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HomeMy WebLinkAbout124 Pinefield Dr 03-2548 SFRPERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION PERMIT #6wdk'4 4SDATE • O3 PERMIT DESCRIPTION PERMIT VALUATION A4 4ALO SQUARE FOOTAGE 2 LkA 03 _--_-_-_--_--_--__-------_'_-_-_ COUNTY OF S[MlNOL[ IMPACT FEE STATEMENT ISSUED BY CITY OF SANFDRD STATEMENT NUMBER 103-75581 DATE: BUILDING PERMIT d5bCITY) COUNTY NUMBER: __________ . UNIT ADCRESS:����� ���� ----------------------------'-------_. hPPLICANT NAME: ADDRE:As it LAND USE C#7EGORY: 001 - Single Family Detached House TYPE US[: Residential WORK DESCRIPTION: Single Family House: Detached - Construction _____________________________________________________________________ FEE �ENEFIT RATE pEE UNIT WAVE- PER # �� TYPE TOTAL �UE TYP[ DIST SCHEDULE DESC. UNIT OF UNITS - LIDDARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS [O-WIDE O dwl unit $1,384.00 1 $ 1,384.00 � � � r 3l'ATEME}|T O RECEIVED BY:E -9 RINT NAME) OU 2 285.00 SIGNATURE: _ NOTE TO RECE VING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNED ANY) ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. 1#** DISTRIBUTION:'1-[OUNTY 3-CITY 2-APPLICANT 4-COUNTY *TNOTE** 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 REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAM CERTIFICATE OF OCCUPANCY O�( OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE CO\U,TY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNINS APPEALS MAY BE PICKED UP, OR RECCESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 [ACT FIRST STREET, SAMFOKD, FLORIDA 32771; (407) 665-7474. PAYMENT SFIULD BE MADE TO: CITY OF SAHFORD DUILDING DEPARTMENT 300 NORTH PARK AVE>K}E SANUORD. [L 32Y71 PhYXENT SHOULD BE BY CHECK OR MONEY ORDER, AND EHOULD REFERE}\CE T||L CTAT[H[NT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP L[FT OF TH[ HOTICE. � ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A=.., A*T***f********f**VSINGLE FAMILY BUILDING PERMIT*f**T****TAT**TTT*** ��1� CITY OF SANFORD PERMIT APPLICATION Permit # : 8 Date: June 26, 2003 .lob Address: 124 Pinefield Drive Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $84,486.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 3 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,341 Construction Type: VI # of Stories: 2 # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: 32-19-31-515-0000-0120 (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) 475-91 12 Contact Person: Laurie Pellegrino Phone. (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, F !� ! --I /fir 6/26/03 1'C <.._/�� .. • I'�, Signature of Owner/Ag nc t Date Russell Keith Summers P ' t Owner/Agent's Name 6/26/03_ Signature of Notary -State of Florida Date of st DEBBIE TIME OTARY o My Comm Exp. 2/5/05 a PUBLIC No. CC 999378 Owner/Agent is _X_ Personally Known to Me or Produced ID n 0- APPLICATION APPROVED BY: Bldg:" M� g Zon (Initial & Date) Special Conditions: 6/26/03 Signature of Contractor/Agent Date C C Russell Keith Summers 1 r Print Contractor/Agent's Name Jr r D � . • r v 26/03� CD Signature of Notary -State of Florida Date DEBBIE TIME My Comm Exp. 2/5/05No. 9J.JPenw&1IyKr*wn CC 999378 I 1 Other I.D. Contractor/Agent is _X_ Personally Known to Me or Produced ID Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) 4sk-as y . �) '), CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida - - ---------------------------------- Address of Job: 124 PINEFIELD DRIVE Lot: 12 Panel: 2 Mechanical Contractor: GARY CARMACK Residential /_ ------- Non -Residential Applicant Signature CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: ------ 12-4PIVEFIFLI-DRIyE--------- =_i3----- Panel: 2 Plumbing Contractor: _______ WILLIAM T._SELF ___________ Residential: --V-/-- _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Sign ure CFC057039 State License Number CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: _____________ Date: The undersigned hereby applies for a permit to install the following electrical: Owners Name: Maronda Homes Inc., of Florida Address of Job:___—__124_P11\1EF1EID_QRIy_E_____LaL_j2Panel: 2 Electrical Contractor: DANIEL G. PUGLISI Residential: Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service is0 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: SOO By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. ----- ---- - ----- ----- -------- icant's Signature EC0001663 -------------- State License Number NARYM W HORSE, CLERK OF CIRCUIT COURT VAINOLE COUNTY BK 04686 PG 0771 CLERK'S # 2003110393 RECORDED 06/27/2003 12s3ls12 PH RE EIRDINB FEES 6.00 RECORDED BY N Nolden NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 12 124 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 v (Name and address) U. W oLL 0 U cod zoco . W W J Y Uj_U. 08 W Z Z Z cc o�c cT R SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America, NA, 750 S. Orlando Ave., #102 Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax 407 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1't St.. Sanford. FL 32771, Fax: 407-330-5062 Phone: 407 322-9484. (Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date is specified.) RUSSELL KE T(, .SLIMMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. Notary Public EDEBBIE:oCC 2/5M599378„ I l0"W I.D. JUN 2 7 209 CERTIFIED COPY MARYANNE MORSIFJ CLERK OF CIRCUIT COUR* SEMINLE COUNTY. FLORIDA 0 DMITY CLAN CITY OF SANFORD BUILDING DMSION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 12 Subdivision: CELERY LAKES Property Address: 124 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). ❑x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). ❑O c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. ❑x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. 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. rx-1 h. Square footage table showing footages: Garages/Carports 4JrO S.F. Porch (s)/Entry(s) % S.F. ❑x 3. ❑x 4. TO FOLLOW N/A 5. N/A N/A N/A 0 6. 1. 2. 3. 4. 5. 6. Patio(s) S.F. Conditioned structure 1,$$4 S.F. Total (Gross Area) 2,341S.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 Building Final Other plumbing final DATE: Thursday, June 26, 2003 SIGNATURE: l� (By Owner or Authorized Agent) PLAT OF BOUNDARY SURVEY p for MARONDA HOMES Legal Description LOT 12, 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 0 z V Cr w J Q U (n I I ' � I I I I i• N 89'38'17" E 121.35' (n 5.00 5' DRAINAGE ESM'T 25.00' ~ r----------------------- i I 40.00 am I ~ N N %n 0 Cwa 12 Z� N -P T M i tw/1Q" I F: a c.no O N w az�°O Un O I Lfj p 56.48 5 DRAINAGE ESM'T 5.00' O _ S 89'38'17" W 121.49' I C� 13 _i_ SCALE: 1 "= 30' 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. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. r2 viZIlumta: CERTIFIED CORRECT TO: KITNER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32?72-0823 (407) 322-20M PROJECT NO: O 3 — 61D SURVEY DATE: l% PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 12, 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 0 z Ln a wl a U Cn ��, C C U a rr u c c c SCALE: 1 "=30' :� LANS 11FV I EWI JTY OF SANF0,1' .. 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. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. REVISIONS PROJECT NO: 0 3—(mil D a . 6!�!: .- -cc '%__ KITNER SURVEYING, INC. R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-0823 (407) 322-2000 SURVEY DATE: CORRECT TO: FORM 600A-2001, k ., . !, FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: Address: p�t� NE1V HAVEN 4.BDR P, 0 n o Builder: MARONDA HOMES City, State:3an jl 1 u'�LECTRIC Permitting Office: Permit Number: Owner: Jurisdiction Number: Climate Zone: Central 1. New construction or existing New - 12. Cooling systems 2. Single family or multi -family Single family - a. Central Unit Cap: 40.5 kBtu/hr _ 3. Number of units, if multi -family 1 SEER: 11.00 4. Number of Bedrooms 4 _ b. N/A - 5. Is this a worst case? Yes _ - 6. Conditioned floor area (ft2) 1884 ft' c. N/A - 7. Glass area & type - a. Clear - single pane 162.0 ft2 _ I 13. Heating systems b. Clear -double pane 0.0 ft- p a. Electric Heat Pump Ca 40.5 kBtu/hr - C. Tint/other SHGC - single pane 0.0 f12 _ HSPF: 7.20 d. Tint/other SHGC -double pane 0.0 ft2 b. N/A - 8. Floor types - a. Slab -On -Grade Edge Insulation R=0.0, 143.0(p) ft _ c. N/A b. Raised Wood, Adjacent R=11.0, 402.Oft' _ - c. N/A 14. Hot water systems 9. Wall types - a. Electric Resistance Cap: 50.0 gallons _ u. Concrete, Int Insul, Exterior R=4.2, 736.0 ft' - EF: 0.92 b. Frame, Wood, Exterior R=11.0, 1062.0 i _ b. N/A C. Frame, Wood, Adjacent R=11.0, 252.0 ft' _ - 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, 1699.0 ft 15. HVAC credits PT b. N/A - c. N/A - (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, i a. Sup: Unc. Ret: Con. AH: Interior Sup. R= 6.0, 180.0 ft _ MZ C-Multimne cooling, b. N/A MZ-H-Multizone heating) Glass/Floor.Area: 0.09 Total as -built points: 27432 PASS -,total base points: 29983 1 hereby certify that the plans and specifications covered Review of the plans and by this calculation are in pliance with the F=1or'da specifications covered by this yo4-VgE sT9r�o Energy Code. calculation indicate:., compliance PREPARED BY:)With the Florida Energy Code. 44r; /f/ll• �`;���' �o Before construction is completed a DATE: �� (�� this building will be. inspected for I hereby certify that this buil 'ng, as designed„ is in compliance with Suction 553.908 compliance with the Flori a E rgy Code. I Florida Statutes. �vD WE OWNER/AGENT: tATE: ILDING OFFICIALDATE: I 0 3 EnergyGaugaO (Version: FLRCPB v3.21) FORM 60OA--2001, SUMMER CALCULATIONS . Residential Whole Building Performance Method A - Details I ADDRESS:... PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1884.0 25.78 8742.5 Single, Clear W 1.0 8.0 40.0 53.47 0.99 2114.4 Single, Clear W 1.0 6.0 30.0 53.47 0.97 1553.7 Single, Clear E 1.0 6.0 30.0 59.31 0.97 1723.7 Single, Clear E 1.0 6.0 16.0 59.31 0.97 919.3 Single, Clear E 1.0 6.0 16.0 59.31 0.97 919.3 Single, Clear S 1.0 6.0 30.0 44.66 0.94 1264.8 As -Built Total: 162.0 8495.2 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 252.0 0.70 176.4 Concrete, Int Insul, Exterior 4.2 736.0 1.16 853.8 Exterior 1798.0 1.90 3416.2 Frame, Wood, Exterior 11.0 1062.0 1.90 2017.8 Frame, Wood, Adjacent 11.0 252.0 0.70 176.4 Base Total: 2050.0 3592.6 As -Built Total: 2050.0 3048.0 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 36.0 1.60 57.6 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 36.0 2.40 86.4 Base Total: 56.0 153.6 As -Built Total: 56.0 182.4 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1554.0 2.13 3310.0 Under Attic 19.0 1699.0 2.82 X 1.00 4791.2 Base Total: 1554.0 3310.0 As -Built Total: 1699.0 4791.2 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 143.0(p) -31.8 4547.4 Slab -On -Grade Edge Insulation 0.0 143.0(p -31.90 4561.7 Raised 402.0 -3.43 -1378.9 Raised Wood, Adjacent 11.0 402.0 1.80 723.6 Base Total: .5926.3. As -Built Total: 545.0 -3838.1 INFILTRATION Area X BSPM = Points Area X SPM = Points 1884.0 14.31 26960.0 1884.0 14.31 26960.0 EnergyGaugeO DCA Form 60OA-2001 EnergyGaugeOD/FlaRE:S'2001 FLF:.CPB v3.21 FORM 60OA-2001, SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:, , , PERMIT #: BASE AS -BUILT Summer Base Points: 36832.5 Summer As -Built Points: 39638.7 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) 36832.5 0.4266 15712.8 39638.7 1.000 (1.079 x 1.150 x 0.90) 0.310 39638.7 1.00 1.117 0.310 0.950 0.950 13036.7 13036.7 EnergyGaugeTm DCA Form 60OA-2001 Enei gyGaugeQD/FIaRES'2001 FLRCPB v3.21 FORM 600A-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 Omt Len Hgt Area X WPM X WOF = Point .18 1884.0 5.86 1987.2 Single, Clear W 1.0 8.0 40.0 10.74 1.00 429.6 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.1 Single, Clear E 1.0 6.0 30.0 9.96 1.01 301.5 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear S 1.0 6.0 30.0 7.73 1.01 233.8 As -Built Total: 162.0 1609.7 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 252.0 1.80 453.6 Concrete, Int Insul, Exterior 4.2 736.0 3.26 2399.4 Exterior 1798.0 2.00 3596.0 Frame, Wood, Exterior 11.0 1062.0 2.00 2124.0 Frame, Wood, Adjacent 11.0 252.0 1.80 453.6 Base Total: 2050.0 4049.6 As -Built Total: 2050.0 4977.0 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 36.0 4.00 144.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 36.0 5.90 212.4 Base Total: 56.0 246.0 As -Built Total: 56.0 314.4 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1554.0 0.64 994.6 Under Attic 19.0 1699.0 0.87 X 1.00 1478.�1 Base Total: 1554.0 994.6 As -Built Total: 1699.0 1478.1 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 143.0(p) -1.9 -271.7 Slab -On -Grade Edge Insulation 0.0 143.0(p 2.50 357.5 Raised 402.0 -0.20 -80.4 Raised Wood, Adjacent 11.0 402.0 1.80 723.6 Base Total: -352.1 As -Built Total: 545.0 1081.1 INFILTRATION Area X BWPM = Points Area X WPM = Points 1884.0 -0.28 527.5 1884.0 -0.28 -527.5 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeNFlaRES'2001 FLRCPB v3.21 FORM 600A-2001, WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 6397.8 Winter As -Built Points: 8932.8 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) 6397.8 0.6274 4014.0 1 8932.8 8932.8 1.000 1.00 (1.068 x 1.160 x 0.92) 0.474 1.140 0.474 0.950 0.950 4584.9 4584.9 EnergyGaugeT" DCA Form 60OA-2001 En FLRCPB v'3.21 FORM 60OA-2001 r WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS:... BASE WATER HEATING Number of X Multiplier = Total Bedrooms 4 2564.00 10256.0 PERMIT #: AS -BUILT Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio . Multiplier 50.0 0.92 4 1.00 2452.52 1.00 9810.1 As -Built Total: 9810.1 PASS 04-(HE ST,9T 1,Nt,N EnergyGaugeTll DCA Form 60OA-2001 EnergyGaugetURaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT # 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE Exterior Windows & Doors Exterior & Adjacent Walls 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area• .5 cfm/s .ft. door area. 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 Floors from and is sealed to the foundation to the top plate. 606. 1.ABC. 1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed Callings to the erimeter,penetrations and seams. 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 Recessed Lighting Fixtures installed that is sealed at the perimeter, at 2enetrations and seams. 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 112" clearance & 3" from insulation; or Type IC rated with < 2.0 dm from Multi-sto Houses conditioned space, tested. 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES COMPONENTS must be met or exceeded by all residences. SECTION Water Heaters REQUIREMENTS 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit Swimming Pools & Spas breaker electric or cutoff as must be provided. External or built-in heat trap required. 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 Shower heads efficiency of 78%. 612.1 Water flow must be restricted to Air Distribution Systems no more than 2.5 gallons per minute at 80 PSIG. 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. HVAC Controls Ducts in unconditioned attics: R-6 min. insulation. 607.1 Insulation Se arate readily accessible manual or automatic thermostat for each system. 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeT"" DCA Form 600A-2001 EnergyGaugeOlFlaRE:3'2001 FLRCPB %, 3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.8 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing 2. Single family or multi -family New _ 12. Cooling stems wit 3. Number of units, if multi -family Single family _ g Y a. Central Unit 1 Cap: 40.5 kBtu/hr 4. Number of Bedrooms - b. N/A 4 - SEER: 11.00 - 5. Is this a worst case? _ Yes - 6. Conditioned floor area (ft) ') _ 1884 ft' c. N/A - 7. Glass area & type a. Clear - single pane b. Clear -double pane 162.0 ft' 13. Heatin - g ��� _ - c. Tint/other SHGC - single pane 0.0 ft' _ a. Electric Heat Pump 0.0 fe Cap: 40.5 kBtu/hr - d. Tint/other SHGC - double pane , - 0.0 ft b. N/A HSPF: 7.20 - 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 143.0(p) ft c. N/A - b. Raised Wood, Adjacent _ R=l 1.0, 402.0fi- - c. N/A - 9 Wall types 14. Hot water systems - a. Concrete, Int Insul, Exterior - a. Electric Resistance Cap: 50.0 gallons b. Frame, Wood, Exterior R=11.0, 1062.0 fP b. N/A EF: 0.92 - c. Frame, Wood, Adjacent - d. N/A - e. N/A - c. Conservation credits - 10. Ceiling types (HR-Heat recovery, Solar - a. Under Attic _ DHP-Dedicated heat pump) R=19.0, 1699.0 ft' 15. HVAC credits c. N/A PTj - (CF-Ceiling fan, CV -Cross ventilation, 11. Ducts HF-Whole house fan, a. Sup: Unc. Ret: Con. AH: Interior Sup. - PT -Programmable Thermostat, R=6.0, 180.0 ft b. N/A - RB-Attic radiant barrier, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with Construction through the above energy the Florida Energy Efficiency Code For Building saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card Ttu sT �4 based will be completed on installed Code compliant features. F Bttilder Si guature:q<� Date: 3 � I 0 e "�``' T � A.- Address of New Home: --_ City/FL Zip: WE *NOTE. The home's estimated energy performance score is only available through the 17LA/RES com uter ro This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStar des gnation), your home may qual f, for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site (it www.fsec. ucf edu for information and a list of certified Raten.y. For information about Florida's Energy Effictiency Code For Building Construction, contact the Department of Community.A, fJ"airs at 8501487-1824. EnergyGauge® (Version: FLRCPB 0.21) Liaronda Homes AN EASILY OBSERVABLE BETTER VALVEI 1101 NOR7'n KFLLER ROAD, SuiTE F • ORLANDO, FLORIDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑x CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 12, 124 PINEFIELD DRIVE at Celery Lakes. RUSSELL KEIT UIIOWIERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 26th day of JUNE, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. NOTARY PUBLIC n1,1F',C0.$SDEBBIE TIME MY Ca"m Exp. 2/5/05 No. CC 999378 1) Perw gy wW.n I f odw I.o. CADocuments and Settings\pellegrinl\Desktop\PERMITTING\City of Sanford\LOA Keith Summers for City of Sanford.doc Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIVISUB MODEL 6CL01201 12 124 PINEFIELD DR ORLN-CEL NEWA4 RIGHT Page 1 Of 3 Fax (407) 321-3913 FL PE # 50068, NEW HAVEN A4 NEW HAVEN FLOOR This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loadina is in accordanr-P with ASCF 7-9R Theca fmccac tarn r4acinna.l fnr — e... 1—A k ',l 4:.,,. Truss ID Run Date Drawing Reviewed Truss ID I Run Date I Drawing Reviewed FNo.f Eng. Dwgs: 34 Layout 11-5-02 V 11-5-02 Roof Loads - HIP 10-20-00 W 11-5-02 `/ TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf A 11-5-02 Y 11-5-02 Al 11-5-02 Z 11-5-02 A2 1-10-03 Z1 11-5-02 `/ A3 11-5-02 FLOOR LAYOUT 3-7-02 Total 33.0 psf A4 11-5-02 F1 3-4-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. S acin : 24.0" G 11-5-02 �� F2 3-4-02 G1 11-5-02 F3 5-9-03 G2 11-5-02 F4 3-4-02 Floor Loads- H 11-5-02 F6 5-9-03 1 1-5-02 F7 5-9-03 (/ TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf J1 11-5-02 �� J2 11-5-02 J3 11-5-02 Q 11-5-02 Total 55.0 psf R3 11-5-02 DurFac- Lbr: 1.00 DurFac- Plt: 1.00 O.C. Spacing: 24.0" R4 11-5-02 `/ S 11-5-02 T 11-5-02 PLANS REVIFWE CITY OF SANFOI U 11-5-02 L0011 INV # DESC QNTY DATE: BI. 1 6 2003 18331 EHUH26 18330 1 EHUH28 18360 SKH26R 3 18361 SKH26L 3 18362 SUH26 18370 THJ26 4 FLOOR SEAT PLATES 26 SEAT PLATES 44 D W O (b W 40-0 18-8 21-4 / /// JUL 2003 I M N LL 35-4 LL LL LL LL LL LL LL LL LL F7 LL LL LL LL LL LL LL LL CO LL LL 40-0 JOB NUMBER: NEH4F CUSTOMER: {/ JOB NAME: NEW HAVEN 4 FLOOR DRAWN BY C Uy DATE: 3-7-02 PITCH: OH: BEARING: 8" & 3.5" LOAD: 55# psf C" 0 0 clQI Lo M N HIB-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES c �sthe responsibility ofthe installer(builder b0dinocontractor licensed contractor, •ectororerection contractor) toproperly receive. unload store handle install and ace metal Plate connected wood trusses to protect life and prooerty The installer ust exercisethe 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 id bracing wood trusses for a particular roof orfloor. These recommendations are sed upon the collective experience of leading technical personnel in the wood CAUTION' Thebullder,buiiding coil tractor, erector ore rectton c tto obtat�t,and read the entire by anel Reommenrl.tions for B ac�lge'alt�^,ateCorinnc F, • +.`i". 9 .3t<arr�mii;er�tssPlate Insii R'Nl11f� , leiatecQtli tor.`,sr. e� atWell' °�f 1i+vr�gm is s ct(t`e�ultin'� a.�a7 � rry� e7anaage�'to2�. �ucture krh�l a.. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suits 200 Madison, Wisconsin 53719 (608)833.5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein bybuilding designers, installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America, N All terntpot'arybacinc shouIdbctooieSs 0 grade marked Jurnbel loll onne nons.� �e x ode=morT 40f 'loci n2ils. All a�sume�2�on'ce >��eror�le���,All;mult,-�ly:'� ravvin TRUSS STORAGE CAUTION: Trussr sshouldnotb72 e' unloaded on rough terrain or ur evensurtaces vvnich could cause ifarra„ge toth„e,�t,��ss. •'. sncxv r .u,a U7yIONT�rwss�esstared��ho zdn taail. � �s,ppo es,ion b1oaFCtng�P�� � � X�ess � eral ,aq,,.�,,,� ndir,��air>i�;Jesserimois�ure ai ,�• r . .ant arir%clti,Imlxer6'.tilt[ebiro�vir.,s�y;,e6(x::. i�sa2?a.vsn ,,,.vccwr ,q ` 'ii3r ut 1 , Krli� Y;ldr 4Ti.' FKM W Ylf,M !<9fi '3 I ;;Y1,S711 J lS ;yct 1 LIIiRl o. brea "ba ding`�4 ialatro Y t-r�be9rn � Car dr d R Ir Do 1 R' n 8 tr t SS1e5F jy � 5�1�File 4ir � i� �-•! o I (I�„i }1]onut us�ca�naI'csses ' �, . � Tl��xc'.M:,...:� Frame 60a or Tess 60° /or less, Approximately 1/2 truss length Approximately\ Tag 1/2 truss length Line Truss spans less than 30'. I( -I.;, Less than or equal to 60' Less than or equal to 6o' brace 1 qboo�,° i i�`Sd s gS g° nu . (iNSTALLATI(3N Strongback/ SpreaderBar or above r m mid -height i_' \^Top Chord Typical vertical LBT\ attachmentFGroundBrace UTJ '�e�GBV �: •' \ .`` ''�s�'j Strut 77 Str ntal tie member with a (HI) Pruse of bra cup of truese (EB) Frame 2 a 12 __7 4 or greater ASSPyI\ O� 'V o � Top chords that are laterally braced can buckle togetherand cause collapse Others lanodiago- nalbracing. Diagonalbracingshouldbenailed to the underside of the top chord when purllna are attached to the topside of the top chord. Over 28' - 42' 3, Over 42' - 60, 3, Over 60, SI �F- Douglas Fir -Larch IF - Hem -Fir Continuous Top Chord Lateral Brace —� Required 10' or Greater l Attachment Required SP - Southern Pine SPF - Spruce -Pine -Fir Iy 1'M" 11 1 hh ` 4'I II 4+11' 1 ' ilf''1�11 Fh r Ng � h��`plq v dl I' RD �N4 �h61 {TOP CH0p1 tl l �tiUI yl rtl w�dm"Ililtir 1L BRACE SPAN .IiPJGPllaar�lu.c�i�'�;�Irl "CMINIM LDIAN� r UM �LATERA�_Bt�EJ' (DBS) )TCN 'Iil SPACING L11tIRlpS/usses1 " U to 32' P! , aqP / 4!12 S' Over 32' - 48' Over 4S' - 60' 20 I 15 f 4/12 6' 10 4 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 [Required ntinuous Top Chord All lateral braces eral Brace --�` lapped at least 2 f trusses. r 10" or Greaier Attachme Required '',PITCI-tcD TFWSS Frame 3 :SCISSORS TRUSS.:, LrrM 4 .ih 4v —i e�hry I T rp^ ; e� I' tl a I 4tf 4 t ' Ba41omlch'ord dtago at eacfi'encf. oftf e9b sp::3mg as top'chor un'. H ,n? r.�'Y,,._cn .M..x!(i.:,ix'L+� �W a. ry � iNiwl un,I4 1 RD F I IN M v BR%�'CE §PIA ITCI ��UII��I�� �I II It iIrSPAIC'lll4p�usaulyl�;S)��II II�5�mmf���yy Ill I u IGI I I �I4w I IPolltl ,.I.1111u 9 U to 32' 4/12 15' 20 Over 32' - 48' 4112 15' t p Over 48' - 60' 4/12 15' 6 4 Over An' See a registered professional engineer 5 �91�if�r�',h;rul7g,t*liiG O �ICHORD � GO'�IA�LI BH.4 E YfrIJ63BS� upl .� P 15 7 �, QF' l3ouglas Flr Larch "1,� SP "Southern PIne i r +} HF�FFJemN Fir v rt , r, 4tr SPFS Spruce -Pine -Fir �arJ...l� � r flr� � \.•II .,: �I wGiy N,�, l-_{i'y� I• w rji j.{ ��Hit �'` }i4r '•� x :4iy I P a.i I:z, I lateral braces ry lapped at feast 2 it I`t' ry I II 2 11`t1F { ry L . P; •;ppi ',,�'Ii�Iti1� �tr.,�..: a.8!,>d .i�, x3i,.p.�$Rt�, - -1i I � I t r ,MYgewp I m iryr ui n a ... r/ W X I tl wV x mnux, , 4nMa n i it I�_i ,•ii,2 ;I .: rtM1I.-;u Ix�.p'G:'(f!'S� tll �(. T' G4; tryVi�(.C;ii,!y l' .':y.btlyA: l�lrt�_',!. ,-:! _ b i �' ee OF t IF �I 1� f� jr' y 8•�'{.tiF i �� ,� ',}f sV ,.,1�1, �W. �;� , r - IJ I t I � Cross bractnu repeated y,,i,.°at•each ;end;of: the it, i l4 " qt IN, I I nl i I I "gg n'�t II, �����i� {� I ypit.. b4t Mw atu9,, �.,A,�I �i�i�l' �� r OP CHORD ��il TOP CHO DAGOfVAL 13 CE ,��z,.r1i14i4,� �t��5f,�� SPAN Its t't i7 ,�MIf,I1MUilA tp1TCH tit���, ���` TERAL BRACEr' SPACING LBti"uss , . SP�CINGDB�,i �. i �}}� .1... I�...ul,l:, I �hlisr'r•,r:T ..":•� SP DF' SPF HF'� U to 24' 3/12 8'1 17 12 Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' 3/12 6' 6 ur - uougias rir-uarcn 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 togatharand ca use collapse it there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord IM0N0TRUSS '' 4 r �...\ i� / i G' 0. 0� �Jye �STAL"'LATION TOLERANCES,? 12 L �3or \greater p Length L(in) All lateral braces lapped at least trusses. Continuous ToD Chord Lateral Brace Required 10' or Gre Attach m e Required T. Lesser of 2:114,U200 or 2" L(in) BOW L(in) Truss I 108" 2 g' 11 Depth I -- ........:::::::::::::::::I:::::::::::::::..........., D(in) T::::::::::::::::::::::::::::......... I I ±y4 Lesser of I Lesser of L/200 or 2" D/50 or 2" 4aximum 11splacement Plumb Line + G .004 Rt • L'jin)"� °il %200 1 a L(ft} 50" 1 4" 4. ' 00" 1/2" 8.3' 150" 3/4" 12.5' ''_L(in) L/200 L(tt) 200" 1 " 16.7' 250" 1-1 !4" 20. 8'"' OUT -OF -PLUMB INSTALLATION TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. l" , I s,e 11,_ ��'s' '. ��� � co ,r;,=, ,�. a';t, �1a pll�c�• utraxrat mwr,airr, .eat�ilx ma yra,' ,,.,'�aR�:wa' , T, e, `.��.1.� ell . ' ' •�',�� 4� Frame 6 test vwL.1\IIVV DESIGN INFORMATION This drsigl is far an individual buiklutg emnpouent and Ims bem, based on btfmmaUon provided by Unc ellcnl. Tile designer dhehhns any roponsibUlty for da.,,.C-. exult of faulty or fne rat hdonnouun. speelllmUom annd/or dcslgns lurnlabcd to the Miss designer by the elltnl and the mntetnw or accuracy of 'h'. I.donnaU'. u n may rcble ro a ope- cUl. project and amcpts no ( ponsrblUly or excrcLses no control with regard to fabrla- Iko,n. handltrig. shipment and Installation of n.uaao. Thb''" h.s b.en;I—Igr,ed ea.n bidlvldual building component in accordance tAll, msir TI n-1995 and NDS-97 to be bnt,,q ated as part of the building design I,y a Building belgner Iregbty d-ehneet..r pmresslorul englnce,l. When revtc,ced for uppro,al by the bulkling delg,mr, the design Fadings sbon•n must be chocked to be sure that uu, data shown are in agr"..d will. Um tarot building cedes, local eihnatie records for Mnd or snow loads. prgeet speelfloUo.a or ap-W applied loads. Unless h­. truss has not been designed for storage or occupancy loads. The design assumes compression chords Ilop of botloml are mnUnu- omly braced by sheaunb.g uni.w oUurnsse apeeNed. Nh.. bouom chonis In tcnsbn .rt not fully braced kt_[. r by a properly applied ,tg1,1 ce114,g, they should be bn,ccd .t a rnadmunt apac4,g of Ify-(T a... Conn¢lor plates sha111x manufactured Iron 20 gauge hot dipped gal.anbed steel m¢1b,4 AS -Mt A 653. Grade 40. unless ou,erwise .lows,. FABRICATION NOTES Piro, to fabrteamn. the fabiltalor shall reyten this dmwb,g to y Uy umi lib dmoing is in mnianmanee wu), Uoe (ab,ieai..n's pb ,_ and to _11'.. canllnub.g ,espomtbnUty for ..eh y 1- flo.tbn. Anv disacpaneln ale to be put 4, milb,g belo,e be or f.brhollo,,. Plates shall not be tnstalled o, er knolhoto. knots or dblonted grain. Memlx,s sh.0 be cut for llyhl fitting wood to wood hearing. Can. ncetnr plates Shall he looted -in both faces or the Inms with 1-03 fully Imbedded and shall be $pa about the Joint unless oihenalse sbown. A 5a4 plate Is 5- aide a 4' long. A 6x6 plate is ti wide x 1f long. Slots (hala) in pi mlkl to the plate length speellted. 11 n61e cuts on web mmben shall led at the a t'old ill the Webs unless mhcneise shmno l. Co,ntrlor plate silo are '""nu nn .1 es Imsed on I Inc fnrccs shmm and may need lobe blv... ed for tt tales hand- t4.g and/or t(ecllon atrmes. Tbb truss Ia not Io be 1-tok led ,nil, Il,e reta,d nt lien red lumber ,andonnd— othenrbe shoves. For addIU-1 .1awn on Quality Control rder to ANSt/rA 1-1995 PRECAUTIONARY NOTES All bracu,g and ercatton reamommd.Ua are to be foiloaed In accordance with -Handling b.st.uo,g A Sn Ing', I IIB.91. Tlvsse .'.'to be handled mil, particular mie during banding .col bwdfb,g. dehve,y woad installation to a ld d.m.ge. Tunpor. ry and pen.w nt bracmg I or hnldb,g to b, . awrgtd and plumb pm- hlon and for restating lateral 1.( strain be deigned and Installed try olh.:n. Co 1of hand- ling is essential and e( Utnl bracing is ala�ys rr.Tulrcd. Norval plemullotuly action for lru!Sea ",dres such temporary bracing during hislalbllon beliveen trusses In asold toppling anA dmn4.olni,.. The ... yer•bM. M nKban or trtwes shall be under (h. control d pcnoim experienced In the bmlalbUon d trusses. Professional ad0ce shall be sought If needed. C.mtratbn of rnnstrueUon loads greater Ill." datkn, loads sloU not be applied to Inpse. at ally 'June. No 4nads otber than the welght of tl,e 11mlo4 s1oU h, at4+0e.1 In irossex until alter all laxlenb,t_mv1 hmdng is ewnpleled. HIP GIRDER IVIARONDA SYSTEMS 2x OF WO: HIPDETAIL T1: HIP OIYY:1 BLOCKING ADDED TO TOP CHORD STOP *HIP TRUSSCS TO SHORTEN. OSB' NOT TO EXCEED 24 "O.C. 0 BE NAILED TO TRUSSES w/ @ 12'r ON CEN. STAGGERED PRE-ENG'D TRUSS TOP WALL OF BUILDING JC 1!. 1L ..0. C L 1lJy.ILi0C ]all V V.Jr 1l o \1 s JCE ll THINNJ/ �Jt V S TEP ///7(��j//�/a- /]N�.(�y-q' x ll T 0.! fMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSF_ #0050068 la90 OREENBROOK Cr."EDO,1`1_32766 Doirn: Almrfr Anahiii vdHKIVItiVla: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shows, on I113 drawing Is nnl erer.Uon b,aeblg. wind bracing. portal bradng nr sbnilar bracing vtdcb b a part of the building design and ,ld,kh must be mmld.md by the b„Udb,g dcyner. Bmdng shorn is to( lateral xq.port d lnua memben rani' la reduce buckling length. 11ucBta,m roust he urode Io a b,.c ,g1.of a acb,g .l ends and speeUi,d Incatlans detvmbied by Uw buddb,g desigw r. Additional bratU,g of tint overall slruelure mar he , 1.1,.d. (Set 111U-91 vl 1Pn. Irruss Prate Instilute. TPn, b'-coned .t 583 O'Omdda D,tvr_ aladmnn, u•laconal,r 537it4. lr-777 n,17'I,• !'.,:ee. n..r. ter. .. ... — king. Job: --�� Uivg: Dsgnr: TLY Ctik: TC Live 16.0 psi 'I'C Dea(I 7.0 mr .BC .Live 0.0 psr 13C Deaf) 11).0 psf 'TOT/\L 33.0 nsr Truss ID: HIP r Date: 10-20-00 Durf-ac - Lbr. 1157 Durfac - Pit: 1.25 O.C. Spacing: 24.0" Design Criielia: TPI Code Desc: 5B- 29 I JB: NEW HAVEN A 4 AC: 10# UPLIFT D.L. WO: NEHA4 WE: TI: A ATY:1 � "- r DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any respomibWty for damages as a result of faulty or Incorrect Information. speclBrnthms and/or design 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 uerctses no control with regard to fabrlca. Lion. 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 (registered architect or professional engineed. 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 bads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specined. Where bottom chords In tension arc no fully braced laterally by a properly applied rigid ceding. they should be braced at a maxtmum spacing of 19-0' o.c Connector pates shall be manufactured from 20 gauge hot dipped gahanired steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such ver- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plata shag not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully 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 cots on web members shall meet at the centroid of the webs unless otherwise sham. Connector plate sizes are minimum sizes based on the (orris shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing'. 1110-91. 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 form 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 Instalbtion between trusses to avoid toppling and dominoing. The supervision of erection of tresses shall be under the control of persons uperienced N the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design toads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses untilafter all fastening and bracing is compacted. TOP CHORDS: 2x6 SP #1 D BOT CHORDS: 2x4 SP #1 D WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 822# Support 2 870# MAX LIVE LOAD DEFLECTION: L/835 at JOINT #11 L=-0.50" D=-0.50" T=-1.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.49" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.24" RMB - 1.00 6-9-12 0-6-6 T7� I 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. 125uph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type= Encl L= 40.0 ft W. 36.0 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 -4301 6.41 14-13 4058 0.78 2- 3 -4318 0.45 13-12 4079 0.79 3- 4 -3374 0.30 12-11 4147 0.67 4- 5 -3374 0.30 11-10 4147 0.67 5- 6 -4318 0.45 10- 9 4079 0.79 6- 7 -4301 0.41 9- 8 4058 0.78 =_ :a =Joint Locations=======________ 1)==Oa_ 0- 0 6) 29- 4-10 11) 18- 0- 0 2) 6- 7- 6 7) 36- 0- 0 12) 11-11- 6 3) 11-11- 6 8) 36- 0- 0 13) 6- 7- 6 4) 18- 0- 0 9) 29- 4-10 14) 0- 0- 0 5) 24- 0-10 10) 24- 0-10 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type - 0- 4- 0 1257 23 -822 BOT PIN 35- 8- 0 1256 0 -870 BOT H-ROLL 18-0-0 18-0-0 1 2 3 5 6 7 Face = 0-3-12 3X8 Q 2.00 I 5X8 4.00 2.00 0-6-6 4 o ✓ Face = 0-3-12 T 1 all 1 174-0 11 17-4-0 11 1 13 12 11 10 9 8 1257N 8.00" 1257# 8.00" a 36-0-0 (R1-5-2) I (R1-5-2) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1718 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNPbSA DROVIEDO.PLaz]nn 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 similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the bull" designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (Truss Plate Institute. TPI, is located at 583 D'Onaftto Drive. Madison. Wisconsin 53719). Eng. Job: WO: NEHA4 Dwg: Truss ID: A Dsgnr: TLY Chk: Date: 11-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.01 BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 13305- 0 Uesign: MaTnr AnalySIS !UB PAIH: C.'17EE-L0KV0BSWE1M4 HCS: 08.20.02 JB: Nrr�'.-1AVEN A 4 AC: 10# UPLIFT D.L. �JO: NEHA4 WE: DESIGN INFORMATION This design is for an Indvidual building cotponent and has been based on information provided by the client. The designer disclaim any responsibility for damages as a result of faulty or Inconect tnfor won, specifications and/or designs furnished to the crass designer by the client and the correctness or accuracy of this tnfomnation as It may relate to a spe- cific project and accepts no responsfblily or exercises no control with regard to fabrica- tion• handling• shipment and Installation of muses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional englneerl. 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 clanatic records for wind or snow loads• project specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tenslon are not fully braced laterally by a property applied rigid eetling, they should be braced at a maximum spacing of 10'-(Yo.c Connector plates shall be manufactured from 20 gauge hot dipped gJvanlmd steel meeting AM 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 confommnee with the fabricator's plans and to realise n continuing responslbday, for such vcA- ficullon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wile x 4- long. A 6x8 plate is 6' wide x it long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate stz are minimum sixes based on the forces shown and may need to be Increased for certaln hand- Wng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Itafomnation on Quality Control refer to ANSI/TW 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed In accordance with -Handling installing & Bracing'• HIB-91. Trusses are to be handled with particular pre during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a stmfght and plumb pas. Aron and for "t"U ng ht.-I to- shall be designed and Installed by others. Careful hand- ling is essenttal and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installatlon 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 Inds greater than the design loads shall no be applied to trusses at any Wne. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x6 SP #1 D BOT CHORDS: 2x4 SP #1 D WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 822# Support 2 870# MAX LIVE LOAD DEFLECTION: L/835 at JOINT #11 L--0.50" D=-0.50" T=-1.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.49" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.24" RMB - 1.00 6-9-12 0-6-6 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- 22.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L-'40.0 ft W. 36.0 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 -4301 0.41 14-13 4058 0.78 2- 3 -4318 0.45 13-12 4079 0.79 3- 4 -3374 0.30 12-11 4147 0.67 4- 5 -3374 0.30 11-10 4147 0.67 5- 6 -4318 0.45 10- 9 4079 0.79 6- 7 -4301 0.41 9- 8 4058 0.78 TI: Al 9TY:2 ==_ ==Joint Locations==== ___ ======_= 1) Oa 0- 0 6) 29- 4-10 11) 18- 0- 0 2) 6- 7- 6 7) 36- 0- 0 12) 11-11- -6 3) 11-11- 6 8) 36- 0- 0 13) 6- 7- 6 4) 18- 0- 0 9) 29- 4-10 14) 0- 0- 0 5) 24- 0-10 10) 24- 0-10 ----MAX. REACTIONS PER BEARING LOCATION--- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1257 23 -822 BOT PIN 35- 8- 0 1256 0 -870 BOT H-ROLL 18-0-0 18_0-0 1 2 3 1 5 6 7 3X8 Face = 0-3-12 0-8 4.00 2.00 I 5X8 - 3xa 3X8 M-6 T7� I 2.00 Face = 0-3-12 W08-0 1 174-0 174-0 i 13 12 I1 10 g 81 1257# 8.00" 1257# 8.00" (111-5-2) I !a 36-0-0 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 VANNESSA DR.OVIEDOXI-32766 Design: Afdrrir Analysis 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 bmcM& 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 truss shown is for lateral support of members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. AddlUonal bracing of the overall structure may be required. (See HIB-91 of TPII. Rtiss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wlsconstn 53719). JOB PATH: CATEE-LOXU011SWEIM4 T I scale = 0.1718 Eng. Job: :NEHA4 Dwg: Truss ID: Al _ Dsgnr: TLY Chk: Date: 1 1-05-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 , BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V709 05.02- 13306- HCS: 08.20.02 :o: NEW HAVEN A 4 AC: 10# UPLIFT U.L. WO: NEHA4 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Infomattn provided by the client. The designer disclalms 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 correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building trades, local climatic retards for wind or snow loads, project speedictons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bot(om) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied ngd 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 miew this drawing to verify that this drawing is In conformance with the fabricator's plva and to mallec a continuing responsibility for such ven- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plat" shall no d over be Installeer knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5.0 plate is 5' wide x 4' long. A 6x6 plate is 6' wide x 8' long. Slots (holm) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand. Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendaUors are to be followed In accordance with -Handling Installing A Bracing", HID-9 1. 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 tnstalled by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for truss" requires such temporary bracing during hiSlallatlon between trusses to avoid toppling and dommomg. The supervision of erection of musesshag be under the control of persons ecpertenced In the tnsta9atton of truss". Professional advice shall be sought if needed. Concentration of construction loads greater than the design Inds shall not be applied to trusses at any ttr a No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP -CHORDS: 2x6 SP #1 D BOT CHORDS: 2x4 SP #1 D WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 697# Support 2 688# MAX LIVE LOAD DEFLECTION: L/841 at JOINT #13 L--0.49" D=-0.50" T=-1.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.48" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.24" RMB - 1.00 r 6-3-12 0-6-6 T7� I 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- 21.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W= 36.0 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 -4299 0.41 16-15 4055 0.79 2- 3 -4328 0.45 15-14 4076 0.80 3- 4 -3648 0.18 14-13 4143 0.67 4- 5 -3360 0.15 13-12 3358 0.56 5- 6 -3650 0.18 12-11 4143 0.67 6- 7 -4327 0.45 11-10 4077 0.80 7- 8 -4299 0.41 10- 9 4056 0.79 TI: A2 9TY: ==-Joint Locations===========____ =1)= 0- =0- 0 7) 29- 4-10 13) 16- 4- 4 2) 6- 7- 6 8) 36- 0- 0 14) 11-10- 1 3) 11-10-15 9) 36- 0- 0 15) 6- 7- 6 4) 16- 6- 0 10) 29- 4-10 16) 0- 0- 0 5) 19- 6- 0 11) 24- 1-15 6) 24- 1- 1 12) 19- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1257 -31 -697 BOT PIN 35- 8- 0 1257 0 -688 BOT H-ROLL Ilk 16-6-0 k 3-0-0 L, 16-6-0 1 2 3 6 7 8 Face = 0-3-12 3X8 0 2.00 6X8 6X8 0 1 2.00 6-0-6 0-66-6 1 DAa 3X8 Face = 0-3-12 080 _I080 F� 15-84 3-3-8 11 15-84 11 15 14 1 1112 11 10 9 16-0 1258N 8.00" 1257# 8.00" (R1-5-2) I 1 36-0-0 L 1 -6-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1718 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA OROVIEDOXI-72766 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 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 truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). rllvss Plate Institute. TPI, is located at 563 D'Onofrio Drlve. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: A2 Date: 1-10-03 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA t.:ucc-L AVt/tla UVCffA4 NCS: 08.20.02 JB: NEW HAVEN A 4 10# UPLIFT D.L. WO: NEHA4" ^ WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the ehent 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- clfic project and accepts no responsibility or =embes no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This in- has been designed - an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered amhltect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads, project specifications or special applied bads. 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 ate not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 101-0' o.c. Connector plate shall be manufactured from 20 gauge hot dipped golvanlud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in canfonnance with the fabricator's plans and to realize a continuing responsibility for such ven- flratbn. Any discrepancies are to be put in writing before cutting or fabrication. Rath shall not be Installed over knotholes, knots or distoned grain. Members shall he cut for light fitting woad to woad bearing. Con- nector plates shall be located on both faces of the truss with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate 13 5- wide x 4- long. A 6x8 plate is e' wile x it long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenuoid 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 I. not I- be fabricated with fire retardant treated lumber urdess 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 wllh'Handltng Installing A Bracing'. HIB-91. Trusses ate 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 stall be designed and installed by others. Careful hand. ling b essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dommaing. The supervision of erection of tnwes shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design loads stall not be applied to trusses at any time. No loads other than the weight of the erectom stall be applied to to asses until after all fastening and bracing Is completed. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x4 SP #1 D 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 712# Support 2 715# MAX LIVE LOAD DEFLECTION: L/893 at JOINT #12 L--0.47" D--0.47" T=-0.94" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.50" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.25" RMB = 1.15 i 5-3-12 0-6-6 -L 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- 22.0 ft, Ira 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type- Encl L- 40.0 ft W. 36.0 ft Truss in 3SPr zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Reg ..TC... FORCE ... CSI 1- 2 -4233 0.73 2- 3 -4438 0.59 3- 4 -4166 0.28 4- 5 -3858 0.58 5- 6 -4172 0.29 6- 7 -4435 0.59 7- 8 -4232 0.73 ..BC ... FORCE ... CSI 14-13 3968 0.92 13-12 4329 0.76 12-11 3851 0.97 11-10 4326 0.77 10- 9 3967 0.92 TI: A.i QTY:1 _ _= __= === ==______ ==Joint Locations======= 1) 0- 0- 0 6) 26-10- 1 11) 22- 7-3,2 2) 6- 0- 0 7) 30- 0- 0 12) 13- 4- 4 3) 9- 1-15 8) 36- 0- 0 13) 9- 1- 1 4) 13- 6- 0 9) 36- 0- 0 14) 0- 0- 0 5) 22- 6- 0 10) 26-10-15 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1256 -11 -712 BOT PIN 35- 8- 0 1256 0 -715 BOT H-ROLL- 13-6-0 9 0-0 13-6-0 1 2 3 0 6 7 8 4.00-1 Face = 0-3-12 0-8 6X8 2.00 1 6X8 J 7CiS I 2.00 Face = 0-3-12 08-0 12-84 1 11 9-3-8 12-84 1 1257# 8.00" 13 1 11 10 g 11-6-0 l� 1257# (R1-5-2) I 36-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA 13ROVIEDOXI-37766 Derian: Af air Anoh,h 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, wad bmcbag, portal 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 truss members only In 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 stmeture may be requbed. (See IIIB-91 of TPII. (Truss Plate Institute, TPI. Is located at 583 D'Onofrto Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 osf T 8.001, (R1-5-2) scale = 0.1718 Truss ID: A3 Date: 11-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION Thb design is for an individual building component and has been lased 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 deslgter by the client and the correctness or accuracy of this Information as It may relate to a spe- cd. project and accepts no responsfbWty or exercises no control with regard to fabrica. tion, handling, shipment and installation of trusses. This truss has been designed as an mdMdual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the budding design by n Building Designer (registered amhllecl or professional englneerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. Local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been destgned for storage or occupancy Inds. The design assumes compression chords (top or bottom) am continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of IU-V o.c. Connector plates shall be manufactured from 20 gouge 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 fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed ever knotholes. knots or distorted gaud. Members shall be cut for tight fitting wood to wood bearing. Can. nector plates shall be located on both faces of the thus with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5z4 plate Is 5' wide x 4' king. A 6xB plate B 6' wide x 6' 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 aura are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling tnstalling & Bracing. III13-91. 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- ltlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- 11" is essential and creclon bracing h always required. Normal precautionary action for trusses requires such temporary bracing during installation between truism 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 Inds shall not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses until after all fastening and bracing is completed. 3: NEW HAVEN A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #1 D BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x8 SP #2 2,8 2x4 SP #2 4,6 3-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1076# Support 2 1076# MAX LIVE LOAD DEFLECTION: L/879 at JOINT # 4 L=-0.47" D--0.49" T=-0.96" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.20" RMB - 1.15 T 4-3-12 3X4 Face = 0-3-12 2.00 I 0-8 WO: NEHA4 WE: TI: A4 ATY:3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 3-PLY Hip Master designed to carry 71 0" open jacks (no webs) across center and Hip Jack Truss framed to BC WndLod per ASCE 7-98, C&C, V- 125mph, H- 22.0 ft, i= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L= 40.0 ft W. 36.0 ft Truss in INPT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -13196 0.30 14-13 12479 0.66 2- 3 -15546 0.35 13-12 12579 0.66 3- 4 -16868 0.31 12-11 15233 0.61 4- 5 -16868 0.31 11-10 15230 0.61 5- 6 -15543 0.35 10- 9 12577 0.66 6- 7 -13193 0.30 9- 8 12477 0.66 __======_===c:Joint Locations====:s.= ==_=_= 1) 0- 0- 0 6) 29-10- 0 11) 18- 0- 0 2) 6- 2- 0 7) 36- 0- 0 12) 10- 6- 0 3) 10- 6- 0 8) 36- 0- 0 13) 6- 2- 0 4) 18- 0- 0 9) 29-10- 0 14) 0- 0- 0 5) 25- 6- 0 10) 25- 6- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 6- 0 -46 10- 6- 0- TC Vert L+D -100 10- 6- 0 -100 25- 6- 0 TC Vert L+D -46 25- 6- 0 -46 37- 6- 0 BC Vert L+D -20 0- 0- 0 -20 10- 6- 0 BC Vert L+D -43 10- 6- 0 -43 25- 6- 0. BC Vert L+D -20 25- 6- 0 -20 36- 0- 0 Concentrated LBS Location BC Vert L+D -1361 10- 6- 0 BC Vert L+D -1361 25- 6- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 3200 0 -1076 BOT PIN 35- 8- 0 3200 0 -1076 BOT H-ROLL 3-PLYS REQUIRED 10-6-0 15-" 10-6-0 1 2 4 6 7 6X8 3X4 6X8 0 JA4 3X4 0-66-6 -L I 2.00 Face = 0-3-12 0-80 10-042 14-6-8 b 10-0-12 1 13 1 11 0 9 8 3201# 8.00" 3201# 8.001t 1-6-0 36-0-0 1 6-0 (R15-2) I 1362# 1362# (R1-5-2) EXCEPT AS SHOWN PLATES ARE TL20 GA TE D PER ANSI/TPl 1-1995 scale = 0.1718 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: NEHA4_ LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DWg:Truss ID: A4 _ CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 11-05-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing ponal bracing or sunllar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFac - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Addillonal bracing of the overall structure may be required. (See HIB-91 of TP0. BC Dead 10.0 Psf Design Criteria: TPI 9 LICENSE #0050068 (rruss Plate institute TPI. Is located at 593 D'Onofno Drtve. Madison. Mscomw 53719). Code Dese: FLA 1005 VANNESSA DP OVIEDO.M327W TOTAL 33.9 psf I V: 9.05.02- 13310- 4 ". moor: ­1 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 disclabns any responsibility for damages as a result of faulty or incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or =orclses no control with regard to fabrica- tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/7P1 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional englneed. 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 (cods. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. 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 ceding. they should be braced at a maximum spacing of 10'-0- o.e Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- flcnUon. Any discrepancies arc to be put In writing before cutting or fabrication. Rates shall not be ttutalled over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of the thus with trolls fully imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x W long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the mmmid of the webs unless otherwise shown. Connector plate sizes are mintmum size 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 ANSIfMl 1-1995 PRECAUTIONARY NOTES AB bracing and erecUon recmntnendatbns are to be followed In accordance with -Handling Installing R Bracing-. H1B.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. [Lion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and ereeuon bracing is always required. Normal precautionary action for trusses requites 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 Inds greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: NEW HAVEN A 4 AC: 10# UrL..-. ,:).L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 555# Support 2 586# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T--0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" We a 1.15 6-1-2 0-4-3 WO: NEHA4 Wc.- 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= 22.0 ft, I= 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. Encl L. 40.0 ft W= 21.3 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 -1149 0.34 8- 7 993 0.57 2- 3 -875 0.30 7- 6 993 0.57 3- 4 -875 0.31 4- 5 -1149 0.36 TI:G Ali:. ==Joint Locations=e:=_____ === =1) 0- ==== 0 0 4) 15- 8-12 7) 10- 8- 0 2) 5- 7- 4 5) 21- 4- 0 8) 0- 0- D 3) 10- 8- 0 6) 21- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 750 60 -555 BOT PIN 21- 2- 4 749 0 -586 BOT H-ROLL Ilk 10-8-0 11 10-8-0 1 2 1 4 5 0 4X6 M n 21-4-0 8 750ff 3.50" 7 6 1-0-0 /Duff 3.50" (R0-11-1—I I (C) 214-0 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 VANNESSA DR.OVIEDO.FL32766 11YAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwbng is not election bmclng. wind bracing. portal 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 truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 Of TPI). rrruss Rate Institute. TPI. is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). 5-8-3 0-4-3 I (RO-11-11) scale = 0.2871 Eng. Job: WO: NEHA4 Dwg: Truss ID: G Dsgiir: TLY Chk: Date: 11-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0"_ BC Dead 1o.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 1331 1- 5 11Cs: 08.20.02 JB: NEW HAVEN A 4 AC: 1LIFT D.L. WO: NEHA4 TI: G1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = =_ __==== Joint Locations=====__________ This design for an Individual building BOT CHORDS: 2x4 SP #2 ccaiposite result of nultiple loads. 1) 0- 0- 0 5) 16- 6-12 99- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assigned to be 2) 4- 9- 4 6) 21- 9- 0 10) 0- 0- 0 provided by the client. The designer disclaims anyrespoautbllttyroraarnagesasaresunor continuously braced unless noted otherwise. 3) 9- 0- 0 7) 21- 4- 0 faulty orincorrect infommtion,specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: WadI,od per ASCB 7-98, C6rC, V= 1251dph, 4) 12- 4- 0 8) 12- 4- 0 and/or designs furnished to the truss designer Support 1 572# H= 22.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandtheconectnessoraccuracy Support 2 604# Bld Type. Enel L= 40.0 ft W. 21.3 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of lids information as It may relate toapc- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf 0- 1-12 749 60 -572 BOT PIN wiles project and accepts no responsibility L/999 exembes no control with regard to fabrtea- L=-0.03" D=-0.03^ T=-0.06" Impact Resistant Covering and/or Glazing Req 21- 2- 4 749 0 -604 BOT H-ROLL Uon, handling. shipment and installation of trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC ... FORCE ... CSI ..BC ... FORCE ... CSI Individual building component in accordance with T- 0. 03" ANSIrM 1.1995 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 --957 0.27 l9- 8 1808 0.32 as pan of the building destgn by a Building To 0. 02 ^ Designer (registered architect or professional 3- 4 -810 0.19 8- 7 1028 0.37 engineer). When reviewed for approval by the RMB a 1.15 4- 5 -953 0.27 budding designer, the design loadings shown 5- 6 -1182 0.33 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 deign assumes compression chords (lop or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc 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. 9-0-0 3-4-0 9-0-0 Grade 40. unless otherwise shown. Ilk 1 2 5 6 FABRICATION NOTES fabricatora o Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to 4X8 4X6 realize a continuing responsibility for such ven- fleaUon. Any discrepancies are to be put in _ — writing before cutting or fabrication. Plate shall not be Installed over knothole, knots or distorted groin. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of 2X4 2X4 the law with nafb fully imbedded and shall be Sx4 .paLaate is s wide xua long. otherwise A pla soli.te is :-' 5-3-2 4-10-3 wide x 8- long. Slots (holes) ran parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs 0-4-3 unless otherwise shown. Connector plate at= 04-3 art minimum size trued on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This taus Is not E ill — to be fabricated Wth lire retardant treated —s— lumber unless otherwise shown. For addlUonal 3X6 3X4 6X8 3X6 IY tnfornatlon on Quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with -Handling installing R Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- nbn 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 trussestnusrequires such temporary bracing during Installation between trusses to avoid toppling and dominotng. The supervision of erection of muse shall be under the control of persons experienced in the installation of tres. Pmfessbnal advice shall be sought if needed. Concentmtion of construction bads 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. M 21-4-0 10 9 g 7 �� 750# 3.50" 750�/ 3.50.1 (RO-11-11) I ie 214-0 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 VANNESSA DROVIEDO.FZ92766 YYAKNIN(ii READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a pan of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf shown Is for Lateral support of thus members only to reduce buckling length. Provisions must be BC Live 0.0 psf made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (see HIB-91 of TP0• BC Dead 10.0 psf (muss Plate Institute, TPI, is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). TOTAL 33.0 (RO-i 1-11) scale = 0.2871 Truss ID: G1 Date: 11-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" - Design Criteria: TPI Code Desc: FLA _­5". mra,u ,maay,r, JUu FAIII: (,salt-LUAVUH51NtNA4 1/CS: 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 resporulbglty 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- c81c project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This thus has been designed as an Individual building component In accordance "I] ANSI/7P1 1.1995 and NDS-97 to be Incorporated ns part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes• local climatic records for wind or snow loads, project spetUkatbns or special applied Inds. Unless shown• tnus has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid cetlbtg, they should be braced at a maxtrnum spacing of 10'4- o.c. Connector plate shall be manufactured from 20 gauge hot dipped galvrnlzed 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 rnllze a continuing responsibility for such veri- flcallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be tnstalled over knotholes. knots or distorted gain. Members shall be cut for tight Btting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nags fully Imbedded and shall be sym. about the Joint unless otherwise sham. A 5x4 plate is 5' wide x 4' brig. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sires are mintmum stres based on the forces shown and may need to be increased for certain hand- Bng and/or erection stresses. This buss is not to be fabricated with fire retardant treated lumber uniess otherwise shown. For additional Information on Quality Control refer to ANSI/7" 1.1995 PRECAUTIONARY NOTES Ali 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 tnstallation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb port Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is esscntlal and erection bracing is atways required. Normal precautionary action for trusses requires such temporary bracing during btstallatlon between trusses to avoid toppling and dominoing. The supervision of erection of trusses slag be under the control of persons experienced In the Installation of'ruses. Professional advice shag be sought If needed. Concentration of cons Won loads greater than the design loads shall not be applied to trusses at any Lime. No Inds other than the weight of the erectors stag be applied to trusses until after all fastening and bracing Is completed. JB: NEW HA'o.::. ', 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 WndLod per ASCE 7-98, C&C, V- 125nph, H- 22.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.3 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.07" D=-0.07" T=-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.00 T 4-3-2 0-4-3 R WO: .',..a4 WE: MULTIPLE LOADS -- This design is the compoAll COMPRESSION multipleite result Of RESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 7' 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 636# Support 2 636# --TC... FORCE ... CSI 1- 2 -2799 0.29 2- 3 -2710 0.48 3- 4 -2429 0.77 4- 5 -2732 0.50 5- 6 -2816 0.29 --BC ... FORCE ... CSI 10- 9 2466 0.42 9- 8 2427 0.52 8- 7 2480 0.46 5X10 cxR '1 10 9 1463# 3.50" 1-0-0 (RO-11-11) I 43 #21-4-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED EROANSU7PI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afafris Analysis i I: G2 ATY:2 _ = =_ ===Joint Locations======__=====ere: =1) 0_0 0 5) 17- 4-12 9) 7- 0- 0 2) 3-11- 4 6) 21- 4- 0 101 0- 0- .0 3) 7- 0- 0 7) 21- 4- 0 4) 14- 4- 0 8) 14- 4- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0, TC Vert L+D -100 7- 0- 0 -100 14- 4- 0 TC Vert L+D -46 14- 4- 0 -46 22- 4- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 14- 4- 0 BC Vert L+D -20 14- 4- 0 -20 21- 4- 0. Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 14- 4- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1-12 1462 0 -636 BOT PIN 21- 2- 4 1466 0 -636 BOT H-ROLL 3-10-3 0-4-3 Tr� I 1466# 3.50"I�f I 430a (R0.11-11) scale = 0.2871 IIYAKIVIIVV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shorn an this drawing is not erection bracing, wind bracing, portal bracing or slndlar bracing which is a part of the building design and which must be considered by the building designer. Brae ing shown is for lateral support of truss members only to reduce buckling length. Provislons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. (truss Plate Institute, TPI, is located at 593 D'Onofrto Drive. Madison, Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asf Truss ID: G2 Date: 11-05-02 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:I7EE-L0KV0BSWE11A4 TICS: 08.20.02 DESIGN INFORMATION This design Is for an individual building component and has been based on tnformation Provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incom ct Information. specNmuom and/or designs furnished to the cuss designer by the client and the correctness or accuracy of this Information as it nay relate to a spe. clflc project and accepts no responstbWty, or exercises no control with regard to fabrica- tion. handling shipment and Installation of trusses. This ss trum uhas been designed os an Individual building component In accordance with ANSI/771 1.1995 and NDS-97 to be Incorporated ss pan of the bulldtng design by a Building Designer (registered architect or professional englilmd. 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 Inds, project spechl=Uons or special applied Inds. Unless shown• truss has not been designed for storage or occupancy (cods. The design assumes compmilou 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 cethng, they should be braced at a maximum spacing of IU'-U' o.e. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI'M A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veA- BmUon. Any discmpancles are to be put in willing before cutting or fabnmilon. Plates shah not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Co i- nector plates slab be located on both faces of the truss with naps fully Imbedded and shall be sym. about the joint unless otherwise shown. A 50 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 shah meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown and tray need to be tnereased for eenairn hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For adiink nal information on Quality Control refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with -Handling Installing li Bracing', HIB-91. Tnwn arc to be handled with particular cam during banding and bundling delivery and tmtallaUon to avoid damage. Temporary and penna»ent bracing for holding trusses In a straight and plumb pos- Ition and for misting lateral form shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during installation between trusses to avoid toppling and dominotng. The supervision of erection of lnusn 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 terse. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: NEW !EN A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.00 4-3-5 0-3-15 I .. �. NEHA4 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, CSC, V- 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type. Encl L. 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI .-BC ... FORCE ... CSI 1- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 — TI: H ATY:4 ,joint Locations=:s = ei====_ __ == =1)= ===0- - 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-16-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13. BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER•BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL Ilk 9-10-13 1 2 3 4 — 3-9-15 9-10-13 I I 5 4 209# 4.95" 1-5-0 423# 2.50" (R1-4-12)0 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4912 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1006 VANNESSA D0.0VIEDOXI-32766 I)-;- era,.;, WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shownn on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of thus members only to reduce buckling length. Pmovtslons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addltional bracing of the overall structure may be requbed. (See 1118-91 of TPI). ffruss Plate Institute. TPI• is located at 583 D'Onofrio Drive. Madison. Wiscotvbn 53719). Eng. Job: WO: NOW— Dwg: Truss ID: H Dsgm: TLY Chk: Date: 11-05-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" - BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05-02- 1331 A- R TICS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the dlem- The designer disclaims any responsibility for damages as a mull of faulty or incorrect Information, speallatlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as a may relate to a spe- eNc projmt and accepts no responsibility or cxerctses no control with regard to fabria- tlon, handling, shipment and installation of trusses. This miss has been designed as an Individual building component In accordance tvllh ANsI/7PI 1-1995 and NDS-97 to be Incorporated as pan of the brdlding design by a Building Designer (registered architect or professlonal englneed. When reviewed for approval by the building designer, the design loadings shave must be checked to be sure that the data shown arc in agreement with the local building codes, local clinatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conttnu- ously braced by sheathing unless otherwise speeified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0• o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing b in conformance with the Nbrtmtors plans and to realize a continuing responsibility for such vent. flcaBon. Any discrepancies are to be put in writing before cutting or fabrication. Plales shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with nods fully imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate b 5• wide x 4• long. A fits plate is s• wide x s- brag Skrts (holes) rim parallel to the plate length specified. Double cuta on web members shall meet at the centrwid of the webs unless otherwise shown. Connector plate slur are minimum sizes based on the forces shown and tray 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. Far addltlonal Information on Quality Control refer to ANSIjiPI 1.19% PRECAUTIONARY NOTES As bracing and erection recommendations are to be followed In accordance with 'Handling Installing A Bracing', 11113-91. Tnusm are to be handled with particular are during banding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- luon and for resisting lateral form shall be designed and Installed by others. Careful hand. ling is esserttal and erection bracing is always required. Norval precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing The supervision of erection of truss- shall be under the control of persons experteneed in the installation of trusses. Professional advice slag be sought If needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed JB: NEW HAVEN A 4 .h_ ':0# 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. Field Connection at Support 1 must be able transfer 168 pounds of horizontal reaction PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D- 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB . 1.15 4-3-2 0-4-3 I WO: NEHA4 ' - WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear an 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= 22.0 ft, I= 1.00, hycp.Cat. B, Xzt= 1.0 Bld Type. Encl L. 40.0 ft We: 7.0 ft Truss in 1N'T zone, TCDL. 4.2 psf, BCDL- 6.0 psf Ihpact Resistant Covering and/or Glazing Req TC... FORCE ... CSI-.BC... FORCE ... CSI 1- 2 -69 0.99 4- 3 -2 0.84 TI: J ' � QTY:10 -----Joint Locations===a. 1) 0- 6- 7 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 7 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 6-10-12 151 168 -355 TOP PIIN 0- 1-12 274 198 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 6 0000 3-10-3. 1 1 7-0-0 ' 4 275a 3.50" 3 1_1_0 151a 2" j(RO-11-11 77-0-0 sea 4.50so" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DROVIEDO.FL32766 Design: Matrix Analysis 1IY/HKNIN V: 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 bmeing 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 truss members only to reduce buckling length. provisions must be made w anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sce HIB-91 of 71)• Raw Plate Institute, TPI, Is located at Ss3 D'Onofrio Drive, Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKUOBSWEIM41 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Attach w'th (3) 10d "Coe-aib$ Attach with (2) LOd Toe -Nails scale = 0.4929 Truss ID: J Date: 11-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 - O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: NEW HAVEN A 4 AC: 10# UPLIFT D.L. WO: NEHA4 WE: TI: J1 ATY:B " r DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer di-b"n's any respomibWty for damages m a result of Information. or Incorrect brmation. specifications and/ar designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cifle project and accepts no responsibility or ecerebes no control vrilh regard to fabrics- Lion, handling. shipment and Installation of trusses. This truss has been designed as an IndMdual building component In accordance with ANSI/7PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (reglstered architect or professional englneed. 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, beef climatic records for wind or snow loads• project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assume compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maxhnum spacing of 10'4y 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 malt, a continuing responsibility for such verl- Bcation. Any discrepancies ale to be put In writing before cutting or fabrication. Plato shall not be Instatled over knotholes• knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nectar plates shall be located on both faces of the tress with nulls fully imbedded and shag be sym. about the Jotnt unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate s 6' wife 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 sires are minimum ns sibased 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 tnformatlon an Auality Control refer to ANSI/7P1 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed In accordance with -Handling Installing & Bracing'. NIB-91. Trusses are to be handled with particular care during banding and bundling• delivery and installation to amid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing s always requlmd. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to amid toppling and dominoing. The supervision of erection of utrsses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought it needed. Concentration of construction loads grater 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 truss= until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 141 pounds of horizontal reaction PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D- 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 3-3-14 EXCEPT AS SHOWN PLATES Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #005W68 1005 VANNFSSt DROVIEDOXI-3276e 0-4-3 i 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- 22.0 ft, i= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L- 40.0 ft W. 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -50 0.65 4- 3 -2 0.50 == = ========_______ Joint Locations===== 1)= _0-=6- 7 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 213 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL $-1-8 Ilk 1 2 0 2-10-15 L 5-1-8 4 3 213N 3.50" 110N 2.50" 1- 1-0-0 � 5-1-8 61// 50" (R0-11-11) c/L: -0-4 ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY Chk: BRACING WARNING: TC Live 16.0 psf Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or strnliv bracing 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 determined by the building designer. Additional bracing of the overall structure may be requlred. (See HIB•91 of TPB. BC Dead 10.0 r (� rrruss Plate institute. TPI. is located at 583 D'Onofrio Drove. Madison. Wisconsin 53719). TOTAL 33.0 psf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6319 Truss ID: J 1 Date: 11-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA u nrign: mmru Angst; JUH PAM C:17tE-LUKU0BSINF11A4 HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of tr cs. This truss has been designed as on individual building component in accordance wits ANSI/7P1 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional englnmr). 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 Inds. project speciflcauors or special applied Inds. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-(r o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwing to verify that this drawing is in conformance with the fabncatofs plans and to rnbze a continuing responsibility for such verl- flcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector Plato shall be located on both faces of the truss with wits 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) 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 sirs are minimum sins 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 Infomaton on Quality Control refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with-HandWg Installing b Bmebng. HIB-91. Trusses are to be handled with particular core during bonding and bundling, delivery and tmtallaUon to avoid damage. Temporary and permanent bracing for holding tnlsses in a straight and plumb pos- Itmn 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 muses 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 mstallation of tnrssn. Professional advice shall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to tomes until after all fastening and bracing Is completed. JB: NEW HAVEN... , 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. Field Connection at Support 1 mmmst be able transfer 86 pounds of horizontal reaction PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D= 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: To 0.00" RMB - 1.15 WO: NLr.' . i WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be (narked on truss. Shim or wedge if necessary to achieve full bearing. WndLod per ASCE 7-98, C&C, V- 125niph, H- 22.0 ft, i= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req --TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 29 0.25 4- 3 -2 0.19 " ... J 2 ATY:8 == == _ ====Joint Locations=== - - ==========1) 0 6- 7 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 148 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL* 3-1-8 1 2 1-1045 9 3-1-8 4 3 148# 3.50" 67# 2.50" L 1-0-0 3-1-8 37# 2 0" (-' � (RO-11-11) C/L: 3-0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Was VANNES4A DR.OVIED0.1'1-327aa WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bmeing or similar bmcing which Is a pan of the building design and which must be considered by the building designer. Bracing shown is for ateml support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (Sce [JIB-91 of M). frruss Plate Institute. TPI, is located at 583 D'Onofrto Drove. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.9039 Truss ID: J2 Date: 11-05-02 DurFac - PIt: 1.25 O.C. Spacing: 24.0" - Design Criteria: TPI Code Desc: FLA Design: Afatht Analysis JOB PA77f: C'17EE-L0KU0BSWF1M4 HCS. 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information p,ovlded by the chent. The designer dbclaams any responsibility for damages as a result of faulty or InroTo Information. speclllealbns and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- cific project and accepts no responsibility or exembes no control with regard to fabrlca- Uon, handling, shipment and installation of muses. This truss has been designed as an Individual building component In accordance with ANSI/LPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer (registered architect or professional engmeerl. 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 cihnatic records for wind or snow bads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes conpressslon chords (top or bottom) are conOnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a properly applied rigd cowing. they should be braced at a maximum spacing of 101-0` o.c Connector plates shall be manufactured from 20 gauge hot dipped gahmnlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing b In conformance with the fabrtcators plans and to realize a continuing responsibility for such veri- tiChtion. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fl" wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nalls fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- brig. A US plate is 6* wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate slur are mlntmum sties 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 Ouallty Control refer to ANSI/IPI 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 avold damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral form shall be designed and bstalled by others. Careful hand. Wag b essential and erection bracing is always required. Normal precautionary action far trusses mqulres such temporary bracing during Installation between trusses to aaaid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No Inds other than the weight of the erectots shall be applied to trusses until after all fastening and bracing b completed. JB: NEW HAVEN A=,- .C: 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. Field Connection at Support 1 must be able transfer 26 pounds of horizontal reaction PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 WO: NEHp►4` 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, Hit 22.0 ft, I- 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type- Encl L- 40.0 ft W. 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 Tl: j, ­ ATY:8 = ---joint Locations====__======= 1)==0==6 == 7 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 7 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 82 32 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 1 2 0 Attach with (1) 10d Toe -Nails 1-3-14 T 0-4-3 0-10-15 Attach with (1) 10d Toe -Nails L 1-1-8 L 4 3 83# 3.50" 25# 2.50" 1-0-0 Din1-1-8 13N 2.5p" (RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 1-0014 YYAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: LMMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf SAN FORD, FL. 32771 Bracing shown an this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is n part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-oo64 Fax (407) 321-3913 shown IS for lateral support of truss members only to reduce buckling Length. Provtslons must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations delerinbned by the building designer. Additional bmeing of the overall structure may be required. (See HIB-91 of TP1). BC Dead 10.0 psf LICENSE #0050068 ffruss Plate Institute, TPI, Is located at 583 D'OnoMo Drive. Madison. Wisconsin 53719). 1005 VANNESSA DILOVIEDO.M32766 I TOTAL 33.0 Dsf scale = 1.5869 Truss ID: J3 Date: 11-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: C:ITEE-LOKUOBSNEHA4 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 dlschism any responslbWty for damages as a result of faulty or incorrect Information, specification and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It tray relate to a spe- ainc, 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 buflding component in accordance with ANSI/TM I.1995 and NDS-97 to be Incorporated as part of the building dmtgn by a Building Designer (registered architect or Professional enghiml. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that tire data shown are in agreement with the local building codes. local elinatic records for wind or snow loads. Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. where bottom chords in tencon are not fully braced laterally by a properly applied rWd celLng, they should be braced at a maxhnum spacing of I(Mr o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanlred steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrimtlon, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plaru and to realize a continuing responsibility for such veri- Ocation. Any discrepancies are to be put in writing before cutting or fabrication. Mates shall not be installed war knotholes, knots or distorted grain. Membcra shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with =03 fully Imbedded and shall be sym. about thejobnt unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run paraflcl to the plate length specs led. Double cuts on web members shall meet at the centroid of the wehs unless otherwise shown. Connector plate stras are minimum sues 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 Ore retardant treated lumber unless otherwise sham. For additional Information on Quality Control refer to ANSI/TM 1-1995 PRECAUTIONARY NOTES AO bracing and erection recommendations are to be followed in accordance with -Handling Installing A Bracing'. HIB-91. Trusses are to be handled with panhvLv care during bandtng and bundling, delivery and Installation to avoid damage. Temporary and pernanent bracing for holding trusses in a straight and plumb pm - Man and for resisting Lateral forty shall be designed and Installed by others. Careful tand- ling is essential and erection bracing is always required. Normal precautionary, action for trusses requires such temporary bracing durisig Installation between misses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of Wsses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design Inds stag not be applied to trusses at any Ibne No Inds other than the weight of the erectors shall be applied to trusses unto alter all fastening and bracing is completed. B: NEW HAVEN A 4 AC: 104 UPLIFT TOP CHORDS: 2x4 SP #1 D BOT CHORDS: 2x6 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 161 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 230# MAX LIVE LOAD DEFLECTION: L/436 at Mid -panel # 1 L--0.19" D- 0.03" T--0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 4-3-2 0-6-6 1 NEHA4 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= 22.0 ft, I= 1.00, 1bcp.Cat. B, Xzt= 1.0 Bld Type- Encl L= 40.0 ft W. 7.0 ft Truss in Wr zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC...FORCE... CSI 1- 2 71 0.90 4- 3 -43 0.58 TI: Q -----Joint ==Joint Locations=====._________ 1)-=0==4-13 3) 7- 0- 0 2) 7- 0- 0 4) 0- 4-13 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 138 161 -329 TOP PIN 0- 4- 0 271 230 -419 BOT PIN 6-10-12 97 0 -87 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE; ` Support 1 419# Support 2 329# Support 3 87# 7-0-0 1 2 0 Attach Witb (3) I 10d Toe -Nail$ 2-5-6 1-7-0 Attach with (2) 10d Toe -Nails 3.00 I 0-8-0 6-4-0 4 271# 8.00" 139#32.50" 1-0-0 98# 50n' (R0-11-11 7-0-0 1I' EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 640-12 _ pp° scale = 0.4929 WPkKNIN(U: READ ALL NOTES ON THIS SHEET. Eng. Job: H haronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: 9 - CONTRACTOR. Dsgnr: TLY Chk: Date: 11-05-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawling is no 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 TC Dead 7.0 psf DurFae - Pit: 1.25 - (407) 321-0064 Fax (407) 321-3913 shown is Ion Lateral support of truss members only to reduce buckling length. Provtston must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified hicitlons determined by the building designer. AdAdditionalDe$I Additional bracing of the Overall structure may be required. (See HID-91 of TM . BC Dead 10.0 psf n Criteria: TPI g LICENSE #0050068 rrmss Plate Institute, TM. Is located at 583 D'Onofrlo Drive, Madison. Wisconsin 53719). Code Dese: FLA 1003 VANNESM Dn.OVIEDO.FLa2760 TOTAL 33.0 PSf V;V: U9.U5.U2- 13321- 1 Design: Afarrir Anafyris JOB PAP): C:17FF-LORU0BA%F-11A4 03.20.02 JB: 1.- HAVEN A 4 AC: 10# UPLIFT D.L. WO: NEHA4 WE: DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the client. The designer disclaims any naponslbWty for damages as a result of faulty or Incorrect Information. specificallons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrics. tion. handling. shipment and Installation of trusses. This truss has been designed as an Individual bullding 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 engtncer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are mnunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maxtmum spacing of 10'-0' o.c Connector plates shall be manufactured from 20 ppuge hot dtpped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plats and to ma ize a continuing responsibility for such verl- flcation. Any dtsctepancles are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing Con. nectar plates shall be located on both faces of the truss with nalls fully imbedded and shag 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 centmid of the webs unless otherwtse shown. Connector plate sizes ore minimum slur livm based on the forshown and may need to be increased for certain hand- Iing and/or erection sUesses. This Was 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 Ali bracing and erection recommendations ate 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 plumb pas. Ilion and for resisting lateral form shall be designed and Installed by others. Careful hand. ling is essential and erection bracing la allays required. Normal precautionary action for trusses requlm such temporary bracing during litsiallallon between trusses to avoid toppling and dominotng. The supervision of erection of trusses shall be under the control of persons experienced in the Wtallatlon of trusses. ss Profeional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TI: R3 ATY:2 TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to ______ -.-Joint Locations==========__=__ BOT CHORDS: 2x4 SP #2 ® either edge of web(s) shown. Bracing MUST be 1) 0- 0- 0 3) 11-11- 7 5) 5-11-12 WEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 5-11-12 4) 11-11- 7 6) 0- 0- 0 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS ------------ BEAR. BLK: 2x8 SP #2 Brace must extend at least 90% of web length Uniform PLF From PLF To Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 14'-0". TC Vert L+D -46 -1-10- 9 -46 12- 7- 7. All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 11-11- 7 continuously braced unless noted otherwise. composite result of multiple loads. Concentrated LBS Location WndLod per ASCE 7-98, C&C, V. 125mph, Shim or wedge if necessary to achieve full bearing. TC Vert L+D -31 1- 4- 4 H- 22.0 ft, i= 1.00, Exp.Cat. B, Rzt- 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -48 3- 9- 1 -70 6- 1-15 Bld Type. Encl L= 40.0 ft W= 12.0 ft Truss Support 1 600# TC Vert L+D -98 8- 6-12 in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 2 577# TC Vert L+D -127 10-11-10 Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE BC Vert L+D -6 1- 4- 4 MAX LIVE LOAD DEFLECTION: Support 1 261# BC Vert L+D -19 3- 9- 1 L/606 at JOINT # 5 L=-0.23" D- 0.00" T--0.23" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D BC Vert L+D -44 6- 1-15 -60 8- 6-12 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2085 0.84 6- 5 1969 0.47 BC Vert L+D -76 10-11-10 T- 0.05^ MT. 0.05"ZONTAL LIVE LOAD DEFLECT4' 31t1 2- 3 20 6 0.96 5- 4 48N 169 0.42 + 70JJ MAX. REACTIONS SR BEARING LOCATION ----- ggggo� Vert :;E: R FARING LOCA Type 2="5- 7 716 + ; -577 TOP H-ROLL RMB - 1.00 12-6-11 0- 4-13 647 261 -600 Byr PIN 1 2 3 3.33 4-3-10 0-6-1 1 1-0� 1.68 I 0-1-12 i T 1-" I 1 10-11-7 6 5 647f1 9.56" 4717N 2.50" 1-LO-9 11-1 70-8-0 (RI-10-7)(RI-10-7) 1 6N 19N 44N 60// 76N EXCEPT AS SHOWN PLATES ARE Ti20 GA TESTED PERiNSI/TPI 1-1995 scale = 0.4621 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems111 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: R3 CONTRACTOR. Dsgnr: TLY Chk: Date: 11-05-02 4005 MARON DA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 SAN FORD. FL. 32771 Bracing shown on this drawing Is not erection bracing. wind bracing. portal bracing or sbnitar bracing which is a pan of the building design and winch must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 - (407) 321-0064 Fax (407) 321-3913 shown isfor lateral support of truss members only to reduce buckling length. Provisions must be BC Live o.0 pSr O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See IBB-91 of M. BC Dead 10.0 p5 f Design Criteria: TPI LICENSE #0050068 fRuss Plate Institute. TPI. is located at 583 D'Omofrlo Drive. Madison. Wscanstn 53719). ,,s Code Desc: FLA 1005 VANNE59A DP OVIEDo.R32700 TOTAL 33.0 psf V:0 05.02- 332 - 14 Design: Matrix Analysis JOB PA77f: C:17EE-L0KV0BSIA'EHA4 HCS. 08.20.02 JB: NEW HAVEN A, -: '-C: 10# UPLIFT D.L. WO: NEHAa.'•:: WE: TI: I.-. ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to =_____===Joint Locations=============== =0- design is for an lndMdual building [- BOT CHORDS: 2x4 SP #2 either edge of web(s) shown. Bracing MOST be 1) 0- 0 3) 11-11- 7 5) 5-11-12 onent and has been based on Information `dbyth c nLThedna�sa disclaims WEBS: 2x4 SP #3 sitioned t0 rovide equal 5-i1-12 4) 11-11- 7 6) 0- 0- U for gee a result of or da 2x4 SP #2 2 SLIDERS: 2x4 SP #2of sseegments OR 2x4 T-bracee nailed flatdto edge2) orinsmgu or incorrect a s web with w 3"x 0.120" nails spaced 8" o.c /or ------------ TOTAL DESIGN LOADS ------------ designs furnished to the truss designer BEAR. ELK: 2x8 SP #2 Brace (mist extend at least 90% of web length Uniform PLF From PLF To by the client and the correctness or accuracy Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1-10- 9 -46 -1- 2-15. of this lnfommuon as it may relate to ape- c project and accepts noresponsibilityandtofric All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the TC Vert L+D -9 -1- 2-15 -9 12- 7- 7 ex n - exetclses no control with regard to fabrtca• continuously braced unless noted otherwise. composite result of multiple loads. �� p BC Vert L+D -10 0- 0- 0 -10 11-11- 7_ tton, handling. shipment and wtallatlon of trusses. This truss has been designed as an WndLod per ASCE 7-98, C&C, V. 125ngph, Shim or wedge if necessary to achieve full bearing. Concentrated LBS Location Individual building component in accordance with H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHMULE: TC Vert L+D TC Vert L+D -12 2- 0- 5 -31 5- 7-10 ANSI/7PI 1.1995 and NDS-97 to be incorporated Bld Type. Enel L= 40.0 ft W= 12.0 ft Truss Support 1 600# TC Vert L+D 9- 2-14 as part of the build[" design by Building Designer (registered architect or professional 1n END zone, TCDL= 4.2 psf, BCDL- 6.0 psf P P Sum Support 2 577# TC Vert L+D -45 -73 12- 0- 1 engineer). When reviewed for approval by the Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE BC Vert L+D -7 2- 0- 5 building designer. the design loadings shown MAX LIVE LOAD DEFLECTION: Support 1 260# BC Vert L+D -19 5- 7-10 must be checked to be sure that the data shown L/999 BC Vert L+D -23 9- 2-14 are[ agreement with the local building codes. local elhmtie records for wind or snow loads. L=-0.12" D= 0.04" T=-0.07" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D -25 11-11- 7 project specincatIons or special applied loads. MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0 04 ^ 1- 2 1572 0.84 6- 5 -1729 0.20 ----MAX. REACTIONS PER BEARING LOCATION ----- Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top bottom) . MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0. 07 ^ 2- 3 1638 0.95 5- 4 -201 0.18 13# 31i/ X-Loc Vert 12- 5! 7, 284 Horiz UP ft Y-Loc Type 0 5 H-ROLL or are continu- braced by 0- 4113 226 7•Mp 260 -600 'SOT PIN oust' sheathing unless otherwise specified. Where bottom chords in tension are RMB - 1.00 12-6-11 not fully braced laterally by a property applied j rigid2 ceding, they should be braced at a 3 maximum spacing of t0'-0' o.c. Connector plates shall be runnufactured from 20 gauge hot 33 dipped galvard-d steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in confomL111ce with the fabricators plans and to realize a continuing responsibility for such vest. f cation. 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 fitting wood to wood bearing. Can. rector plates shall be located on both faces of the truss with nalb 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 members shall meet at the centrold of the webs unless otherwise sham. Connector plate sixes arc mtnimum sizes based on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated wfire retardant tainted lumber unless otherwise shown. For additional tnm foration on Quality Control refer to ANSlfM 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing-, HIB-91. Trusses an: to be handled with particular care during banding and bundling, delivery and Installauon to amid damage Temporary and permanent bracing for holding trusses in a straight and plumb pos- Man and for resisting lateral forces shall be designed and Installed by others. Careful hand- Iing is essential and erection bracing is allays required. Nonnal precautionary action for (misses requites such temporary bracing during installation between is- to amid toppling and domboing. 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 Inds 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. 4-3-10 0-6-1 t 0-" 2-5-5 1.68 0-9-9 0-74 1 11-1-14 6 5 226# 9.56" 4 285# 2.50" 1-10-9pla 1-11-7 �as-o (Rl 10-7) 8# 20# 23# 26# (R0.8 5) EXCEPT AS SHOWN PLATES ARE TL20 GA ESTED PER ANSI/TPI 1-1995 scale = 0.4621 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNP-45A DROVIFDOXI-32766 Design: Matrix Analysis 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 slmllar bracing which is a part of the building design and which must be considered by the building designer. Bracing sham Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the ovem0 structure may be required. (See IIIB•91 of 7Pn. fftum Plate Institute. TPI, is located at 593 D'Onofrb Drive. Madison. Wisconsin 53719). JOB PATH: C:1TEE•L0KU08SINEIU4 Eng. Job: Dwg: Dsgnr: TLY Clfk: WO: NEW" Truss ID: R4 Date: 11-05-02 TC Live 16.0 psf DUrFac - 1 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0"- BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psi I V:0 05.02- 1 325- HCS: 08.20.02 - ': NEW HAVEN A 4 DESIGN INFORMATION 7hb design is for an Individual bugdtng component and has been based on infomnatan provided by the client. The designer disclaim 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 Wornation as It may relate to a spe- cwc project and accepts no responsibility or exerclses no control with regard to fabrtca- tion, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-19%and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered archltecl or professlonal englneeri. 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 budding codes, lord ctbnatIc records for wind or snow loads.prgect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords Itop or bottom) are cantlnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laternly 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 AS7M A 653, Grade 40. unk, s otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing W verify that this drawl" is in conformance with the fltcoloel plans and to mallet a continuing responsibility for such veri- fication. Arty discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wand to wood be2rtng. 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 flsS plate Is fr wide x 9- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the form shown and nay need to be Increased for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional 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 t4 Bracing". HIB-91. Trusses ate to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses N a straight and plumb pos. Ilion and for resisting lateral form shad be designed and installed by others. Careful hand- ling ls essential and erection bracing 13 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 central of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction Inds greater than the design Inds stag not be applied to le trusses at any time. No ads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 SLIDERS: 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 1 422# Support 2 303# Support 3 65# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L=-0.17" D= 0.02" T--0.15" MAX HORIZONTAL 70TAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 3-9-6 0-" — 1L NEHA4 WE: Analysis based on Simplified Analog Model, MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 235# -TC...FORCE ... CSI--BC... FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 0.40 TI: S QTY:2 __===____=====Joint Locations======____ 1) 0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 242 235 -422 HOT PIN 5-11- 4 75 0 -65 HOT H-ROLL WndLod per ASCE 7-98, CFC, V- 125mph,- H= 22.0 ft, I- 1.00, Exp.Cat. B, 1Czt= 1.0 Bld Type= Eacl L- 40.0 ft W. 6.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 6-0-8 1 2 6.00 Attach with (4) lOd Toe -Nails 2-2-8 14-2 Attach with (1) 10d Toe -Nails 3.00 I 0-8-0 CRI 1 5-0-8 4 3 242## 8.00" 1-0-0 � 127rV 2.50" -8 76#/ .50" (110-11-11)1 C#L: -114 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports scale = 0.5553 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE&%A DP OVIEDO.Fl-32766 Design: Mavis Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not erection bracing• wind bracing, portal bracing or similar hmdng 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 nude to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISee HIB-91 of TPB. rituss Plate Institute, TPI• is locoed at 583 D'Onafrio Drive. Madison. Wisconsin 53719). JOB PATH: C.ITEE-LOKU011SWEHA4 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: S Date: 11-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 JB: NEW HAVEN A 4 At—..2-4 UPLIFT D.L. DESIGN INFORMATION Ibis design is for an Individual building component and has been based on intonation provided by the ehent- The designer dfsclaans 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 bdonnatlon as It may relate to a spe. cific project 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 individual building component In accordance with ANSI/IPI 1-1995 and NDS-97 Lobe Incorporated as part of the budding design by a Budding Designer (registered architect or pmfessioroal engtneerl. When reviewed for npprwrl 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 erodes. local cWnatic records for wind or snow loads. project speeineltions ar special applied loads. Unless shown, truss has not been designed for storage or occupancy (cods. The design assumes compression chords (top or botton) are conttnu- ousy 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 rnaxbnan spacing of 10'-O' o.e Connector plates shad be manufactured from 20 gauge hot dipped gahanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drowing b in confotnnance with the fabricators plans and to realize a continuing responsibility for such vert. fication. Any discmpancles an to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood beating. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wile x 4' long. A 6x8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specllled. Double cuts on web members shall on at the centrold of the webs unless otherwise shown. Connector plate sbcs are mininum sire based on the forces shown ma y ay 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 Qual ty Control refer to ANSI/IPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -handling Installing & Bmcing', H15-91. 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 straight and plumb pos- Ition and for resisting lateral forces shall be designed and buta8ed by others. Careful hand- ling Is essential snd erection bracing M always required. Nonnal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing, The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any lhne. No loads other )fan the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 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 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L=-0.06" D- 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 3-1-6 0-6-6 WO: NEHA4 - 'c�` WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -48 0.54 4- 3 -269 0.26 TI: T ' ' ^ ATY:2 -Joint Locations=====_________ 1)==0==0==0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 198 195 -368 BOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndLod per ASCE 7-98, CSC, V= 125mph, H- 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft We, 4.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4-8-8 1 2 3.00 I 0-8-0 4-0-8 I�QI I 4 Ir 3 199# 8.001n 98# 2.50" �" 1-0-0 - 4-8-8 60# 2 50" (R0.11-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L:7-4 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDOYL-327GG Design: Afairis Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwtng is not election bracing. wind bracing. portal bracing or slndlar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown b for lam Lateral support of truss members only to reduce buckling length Provisions must be made to anchor lateral bracing at ends and specified locations detennlned by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of IPB. (truss Plate Institute. M. Is located at 583 D'Onofrio Drh•e. Madison. Wisconsin 53719). JOB PATH: C:I7EE-LOKUOSSINE/U4 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Attach with (4) lOd Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6741 Truss ID: T Date: 11-05-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" - Design Criteria: TPI Code Desc: FLA TICS: 08.20.02 DESIGN INFORMATION This deign b for an indlvldual building component and has been based on Infonmatlon provided by the client. The designer disclaims any responslbWty for damage 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 os It may relate to a spe- cifk project and accepts no responsibility or exercise no control with regard to fabrim- Uon. handling, shipment and Installation of muse. This truss has been deslgrred as an Individual building component in accordance with ANSI/7P1 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 deign loadings shown must be checked to be sure that the data shown are in agreement with the local building code. Local cWnalk records for wind or snow loads, project specdicatiom or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specl8ed. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized sleet meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in confornunce with the fabricator's plans and to reaper a continuing responsibility for such veri- flcaUon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knothole. knots or distorted grain. Members shall be cut for tight fitting wood to wood tearing. Con. nector plates shall be lasted on both faces of the truss with nalls fully imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate Is 5' wile x 4' Long. A 6x8 plate is 6' wile 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 stye are minanum size based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This thus is not to be fabricated with fire retardant ea trted lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reco m iendations are to be followed in accordance with "I landling instilling A Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and totalled by others. Careful hand- ling is essential and erection bmcWg b always required. Normal precautionary action for trusses requlms such tempotary bracing durMg installation between trusses to avid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of lrvsses. Professional advice shalt be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. lo ads ads other than the weight of the erectors shrill be applied to trusses until after all fastening and bracing Is completed. JB: NEW HAVEN A 4', 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 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 1 293# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 WO: NEHA4- : WE: Analysis based on Sillplified Analog Model. MULTIPLE LOADS -- This design is the Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 35 0.28 4- 3 -112 0.15 TL U ' QTY:2 = - --===Joint Locations=======_ ___ ==== =1)====0- 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 69 99 -181 TOP PIN 0- 4- 0 155 143 -293 BOT PIN 3- 3- 4 43 0 -41 BOT H-ROLL WndLod per ASCE 7-98, CBC, Vo 125mph, H- 22.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.4 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req 3-4-8 1 2 1-6-8 0-8-2 1 3.00 I 0-8-0 i 2-8-8 4 3 155# 8.00" 70# 2.50" 1 1-0-0 3�3-8 44# 2 0" e (RO-11-11) -3-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports C/L: WAKNIN(4: READ ALL NOTES ON THIS SHEET. Eng. Job: =Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psr SA NFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or sinm0ar bracing which is a part of the building design and which must be considered by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of thus members only to reduce buckling length. Provisions must be BC Live 0.0 psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detemihned by the bullding designer. Additional bmcing of the overall structure may be required. (See HI8-91 of TPI). BC Deadpsf 10. U LICENSE #0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). loos VANNESSA DMOVIEDO.FL32766 TOTAL 33.0 psf Detign: Morris Ana4u t JOB PATH: C:ITEE-LOKUOBSINEIIA4 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8577 Truss ID: U Date: 11-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0'r Design Criteria: TPI Code Desc: FLA HCS. 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on mfornatlon provided by the client. The designer diselabas any responsmNty, for damages as a result of faulty or Incorrect Infornauon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this lnfortation as It may relate to a spe- eNc project and accepts no responsibility or exercises no control with regard to fabnca- tlon, handting, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TW 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes. local c1lmaUc records for wind or snow Inds. project Specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied ngld ceding, they should be braced at a maximum spacing of 10'-0- o.c. Connector Plates shall be manufactured from 20 gauge hot dipped g rlwnl-d steel meeting ASIM A 653. Grade 40. unless otherwtse shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realise a continuing responsibWty, for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed mer knotholes. knots or distorted grain. Members shall he cut for light fitting wood to wood bearing, Con- nector plates stall be located on both faro of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x6 piste s 6' wide x 8' long. Skis (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the wehs unless otherwise shown. Connector plate size are minimum sirs based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This tress is not to be fabricated with fire retardant treated Lumber unless otherwise shown. For additional Information on quality Control refer to ANSI/T'PI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handling Instilling A Bracing', HIB-91. Trusses are to be handled with particular care dung landing and bundltng, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- mon 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 bmcing during installation between trusses to avoid toppbg and dominoing. The supervision of erection of tresses shall be under the control of persons experienced In the InstalisUon of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design loads stall not be applied to trusses at any time. No lands other than the weight of the erectors shall be applied to tresses until after all fastening and bmeing is completed. JB: NEv:*:.*"EN A 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 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 59 pounds of horizontal reaction MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" To, 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 1-10-0 T 0-" NEHA4 WE: Analysis bash 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- 22.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type. Encl L- 40.0 ft W- 2.0 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Fact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -19 0.06 4- 3 -7 0.04 - - TI: V ATY:2 = = == =-Joint Locations=_________ 1) 05==Locations­­ =­­_ 3) 2- 0- 8 2) 2- 0- 8 4) 0- 5- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1-11- 4 48 59 -125 TOP PIN 0- 4- 0 113 69 -218 BOT PIN 1-11- 4 19 0 -4 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 218# Support 2 125# Support 3 4# 'I 1 2-0-8 1 2 Face = 0-3-12 3.00 I 0-8-0 11 1-4-8 I 4 3 114# 8.00" 48# 2.50" 1-0 0 I 2-0-8 19# 2. 0" �° (RO-10-11) C/L: 1- 1-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANsirm 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FI_. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE //0050068 loon VANNE68A DROVIEDOXI-32766 rn..:.... t/—a- I....A. 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 shniku bracing which is n pan of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor Lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TP0. (truss Plate Institute, TPI, Is located at 563 D'Onofrk Drive, Madison. Wisconsin 53719). Attach with (2) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.1455 Eng. Job: WO: NEAAU Dwg: Truss ID: V Dsgnr: TLY Chk: Date: 1 1-05-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 13329- 1 S HCS: 08.20.02 JB: NEW HAvr...A 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an Indlvldual 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 thus designer by the client and the correctness or accuracy of this tnfo=Uon as It may relate to a spe- cific project and accepts no responsibility or exerclses no control with regard to fabrica- tion, handling, shipment and WtaQatlon of trusses. ThB truss has been designed — an IndwWml budding component In accordance with ANSI/TPI 1.1995 and NDS-97 Lobe 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 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. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property apphed rigid ceding, they should be braced at a maximum spacing of IU-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped gabran(zed steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabricdlon, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to re tize a continuing responsibility for such vert- ficotion. Any discrepancies ate to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shah be located on both far of the lrusa with nnlh fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate V 5' wide x 4' long. A W plate is 6' wide x (i- long. Soli (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the 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 are to be followed In accordance with'Handling Installing 6 Bmdng'. 1118-91. Trusses are to be handled with particular tare during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding tnuses In a stmight and plumb pos- hlon and for resisting lateral forces shad be designed and installed by others. Careful hand- ling b essential and erection bracing is always required. Normal precautionary action for trusses requires such tempomry 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 Inds greater than the design Inds shall not be applied to trusses at any time. No Inds other than the weight of the creclon shah be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 93# Support 2 85# 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 T 1 WO: f._.",A4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndL,od per ASCE 7-98, C&C, V- 125mph, H= 22.0 ft, I- 1.00, Exp.Cat. B, Rzt_ 1.0 Bld Type- Encl L= 40.0 ft W= 0.6 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 4 0.01 4- 3 0 0.01 ,,I` TI: W ATY:2 a = ==________ =====Joint Locations______ l)0- 0- 0 3) 0- 7-10 2) 0- 7-10 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3-13 62 31 -93 BOT PIN 0- 6-14 25 0 -85 _BOT H-ROLL 0-7-10 1 2 Q a7-10 4 3 1-0-0 62# 7.60"26# 1.50" a7-lo (Ball-11) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 �Maronda Systems 4005 MARONDA WAY SANrORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DN.OVIEDO.FL32766 Design: Mmrir Analysis wAK11111NV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not erection bracing, wind bracing. portal bracing or similar hmcing which is a part of the building design and which must be constdered by the building designer. Bracing shown is for lateral support of truss memlzn 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 stmctum may be required. (See HIB-91 of TPI(. frruss Plate Institute. TPI. is located at 583 D'Onof-lo Drive. Madison. WLsconstn 537191. JOB PATH: C:I7EE-L0KU0BSWE1M4 TOTAL Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33.0 osf scale = 1.9490 WO: NEUT� Truss ID: W Date: 11-05-02 DurFac - UOr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0"- Design Criteria: TPI Code Desc: FLA V:09.05.02- 13330- 2C HCS: 08.20.02 .IEW HAVEN A 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer dtubtros 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- cdic project and accepts no responslbfhty or exercises no control with regard to fabrica. tion• handling, shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 Lobe Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local bulking codes. local climatic records for wind or snow loads• Project specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- omly braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid celing, they should be braced at a maximum spacing of 10'-T o.e Connector Plato shall be manufactured from 20 gauge hot dipped 921vanleed 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 fabricator's plans and to mail= a continuing responsibility for such ved. flcation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted grain. Members stall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the thus with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wtde x 4" long. A 6s8 plate Is 6" wide x 6" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are MWmum sizes based on the forces shown and may need to be Increased for certain hand - Ling and/or erection sttewes. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on guallty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcng and erection recommendations are to be followed In accordance with "Handling installing & Bracing'. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to nvold damage. Temporary and permanent bracing for holding trusses In a straight and plumb pas- Ition and for rc Isting lateral forces shall be designed and Install ed by others. Careful hand. Ling is essential and erection bracing is always required. Normal precautionary action for trusses requlfes such temporary bracing during Installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of pe a. experienced In the installation of trusses. Professional advice shall he sought if needed. Concentration of construction Inds 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 teases until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V- 125mph, H- 22.0 ft, I= 1.00, Exp.Cat. B, Rzt_ 1.0 Bld Type- Encl L= 40.0 ft W_ 7.2 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/873 at JOINT # 4 L--0.09" D= 0.01" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.12" RMB = 1.15 3-2-5 0-6-6 0-8-0 vt.4' WO: NEHA4 WE: TI: Y BTY:2 MULTIPLE LOADS -- This design is the __==__ _ ===Joint Locations----_ composite result of multiple loads. 1) 0 Oc 0 3) 7- 3- 0 All COMPRESSION Chords are assumed to be 2) 7- 3- 0 4) 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- Shimor wedge if necessary to achieve full X-Loci Vert Horiz Uplift Y-Loci Type bearing. 0- 4- 0 314 257 -420 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: 7- 1-12 232 0 -446 BOT H-ROLL . Support 1 420# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 2 446# Support 1 257# --TC...FORCE ... CSI .-BC ... FORCE ... CSI 1- 2 -128 0.79 4- 0 -593 0.40 0- 3 -22 0.61 7-3-0 Ilk 1 2 0 I 4 315# 8.00" 1-6-0 (111-5-13) D{e EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE &WSW68 1005 VAA7i ESSA DR.OVIEDO.Pt.32760 2.00 ) 7-3-0 WAKNINGS READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce bucking length. Provisions must be trade to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISee HIB-91 of TPP. (truss Plate Institute. TPI, is located at 593 D'Onofrio Drive, Madison, Wlsm stn 53719). 233N 2.50" Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.6576 Truss ID: Y Date: 11-05-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0"- Design Criteria: TPI Code Desc: FLA V:09.05.02- 13331- 21 HCS: 08.20.02 JB: NEW HAVEN A 4 AC: 10# UPLIFT D.C! -j'ti WO: NEHA4 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 bacorrcet 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- cNc project and accepts no responsibility or —raises no control with regard to fabrfco- lion, handling, shipment and installation of trusses. This truss has been designed as an individual building component In accordance with ANSVIT1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineed. 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 clknaUc records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conunu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped gihantud steel meeting ASTM A 653. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review Oils dmwing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verl- ficatlan. 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 fitUng wood to wood bearing. Con- nector plates shall be located on both faces of the trim 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 h 6' wide x 8' long. Slats (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 stars are minimum sties based on the forces shown and may need to be incre ased for certain hand. Wrg 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 A Bracing', HID-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. Man and for resisting lateral form shall be designed and installed by others. Careful hand. ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominomg. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is compieted. TOP CHORDS: 2x4 SP #2 B(YT CHORDS: 2x4 SP #2 SLIDERS: 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 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D- 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te, 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-2-5 T 0-h" 1 0-8-0 WE: V` Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 31 0.39 4- 3 -173 0.19 TI: Z ATY:2 � � ` i. __ ---- ====Joint Locations=========-====- 1) 0- 0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 208 117 -396 BOT PIN 4- 1-3.2 54 0 -42 BOT H-ROLL WndLrod per ASCE 7-98, C&C, V. 125mph, H- 22.0 ft, 1- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type. Encl L. 40.0 ft W- 4.2 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 4-3-0 1 2 I 4 208# 8.00" (R1-5-13) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #W50068 laaa VANNE39A DROVIEDO.FL377na Design: Matrix Analysis 4-3-0 _ 2.00 I 1-4-3 0-7-3 1 87# 2.50" 54# 2fl)" Over 3 Supports C/L: 4-1-12 WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dm" is not erection bracing, wind bracing, portal bracing or similar bracing which h a put of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See I IIB-91 of TPO. fetus Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PA771: C.I7EE-LOKUOBANEIU4 scale = 0.9574 Eng. Job: WO: NEHA4 Dwg: Truss ID: Z Dsgnr: TLY Chk: Date: 11-05-02 TC Live 16.0 psf DurFac - Lbr, 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V•09.0 02- 13332- 22 HCS: 08.20.02 JB: NEW HAVEN A 4 AC: 10# UPLIFT D.L. ' ' WO: NEHA4 WE: TI: Z1 ATY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ===Joint Locations=====__________ This design b for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. =1) = 0- 0- 0 3) 1- 8- 4 component and has been based ne tntsclabmn SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 1- 8- 4 4) 0- 0- 0 provided by the eUenL Thedeslgner disclatrns Shim or wedge if necessary to achieve full continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION_____ any responsibility for damages as a result of ��� y faulty or incorrect mfolmation.spedtleatiom g• WndLod per ASCE 7-98, C&C, V- 125mph, X-LOC Vert Horiz Uplift Y-Loc Type and/or designs fumbhedtothe truss designer H- 22.0 ft, I= 1.00, Bxp.Cat. B, Kzt- 1.0 0- 4- 0 133 64 -226 BOT PIN m by the client and the correctness oraecucy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type. Enel L. 40.0 ft W- 1.7 ft Truss 1- 7- 0 47 0 -125 BOT H-ROLL - of this Information as it may relate to a spe- Support 1 226# in END zone, TCDL- 4.2 sf, BCDL- 6.0 ciflc project and accepts no responsibility or Pand/or GlaziagfReq exembes no, control with regard to fabrtca- Support LOAD2DSFLECTION: Impact Resistant Covering Lion, handling, shipment and Installation of MAX tosses. This truss has been designed as an L/999 TC... FORCE... CSI BC... FORCE... CSI individual building component inaccordance wish L= 0. 00" D- 0. 00" T- 0. 00" 1- 2 -3 0.01 4- 0 -52 0.01 ANSI/TPI 1-1995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: as part of the building design by a Building T= 0.00^ 0- 3 20 0.01 Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: engncerl• When reviewed for approval by the building designer, the design loadings shown T= 0. 00" must be checked to be sure that the data shown are In agreement with the local bulling codes. RMB = 1.15 local climatic records for wind or snow loads. Project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are mnumu- ously braced by sheathing unless othetwse 1-84 specified. Where bottom chords in tension are 1 not fully braced laterally by a properly applied 2 rWd ceWng. they should be braced at a O maximum spacing of ID-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS7M A 653. Cmde 40. unless otherwise sham. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conform u.nee with the fabricator's plus and to realize o continuing responsibility for such veri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. 0-11-1 Plates shall not be grain. d over knotholes. T knoll or distorted gram. Member shall be cut IQ for tight filling wood to wood bearing. Con- nector plates shall be located on both fain of the truss with —Us fully imbedded and shall be sym. about the joint uniess otherwise shown. A 0-" Sid plates 5• wide x 4• long. A US Pete is6' wide x 8• long. Slots (holes) run parallel to the plate length specified. Double cuts on wcb members shall meezes t al the centroid of the webs n unils olherotherwiseshown. Connector plate si are minimum sir— based on the forces shown 5X8 and may need to be Increased for certain hand - Ling and/or erection stresses. Tbs truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7PI 1-1995 2.00 I PRECAUTIONARY NOTES 0-8-0 All bracing and erection recommendations are to be followed In accordance with 'Handling Plate Height installing 3 Bracing'. NIB-91. Trusses are to L 1-04 be handled with particular care during banding i /I .L = 0-2-1 and bundling, delivery and installation to avoid 4 3� damage. Temporary and pemanenl bracing 133# 8.00" 48# 2.50" for holding trusses 1n a straight and plumb pos- 1-" itlon and for resisting lateral forces shall be , 1_84 installed and talled by others. Careful hand- (R1-$-13 ling is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSLPrPI 1-1995 scale = 1.5681 required. Normal precautionary action for trusses requiem such temporary bracing during Wtallatbn between trusses to avoid toppling WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: NFHA4 and dominoing. The supervlslon of erection of tnrsso shall be under the ontrot of usse&. persons Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"'g Truss ID: Z1 _ eipeAemeed m the installation be so of t Ifneeded. CONTRACTOR. g concentration advice nstr be sought u neater Ds nr: TLY ehk: Date: 11-05-02 Concentration of construction leads greater than the design loads shall not be applied to BRACING WARNING: TC Live 16.0 Psf Durfae - Lbr. 1.25 m truisat any time. No loads other than the 4005 MARONDA WAY Bracing shown on this drawing h not erection brawind bra bracing bracing TC Dead 7.0 psf DurFac - Pit: 1.25 weight of the erectors shall be applied to SANFORD, FL. 32771 which s a of the building des ci^& eked, portal brat or signer trusses until after all fastening and bracing 1 A Igo and which must reduce considered by the . Provisions designer. Bracing O.C.Spacing: 24.0" - (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of taw members only to reduce buckling length. Irrovtslons must he BC Live 0.0 psf is completed' made to anchor lateral bracing at ends and specified locations determined by the building designer. n Criteria: TPI I TOMAS PONCE P.E. Additional bracing of the overall structure may be required. ism HIB-91 of M. BC Dead 10.0 p,Sf Design LICENSE #0050068 frrtss Plate Institute. TPI, is located at 50 D'Onofrio Drive. Madison. Wisconsin 53719). CODA Desc: FLA IaOa VANNESSA DMOVIEDOYL32786 I TOTAL 33.0 Dsf v-no nr. n7_ 1 nnav n,2 M Dirioa• Marne Annhrri, l+Cs: 08.20.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the ellent- The designer dischtrus any responslblllty, for damages as a result of faulty or Incorrect hnfomnation, specifications and/or designs fumhhed to the truss designer by the client and the correctness or accuracy Of this Information as It may relate to a spe- edle pr%cel and accepts no responsibility or uerclses no control with regard to fabrica. tlon, luindling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/77PI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local cU=tk, records for wind or snow loads, proJeet speetftratk ms or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in lenslon are no fully braced laterally by a Properly applied rigid Ceding. they should be braced at a maximum spacing of 10'-V o.c. connector phtes shag be manufactured from 20 gauge hot dipped galvanized steel mecting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- Ilcallon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed wer knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood boring. 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 US 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 wets unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and my 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 addiucnal Information on Quality control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erectlon recommendations are to be followed In accordance with -Handling installing @ Bracing. HIB-91. Tntssea are to be handled with Particular ore during banding and bundling, delivery and Installation to avoid damage Temporary and permanent bracing for holding muses in a straight and plumb pm. Ilion and for r llltng lateral forces shall be designed and hLstal ed by others. Careful hand. ling is essential and emetkm bracing is always required Normal precautionary action for trusses requires such temporary bracing during Installation between tnisses 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 truss" at any time. No loads other than the weight of the erectors shag be applied to truss" until after all fastening and bracing is completed. A NEW HAVEN 4 AC: ***** CUTTING ONLY **** TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 2-4x2 SP #3 GABLE STUD: 4x2 SP #3 1 WO: NII WE: **** Truss NOT designed for Wind Loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load) 9 IPA TI: F 1 9TY:2 =_ ===_======Joint Locations=====____===- 1) 0- 0- 0 13) 15- 2- 0 25) 13- 2-1p 2) 1- 2-10 14) 15-10-10 26) 11-10-10 3) 2- 6-10 15) 17- 2-10 27) 10- 6-10 4) 3-10-10 16) 18- 6-10 28) 10- 0- 0 5) 5- 2-10 17) 19-10-10 29) 9- 2-10 6) 6- 6-10 18) 21- 1- 4 30) 7-10-10 7) 7-10-10 19) 21- 1- 4 31) 6- 6-10 8) 9- 2-10 20) 19-10-10 32) 5- 2-10 9) 10- 6-10 21) 18- 6-10 33) 3-10-10 10) 11-10-10 22) 17- 2-10 34) 2- 6-10 11) 13- 2-10 23) 15-10-10 35) 1- 2-10 12) 14- 6-10 24) 14- 6-10 36) 0- 0- 0 16 17 2X4 1.5X3 1.5X3 1.5X3 1.5X3 1.SX3 1.5X3 1.5X3 1.SX3 1.5X3 1.SX3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2X4 1-4-0 I I:= 1: 1-4-0 2X4 1.5X3 1.5X3 1.5X3 1.5X3 1.SX3 1.5X3 1.5X3 LSX3 1.5X3 1.5X3 I.5X3 1.5X3 1.5X3 1.5X3 1.SX3 2X4 W=3X4 ,.7o s.*j 34 33 0# 1.50" 30 jr-4 F_i In am-4 7.1 1' � _�� � _� �� !� =e_1Q 26 I 21-1-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS1/TP1 1-1995 Cont. Support =Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOK Cr.OtnEDO.rts2r00 Design: Alturir Atwl sit YVAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Brachig shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmang of Lite Overall structure may be requir ed. ISce HIB-91 es TPII. es risPlate 1-1-itute, TPI, is located at 583 D'Onofrlo Drive, Madison. Wiswmtn 537191. JOB PA771: C:ITEE-LOKVOBS1NE1i4F 23 Studs ® 1. 4-0 o.c Eng. Job: Dwg: Dsgnr. TLY Chk: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 psf 20 191 0H 1.5011 scale = 0.3175 WO: NEH4F Truss ID: F1 Date: 3-04-02 WUIFU%- - LUI. I.UU Durfac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:01.25.02- 7435- 0 11CS: 12.19.01 DESIGN INFORMATION This design is for an individual building component and has been based on Information Provided by the client. The designer disclaims any responslbUKy for damages as a result of faulty Or Incorrect Information, speelfirattons and/or designs furnished to the truss designer by the client and the eonectness or accuracy Of this Information as It may relate to a 3pe- c01c project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of tnsso. This truss has been designed as an Individual building Component In accordance with ANSI/7P1 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered uehlteel or professional engilari. 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 coda. local climatic records for wind or snow Inds. pmo)ect $pee8lcatlors or special applied loads. Unless shown, tnw has not been designed for storage or Occupancy bads. The design assumes compression Chords Imp Or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension art no fully braced laterally by a properly applied rigid eeWng, they should be braced at a maximum spacing of Iff4r o.c Connector pht" shall be manufactured from 20 gauge hot dipped gahani" steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall reviewthis drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibWty for such veri. fication. Any discrepancies are to be put in writing before cutting or fabrication. Plata shall not be Installed Over knothot-. knots or distorted grain. Members shag be cut for tight fining wood to wood beartng, Con. nector plat" shall be located on both faces of the tress with naih 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 (holrsl rem parallel to the plate length specined. Double cuts on web members shall meet at the eentroid of the webs unless otherwise shown. Connector plate sies are minimum sizes based on the forces shown and may need to be increased for certain hand - it" and/or erection stresses. This truss is not to be fabrtcoted With fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "Handling Installing A Bractg'. HIB-91. Trusses are to be handled with particular care during banding and bundling dedlvmy and tnsm9atlon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pas. ttbn and for resisting lateral fort" shall be designed and installed by others. Careful hand- ling is essential and erection bracing is ahvays required. Normal precautionary action for taus" requires such temporary bract" during 1r151allaklon bfteen 111wes to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professioml advice $hall be sought Er needed. Concentration of construction loads greater than the design bads shall not be applied to tresses at any time. No kamds other than the weight of the erectors shall be applied to Wsses until after all fastening and bracing is completed. JB: NEW HAVEN 4 AC: TOP CHORDS: 4x2 SP #2 HOT CHORDS: 4x2 SP #2 4x2 SP #1 D 2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,14 MAX LIVE LOAD DEFLECTION: L/561 at JOINT #16 L=-0.43" D=-0.16" T=-0.59" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 WO: NEH4F WE: ®2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss *NOT* designed for wind load) ­TC ... FORCE ... CSI 1- 2 0 0.32 2- 3 -3809 0.53 3- 4 -3809 0.64 4- 5 -4966 0.50 5- 6 -4966 0.80 6- 7 -4966 0.49 7- 8 -3808 0.68 8- 9 -3808 0.51 9-10 -3808 0.53 10-11 0 0.32 30.00" typ. I� �1 2 3 4 2X4 4X10 1.5X3 3X4 1-4-0 4X8 3X10 W=3X4 1161# 8.00" 18 ..BC ... FORCE ... CSI 19-18 2271 0.65 18-17 2271 0.46 17-16 4692 0.89 16-15 4966 0.91 15-14 4693 0.87 14-13 2269 0.45 13-12 2269 0.65 10-8-0 �- 2-0-0 TI: F2 QTY:15 ____==-----===Joint Locations_______________ 1) 0- 0- 0 8) 15- 1- 8 15) 11- 8-12 2) 2- 9- 0 9) is- 9- 8 16) 9- 7- 4 3) 5- 3-12 10) 18- 4- 4 17) 5- 3-12 4) 7-10- 8 11) 21- 1- 4 18) 4- 7-12 5) 9- 7- 4 12) 21- 1- 4 19) 0- 0- 0 6) 11- 8-12 13) 16- 5- 8 7) 13- 2-12 14) 15- 9- 8 ----MAX. REACTIONS PER HEARING LOCATION------ X-Loc Vert 0- 4- 0 1160 Horiz Uplift Y-Loc Type 20-11- 8 1160 0 0 0 0 BOT PIN BOT H-ROLL 1.5X3 1.5X3 3X4 W=3X4 3X4 3X4 1 21-1-4 EXCEPT AS S1I01VN PLATES ARE TL20 CA TESTED PER ANSVITI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK MOVIEDO.FL32788 Deign: Afarrix Analyril 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 bmcing, portal bracing or similar bracing which Is a part Of the building design and which must be considered by the building designer. Bracing shown I, for lateral support of taw members Only to reduce buckling length. Provision most be made to anchor lateral bracing at ends and specified locations deterrNned by the building designs M Additional brang of the overall structure may be required. (See f118.91 of TPI). (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisennsm 53719). JOB PATH: C.-ITEU MOBSWE114F 3X 10 14 10 111 4X10 2X4 1-4-0 =3X4 4X8 ri B 12 1161N 3.50" scale = 0.3175 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 40.0 psi TC Dead 10.0 psi BC Live 0.0 psi BC Dead 5.0 psf TOTAL. 55.0 nsf Truss ID: F2 Date: 3-04-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: lies: 12.19.01 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibUlty for damages as a result of faulty or Incorrect Information, specifications rid/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information m It may relate to a spe- clllc project and accepts no responsibility or exercises no mntml with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed m an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer freglstemd 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 ello u is records for wind or snow Inds, project specifications or special applied bads. 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 rtod celling, they should be braced at a maxtrnum spacing of la-0- o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responslbd ty for such verl. flcanon. Any discmpancle, are to be put in writing before cutting or fabrication. Plato shall not be Walled over knotholes. knots or distorted grain. Members shall be cut for tight Otting wool to wood bearing. Con- nector plates shall be [*toted on both faces of the truss with ralb fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 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 centrold of the webs unless otherwise shown. Connector plate size are minimum stus based an 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/7P1 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with 'Handling Installing R BraWg% HI8-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to nvotd damage. Temporary and permanent bracing for holding trusses In a straight and plumb pm- alon and for resisting lateral forces shall be designed and Walled by others. Careful hand- ltng 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 dondnoag. 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. CommntmUon of construction Inds greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trussm until alter all fastening and bracing is completed. JB: NEW HAVEN 4 AC: TOP CHORDS: 4x2 SP #2 4x2 SP #1 D 1 BOT CHORDS: 4x2 SP #1 D 4x2 SP #2 D 1 WEBS: 4x2 SP #3 2-4x2 SP #3 1,21 MAX LIVE LOAD DEFLECTION: L/485 at JOINT #20 L=-0.50" D=-0.19" T_-0.69" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.12" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.08" RMB - 1.15 t 1-41-0 .__C� WO: NEH4F WE: ®2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Partial Double Chord to be same size and grade as chord to which it is attached. ..TC... FORCE ... CSI 1- 2 0 0.13 2- 3 -3048 0.28 3- 4 -4988 0.65 4- 5 -6558 0.53 5- 6 -6592 0.54 6- 7 -6496 0.77 7- 8 -6496 0.62 8- 9 -6496 0.65 9-10 -5719 0.89 10-11 -4456 0.43 11-12 -4456 0.59 12-13 -2599 0.35 13-14 0 0.18 ..BC ... FORCE ... CSI 26-25 1905 0.46 25-24 4156 0.95 24-23 4156 0.77 23-22 5808 0.53 22-21 6592 0.64 21-20 6592 0.69 20-19 6496 0.68 19-18 6225 0.60 18-17 5222 0.98 17-16 3659 0.67 16-15 1511 0.30 TI: F3 QTY:2 =_=Joint =0 =Oa Locations= ===___ ==___=__ 1) 0 10) 14- 7- 4 19) 11- 2-12 2) 1- 9- 8 11) 16- 0- 0 20) 10- 1- 4 3) 4- 3- 8 12) 17- 1- 4 21) 8-10-12 4) 6- 9- 8 13) 19- 7- 4 22) 8- 3- 8 5) 8- 5- 4 14) 21- 1- 4 23) 5- 6- 8 6) 8-10-12 15) 21- 1- 4 24) 4- 0- 0 - 7) 10- 1- 4 16) 18- 4- 4 25) 3- 0- 8 8) 11- 2-12 17) 15-10- 4 26) 0- 0- 0 9) 12- 1- 4 18) 13- 4- 4 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 21- 1- 4, BC Vert L+D -10 0- 0- 0 -10 21- 1- 4 Concentrated LBS Location BC Vert L+D -217 8- 5- 4 BC Vert L+D -217 8-10-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3- 4 1418 0 0 BOT PIN 21- 0- 4 1337 0 0 BOT H-ROLL 30.00" lyp. 21-1-4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 10-8-0 1-0-0 2X4 4X8 4X6 3X4 1 GYz X4 I cvz I CV 2 3X4 On --_`MISSOURI \%��/��j N=2X4 1418# 6.50"io -- -- -" 21.44 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER A S�-_St P71-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA OROVIEDO.FL327M Design: Afmrix Analysis 18 11YAKIVIIVtIt: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sham on this drawing Is not erection bracing, wad bracing, poral bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling lentgth. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the werall structure may be required. (See H18-91 of TPI). rr u Plate Institute. TPI, is located at 583 D'Dnohto Drive. Madison. Wisconsin 53719). JOB PA771: C:ITEE-LOKIHOMFD/R 1-4-0 YAo 4AD 4X6 1 17 16 15' 1337N 2.00" scale = 0.3175 Eng. Job: NEW Dwg: Truss ID: F3 Dsgnr: TLY Chi: Date: 5-09-03 TC Live 40.0 psf DurFac - Lbr. 1.00 TC Dead 10.0 psf DurFac - Pit: 1.00 BC Live 0.0 psi O.C. Spacing: 24.0" BC Dead 5.0 psf Design Criteria: TPI Code Desc: TOTAL 55.0 Psi V109.05.02- 2250 - 50 HCS: 08.20.02 DESIGN INFORMATION This design is for an Individual budding component and has been based on Information Provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this bdornatbn 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 asses. This I— has been designed as an individual budding component In accordance with ANSI/7P1 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneerl. When reviewed for approval by the budding designer. the design loadings shown most be checked to be sure that the data shown are in agreement with the local building trades, local cWnalk records for wind or snow loads. Protect apccOkatli ns or special applied Inds. Unless shown, truss has not been designed for stalage or occupancy kreds. The design assumes compression chords (lop or bottom) are continu. owly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a pmperly applied rlgd ceiling, they should be braced at a macimum spacing of 10`0" O.C. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in c"I"orante with the fabricator's plans and to realize a continuing responsibility for such verl. frcation. Any discrepancies arc to be put in writing before euttmg or fabrication. Plates shall not be Installed Over knotholes. knots or distorted gram, hiemben shall be cut for tight fitting wood to wood bearing. Con. nector plates shag be located on both faces of the truss with ratls fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6xB plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centrold d the webs unless otherwise shown. Connector plate sizes are minknum sues based on the fortes shown and may need to be Increased for certain hand. Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise sham. For addltional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing A Bracing-, HIB-91. Trusses are to be handled with parueubr care during bonding and bundling, delivery and Installation to amid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Itlon and for resisiing lateral fosses shall be desigled and installed by others. Careful hand. ling is essential and erection bracing is always required. Normal Precautionary action for tnuscs requires such temporary bracing during instalauon between Ifusses to avoid toppWlg and donurtoing. The supervhfon of erection of trusses shag he under the control of persons evpenenced In the Installation of trusses. Professional advice shag be sought If needed. Conerntrallon of construction hods greater than the design loads shag not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses nmtd alter all fastening and bracing I. completed. JD. VIM HAVtN 4 AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 4x2 SP #1 D 2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,14 MAX LIVE LOAD DEFLECTION: L/560 at JOINT #16 L=-0.43" D=-0.16" T--0.59" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.10" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.070 RMB a 1.15 30.00" tyP. 11 Fi- 2X4 1-4-0 W=3X4 4X8 I l 'I1 1161N 6.50" WO: NEH4F WE: ®2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss "NOT" designed for wind load) -TC ... FORCE ... CSI 1- 2 0 0.32 2- 3 -3808 0.54 3- 4 -3808 0.64 4- 5 -4966 0.50 5- 6 -4966 0.80 6- 7 -4966 0.49 7- 8 -3808 0.68 8- 9 -3808 0.62 9-10 -3808 0.53 10-11 0 0.32 . -BC ... FORCE ... CSI 19-18 2271 0.62 18-17 2271 0.49 17-16 4692 0.89 16-15 4966 0.91 15-14 4693 0.87 14-13 2270 0.45 13-12 2270 0.65 TI: F4 BTY:2 _ _==__=======Joint Locations=====e:========= 1) 0- 0- 0 8) 14-10- 0 15) 11- 8-32 2) 2- 9- 0 9) 15- 9- 8 16) 9- 7- 4 3) 5- 3-12 10) 18- 4- 4 17) 5- 3-12 4) 7-10- 8 11) 21- 1- 4 18) 1- 2- 8 5) 9- 7- 4 12) 21- 1- 4 19) 0- 0- 0 6) 11- 8-12 13) 16- 2- 0 7) 13- 2-12 14) 15- 9- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc 0- 3- 4 1160 0 0 BOT PINS 20-10- 0 1160 0 0 BOT H-ROLL s 4 10-8-0 5 6 7 8 9 10 11 �-- 2-0-0 4X10 1.5X3 3X4 1.5X3 1.5X3 3X4 1.5X3 W=3X44X10 2X4 Ty I 1-4-0 3X10 3X4 3X4 W=3X4 3X10 4X8 6 21-1-4 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1090 GREENDROOK CT.OVIEDO.Fl-32760 Design: Matrix Analysis YVAKWINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Oracirng shown an this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and whirls must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Addluona1 bracing of the Overall structure may be required. ISce 111D-91 of TPI). (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). JOB PATH: C.'I7-EE-L0KU0BSIHEH4F 13 Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 40.0 psr TC Dead 10.0 psf BC Live 0.0 Psr BC Dead 5.0 Psf TOTAL 55.0 Dsf 1161N 6.50" scale = 0.3175 WO: NEH4F Truss ID: F4 Date: 3-04-02 DurFac - 0: 1.00 DurFac - PIt: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V:01.25.02- 7438- 3 tics., 12.19.01 JB: NEW HAVEN 4 AC: DESIGN INFORMATION This design is for an Individual budding component and I= been based on Inforn ition provided by the cdenL The designer disclaims any responsibility for damages ns a result of faulty or Incorrect Inforotlon, specifications and/or designs furnished to the Imes designer by the client and the correctness or accuracy of this Information as it may relate to a spe. cific project and accepts no responsibility or exercises no central with regard to fabrtn- Uon, handling. shipment and t stallallon of trusses. This truss has been designed as nit individual budding component in accordance with ANSI/7P1 I-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local ct.... records for wind or snow loads. project ipeciflentlonsi or special applied loads. Unless shown, trusa has not been designed for storage or occupancy bads. The design assumes compmssston 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 rlgd ceding, they should be braced at a maximum spacing of I(Y-0' o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting AS1M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag w revie this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a conUnuing responsibility for such vert. ficatlon. Any dlscrepancto are to be put In writing before cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shad be cut for tight ruing wood to wood hearing. Con- nector plates shad be located on loth faces of the tress with nads fully imbedded and shad be sym. about the joint unley otherwise shown. A 5x4 plate is 5' wife x 4- long. A a<8 plate Is (r wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stases. This truss is not to be fabricated with fire retardant treated lumber unless otherwisa shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing A Bracing", HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and penminent bracing for holding tnrsses In a straight and plumb pos- ttion and for resisting lateral form shad be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for muses requtres such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of persons experienced In the Installation of trusses. Professional advice shad be sought If needed. Concentration of construction loads greater than the design bads shad not be applied to trusses at any time. No Inds other than the weight of the crectom shall be applied to trusses until alter all fastening and bmetng b completed. TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,8 MAX LINE LOAD DEFLECTION: L/999 L_-0.02" D=-0.01" T_-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T_ 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T_ 0.01" RMB - 1.15 WO: NEH4F WE: All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. ..TC... FORCE ... CSI 1- 2 0 0.11 2- 3 -791 0.13 3- 4 -791 0.17 4- 5 -527 0.17 5- 6 -527 0.24 ..BC ... FORCE ... CSI 11-10 493 0.17 10- 9 791 0.20 9- 8 791 0.20 8- 7 0 0.01 �— 44-0 —'I 2-0-0 2X4 3X4 15X3 TI: F6 QTY:1 ____ ==== ===Joint Locations==_____________ 1)6 0- 0- 0 5) 6-11- 0 9) 5- 4-12 2) 1- 7- 2 6) 8- 6- 0 10) 3- 3-4 3) 3- 3- 4 7) 8- 6- 0 11) 0- 0- 0 4) 5- 4-12 8) 6-11- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type . 8- 8- 4 495 0 0 TOP H-ROLL 0- 3- 4 472 0 0 BOT PIN 3X4 1.5X3 4X6 14-0 3X6 3 473# 6.50" X4 1.5X3 4X8 1.5X3 10 8-6-0 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 ltos VANNEMA DROVIEDOXI-32766 Design: Matrix Analysis 1111AKNING: 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 bmeing which is a part of the budding design and which must be considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TM) (mass Plate Institute. TPI, is located at 583 D'Onofrio Drtve. Madison. Wisconsin 53719). JOB PAIN: C:17EE-L0KU0BSICUMEV T 1 0-4-0 8 7 496N 3.50" I scale = 0.7585 Eng. Job: , Dwg: Truss ID: F6 Dsgnr: TLY Clik: Date: 5-09-03 TIC Live 40.0 psi DurFac - Lbr: 1.00 TC Dead 10.0 psf DurFac - Pit: 1.00 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 5.0 psr Design Criteria: TPI Code Desc: TOTAL 55.0 psi V:09 05.02- 22488- 4' NCS: 08.20.02 JB: NEW HAVEN 4 AC: DESIGN INFORMATION Thls deslgn is for an indhhdual building component and has been based on information provided by the cUcnL The designer disclaims any respomlbWty for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to rabricr- llon. handling. shipment and tnstallatim of trusses. This truss has been designed m an individual building has in accordance with ANSI/TFI 1.1995 and NDS-97 to be incorporated as part of the building design by a Building Dmtgner (registered architect or professional entglneerl. 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, bed cWnaUc retards for wind or snow loads, project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assume, compresslon chords (top or bottom) are conttnu- ously braced by shmUdng unless otherwise speedned. 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 ID-0- o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeWng ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily that this drowing is in conformance with the fabricator's plats and to realize a continuing responsibility for such vcrt- ficrtion. Any discrepancies arc to be put in writing before cutting or fabrication. Plate shall not be installed over knotholes. knots or distorted gram. Members shall be cut for light fitting wood to wood beartng. Con. nectar plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specffled. 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 stressm. 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 d Bracing". HIB-91. Trusses are to be handled with particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding truss_ in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bmcmg is always requbed. Norval precautionary action for trusses requires such temporary bmcmg during InstaUaUon between truss_ to avoid toppling and dominobtg The supervision of erection of trusses shall be under the control of persons experienced in the installation of truss_. Professional advice shall be sought if needed. Concentration of construction bads griller than the design loads shall not be applied to truss_ at any time. No Inds other than the weight of the erectors shall he applied to truss_ until after all fastening and bracing is completed. TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 2,4 BEAR. BLK: 2-4x2 SP #3 MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.00 1-2-8 WO: NEH4F WE: Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY truss designed to carry 81 6" span framed to TC one face 21 0" span split -framed to opposite face -TC ... FORCE...CSI .-EC ... FORCE ... CSI 1- 2 -464 0.38 6- 5 77 0.14 2- 3 -464 0.38 5- 4 77 0.14 6X8 r cvlt 456# 3.00" L 0-3-0 _I_ 1(R0-3-0) EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSUTPI Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIEDO.FL32766 Design: Marrir Analysis TI: F7 = ==__ === ===Joint Locations====_=====_____ 1) 0- 0= 0 3) 3- 3- 0 5) 1- 7- 8 2) 1- 7- 8 4) 3- 3- 0 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------ Uniform PLF From PLF To TC Vert L+D -275 0- 0- 0 -275 3- 3- D BC Vert L+D -5 0- 0- 0 -5 3- 3- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 8 455 0 0 TOP PIN 3- 7- 8 455 0 0 TOP H-ROLL 1-2-8 4Aa 3X43X4 0-3-0 l-3-0 456# 3.0011 3-3-0 1 0-3-0 1-1995 (R0-3-0) scale = 1.7379 TWAKIVIRW 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 bmcmg, portal bracing or stmilar bracing which is a part of the building design and which most be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and spectned locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TP0. rrruss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 537191. JOB MY: CATEE-LOKIHOMEDIR TOTAL Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 PSf BC Dead 5.0 psr 55.0 Dsf Truss ID: F7 Date: 5-09-03 DurFac Lbr- 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: HCS: 08.20.02 Mister File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Nora ndex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two-(2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Goverrimental Product Approval: Agency Initials/Date Brevard, County of Cape Canaveral Cocoa Beach, City of Eustis, City of Indialantic, City of Indian .Harbour, City of Lake, County of SN 3/26/02 Lake Mary, City of RJ 4/05/02 Leesburg, City of SS 3/26/02 Maitland, City of Malabar, City of Melbourne Beach, City of Scan Date 4-4-02 Agency Initials /Date Melbourne, City of Mt. Dora, City of Orange, County of ACP 3/1'5/02 Port Orange, City of Rockledge, City of Satellite Beach,. City of Seminole, County of Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of LP 3/26/02 PLANS REVIEWED CITY OF SANFORD Created on 02/04/02 Page 1 of 2 NORANDEX PAr_F )o 4 d e e 1164 CAULK Top OF MULL #10 •X 3/4". TEX SCREW= WINDOW! JAM /SEE CHART FOR / FASTENERS i WINDOW I HEAD. 5/8t" _ lx3 MULLION 3FLA-26-1) 1x4 MULLION �XFLA-19) WINDOW 5/8"- JAMB #10 x 3/4" TEx SCREW CAULK BOTTOM OF MULL PRECASTED 1 Su FLA-45 MULLION ANCHOR •CLiP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY 1x3 MULLION (XFLA-26-1) lx4 MULLION (XFLA-39) WINDOW SILL r-3/8"MIN. -• .3/4"MAX SEE CHART FOR FASTENERS - VERTICAL MULLION SCHEDULE SINGLE UNIT :' TYPE OF' MULLION TYPE OF CLIP WINDOW WINDOW DESIGN PRESSURE NTH HEIGHT NUMBER AND INCH INCH 35`PSF FLA-46 TYPE OF FASTENERS 28" ---1=0 g 30 OK 4 _3 16_0 g 1-1 2 TAPCONS ---- 19-1/8"50-_5Z8?' ___1_0 x 3.0 - ---OK 4 Js�_x 1_J7 TAPCONS ____OK__4 _ / 60 x 1-J2 TAPCONS 763" _--1-0 $ 3.0--- --- -K--- 4 3 160„ g 1 1 2" TAPCONS s-3 4. 1.0 x 3.0 --j- ,.---=-T ,.------ OK 4 3 180 x i-1 2 TAPCONS 3826" 1_0 x 3.0--- OK 4 3 160 _x 1_-1 2 TAPCONS _ ___1.0_ x '10 --- --- --_ ,.------ 26-1/2"50-5Z8'' ---1_0 _x 3.0--- -- OK--- OK 4 l6c-x__1_-I 2 TAPE- _ a------ ONS _ 63" 1.0 x 3.0 _0_K -- 4-31180� x 1_ J2" TAPCONS 28" _ I0 x 3 0 OK 4 3 160 x l-1 2 TAPCONS 3B-1 4� - -.i7--- --- OK--_ 4 : 3 160 x I-1 2 TAPCONS 37" 50-_5T8'' x 3.0_-- _-_ OK__- 4 _3J6 x 1=Lr TAPCONS -- �- -_ 1_0 x 3.0 OK n---- A------ 4 _3J 60 x 1- J2 TAPCON_S 63" T _-_1_0 x 3.0- 4 _3j60� x 1-1 2� TAPCONS 78-3 4 1.0 x 4.0 OK 4 1 40 r g 1-1 2� TAPCOIJ3 28" 1_0 x 3.0_-- --- OK__ 4 3 160 x 1-1 2 TAPCONS 38-1T4 _ 1.0 g 3.0 _ -- T------ 53-1/8" 50-5 8� - __ OK___ 4 3 160" x 1-1 2' TAPCONS _ _1---- I ---Z- 1.0 x 3.0--- - ,------b------- 83" - - --- --- OK--- 2 1f4 x_1_-_1 2 TAPC_ON_S_ 1_0 g 3.p _0_K__ 2 Ij0'rx 1-1 2"TAPCONS 78=3 a ---10 g 4.0--- --- - r---- • • OK 2 1 4 x 1-1 2 TAPCONS � ��. DA B. ®. A. Y- FACTIIRER NAME A< MASTER m-z # - - NOTES: 1) ALL ALUMINUM EXTRUSIONS' ARE ALLAY 6083 T8, . �PEOR 8083 T5, TpCOI/ ) S A 2) TEAETO FL REG. 9.ON EACH LEG N SHALL BE DAE3/%2121'PLACED ON 3) CONCRETE COMPRESSIVE STRENGTH - 3.000 PSI AT 28 DAYS. o 'mil ,y G] ti to lr cQ ya W��m i o Q J 4 w �y Ob949Z' 1. 130RANDEX PAGE- 30 ai MUTES; 1) ALL ALUMIMIM EXTRUSIONS ARE ALLOY 6063 T6, OR 6083 T5. 2) MMN THERE 13 ONE TAPCON ((1/4A` X 1-1/2`) ON EACH ANGLE LEG, THE TAPCON SHALL BE PLACEb ON UUUIONCLIP ..I 3).CONCRETE COMPRESSIVE STRENGTHE AT 28 DAYS. s o0o P$t CHARLFS A I'AG P.E. FL Rm &WG. j 49121 DATE: 3/21/03 CEIV'1'#iAi. FWRMA B. O. A.I . MANUFACTURER.NAME:. A,Io MASTER iO 4 2 — #10 x 3/4` TEK SCREW DW SILL SH HEAD r lx3 MULLION (XFLA-26-1) lx4 MULLION (X. -.A—qn) (XFI,A-26-1) 1x3 MULLION • #10 x 3/4" TEK SCREW DW SILL SH HEAD oll NORANDEX AIANWACTURER NAM: PAGE 24 , (2) �10 x• 1-3/4' PH-SM9 INTO 2 x 3/IB'0 x 2-3/4' TAPCON THRU 1 BY BUCK (SHOWN) 3 le� relBSRm ctAss W[TH A 1-1/4' MIN. EMBBDMENT DI10 MASONRY. ( slmDtc cL� 000R 1 4" T¢3<PI�tID °I•� Cel SEE ELEVATION FOR ANCHOR SPACING. CO��Aft9B ANAL78S CHAR7 Nq oP Nq Op �7°� 8LO1D1C CL4S3 DOOR Q W e 9 DISICN IDAD AHCHOgq d!(CHOR9 ARATIVB ANALYSIS CHART Nq OF No: OF DDdEN5I0Hg CAPACITY-P9p DP3[CN LOAD ANCHORS ANCHORS ti • - d � 4 �� � DDfET13(ON3 Q '�+ I (2) 10 z 1-3/4' Fil-SM5 IN70 .2 z BUCK o+ v �mRr A sw tm1H HUGH , CAPACfR'-PSp e � g > � E q � A SEE ELEVATION FOR ANCHOR SPACING. 201• 46 4a sg e w w • .n (2) 010 z 1 3/4' PH-SMS INTO 2 BY RUCK WITH 1-1/2` 6IN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. ' WOOD BUCK I--. STEEL REM. ALL lO' PANELS k 60.0 D.P.-. OPTIONAL 2 BY WOOD BUCK 147.375 80 4B 18 00.6• 10 48 57.5 57.5 IILST6' 80• 67.5 57.5 57.5 , 57.5 !ZS 80' 547 547 �� (fig) 645 848 Q01' 45 45 147.875' ° 45 45 QQ-0' (!) !6 4g l6z_765• 44R 440 111.776" 66' 645 645 746' (5) 544 55.4 leir OS• 5l6 54.5 14gQ8 (Q•5) 54.5 54.5 �� �_ PQR);HT� IIlD1CA71:44 SHIRMEg HOWDN) , Tn'• JAMB. SE( lDD TRACK A' REQUIRED 1 4- TAPCON OR BY 2 BY MIAMI DADEzAPPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: ' 1) SHIM A3 REQUIRED.. MAIL SRIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 8083-T8. OR TB WITH TYPICAL :WALL THICKNESS OF • 0.62' . 3 USE HIGH QUALITY -CAULK BEHIND' WINDOW FLANGE. 4 GLASS THICKNESS BASED -ON TABLE E1300 GLASS CHARTS. AND MAY VARY DEPENDING'ON SIZE.. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDE:X PRODUCTS TO MEET ANY APPllCABLE•LOCAL LAWS, HURDING CODES, ORDINANCES -OR' OTHER SAFETY HEADER Tom•AND EQUIRRE�o�THE ARCHITECT,1BSISECTION BlOwxERSOLELY cT BUCK 7) CONCRETE COMPRESSIVE STRENGTH m 3,000 PSI AT 28 DAYS. . OR 4 24 g 1/4' SHIM �I MAX 86.7 gR.4 50 4) 65.7 6R.4 24 5 vJ q 8 08.7 -4 ' 6.7 77! 94 (5) g49 846 1g 6 g Q '�+ M ^f 66.7 816 w O0' 98.7. 748 80 746 g 6 ••eN O �1 •'�il ^i 10 98. g0 g0 SO 60 g 10 v, r 8O R4 (4) 80 80 l6 t5 10 "l (rJ ►� •88.9 543 24 ( 547 71.5 IB 10 1p O ko R o 0 'y 847 no 15 65" g40 me 20 (z5) 65.7 e5.2 to 10 w IS 2-3/4` y e o u TAPCON OR MIAMI DADE APPROVED CONC. FASTENERS. SEE ELEVATION FOR r, ANCHOR SPACING. o a = t v W cv a o: is y x X B X.F PANS. PANEL PANEL PANEL PANEL I.. i/ (2BY2) nma xwAmm (4BY2) m -u. nzynmx NORANDEX PAGE.23 I FF--i (2) 810 x 1-3/4" PH-SMS INTO 2 BY BUCK OR 3/160 x 2-3�4' TAPCON THRU 1 BY BUCK, (SHO" 3/16" TEMPERED GLASS WITH A 1-1/4 UM' EMBEDMENT DIM MASONRY. SEE ELEVATION FOR ANCHOR SPACING. PANEL SIZE O (2) Flo z 1-3/4' FH-SMS INTO 2 x BUCK INCHES DESIGN LOAD NO. OF ANCHOR SCREWS IN FRAME1-4 q SEE EL$VATION FOR ANCHOR SPACING. CAPACITY—PSF HEAD AND SILL JAMB cl) q PIIDTH/HEIGHT EXTERNAL INTERNAL XX . W -,� W X?IX XX)IX AI,L A O 3046" x 591/2 " 53.3 55.8 10 �C 16 18 6 C9o.ca 36 3ie- g 591/2" 49.8 49.8 12. 18 22 6 p `v 30 die g .791/2 " 49.7 49.7 10 16 20 8 N W 36 46" 'x 79 %, " • . 45 OPTIONAL 45 12: • 18 22 8 2 BY WOOD HULK SERI);9 '600 ALUMINUM SLIDING GLASS DOOR, OPERABLE PANELSto `p (2) /10 z 1 9/4• PH-S1I5 111T0 2 BY FASTENER CHART BUCK WITH 1-1/2' ION. EMBEDMENT. SEE'ELEVATION FOR ANCHOR SPACING. (2) 3/16'0 x 2-3/4" O.A.F. TAPCON OR MIAMI 0 AIVWAl�t•i1nr,,, DARE APPROVED CONC. y � �2 z WOOD BUCK "1 ulu,R NAM t z ROOD RUCK FAN . • y y A CALL H1ZS pIDTR % SEE ELEVATION FOR v y Sao C SW. ANCHOR SPACING. qq PPyO UD TRACK AS REQUIRED I. BY (2) 3/18.0 z 2-1/4--TAPCON OR MUMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCROR•SPACING. NOTES; 1 2; SHISHIMAS• REQUI(ED, MAX SHIM STACK 1/4•. ALL ALUMINUM EXTRUSIONS ARE ALLAY 6083-T5 OR TO WITH -TYPICAL WALL THICKNESS OF 0.82' 4 3) USE HIGH -QUALITY CAULK BEHIND WINDOW'FLANG GLASS 'THICKNESS BASED ON TABLE E1300' GWS CHARTS, AND MAY VARY DEPENDING ON.SIZE: . 5) THE RESPONSIBLLITY FOR SELECTION 0F •NQRANDE PRODUCTS TO MEET ANY APPIdCABLE LOCAL. -LAWS BUIL.DING'.000ES.•'QRDINANCES 'OR•:OTHER.SAFE7Y' REQUIREMEM'fS REST 'SOLELY WITH THE . ARCHITECI BUILDING OWNER `UR CONTRACTOR:, 6) CONCRM'COMPRESSIVE STRENGTH - 3.000 PSI AT 28 DAYS (4BY2) 7fPICAS 6Lmwnr NORANDEX PAGE 22 $ 10 X 1-3/4' P.H. SA&S # 10 X 1-3/4' P.H. W/I-1/2• MIN. EMBEDMENT W/1-1/2" MIN. Et1ilEDMSNT. NOTES: W(NDOIP SEE ELEVATION FOR SEE ELEVATION FOR 1) 'SHW AS REQUIRED. MAIL SHIM STACK 1/4'. DIMENS10N5 WINDOW FASTENER.SCHEDULE ANCHOR SPACING. .ANCHOR SPACING. 2 Ala, ALUMINUMZ:EIFTRUSIONS ARE ALLOY 8063—T5 0. ANCHORS OR:'I8: j91T1i:1'1`PIC7EL. YV HEAD/SILL: NO. ANCHORS 3 USk.HIGH.: YJ THICIO�FSS OF 0.62' WIDTH HEIGHT JAMB y Q ALIT.Y •CALJLI{ IBEHHIID WINDOW FLANGE INCHES INCHES SEE 'NOTE 6 O4 GLASS. TMdXMgSS- D*ASEb ON. TABLE E1300 GLASS ) 35 45 60 95 45 60 � � q ADoufflz CHARTS; AND`,.XkY'-"VARY DEPENDING ON SIZE. ?S PS PSF PSF PSF PSF 5) ` R�SPbNSIHtL17'1`;YOR SELIsMON OF NORANDEX 18-1 8 2 • W Q I'ROI)UCT3 9(H: HJ&Ef.:A3HY APPIICABIB LOCAL LAWS. 5- 2• -� 2 2 2 2 2 BUD DING.k UL]S.:O12DINAN¢ES OR OTHER S 25' _ 2 2 A V REQULRL�ANM LEty WITH THE ARCHITECT. 8 1 -2• 9 3• �' 2 2 G] o )BEST. ,SO __ . oq BUII:DSHIG :03hNER`.Oft',COLfT12ACTOR, 52-1 � 6) NOTE ``INLIICATE THAT �U�AL.FAS'1•ENERS AT 18_ 8' 2 3 4 2 —2— HEM' W• q ND.'.,...•'ARE':REQIJIRED. _� _2 2• 2 3 3 ai ® 38' �2• 37-1/4 2 �• 3 3 3 3• 'Z— 2 2 2• 9 3 3 M h In ALT. FIN ATTACHMENT a s I 3e' 2. 49-5/8 2 z• s- 3 3 3 .3• 3 ® UNDER SHEATHING �, 52-i 6• s a• s 3 7 .r � ' 10 X 1-3/4" kIL S.M.S. 18 1 82' 2 2 2• S- 4 4 tui I`WRIIDA $:U:A_F. /1-1/2' MIN. EMBEDMENT 5-1 2 �. 4 4 SEE'. ELEVATION. FOR ' S8' — � _3 3• � 4 4' o y AtTOILER NAM: ANCHOR SPACING. 5 3 4• 4 -4 OIP�Afii � 18-�8" 2 2 2' 3 4 5 41 FKE # 38� �2• 3 3s 4 5 EL x i 4 4 5 r4.p!t infq v ® ® I e •o U O r o to i E?AM-A TYP. JAMB SECTION WOOD FRAME s (TOP AND BOTTom) O DOU9i.6:::)""�DrrAn,:CMT cl HEADER AND SILL SECTION 10 x 1-3/4" P.S s.M S. cHARIS9' _ :` :" I Fe /1-1/2' MIN. EMBEDMENT f?F a Z o SEE. ELEVATION FOR FI. REG: ' ENG:. 49121 q 2 WOOD FRAME ANCHOR SPACING: DATE.. 3/%27/02• R NORANDEX PAGE 10 8 Inv! /L. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 0 a 10 X 1-3/4" P.H. S.M.S. 19/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI a'1W,!) a�p1L ALT. FIN ATTACHMENT Aa 10 X 1-3/4" P.A. S.ILS. W UNDER SHEATHING /1-1/2 M. EMBEdeO,NT SEE'ELEVAT[ON FOR FOR ANCHOR SPACING.,— 1/4' MAX — SHIM (BOTH TYP. JAMB SECTION (Do, WOOD -FRAME NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4 2) ALL OR T6 UWffH TYPICAL WALL THICKNESS OF 0.62- . .9 10 X 1-3/4" P.H. S.M.S. 31 USE -'HIGH •QUALrrY•.CAULK,BEHIND WINDOW' FLANGE. W/1-1/2' MIN• EMBEDMENT 4` GLASS T6ICKNE$S:BASED ON TABLE E1300 CLASS SEE. ELEVATION FOR CRAM. AND:-MAY'VARY DEPENDING ON SIZE ANCHOR SPACING. 5% THE' RESPONSIBL•rry FOR. SELEC170N HEADER AND SILL SECTION . WOOD .FRAME .PRODUCTS"TO -MEET ANY APPIdCABLEOLOCALR AANDWES, BUILDING•:CODES;'URDINANCES OR OTHER SAFETY •RZQUREMEM -REST SOLELY WITH THE ARCHITECT, BLUMING:'OWNER OR CONTRACTOR CHARLES A P rP.E B) NOTE • -INDICATES-l-THAT. EQUAL FASTENERS AT FL REG. ENG. R ,49121•, HEAD AND' SILL ARE REQUIRED. DATE; 3/27/02 MAX ea• ac SASH �// DETAIL-B . NORANDEX PAGE 21 MT-TAPCON WITH A 1-1/4" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT ANCHOR SPACING. SEE ELEVATION FOR ANCHOR SPACING. O L 4 Q 4 . v a NM ALT. HEADER SECTION TYP• 2 BY BUCK 3/16" TAPCON W/1-1/4" WN. ' EMBEDMENT rr (SEE ELEVATION FOR ANCHOR SPACING NOTES: 1 SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2 ALL ALUMINUM 'EXTRUSIONS ARE ALLAY 6063-TS 4; OR To 3 USE HIGH QUAUTY CAULKC BEHIWALL ND �WINDOWS OF OFI,2ANGI4 CLASS THICKNESS BASED ON TABLE E1300 GLASS :CHARTS; AND MAY VARY DEPENDING ON SIZE. 6) THE' RESPONSLBIL U FOR 99LECTION: OF .NORANDEX PRODUCTS TO MEET ANy APPLICABLE LOCAL LAWS, •BUILDING CODES. ORDINANCES OR:OTHER SAFETY REQUIREMENTS'-REST'SOLELY WITH THE ARCHITECT; BUILDING OWNER -OR CONTRACl'OEi . 6) A PRESSURE TREATED: WOODEN':HIiCX-:OR MARBLE SILL SHALL BE:ADDED'UNDER.THE.PRODUCT TO FULLY SUPPORT'' UNIT.. ',THIS: :SU1?PORT SHALL, BE FIRMLY ATTACHED INTO MASONARY' AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH' (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- 3.000 PSI AT 28 DAYS. 6) NOTE • INDICATES THAT E UAL FASTENERS AT B.O.A.F.- MANUFA0 rum NAME : MASTER FILE # d l CALL SIZB WIDTH I 1 1/4" SHI MAX (BOTH Is 1 BY BUCK © 2 BY BUCK TYP. JAMB SECTION LS) I 'BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. I BY BUCK • V --- CHARIES A.:P N, P.E. FL REG. MG. g •49121 DATE: 12/lf/Ol A,e n.. A• 1 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. u" OIDT tm+II flBAD d. � DETAIL.-C 't -DETAIL-B Of/ 2r 4Q R R o b 03 yob k b :9E ai� Obbo -NORANDEX PAGE 9 3 1 8' TAPCON WITH AA 1-1/4' MIN. EMBEDMENT (-A') SEE' ELEVATION FOR ANCHOR SPACING.? J_ 750 TYP 1. 10 F.H. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING _ • • \U3 NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063-T5 OR T6 IvALL 3) USE HIGH QUA LITYCAULK BEHINTHICD �WINDOWS OF OFLANG& 4) GLASS THICKNESS BASED ON.TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE 5) THR RESPONSIBUM' FOR SELECTION OF NORANDER .PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 8) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT: THIS SUPPORT SHAL FIRMLY ATTACHED INTO MASONARY AND SUPPORL,HET THE PRODUCT OVER ITS BY OTHERS), FULL LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH o 3,000 PS[ AT ze ALT. HEADER SECTION Tn'• 2 BY BUCK ANTRAL FLORIp [�h L940 A B.O.A.F. O.A.F. MANUFACTU", NAW: 3/16' TAPCON 1� t o 3E1-1ELEVAT[ N EMBEDMENTFOR FXE. FOR ANCHOR SPACING. Yt o• q. I CALL SIZE WIDTH 1 BY BUCK r 1/4' SHIU— L MAX (BOTH JAMBS) � D D • 3 p p p p p SEE NOTE 8 HEADER AND SILL SECTION A 'AG P.E. Tn'. 1 BY BUCK' 4e121 DATE: 3/21/02 10 F.H. S. M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. LaZ oN![ •mru I �• 4T // IF e4' uc A oll M IA MI -MADE MI;AMI-DADE COUNTY. FLORIDA ® METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Premdor Entry Systems 911 E. Jere! -son, P.O. Box 76 Pittsburgh ,KS 66762 BUILDINC CODE•CO.NIPLIANCE OFFICE M1sIRO-I)AU[; I"I.AGt.1:IZ I3U11.1)ING 140 WHST FI.AGWR S'!'lt : r, SUM: I coMIAMI, FLORIDA 33130-156) (305) 375-29U l FAX (305) 375-29t)S (:ONTR AC"1.OR 1.1C1•:Nstti(: s1:C7•IUN (JU5) 375.2527 (:U.\-rn,tc:roR wvisjoN (Jus) 375.2966 FAX (305) 375.2')U1 Your application for Notice of Acceptance (NOA) of PUS)375-.29U2 VAN'(303)372.6339. Entcrgy 6-8 S-�1'/E Inswing O1)aque Doti ble w/sidelites Residctttial Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use orAlternate hlfiterials and'Types of m Construction, and completely described herein, has been recomended for acceptance by the Miami -Dade County Building Code Compliance Oflice.(BCCO) tinder 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 revolve, modify, or suspend the use of such product:or material immediately. BCCO,reserves tl)e 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.: 0.1-031.1.24 a EXPIRES: 04/02/2006 Rau! Koarlguci Chief Product Control Division THIS IS THE COVERSHEET. SEE ADDITIONAL PACES FOR SPECIFIC AND GENERAL CONDITIONS BUILDING CODE &--PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by.the BCCO and approved by the Building Code and Product Review Committee to be used- in Miami -Dade County, Florida under the- conditions set forth above. A 1' P 120 VE D: OG/Oi/2001 Francisco J. Quintana. R.A. Director Miami -Dade County I311ilding Code Compliance office \150450001\pc2000\\templates\notice acceptance cover paga.dot Internet mail address:'I)ostm:lsterubuildinhcuclenniine.cunt 1 h ! „co(Jcunli'n�com Premdor Entry Systems ACCEPTANCE No.: . 01-0314.24 APPROVED HUH 0.5 2001 EXPIRES 'Argil 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE I.1 This renews the Notice of Acccptance No. 00-032I.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of'Acceptancc, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Nliami-Dade County, for the. locations where the pressure rcquircments, as dctcriiincd by SFBC Chaplcr 23. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT, DESCRIPTION 2.1 The Series Enter-y 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Onlv and its components• shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EN1'-I, Sheets. I through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper Threshold (Inswing)," prepared by manufacturcr,•datcd 7/29/97 with revision C d:itcdi 01/11 00, bearing the Miami -Dade County Product. Control approval stamp with the -Notice of Acceptance. number'and•approval date by the Miami -Dade County.Product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to single unit applicatiogs of pair of doors and single door only, as shoN%n in approved drawings. Single door units shall indlu.dc all componcnts described in Elie: active 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•46 degrees. Unless unit is installed in non-liabitablc areas %%-here the unit and the area arc designed to accept water ri iltrat-ion. 4. INSTALLATION 4.1 The residential insulated siccl door and its componcnts shall.be installed in strict compliance -,N, ith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection sysicni. 4.2.2 Sidelite: the installation of this unit Nvill require a hurricane protection sysicni. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or lobo, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building OlZficial or the South Florid, wilding Code (SFBC) in order to properly evaluate the installation o 11s stern. Manuel crcz, P.E. Product Con xamincr Product ntrol Division 2 Arcmdor Entry Systems ACCEPTANCE NO, .:. 01-0314.24 APPROVED -1UN O 2001 EXPIRES 4nri102 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS - Renewal of this Acceptance (approval) shall be considered after a renewal application has been Clod and the original submitted documentation, including test supporting data,, engineering documents, arc no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. . Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not -in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirennents of this acceptance, including the'corrcct installation of the product. d. The. engineer who originally prepared,' signed and scaled the required documentation initially submitted, is no longer practicing the criginecring profession. 4. Any revision or change in t9c materials, use. "Id/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 fcc) and grantcd by this office. E1 9. Any of the following shall also be grounds for rcmova! or this Acceptance: a. Unsatisfactory perfbrmance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. T'he Notice of Acccptancc number preceded by the words Miami -Dade Cooun.ty,, Florida, and .followed by the expiration date may be displaycd in advertising literature. Ifany portion of the Notice of Acccptancc is displayed, then it sholl-be done in its entirety. A copy of this Acceptance as well as approved dray iings and other.documcnts, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at* the job site at all time. Tile engineer needs not -reseal the copies. Failure -to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. This Notice of Acceptance consists of p:►gcs 1, 2 and this last page 3. E\D OF THIS ACCEPT NCE Manuel crez, P.E., Product ontro - . amincr- Produc Control Division 3 wrsr PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD' FRAMES' WITH A BUMPER THRESHOLD (INSWING) _� • I���I[�IC• 7/Il• MMt •!1 I//��jjlF-7 IAG va•MAX G114*7P O7 Ife MA MAX�.MAX Nnx -�' IIAX I'MAX I NAX � I MA gNnx'C��NNf I � NAXG 1 �Mut T' MA� m n Ad orusl ,7 1/ MAX OL SPACING 17 1/ M to., G.C. O.C. SPACING 17 14 MAX GL SPACING IB• GL 17 1/ MAX IM SPACING 47 11116' ro�•rnJ TOP or MDR cy & CAD, ,NvsSIX JUU TG 4 q LOCK 11 2 MAX '13LG111 _II Go 'MIA I RX�NAA OM .• •rI IT WMM [ WDW AA{ Is• OZ. MAX ,r MAX u• oc MAX Is• oc MAX sr oc Is- Gc MAX MAX Is• or MAX it MAX ' _ A. MAX T MAX . MAX f• ' ,__ � . N4 • MAX .. w • vX• . r tAa s- +at Nor[ rz 2 ATTACH ASTRAGAL THROV BOLT l8 x I' LONG STRIKE PLATE TO THE HEADER IN ALL RENAINiNG AND THRESHOLD ViTH 110 x 1 0/4' HOLES FLATHEAD SCREWS' NOTES, IJ WOOD BUCKS BY OTHERS MUST BE ANCHORED 1I x I /4' LONG PROPERLY-10! JRANSFER'•LDADS TO. THE STRUCTURE. FLATHEAD SCREWS 2J THE'PRECEDING DRAWINGS ARE INTENDED TO L.M. INSVING R.H. INSVING DUALIFY THE FOLLOVING INSTALLATIONS. A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE tir DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY rPPR9rnBDASGCv+:rur,t7u.rAE STRUCTURAL'VOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE IUN PRESSURE RATINGS.U) s7UTHFLO CODE '„IiI DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE hKRE VATER WILTRArm MERE VATER INFILIRAiION (]R MASONRY VtTH OR VliHOUi ANON -STRUCTURAL WOiEal IS NEEDED + REDUiRwr IS NOT NEEDED Br ONE BY WOOD BI1CK 'V x } P GOMTROLOtASION J. ALL ANCHORING SCREWS TO BE 110 WITH x _ euaor•. CM!PUAhCEOF6M. MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEP7ANCENO.�t V31K.tti OR 3/16' PFH TAPC12NS WITH 1 1/2' MINIMUM EMBEDMENT i UNITS. SHALL BE INSTALLED DNLT AT LO<Af10NS FMIECrED BY A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT Tit N QE BEfVEEN 11E EDGE OF CANOPY OR OVERHANG (. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO. SILL IS LESS THAN 45 DEGREES. UNLESS LINT 1S INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS MERE THE UNIT AND THE AREA ARE DESIGNED TO 3. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER 1NFILTRArrON. AND DOOR. -THREE STAPLES PER JAMB INTO THRESHOLD'OM SIDELITES AND DOQR c INR txurtT MOstf¢AtIOXS /n 6. LATEX SEALANT TO BE APPLIED AT SiDE BY SiDE ��lgpt4lttTtilGt[I, RL � �c JAMBS AND Sl DELiTES. rtIGblO6 tNLi[ t S11 iOi Ao0 atMCA IXII1 PLPIu+ullt+4 2MA1 7. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE RE yam N CORNERS ARE COPED AND BUTT JOINED. umG wm. lXL OlA(m •/YLlRI - , y 8. MORS SHALL BE PRE -PAINTED VITH A VATER-BASED EPDXY RUST M N Y M INHIBITIVE PRIMER PAINT. WITH A DRY FILM THICKNESS OF 4B iO L2 MIL, i-1029-EW-I 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ V L SHEET I OF 5 VATER-REDUCIBLE WHITE PRIMER ViTH A DRY FILM THICKNESS OF 0.8 TO 1.2 NIL. FITta� RiVx7t LiifO 6 Me sho KAX 14 9/16. GLAZING DETAIL 112' GLASS BITE I ve- IEWMD CLUS INTERIOR OTHER CONFIGURATIONS u1 1/4• .x tih`r'•' A"OVM CMVLYWC; {KTH THE SOUPH FL FWD com � J�J� Flt000 umsi0H CWECMVLW♦CEpFtjCE ` ACCEPUIXEND 01_ 3w. zy 1-1029—EV-1 SM 12 or 6 ammo 1/4' SHIM MAX .r— 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX ?, SECTION B-B 2 BY WOOD BUCK EXTERIOR EL[ MAILRIALS LIST 11CH N0. IO RESCRIPIiON PART NUMBER COMMENTS — 2O VOOD HEAD JAMB COHPRESSIUN WEATHERSTRIP 'EV-14 1 1/4' x 4 9/16' HTL. TO BE PINE OR EOUIVAICNT ALUMINUM ASTRAGAL V_ REEN RAN X A 0 (R ' 4 ALUHINUH-BUMPER THRESHOLD BRAND OR i- ALUMINUM 4.' 1 1 / 4.' TI>P CHANNEL' Ev-15 iRENDUR 1 1/4' 9/16' PREHOOR BRAND O�_wm © EV-08 20 [.a STEEL T K 25(4) = [D EAl1 A ® MxffT BASF FOAM - ➢ NSITY 2.0 TO 2.5 IbS./Ft' 9 OTTON EHANNEL EV-07 PREH_BOR BRAND - 1 11/16• - 2D Gn SIEEL IO V000 LOCK BLOCK STRIKE STILE EV-09 4' X 9 1/2' HIL TO BE PINE OR COUIVALCNI `— 11 HINGE STILE Ev-06 15/16' X.1 II/16' HTL TO BE PINE OR EQUIVALENT 12 LOCK PREP FILLER PLATE EV-05 15/16' X I Il/16' HTL. fO BE PINE OR EQUIVALENT 13 4'x4• HINGE EV-10 . PREHDOR•BRAND - MO' THICK- HIL. TO BE POL)•ETHYLE 14 VOpO HINGE JAMB v-16 HAGER BRAND. HINGE OR EQUIVALENT - D91 THICK (SIC[ i I10 x 3/4' FH.vS. 1 1/4' X 4 9/16' HTL. TO BE PINE OR EQUIVALENT 110 X 2' FHVS. (4) SCREWS PER MI NV NEE INTO D= ' X IB• L T12REArrER RI Iw SCREVS rF)Rffiti11DD11 STRizE JANI niTO SlaELIrE •1AX Ir OL rHEREAr TER jtxk 4' Wa rRM ' 1 SMVS THtO" EA01 StIKUTE .IAx1 WTD SIaLIT[• 4• VA rROx OP- W (5. ILL INEREArTER 1 )/16' rsTt i V/Itl�lp-I w twxyl . REfTJ) in IB 110 X 3/4' FxV.T VAfp)1 VIEV• rDR 1 Ilr SCREWS USCG ANI LIEVIDIS t9 ' IB x 2' FxVS. (2) SCREWS PER HINGE INTO JAMB LOCKSEi (2) SCREVS AT EACH STRIKE PLATE 11D X 1 3/4' rims KVIKSET BRAND 200 LOCK OR HARLOC RAND 100 LOCK WOOD SIDELITE JAMB (2) SCREVS PER HINGE INTO JAMB 22`'X 64"SINGLE PANEL GLASS EV_19 1 1/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENI SIDELITE 'TRIM EV-Z0 &L7AaU6LASS IN r L O1 1 1/4'' VOOD CASING EV-21 EV-22 5/16 z 1/2- HTL. TO BE PINE CIR EOUIVALEN t�Tr . r HTL P Da ary 1 - WOOD SIDELITE HEA➢ JAMB EV-23 _ T r� TOE rr stoE I.nsr �s enautsn mXMGs U ® VOOD SIDELITE BASE I I/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT POLYPROPYLENE LITE FRAME EV-24 . 1 1/4• X 4 9/16' HTL TO BE PINE [M EQUIVALENT _ • • '16 'X 1 1/2'�P.AN HEAD SCREVS -1643, pOL-Z HP Polypropylene by ODL SIDELITE STILES B PER FRAMEtO O r 1 T R. 1 PIN NAIL IV-26 IS/16' X 111/16' HTL TO BE PINE OR EQUIVALCNT i(• Lot6 tuR, t' m rT�T [Ra. TNT tr O[ ntRArTQI• USrI OR Is4106 Ait/ T DOW SILICONE #995 LDOTL UL[SS NTICI, FRAL CIIAhTOS+INCSS NTIC SIQQRT TOT Nb B DAOE COUNTYImmrlEAr►a)s JQ APPROVED AS COIfU'RR:%MTN TN( q DDEp PAGE 5 (D[JDR OPi1QNS) QCVISB86 • to-t yR By OAK PAPI 1. � By PREMDOR ENTRY - SYST MS ,' L 31-1029-EW-I BU1U1NGC(1DEgU', "gXE0FnCE PQ1 66762 AA SHEET 3 OF 6 ACC&WU ND.L t-o 3 t q. ZV . REVISM LOU B BY HOOD BUCK 1/4' SHIM MAX 3/4' n INTERIOR 79 3/16' MAX 80 11/16' I MAX 2 BY WOOD BUCK SECTION . C- C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 4.31-1029-EW-I SHEET 2 OF 6 DOW SILICONE 4995 u co�iw+c xini 1-1029-EW-I SHEET A OF 6 R lsoi L(II(R 0 OTHER DO'n*R .•CONFI� URATIONS brf W L Vf bwf 4-01 �• W )1 W _ Pu rr •w .rP tea• If K wK W f • v 1 1 OC v00 u vt W u- _ K W O C we.O. O _ bIW OPC KFO ® ® 0 P V r W 0 b 1110 K V.pO ' O V Vr K On0 1 1 1 W f W� 0 0 r r1 W V• C 1 -y nn ``'' ``''r W a U M Yr W K w�w �' WWO[ b v1• rf wWf . u.P• ® _ K P•oo _ P 1� .. b`.11• ® 0 ® K 0 es�i+oa • I 1 1 1 1 1 _ H w 1 1 1 1 •-•1 4 W YiC piu .0 nD m AM90WO AS COUPLTM WM THE SOUM FlfW BURCM CODE DATA �(�� n p J PI T .0 BUMIG CME COLRUJU OFF PII ACCEPL•JECE AO. 01- 0.7y• Z y P. 31-1029-EW-I SHEET 5 OF 6 livilm t[I IR ' 1• FPOTHDHHR PANEL ER 36° STYLES �1 r—MAX 79 /16° oO 013 non ®® BOB non non 00 SLAW TOP 6-PANEL 4-PANEL 9-PANEL 10-PAgI IB-PANEL FLUSH. B-PANEL CRDSSBI" 12-PAIL a -PANEL a 110 4-PA►�L1111 5- ANEL EYEBROV V% UULL EYEBREIV 5-PANEL 5-PANEL OTHER SIDELITE. STYLES V,SCRi1L [YEBRDV 36° MAX ' 7916° � J o o. .o o o• � n A-10 A-2D A-30 �+ ' A-60 SL-50 ' A -SOB A-64a SL-698 A-69C 'A-25 A-55 A -]OD • A-4D SL-90A SL-90B A-90C A-308 A-30C A-70 A-HO as na on 0.0 00 ' o0 00 oo oo � o� ® ® ® • ma PD-5 PD-6 PD-7 PD-B PD-9 PD-ID PD-ll PD-12 PO-13 PD-14 PD-15 PD-16 PD 17 � WI rN ® 3 Kul d LIM] 0 H PD PD-19 PO-20 PO-21 PD-22 PD-2J PO-2� PD 2g PD 26 PD 2) PD-2B PO-29 PD-J0 PO-31 PO-32 PO-33 PD-34 & RON ��� ��� ��� DUIy Uuss hOs ( rent aleanw uuss DIt Sitm1L a "�` �� �� . re ��D o00 ooa uoo 00 P ,PaEHDr1R 110[ra DP 1DNS Po-JS PD-36 PD-37 PD-38 O� 911L.Uf[RAII 31-1029-EW-1 PD-39 PO-40 PD-41 PO-12 Pp-q PD 43A PD-13B BN[ 4 ulp SHEET 6 OF 6 . - �Y61HLtfl[e MIAMI PRODUCT CONTROL NOTICE Or ACCEPTANCE Prerndor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 •11IIAhII-DADE COUNTY, FLORIDA -NIETRO-DARE FLAGLER BUILDING BUILDING CODE CONTPLIANCE OFFICE MI:'IRO-DAIM FLAGLIA I3UI1.Ullv'G IJU tvlss•r ri.Act .l:1t S'lltlil l', surn: 1603 MIAMl, PLO1L DA 31130-156.) (30) 375-29t)1 FAX (305) .175-2908 c:U� rw\c.-l•oit t,Ir.F:�si�c sl•:rrJc)x (105) 375.2527 1-,\-\ (.105) 375. c �g C:U-N*I'ILICroit F sPORCHNIl N'T IN VI SJO (305) 375-27GG l ,�\"(.1US)175-27US (305) 375.27U2 1,1X (105) 372•GJ.17 Your application for Notice of Acceptance (NOA) of: Entergy 6-8 S-W/E Outs \•ina 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 the; con ditiorts specified herein. This NOA shall not be valid after the expiration date stated below. 13CC0 reserves the right to secure this product or material at* any time front a jobsite or manufacturer's plant for quality control testing. If this product or material fails to 'perform in the approved manner, BCCQfiay 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 flails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 >* EXPIRES: 0.1/02/2006 Ratll xoarlgtiez Chief Product Control Division THIS IS THE COVERSIIEET SEE ADDIT10NAL PAGES FOR SPE;CIFICAiND GEENERA1, CONDITIONS BUILDING CODE & PRODUCT REVIEW COS MI*7TEE This application for Product Approval has been reviewed by the BCCO and approved by the Buildim, Code and -Product Review Committee to be used in Miami -Dade County, Florida under the conditions sec Forth above. APPROVED: 06I05/2001 Francisco J. Quintana, R.A. Dircctor .Riianti-Dadt: County Iluilding Codc; Compliance Office: \\s04s0001\pc20001\templates\notice acceptance cover page.dot Irttcrnct mail atJtJress; Irostm:Gstcr'i�`buildin�cocJconlinc.cont Ilontclta�c; ittllt://n\\\\.buiI6112co 1C011lill c.cant Premdor Entry Systems ACCEPTANCE No.: '01-03I4.2I APPROVED JUN .0 5 EXPIRES April 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. 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 ill Section 2 of this' Notice of Ac-ceptance, designed to comply with the South Florida Building Code• (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as detcmiincd by SFBC Chapter 23, do not exceed the Design Pressure Rating valtics indicated in. the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Outsiving Opaque Sinale Residential Insulated Steel Door with SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing -No. 3I-1020-EW-0, Sheets I through 6 of 6., titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclitcs in a Wood- Frames will, Bumper Threshold -(Outswing)," prepared by manufacturer, dated* 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptancenumber 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.-singlc unit applicatio drawings. ns ofsinglc door only, as sho%N•n in' approved 4. INSTALLATION -4.1 The residential insulated steel door and its componcnts shall be installed in strict compliance, with the npprovcd drawin(Ys. . 4.2 Hurricane protection system (shutters): ' 4.2.I Door: the installation of This unit will not reouire a hurricane protection system. 4.2.2 Sidclite: the installation of this unit will rewire a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or lo?o, city, state and following statement: "Miami-Dadc County Product Control Approved", 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by topics of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the npprovcd drawings, as identified in Section 2 of this Notice of Acceptance, clearly niarked. to show the components selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installati n of this system. JJ Manuel Perez, P.E. Product Con ro xaminc.r Product ontrol-Division Premdor Entry Systems ACCEPTANCE No.: 0I-03 I4.21 APPROVED JUN 0 5 EXPIRES April' 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I. Renewal of this.Acceptance (approval) shall be considered after a renewal application has been tiled and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. ?. Any. and all approved products shall be permanently labeled %vith 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. I Renewals of Acceptance will not be considered if: a. There has been a change in [lie South Florida Building Code affecting the evaluation of t1lis product and the product is not in compliance tvith'tlie 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, inciuding'the correct installation of the product. a. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the criginccring profession. I. Any revision or change in th'e materials, use, a�id/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior Nvrittcn approval has been requested (through the filing ofa revision'application with appropriate fee) and granted by this offs cc. . 5. Any of th'c following shall also be grounds for removal of this Acceptancc:' a. Unsatisfactory perfomiancc of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. l'f any portion of the Notice of Acceptancc is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at 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- removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last pa(,,c 3. END OF'I HIS ACCEPT NCE Manuel crcz, P.E., Product Co tro Examiner Produc -ntrol Division 3' 4MAX i IS' 'MAX 0 C. 15' MAX a C. 15' MAX 0 C. 1 15' MAX . D.C. f'KLM1JUK .. (LN I LKUY BKANV) WUQD EDGE SINGLE. DOOR WITH- SIDELITI=S IN WOOD FRAME WITH BUMPER .THRESHOLD (OUT.SWING) 00' MAX 4' MAX 4—MAX — MAX 3' MAX 3' MAX rMMAX AX !14' 3' MAX MAA X 'r MAX 4' MP - Irl — M15, i ^ 17MAx ; IS' MA MAXa] I /16'TOP OF VETOro 4 o Lo(2M XX' 64' rrOOCL BtD'S v2 "..I tm NAND Lou S 3, i �mDlx Too DIOITDii \ 15' 'MAX D.C. 6' AX 15'�:i5' • MAX IA MAk. 4•• �1'4' H��_mj IIIAX MAX 11111'NA 19' r TTis 4' MAX MA' —3' MAX 3' MAX NOTES-3' MAX 3. VOOD BUCKS BY OTHERS. MUST DE ANCHORED 4' MAX MAX 4' MAX MAX, 'ROPERLY TO TRANSFER LOADS TO THE STRUCTURE 'J THE PRECEDING CRAVINGS ARE INTENDED TO NALIFY-THE F12LLOVING INSTALLATIONS. , V000 FRAME CONSTRN VHERC DOOR TSTI:X IS ANCHORED i0'A 'A MINI" TVO BY VOOD V v PORING. .•"AMNRY OR CONCRETE CONSTRUCTION VHERE XK OUTSVING LH OUTSVING MR SYSTEM IS ANCHORED TO A HIM" TWO BY TRUCTURAL VOOD BUCK. MASONRY OR CONCRETE CONSFRUCT•ION VHERE Y]OR SYSTEM IS ANCHORED DIRECTLY f0 CONCRETE C ASONgY TN OR VITHOUT A NON-STRUCTURAL IrOt OIRR[1MCH�I�hiRA � V &�R�� nIMC� ALL ANCHORING SCREVS TO BE !ID VITH ' NIMUM 1 1/2' EMBEDMENT INTO VOOD SUBSTRAT[ x - t PFN TAPCOHS'VITH 1 1/2' MINIMUM EMBEDMENT MA TO MASONRY. , tMIS WALL IK DMIALLED OFILY At LmArD4 PRDTECIED If A COW OR UNIT MUST BE INSTALLED VITH 'HIANI-DADC COUNIT DVI:RMM6 20 IMAI HE MUE BCIVEEN IK COCE Dr. CAHEPT OR MRIWE, 'PROVED' SHUTTERS TO SILL IS LESS INN 15 WEES LMES5 MIT IS INSIALL(D IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES !8N'RAIIIABLE AREAS VNERE THE UMII AND IMC AREA ARE ISSIEASD'TD . ID DOOR. THREC STAPLES PER JAMB INTO BASE ON clnrl ITrc ACCEPI VATER ( VIZAROH LATEX SEALANT TO -BE APPLIED AT SIDE BY SIDE MBS AND SIDELIrCL MMSIDEl:1TE HEADER, DaOR/SIDCLITE JAMBS, AND SIDELIrC BASC I1L UL II RNERS ARE COPED AND BUTT JOINER, DOORS SHALL BE PRE -PAINTED. VITH A VATER-BASED EPDXY RUST IIBIrIVE PRIMER PAtNr VITM A DRT FILM rHICxNESS (IF DJT TO 12 ML FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ 1ER•RCRXIBLE VMITE PRIMER VITH A DRT FRM THICKNESS 0' DB TO 12 NIL I L tlrD� 1 MINIMUM EHDM[NT AD L SILLL 'IT PPER HND T ]/16' PFH TAPDECOr6 MINIMUM EMBEDMENT 1lSEE NOTE(5)LES A 80 11/16' --{ I-•-- 4' MAX MAX 09 x 1. 3/4' F.H.w.S 3) PER SIDE FROM JAMB INTO THRESHOLD APPAOVED AS C011RLYIt,_ W 111 Inc M. TM jQ1DU1LDIt1C C7,{ Ga P By PADU TC trOLCr.lSJ:1 BADEN CODE =* .YE CFF7'-E ACCEIITAIICE H0. DI - C31V.21 1-1020-EV-C SHEET I Mar. a MD ttn EXTERIOR I00 MA[ 71 1/v MAX ]I 1/r 7] 3/,. - u „A,I 1/4' J 7 9 10 SHIM PAX - I . 6 17 9 1 z INTERIOR ` Lo ®' ' f SCC QAZNS OCIAIL 29 7/A• 29 ' MAIt Lr V4 SECTION A-AMAX GLAZING DETAIL O U T S W I N G OTHER CONFIGURATIONS - SNCRVIN V1ILIAMi "T 6B 0/4• �/� C1fiCRIUR U2AOC EATUI CAItJC MAX MAX 77 I/i MnA • C7cTCRIOt EIL DE x INTERIOR Y-;cmuKuwmfcmE APPWJWASC01+,LrMmA mm C «a MWIT Iw WAII: • - AS O1IL 1 M s=vi I JLASS BITE g mItDIRRAI�M ... I/B• IEi�ER[o a/us sLJIniTt>Q I-•1020-EV-U ACCEPW.IM 1p�____±1- � 3 I V• L T mom a STECi. 2 Tf 6 ' t*tml Nm 3/ 4' 80 11/16' MAX EXTERIOR 79 5/16' MAX SECTION B-B 1 1/4' INTERIOR "Ki mineLR. CONHENiS VOOD HEAD JAMB EV-12 1 1/4' X 4 9/I6''14TL 10 BE PING OR EQUIVALCHt COMPRESSION VEATHERSTRIP VOOD STRIKE JAMB K RD LOX 0 1 1/4' X 4 9/16' MIL. TO BE PINE OR EQUIVALENT N-UN1�-BUMPER THRESHOLD EV-13 PRENDOR BRAND OR EQUIVALENT - 1 I//' x / 9/16' TOPNEL CV-05, PREHDOR BRAND - 1•II/16' - 20 GA STEEL T 26 1111 �mt -.QOm ;07K; �lIIRt RII RII[IED"BASF FOAH - DENSITY 2.0 TO 2.5 lbs/Ft1 EV-04 PREHOUR DRAND -iOUP LOCK IE 16' - 20 G4 SIECL EV 0 4' X 9 1/2' HTL TO BE PINEOR EQUIVALENT EV-07 15/16' X 111/16• un rn „r ..� LOCK PREP FILLER P 4'x4' HINGE VOOD HINGE JAHB BID x 3/4' FHVS. ai0 x 2' FHVS. Tac• aM tra �u i u SIDELITE VOUD STILE 68 x 2 FFHVS. LOCKSET 010 x 1 3/4' FHVS. VUO➢ SIDELITE JAMB 22' it 64• SINGLE PANEL GLAS. SIDELITE TRIM WOOD) JUDD CASING ® VOOD SIDELITE MEAD JAMB VOOD SIDELITE BASE POLYPROPYLENE LITE FRAME' 96 X 1 1/.2' PAN HEAD SCREVS PIN NAIL DOW SILICONE 4995 LDDrs buss Borre, r1UIC alabDia: IiLfSS Illi Slil Enn..ra "�rw.sccn�inmranrTT,fi �r PREMDMR ENTRY S) rM 911 C .UfERSOB ° C-X=11A�11W-E Plili Q 66 THICK- NIL TO BE V-1 HAGER BRAND HINGE OR EOUIV POLYETHYLENE 1 1/4' X 4 9/l6' NIL TO BE•p��i - A91 THICK (STEEL) U) SCREVS PER H114M tNTtT D� � EQUIVAICNf U, Minx R'T L nrrER CAAF SIDELIIC AM/ &"TO SIDEUIE, 4' DMM TRM n RETER TO ELEVAIIIIII V(EV, F� t Q S USED AND LOCAIRM EV-DI IS/16' X 1 il/16' NIL i0 BE PINE OR EQUIVALENT (2).SCREVS AT EACH STRIKE PLATE KV KSET BRAND 200 L 0( OR HARLOC BRAN 100 LOCK 151 SfRFVS 11ir0{Ipt RME yyrI IRTO SIICUIE t► V� TER JU, B' DaVM rRm tup In 8r - ILL i SrRp� JAMH trrt0 SIOEl1iC JMh/, 4 p0vp flrut lor tl scREVS t 'Fj w,r{ INTO MM .ows V-IB l 1/4•'X 4 9/16' NIL. TO BE PINE OR EOUIVALCNf N-1911 ^- 61-20 5/16 x 1/2• MTL TO BE RIrJF no cno,. . .._ 1/4' X'4 9/16' NIL TO BE pINE OR EQUIVALENT 14P Polypropylene by ODL B PER FRAME,, CUDr re L" KK f�IE to t➢OI fJU rtei a (w- RE W Ek astt Q1► m to 31-1020-EW-O SHEET 3 OF 6 WV= LEI101 9 - 1/4' SHIM MAX 3/4' �TERIOR I 79MAX16-. 80 11/16' I MAX 64' MAX DLO 1 3/4' ....�:r 2 BY WOOD BUCK-`_ 4 9/16' SECTION C- C 1 1/4' -(12)3 -EXTER.IOR PLEASE SEE 'GLAZING DETAIL' DRAWING #31-1020-EW-0 SHEET 2 OF 6 1 1/4' DOW SILICONE #995 APrRWCA/a'C %"HTM SOUTH Fyo-R% W. YT `N PREM00 FR3 +ram 9I1 L .LFTum BIRlm COM C019tNUMEOFFICE Pllli q� FCCEPLu^�Irp�r-ollV. LI . vp ��>wE S INlotlk LISP 2-BF17 , �r 1-1020-EW-0 SHEET 4 OF 6. RIV—is m_tlII U .000I\ IUUNH 1JUJ�,- j: Mllk �. Mk 6• RFn7`C'"S �*wc wr" THE hK _ w.k UIZ"H l"; e r b�k WE PRI YTS �INStq� rAum 911 COM' CMZAKWIICE Off FIR .h-CEPDI.•+CE Mao t- o�=, X 31-1020-EW-p SHEET 5 OF 6 [iY1SQ1 UII[Y u I HLK DUUK FANLL STYLES. 36° —� . 'MAX 9 0� g0� oa 000 Goo Qo 000 Q� �a �o� Da DUD BLANK TOP 6-PANEL 4-PANEL 9-PAH[l 10-PANEL 4-PANEL 18-PAKL OTHER SIDELITE STYLES 30' �--�-- ['MAX 79 /3 16° MAX •• SL-10 SL-20 SL-30 SL-60 SL-50 SL-508 SL-69A SL-698 oo an ao pp . .. �� o0 oa • o0 oa PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 Po-7 Po-e a13 iou nn ❑0 a®a Uu 0® ib0 00 FLUSH 8-PANEL CROSSBUCK 12-PA1rEL 4-PAS CYCBROV 0 p Q 0 SL-69C SL-25 SL-55 SL-30D S1-10 0o a� oo na PO-9 PD-10 PD-II PO-12 SL- WA A PO-13 ran I Lm I oa PD-19 PD-19 PO-2D PD-21 PD-22 PD-23 PO-24 PD 25 PD-26 PD-27 PD-28 PD 29 PD-30 00 D s©a o00 o�n ono u1LulI 00 ❑u goo • PD 3s PD 36 PD-37 • PD-30 PD-39 PD-40 PD-41 PO-42 911 C 01D� . PD-43 PD-43A PD-43B PRISIM KS 65767 I00 uo a❑ o❑ 5-PANEL L 5-PANEL V/SCROLviSl SL-908 f SL-90r SL-30B SL-30C SL-70 SL-DO Qa �� pp QQ �❑ nn PB-14 PO -IS PB-16 PB-17 ' N PD-31 PO-32 ~ 0 PO-33 PO-34 31-1020-EW-o SHEET 6 OF 6 �t( to CV Ln rn CV a z °d a Wagnc WINDL OAD SPECIFICA TION 0/08 I]alton MODEL: WAYNEMARK 8000 & 8100 STYLE: RAISED PANEL TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOT S: 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). 13 CA HORIZ ANGLE t .054" HORIZ TRACK APPROVED SIZES: 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT MAXIMUM SECTION WIDTH 21" 2. GLAZING OPTIONS - TOP OR (2) 1/4-20x9/16" INTERMEDIATE SECTION, .090 SSB TRACK BOLT & (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF (�= s PANELS MINIMUM 7/16" TO MEET c NEGATIVE PRESSURES. co F" .L • 4. U-BAR TO HAVE A MINIMUM DRILL .281 OR 9/32"0 HOLE IN TRACK FOR 1 YIELD OF 80 KSI J8-US BRACKET ' ATTACHMENT 5. TRACK, AND DOOR STEEL TO + HAVE A MINIMUM YIELD OF 33,000 PSI. (1) JB-US BRACKET LOCATED ,.„ AT EACH ROLLER LOCATION • - 6. OPTIONAL - (MIN) EXCEPT TOP BRACKET ROLLER p .080" ALUMINUM LOUVERS WITH HIGH (P/N 125139). IMPACT STYRENE FRAME MAY BE �- LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS REQUIRED. 5/iBx1-5/8" F 8. THE DESIGN OF THE LAG SCREW EACH SUPPORTING STRUCTURAL AT J8-US ELEMENTS SHALL BE THE BRACKET RESPONSIBILITY OF THE PROFESSIONAL OF RECORD ;FOR THE BUILDING OR STF Ja0`9':Uk AND IN ACCORDANCE- MAl;H d;, �R NT o54" vERr TRACK BUILDING COPES-o.F�f41�T,�%;,C•OADS O LISTED ON :TH15;.DF�'A!N{N� v`<"�:�,'�; • 1 /4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH J8-US Approved: = ;_ BRACKET ' ' ,y o' ' lm Ao6s6k OIL; PEN51,60, L fL ,52I.514 FLbmcLo 'pfRTotAn6Nfno: 004e4W--' _�. 1%' gg Y YY rr h P�MI7J R r ".`I D CE0ROD1.8,E%FlCA ON NO_ 0 8�I9 . �- : NORTW.WOuN^.0 nFlCAtoN Date: D ' Nd o2�sse CITY OF SAIdFORD oP r1oN cooE- . a7 08 REV P WM 9 ' x 14 ' MAX 44 PSF 1 OF_. 4 TRA CK, END HINGE TOP BRA CKET REOUIREMEN TS 1/4-20x9/16" TRACK \ BOLT do 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET 7 (P/N 108077) �. N, TEK SCREWS (P/N 141668) �\ 14 CA WIDE BODY HINGE 00 — — — (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) CTEK SCREWS L END HINGES A . r. •Oc ,36 20 GA o0. 'U —BAR ' WIDE BODY HINGE (P/N SEE BILL OF MAT'L) LH(yN0 HIrqrF RH END HINGE NYL0�•-kOLLER (P/N i 70791) ® \ BOTT�tCK BRAET (P/ H-2J0 54 — \. do LH-2'1OA5) \ (31" 1/4-2 x7/8" \ }..TEK SCREWS \ N 100507 \ . Approved: W.S. Wilson, P.E. + 3395 ADDISON DR., PENSACOIA FL 32514 FLORIDA CEFMFICATION NO. 0048489 CEORCIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTInCAnON NO. 023836 Date: 3 - 5-- 0 ( •r„i o ��l 1 uLu f I� 1 16 CA END STILES 11 .(20 CA CENTER STILES). OPTION CODE.' 0108 1 REV.:. P I . WM 9 _' x 14 " MAX 44 PSF 1 2 OF 4 .(20 CA CENTER STILES). OPTION CODE.' 0108 1 REV.:. P I . WM 9 _' x 14 " MAX 44 PSF 1 2 OF 4 ram. ' U-BAR L OCAR NS 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'-3" HIGH DOORS W/ (6) 20 CA 80 KSI U—BARS LOCATED AS SHOWN D° f 9'-0" THRU 10'-6" HIGH •DOORS W/ (S) 20 CA 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) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE ,%tilt ''�1 • 'fir • tj� Approved: ..i W.S. Wilxn:� i}E1 •� n • :;.7 —•aft 3395 AWIS�A•02: F1LOPoDA;CFRTIF7GnON N0. 0048480:� •, y CEDFQiU CERTIDO nON?Io7a18514 rORiN';LQROUIrA�CfRnFlG -ON ,NO`C013ai a V. DOfe;' -•. �, ry ` OP TlON CDDE :: 'a i i � REV.' P WM 9" x 14' M, N 9 ._C ' ii L.; OF 4 Wind Load Test Report Report # 0108P February 1, 2001 TES'i 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 specificatiVs 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 t 1%. (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. WayneNlark Model 8000, 90, 4 section. Z. 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'•AnN,wers;:Q!kI8(Q127). APPROVED.dPT3ON •�� p�;!�i;: Based on ofhe&s fit! gtl7,a.1 i;.'Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: ''t•r" c. '" '' COUNTY C. ILDING ��� I 3395.AddisotrDr.PkrlSacoka,'-- 44':'..,. t' r Florida Cec4 r(a.OD�t84$� �: '. �� "'"' �cia�tm:7 k G, Fi '� fT Georgia CertNb,�fJt85•(•9-' North Caroling Cyrr IIIli.11 H v / / Wayne, hafton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. Z% 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 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 cD THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN cn CN ACCORDANCE WITH CUPRENT BUILDING CODES FOR''THE LOADS o LISTED ON THIS,•.0RAwN(a z (1) JB—US BRACKET LOCATED KL Approved: AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). "S •"nor. - - - . . 3M5 -A QIQFp{��yl 2514 ' tD#JC9Zy;- CMRGU•;:6nACATION'140: 018519 ' �,• - %�:_" NAiTii 011l+� ER FtAOON NO. Jo 21vr �';" Date: - 28-0L `ram OPTION C00,"r�`:�,`,; :REV. P 1 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT' & (2) 1/4"-20 HEX NUT 5/16"xi-5/8" LAC SCREW AT EACH JB—US BRACKET DRILL .281 OR 9/32"v HOLE IN TRACK FOR J8—US BRACKET ATTACHMENT 1 /4"-20x9/16" " TRACK BOLT & 1/4"-20 HEX NUT AT EACH J8—US BRACKET (1) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP SECTION. 067" VERT TRACK WM 16' x 14' MAX, +27 -29 PSF I : 1 OF. 4 cQ r: r Y4� C:-. a-. m TRA'CI( END HINGE, TOP BRACKET REQUIREMENTS 1/4"'-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4'-20x5/b TEK SCREWS (P/N 141668) mq �y� y ARROW BODY HINGE (4) 1/4"-20x5/8" SELF -THREADING SCREWS ' 2" NYLON ROLLER -(2) 1/4"-2Ox5/8" W/ 4 1/2" STEM T TEK SCREWS ALL / (P/N) 108135 i A END HINGES A Y f 0 I , 1 00 \ � �, \ � � WIDE BOGY •� :'7/16" PUSH NUT AT EACH. HINGE (P/N SEE } ,TROLLER (P/N 243341) BILL OF MAT'L) ; t, » LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS 3" 20 CA OR HINGES U-BAR N RH END HINGE (3) 1/4"-2ox7/8" 'TEK SCREWS (P/N 100507) Approved: W.S. Mson• P.E. 3395 AODtSON OR, PIDGQOIA. FL 32514 I FLORta1 CflillF)CATION.NO. 0046489 - O GEORM CERTIF)CATION NO. 016519 NORTH WMNA CERTIFICATION NO. 023636 Date: -1 /2" BOTTOM BRACKET (P/N RH-270354 & LH-270355) L 20 GA CENTER STILES 16 GA ENO STILES OP 77ON CODE- 0110 1 REV' _ P 1 I WM 16 ' x 14 " MAX, f 27 - 29 PSF I 2 OF 4 U-BAR L OCA.TIONS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (16) 3 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3' 20 GA 80 KSI U—BARS LOCATED AS SHOWN a } 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I � (2) 1/4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved:. r:- .. , t t F r :. .--wz wad P . f 3395,tDQt50N DR:.- £lir,COt�F'%3' 51'.:• F3ARIQA;C e}}rrQQ. gto rr.=. t NOR1il�j01R0CFltfiElGTIpN¢ND; 023836 ...� J �' O B 0 0 Vic 0 e OPTION G'�36rF;' f?1,�,;; '''REV- PI WAII 16 ' x 14' MAX, f 27 - 29 PSF 3 OF 4 CENTER 5 T/L E - & IN TERI WE DIA - TE - HINGE Z 0 CA T1 ONS 16' 15' 14' Approved: ��G ORANGE COUNTY W.S. Wilson, Pi 3395 ADDISON OR.. PDWXLA. FL =14 FLORIDA CERTIFICATION NO. 0048489 CEORGNA CERTIFICATION NO. OI85I9 - NORTH CAROLINA CMF)CATION NO. 023838 Date: OPTION CODE 0110 1 REV- Pi I WY 16'x WMAX, *27--29 PSFI 4 OF 4 V Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUDkEMENT: 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;�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" duck blocks were placed under the door at the edge, centered under the end stilts, 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 time test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%, (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February22, 2001. Temp•71° F. 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- 3. .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 SlIvULARITY• 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 heiglmts are apprgved;to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questiop•�ia' Anstvery/,GA18(Q127), APPROVE L?�P) I�id51f �� ' . /:` Based on o_ er tts bu A1'r uminum Louvers and Styrene Window Frame Assembly per test number 020501. fit,+,• =l � e•ppV�; 7',7��� ������(`1 '!r '•Name: 1• +; �t� t�i f�U, 5�' ��.11�] W.S. Wilson' �,n �,, — G:yn . e U+:.yC C°ev 3395 Add•'ison.f3r •Peim�acol�"FIK 25f4 "�"•• 4: Lk "' $ Florida Cert Lk R L e-1 d 9.. TF Q Georeia Cert No. 078j�,;i. • ' cD CV in r'y rn CN c z o. waype. • WINDL OAD SPECIFICA 1 ON 0108 Dalton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21" DESIGN PRESSURE: POS./NEG. 29.3 PSF Scc MASTER PLAN NOTES: 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND I REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM 054" HORIZ TRACK c THE TEST." (1993 .ASTM E330). i 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. (2) 1/4-20x9/16" 3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) (NAILED ON 6" CENTERS) MUST 1/4-20 HEX NUT OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. I 4. U-BAR TO HAVE A MINIMUM YIELD 0 OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD DRILL .281 OR 9/32"0 OF 33 KS1 A653 G-40 HOLE IN TRACK FOR J8-US BRACKET 6. 26 GA DOOR FACER STEEL TO ATTACHMENT HAVE A •MINIMUM YIELD OF 57 KSI. 7. OPTIONAL - .080" (MIN) ALUMINUM (1) J8-US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE LOCATED IN' THE END EXCEPT TOP BRACKET ROLLER p .PANELS OF THE •BOTTOM SECTION. (P/N 125139). 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING I STRUCTURAL ELEMENTS SHALL BE THE I RESPONSIBIUTY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH 5/i6xt-5/8' CURRENT BUILDING.CODES FOR THE LAG SCREW LOADS USTEO ON THIS DRAWING. AT EACH JB-US o BRACKET 0 I Approved: W.S. Wilson, P.E. M95 ACOISO14 OR., PENSACOIA, FL 32514 R.ORIOA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION NO. 018519 NORTTi CAROUNA CERTIFICATION NO. 023836 Date: `?-.2 8 ,oI OPTION CODE 0108 I REV- P 1 054" VERT TRACK 41 Hill: 1./4-20x9/16" TRACK-\\Jj BOLT & 1/4-20 HEX NUT AT EACH JB-US BRACKET WM 9' x 14' MAX 44 PSF 1 OF 4 TRACK. END HINGE; TOP BRACKET REQUIREMEIiTs. 1/4-20x9/16" TRACK BOLT & 1./4-20 HE s t NUT THROUGH ANY TWO ALIGNING HOLES I TOP BRACKET (P/N 108077) • (5) 1/4-2Ox5/8" TEK SCREWS (P/N 141668) r i. MA it _ 14 GA WIDE BODY HINGE V° b° i (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N -100320) (2) 1 /4-2Ox5/8- TEK SCREWS - q ALL END HINGES 4 - -0 3" 20 GA 00•. U-BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) BOTTOM BRACKET (P/N RH-270354 & LH-270355) �. TEK SCREWS (P/N 100507 Approved: ` WS. Wdson, P.E 3399 dO0150N DR PENSACOL . Ft 32914 FlORIOA CfRilFlGiION NO. 004840 GEORGIA CERi1F1G11ON NO. 018519 NORiH CAROUNA CER11FlG110N NO. =—%36 -p/ Date: - OP T/ON CODE 0108 1 REV. /� 1 7 I I I " (20 GA CENTER 16 GA END STILES STILES) WM9'x 14' MAX 44PSF I 20F4 U-BAR L OCA TIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U-BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-BARS LOCATED AS SHOWN S'-O'w'INIU 10'-6" HIGH DOORS 7\ 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 2Ox5/8' TEK SCREWS ATTACH AT EACH STILE Approved: WS Ydwn. PE 3395 ADDISON DR.. PENSACOLA, FL 32514 FLORIDA CERTIFimmm No. oo48489 GEORGIA CER1F1C1TION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 4 - Z a - of OP77ON CODE.- 0108 1 REV P1 I WM 9' x 14' MAX 44 PSF I J OF 4 Wind Load Test Report Report # 0108P1 Aft- TEST REQUIREMENT February 1, 2001 ie door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 518" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured 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 I 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 640 F. cODUCT DESCRIPTION: 1. WayneMark Model 8000, 9x7, 4 section. G _ D'� Soo 2. Exterior skin'fias minimum of .0175.. The minimum yield stress is 33 KSI. p PLAN3. Standard bottom astragal and retainer. MASTS. 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KS 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 urvale t. AIuminum Louvers and Styrene Window Frame Assembly per test number 020501. lme: W.S. Wilson, P.E. 'F 28-01 3395 Addison Dr.,.Pensacola, FL 32514 - Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 z; to rn C'4 0 Q. Wagne Balton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECY-ICA %ION 0110 1 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0' MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF SCC # �� ap(o MAXIMUM SECTION WON 21" NEG. 29 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5_ TRACK TO HAVE A MINIMUM YIELD .OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 -KSI 7. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF. THE BOTTOM SECTION. 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: W.S. Wilson. P.E. 3395 AOCISaN OR" PENSACOLA. FL 32514 FLORIOA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION N0. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: f— 28-01 067" HORIZ (2) 1/4"-20x5 TRACK BOLT d 1/4"-20 HEX 5/16"x1-5/8" L SCREW AT EA JB-US BRACH DRILL .281 OR 9/3: HOLE IN TRACK F JB—US BRACN ATTACHME 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB—US 'BRACKET (1) JB—US BRACKE LOCATED AT THE MIDDLE ( EACH SECTION EXCEPT TC SECTI O .067' VERT TRA (1) JB-US BRACKET LOCATI AT EACH ROLLER LOCATH EXCEPT TOP BRACKET ROLLS (P/N 12511 OPTION CODE.' 0110 1 REV- P 1 I WM 16 ' x 14 ' MAX, f 27 — 29 PSF J 1 OF 4 1/4"-20x9/16" TRACK — BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET — (P/N 108077) (5) 1/4"-2Ox5/8- TEK SCREWS (P/N 141668) TRA CK, ENO HINGE TOP BRA CKET REQUIREMENTS SCC# MASTER. PLAN ! NARROW BODY HINGE (4) 1 /4"— 20x5/8" SELF —THREADING SCREWS (2) 1/4"-2Ox5/8" \2 NYLON ROLLER W/ 4 1/2" STEM TEK SCREWS ALL / ENO HINGES(P/N) tO8135 1.7/16' WIDE BODY PUSH NUT ATEACH HINGE (P/N SEE OLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U—BAR LH ENO HINGE RH ENQ HINGE (3) 1/4"-20x7/8" Approved: W.S. Wilson, P.E. M95 ADTASON DR., PENSACOLA, FL 32514 FLORLDA CUMFICA71ON NO. 0048489 GEORGIA CEITIVICAMON NO. 018519 NORTH CMUNA CE1i nrAMN NO. OUM6 Date: 4•-2 9— o ( (P/N RH-270354 & LH-270355) Il tI •Q 1 u'm L 20 GA CENTER \ STILES `16 GA ENO STILES OPTION CODE. 0110 REV. P1 WV 76' x 14' MAX, *27 -29 PSF 2 OF 4 0 La Pllv; U-BAR L OCA TIONS 12'-6" THRU 14' HIGH DOORS NOTE: W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN SCC #:�.�2-4aoG MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS' W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I � (2) 1/4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W-I:L Wl=n, P.E 3395 ADDISON OR, PEN =LA. FL 32514 FLORIDA CEIMFICAT10N. N0. 004848g GEARGIA CF3MCAMON NO. 018519 NORTH CAROUNA CEHIIFICATION NO. 023836 Date: y - Z2 ? - 01 I OP17ON CODE•- 0110 1 REV.• P1 I WM 16' x 14' MAX, f27 —29 PSFI 3 OF 4 CENTER STILE & INTEERMEDIA TE HINGE L OCA TIONS , ►,r wCTFR PLAN 15' i �V�Il�l�llw R ' rw7ll ll 14' -10' Approved: 3395 ADDISON OR., PENSICOLA. FL =14 FLORIDA CER rATION N0. 0048489 CEORM CFRTIFTATION N0. 018519 NORTH CAROUNA CERT M11ON NO. 0=6 Date: Q- z 8 -o i OP 77ON CODE.- 0110 1 REV' P1 I WY 16' x 14 ' MAX, f27 -29 PSF 1. 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 ®TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is -tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/3" 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 mwdmum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February22, 2001. Temp 71° F. .'RODUCT DESCRIPTION: S C C # OZ - op 6 1. WayneMark.Model 8000, 16x7, 4 section. MASTER PL.AiV. 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 SD IILARITY: 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 onpother tests b ' uival Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ® 11ame: W.S. Wilson, P.E.-_- 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georaia Cert No. 018519 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 124 PINEFIELD DR for which permit 03-00002548 has heretofore been issued on 8/12/03 has been completed according to plans and specifications filed in the office of the Buildin Offici 1 )rio�r to the issuance of said building permit, to wit as Sim permit, '%" PULSIr ,, complies with all the building, plumbing, electri 1, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL DATE BUILDING: Finaled ZONING: Inspected UTILITIES: Water Lines In Meter Set Reclaimed Water Subdivision Regulations Apply: Yes No APPROVAL DATE APPROVAL FIRE: talo Inspected Sewer Lines In Sewer Tap ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Signs b �, � Street Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE WiM3.�J'1Vi01 DATE AMOUNT 8/12/03 10.00 8/12/03 10.00 8/12/03 10.00 8/12/03 10.00 8/12/03 10.00 8/12/03 59.27 8/12/03 54.0*0 8/12/03 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 124 PINEFIELD DR for which permit 03-00002548 has heretofore been issued on 8/12/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 8/12/03 91.93 01-RADON GAS TAX FEE 8/12/03 11.70 01-ROAD IMPACT FEES 8/12/03 847.00 01-RECOVERY FD/CERT. PGM. 8/12/03 11.71 01-SCHOOL IMPACT FEE 8/12/03 1384.00 WD IMPACT:SINGLE FAMILY 8/12/03 650.00 SD IMPACT:SINGLE FAMILY 8/12/03 1700.00 yk'a� rila-, 14, 1 OWNER BUILDING OFFICIAL DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: o ADDRESS: 'Q �A CONTRACTOR: PHONE #: yd1 - Ly) rj 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. ngineering ��Public Works ❑ Utilities Ot D.5t,(A-t s-Z./no/0.5 0 Fire f-\ � A- OZoning ,/'*N I A— OLicensing r, ( A, CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: \ ) -1 �o PERMIT #: C, • �`� �� ADDRESS: CONTRACTOR: PHONE #: y(j1- W) 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 f\ A- & /� 3 J�_ ublic Works rnrr d OZoning O Utilities OLicensing r,, CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) M CERTIFCATE OF OCCUPANCY ' REQUEST _ FOR FINAL INSPECTI(SN **** SINGLE FAMILY RESIDENCE****= I 1 , & Z 1 1 1 DATE: 3t u� ��N Eo PERMIT #: C� � - �,� �-� � � � .- 1 � N O v u O ADDRESS: ���1^ 2S.c�y a o c O r m c 2Z . � c c CONTRACTOR: a a 7 aa� W 6l PHONE #: -LA d1— girl 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 OEngineering OPublic Wort tiliti s CON TIO /V / 0Fire A- , y ozoning OLicensing S: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 1. • M . f f I 1 I I I 1 I 1 1 I I Ak I T'N E R S U R V E Y I N G 10 December 2003 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re:124 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.U. No. 3382 P.O. BOX 823 • SANFORD, FLORIDA 32772-0823 - (407) 322-2000 FEDERAL EMERGENCY, MANAGEMENTAGENCY NATIONAL FLOOD INSURANCE PROGRAM LvOON CERTIFICATE O.M.B. No. 3067-0077 , Expires December 31, 200E Read the insWcfions on oaoes 1- 7. SECTION A - PROPERTY OWNER INFORMATION For huranos U p" 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 124 PINEFIELD DRIVE CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Blodc Numbers, Tax Parcel Number, Legal Desorption, etc.) LOT 12, CELERY LAKES PHASE 1 PLAT BOOK 62, PAGES 75 & 76 BUILDING USE (e.g., Residential, Non-residerU Addition, Accessory, etc. Use a Comments area, if rtecessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: . GPS (Type): ( #f -W-##.##" or ##.#####) 0 NAD 1927 0 NAD 19113 ❑ USGS Quad Map ❑ Other: SECTION B - FLOOD INSURANCE RATE MAP (FIWINFORMATION TATE CITY OF SANFOFID t2D294 & COMNIlMiY NUMBER I SEMNOIE EQCOUMYNAME I FLORIDA B4. MAP AND PANEL 87. FIRM PANEL B9. BASE FLOOD ELEVATIONS) NUMBER B5.SUFFD( 86. FIRM INDEXDATE EFFECTNEREVISEWATE 88.FLOOD ZONE(S) ¢kwAO,uwdq*ditft 12117CO065 E APR 1995 APR 1995 X NA B10. Indicate the source of the Base Flood Elevation @FE) data or base Hood depth entered in B9. Q AS Profile ® FIRM ❑ Communily Determined ❑ Otber(Desabe} B11.1ndira0e the elevation datum used for the BFE in 89:. ® NGVD 1929 0 NAVD 1988 ❑ Other (Descrlb# B12. Is the building bred in a Coastal Barrier Resources System (CBRS) area orOtherwim Protected Area (OPA)? Q Yes ® No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Buidi g elevations are based on: 0 Construction Dowirx,Is• 0 Buidng Under Construction• ® Finished 'A new EWation Certificale will be required when oordAxtion of building is complete. C2 Building Diagram Numbers (Select the building diagram most si miartrb the building forwhich this certificate is being completed - see pages 6 and 7. ff no diagram aocu etaly represents the building, provide a sketch or photograph.) C3. Elevations —ZorwA1A30, AE, AH, A (with BFE), VE, WAK30, V (with BF 4 AR, ARIA, ARIAE, ARIAlAW, AR#" ARIAO Completa Items C3.-a4 below according to the building diagram specified in Itam C2 State the datum used. If the datum is ditent from the datum used for the BFE In Section B, convert the datum to Mused for the BFE. Shaw field measurements and datum conversion cECulation. Use the space provided or the Comments area of Section D or Section Q as appropriate, lo doc un A the datum conversion. Datum NGVD 29 Com ersi Wwrnments Elevation refarerroe mark used Does the elevation reference mark used appear on the FIRM? ❑ Yes ®No 13. a) Top of bottom floor (nduding basement or endosure) 21. 00 ft(m) ❑ b) Top of nerd hgher floor 30.00 t(m) 0 c) Bottom of lowest h=ntal structural member(V aortas only) NA . _ft(m) 0 d) Attached garage (top of slab) w ❑ e) Lowest elevation of machinery and/or equipment servicing the building (Describe in a Comrnerds area) 20.2 ft(m) E ❑ f) Lowest adjacent (finished) grade (LAG) O g) Highest adjacent (finished) grade (HAG) 20. 5 ft(m) ❑ h) No. of permanent openings (flood vents) within ft above adjacent grade NA � 2 O ) Total area of all pemrarrent openi gs (flood vents) in C3.h NA sq. in. (sq. an) SECTION D - SURVEYOR, ENGINEER, OR ARCWMCT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation infonnation. 1 certify that the information in Sedions A, B, and C on this certificate represents my best efforts to interpret the data available. I 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 2597 SANFORD AVENUE / SANFORD FL 32772 SIGNATURE �qa- r (IL 10DEC 2003 407 2( TELEPHONE IMPORTANT: In these spaces, copy the cmwp racing infmadon from n.A, Far Insuanoe Company use: BUILDING STREETADDRESS (lr t Apt, Unk Suds, andbr ft No.) OR P.O. ROUTE AND BOX NO. • Polo/ Maber 124 PINERELD DRIVE ' CRY STATE ZIP CODE Cartp M NAIC Number SANFORD FL 327/1 -SECTION D = SURVEYOR,-ENGINEEP,-ORARCHITECTCERTIRCATION (CONTINUED) Copy both sides of this Elevation Certificate for(l) communfly.official, (2) insurance agent/company, and (3) building owner. COMMENTS ❑ Check here if alwhnents SECTION E.- BUILDING. ELEVATION. INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WRHOUT BFE) For Zone AO and Zone A (without BFE), complete gems E1 through E4. tithe Elevation Certificate is mended for use as supporting Information for a LOMA or LOMR-F, Section C must be completed. Et. Building Diagram Number_(Seled the building diagram most similar to the building forwhich this certificate is being completed — sae pages 6 and 7. If no diagram accurately represents the buid% provide a sketch or photograph.) EZ The top of the bottom floor (including basement or enclosure) of the building is _ t(m) _in.(an) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, I available), E3. For Building Diagrams 6$ with openings (seepage 4 the ne)d higherflooror elevated floor (elevation b) of the building is _ t(m) _in.(an) above the highest adjaoerd grade. Complete ems C3.h and C3.i on front of kern. E4. The top of the platform of machinery andior equpment servicing the buiding is _ it(m) _in.(crn) ❑ above or ❑ below (dhack one) the highest adjacent grade. (Use natural grade, i.avaiable). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordkmance9 ❑ Yes ❑ No ❑ Unkr wn. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property ownerorowner's aufhormad representative who completes Sections A, R C (Items C3.h and C3.i only), and E for Zone A (without a FEMA-shed or oommundy- ssued BFE) or Zone AO must sign here The statements in Sections A, B C, and E are oared to the best ofmy krmwf edge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE COMMENTS. ❑ Check here if aftachmenis SECTION G- COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance m administer theoommunily s floodplain management ordinance can complete Sections A,.B, .0 (or.q and G of.ths Elevation Complete the applicable iam(s) and sign below. G1. ❑ The informatim in Section C was taken from other documwtIation that has been signed and embossed by a fioerhsed surveyor, engineer, or ardhitecwho is authorized by state or local law tocertily elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2_ ❑ A communilyy official completed Section E fora building located in Zone A (without a 1=EMA-Issued orcommundy-&sued BFE) or Zone AO. G3. ❑ The following information (Items G4.G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF COMPUMICEDOCCUPANCY ISSUED G7. hs permit has been issued for. ❑ New Constrhdion ❑ Substantial Impravement GB. Elevation of asbuit lowest floor (including basement) of the building is: — _ft(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: — _ ft(m) Datum LOCALOFFICIAL:S NAME TITLE. COMMUNITY NAME. TELEPHONE. SIGNATURE DATE COMMENTS