-op6 1. WayneMark Model 8000, 16x7, 4 section. MASTER PLAN 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 13 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY 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, GA1S(Q127). APPROVED OPTIONS Based ono er test b ' A uival Alnuninurn Louvers and Styrene Window Frame Assembly per test number 020501. .Jame: W.S. Wilson, P.E. -01 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georsia Cert No. 018519 CERTIFICATE OF'OCCUPANCY / COMPLETION This is to certify that the building located at 127 PINEFIELD DR for which permit 03-00002549 has heretofore been issued on 8 12/03 has been completed according to plans and specifications filed in the office of the Build Official Official prior to the issuance of said building permit, to wit as AtA-,) 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 DATE APPROVAL DATE APPROVAL BUILDING: FIRE: Finaled 2 n .� Inspected ZONING: Inspected UTILITIES: Water Lines In aia Meter Set Reclaimed Water ENGINEERING: Sewer Lines In Sewer Tap Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Signs Storm Sewer Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 01-PLANS - EXTRA SETS 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE Street Lights Driveway FEES PAID DATE AMOUNT 8/13/03 8/13/03 8/13/03 8/13/03 12/04/03 8/13/03 8/13/03 8/13/03 10.00 10.00 10.00 10.00 5.00 10.00 59.21 54.00 PAGE: CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 127 PINEFIELD DR for which permit 03-00002549 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-OPEN SPACE 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 8/13/03 8/13/03 8/13/03 8/13/03 8/13/03 8/13/03 8/13/03 8/13/03 279.61 91.93 9.46 847.00 9.46 1384.00 650.00 1700.00 OWNER BUILDING OFFICIAL DATIr \ 1 1 CERTIFCATE OF OCCUPANT o REQUEST FOR FINAL INSPEC I W ****SINGLE FAMILY RESIDENCE**V r 1 DATE: PERMIT #: ADDRESS: CONTRACTOR: PHONE #: yd1 - y`1 J -Q\\a 1 1 1 I 1 1 1 1 1 1 I 1 1 1 I I 1 I 1 1 I 1 I 1 1 1 1 I I 1 1 je 1 O u u W O 1 �rj 5 l) as I 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. /I ❑Enginee ❑Public V tilities CONDI'I ❑ Fire ❑Zoning ❑Licensing LY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: 11- "VZ- �"-> . , PERMIT #: ADDRESS: �-1 ►�--i;-{ �-� �� CONTRACTOR: PHONE #: y(j1- LV) J —Q\\a 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 appreciate . ngineering O k D, 6"(3t, OFire /z/i 6/D3 JPublic Works ❑ Utilities ❑Zoning OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) Pppzvad CERTIFCATE OF OCCUPANCY REQUEST FOR FOR FINAL INSPECTION * * * * SINGLE FAMILY RESIDENCE"" DATE: 1 L- PERMIT #: 2 5 4 ADDRESS: CONTRACTOR: PHONE #: y(j1- yr) 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 ❑Fire ublic Works J / ❑Zonin€ OUtilities OLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) all I T N E R U/ 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: 127 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 NATIONAL FLOOD INSURANCE PROGRAM ELEVATION! -CERTIFICATE Read fire instructions on panes 1.7. O.M.B. No. 3067-0077 Expires December 31, 200! SECTION A - PROPERTY OWNER INFORMATION For lrmrrameCarpany Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIL Number 127 PINEFIELD DRIVE CITY STATE ZIP SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 117, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76 BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDEILONGIIUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: ❑ GPS (Type): ( W - #9 - ##.##' or ##.#####) ❑ NAD 1927 ❑ NAD 19113 ❑ USGS Quad Map ❑ other: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COM JNITY NAIVE & COM,AUNITY NUMBER B2. COUNTY NAME B3. STATE CITY OF SANFORD 120294 SEMNOUE FLORIDA 94. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATIONS) NUMBER B5. SUFFIX 86. FIRM INDEX DATE EFFECTNEREVISED DATE B8. FLOOD ZONE(S) (Lore AO, use depth d hmdM) 12117CO065 E APR 1995 APR 1995 X NA B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other (Described B11. Indicate the elevation datum used for the BFE in B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Desaibe): B12. Is the building 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: ❑ Construd w Drawings' ❑ Building Under Construction' ® Finished Construction A new Elevation Certificate will be required when construction of the buildings complete. C2. Building Diagram Number 5 (Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. ff no diagram aoc uratety represents the budding, provide a sketch or photograph.) C3. Elevations— Zones Al-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 speared 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 G, as appropriate, to document the datum conversion. Datum NGVD 29 ConversionlComments _ Elevation reference mark used Does the elevation reference mark used appear on the FIRM? ❑ Yes ®No D a) Top of bottom floor (indudN basement or enclosure) 21. 34 fL(m) ❑ b) Top of next higher floor NA . _ft(m) 0 c) Bottom of lowest horizontal structural member (V zones only) NA . _fL(m) D d) Attached garage (top of slab) 20. 86 ft(m) U e) Lowestelevatbn of machinery ardor equipment. servicing the building (Describe in a Comments area) 20.6 ft(m) ❑ f) Lowest adjacent (finished) grade (LAG) 20.5 fL(m) 0 g) Highest adjacent (finished) grade (HAG) 20. 8 ft(m) .❑ h) No. of permanent openings (flood vents) within 1 it above adjacent grade NA O ) Total area of all permanent openings (flood vents) in C3.h NA sq. in. (sq. cm) 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. CERTIFIERS NAME R BLAIR KITNER LICENSE NUMBER P.S.M. 3382 TITLE PRESIDENT COMPANY NAME KITNER SURVEYING, INC. ADDRESS CITY STATE ZIP CODE 2597SANFORD AVENUE -� SANFORD FL 32772 SIGNATURE DATE TELEPHONE 7 AC _ IODEC 2003 407-M--2000 IMPORTANT. In these spaces, pow the commoncina infomtation from Section A. 1 ror h,ance WmH use: I BUILDING STREET ADDRESS Onck ng Apt, UniL Suile, and'a BIB No.) OR P.O. ROUTE AND BOX NO. Pofoy Number 127 PINEFlELD DRIVE '+ CITY STA'i8 ZIP CODE Canpary NAIC Number SANFORD FL 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certifi& for oommunfly official, (2) insurance agentfoompany, and (3) building owner. COMMENTS 0 Check here iFMohmenis SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A MITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number_(Setect the building diagram most similar to the building forwhich this oertif sate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) E2 The top of the bottom floor (ndud'ing basement or enclosure) of the building is _ ft(m) _in.(om) ❑ above or ❑ below (check one) the highest adlaoent grade. (Use natural grade, if available). E3. For Building Diagrams 6$ with openings (seepage 7), the red hgherfloororelevated floor (elevation b) of the building is _ ft(m) _in.(cm) above the highest act oent grade. Complete items C3.h and C3.1 on front of form. E4. The top of the platform of machhP y andlor equipment servicing the building is _ fL(m) _in.(crn) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the communiVs tloodplain management ordinanoel ❑ Yes ❑ No ❑ Unknown. The local official must oertfly this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The properly owrworowner's authorised representative who completes SedionsA, B, C (Items C3.h and C3.i only), and E forZone A (without a FEMA-issued orcommunity- !=M BFE) or Zone AO must sign here. The statements in Sections A, B, Q and E ere caned to the best ofmyk?mledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE rr• ❑ Check here iFaltachmerils SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local otimcial who Is authorsed by law or ordinmoe to administer the c ommuniHs tbodplain management ordmanoe can complete Sections A. B. C (or E), and G of this Elevation Certificate. Complete the apphoable ifem(s) and sign below. Gi . ❑ The information In Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorimd by state or local law tooerhTy elevation information. (Indicate the source and data of the elevation data In the Comments area below.) G2 ❑ A community official completed Section E for a building located in Zone A (without a FEMA4sued or community-ssued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for oommu* fl000dplarcm management purposes G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE G7. This permit has been ssued for. ❑ New ConstrLdon ❑ Substantial Improvement. . GB. Elevation of as -bust lowest floor (Including basement) of the building k — _ft(m) Datum: G9. BFE or (n Zone AO) depth of flooding at the building site is: — _ ft(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS