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135 Pinefield Dr 03-2497 SFR
SPERMIT ADDRESS •� CONTRACTOR ADDRESS PHONE NUMBER Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PROPERTY OWNER ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR qr MECHANICAL CONTRACTOR PLUMBING CONTRACTOR SAL 400 MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION PERMIT#�14601qpn DATEIb 16,0Z PERMIT DESCRIPTI, PERMIT VALUATIO SQUARE FOOTAGE 63 COUNTY OF S[MINOL[ IMPACT FEE STATEMENT ISSUED DY CITY OF SANFORD 07 STATEMENT NUMBER 103-75577 DATE: BUILDING PERM Y) COUNTY NUMBER: UNIT ADDRESS: ve________________________ TRAFFIC ZONE: JURISDICTION: SEC: ____ TWP R PARCEL: ________________ C\)DDIVISION TRA PLAT BOOK: A*PB[OK OWNER NAM[: ' .. ���� --_---_--_- ADDRESS: ����� �.~�y��//�,�� �= ��--�,^�.� ��z._.� ----------- 26 APPLICANT NAME: ........... I[................................................... ADDRESS: _(`___________________________________________________ LAND USE CATEGCRY: 001 - Single Family Detached House TYPE US[: Residential WORK DEECRIPTION: Single Family House: Detached - Construction �������������-�����������������������������������������-~�����-- FEE / BENEfIT RATE FEE UNIT RATE PER # f� TYPE TOTAL DUE TYPE . DIST SCHEDULE DESC. UNIT OF UNITS '-------------------------------------------------------------------------------- WD�� -ARTERIALS CO -WIDE O dvil unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH O dwl unit $ 142.00 1 $ 142.00 LIBRARY CO -WIDE O dwl unit $ 54.00 1 $ 54.00 SCHOOLS CC -WIDE O dwl unit $1,384.00 1 $ 1,384.00 STATEMENT RECEIVED BY: (PL�ASE PKINT NAME) / A 0 SIGNATURE: If NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *WW* DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER:, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/UR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY ON OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF T||E COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEA!.AC MAY BE PICKED UP, OR REQUES7ED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EACT FIRST STREE7, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 HORll\ PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT***********T*T*$*$** CITY OF SANFORD PERMIT APPLICATION VJ Permit # :c� �� Date: June 20, 2003 .lob Address: 135 Pinefield Drive Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $120,698.00 Permit Type: Building X Electrical X Mechanical X Plumbing _,XL Fire Sprinkler/Alarm Pool Electrical: New Scrvicc— # of AMPS 150 Addition/Alteration Change of Service Temporary Polc Mechanical: Residential X Non -Residential Replacement New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type. Residential X Commercial Industrial Total Square Footage: 3,218 Construction Type: VI # of Stories: 2 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1101 N. Keller Road,Suite F Orlando FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-91 12 Contact Person: Laurie Pellegrino Phone: 4( 07) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. � /20/03 Signature ofOwner/,Age t Date Russell Keith Summers Pri wner/Agent's Name 6/20/03 Signature of Notary -State of Florida Date n"" DEBBIE TIME My Comm Exp. 2/5/05 No. CC 999378 Owner/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg" 1F 77-71� Zoning: (Initial & Date) 6/20/03 Signature of GLonI=1o4gent Date Russell Keith Summers Pri ontmctor/Agent's Name /20/03 Signature of Notary -State of Florida Date `�pF rto9 DEBBIE TIME NOTARY o My Comm Exp. 2/5/05 No. CC 999378 Personalty Knv«n (1 OtherI.D. Contractor/Agent is _X_ Personally Known to Me or Produced ID Utilities: (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: _____________ Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida - ---------------------------------------------------------------- AddressofJob: 135 PINEFIELD DRIVE Lot:120 Panel: 3 Electrical Contractor: DANIEL G. PUGLISI Residential: __� Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service 5_2> New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: S, co 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 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 --------------------------------------------------------- 135 PINEFIELD DRIVE Lot:120 Panel: 3 Address of Job: Mechanical Contractor: GARY CARMACK Residential----�----- Non -Residential 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: 135 PINEFIELD DRIVE Lot: 120 Panel: 3 -------------------------------------------- ------------------ --- WILLIAM T. SELF Plumbing Contractor: 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. k Applicant's Signatu CFC057039 ---------------------------------- State License Number III lingo lmememingum omomIN11 c" 0 W y 0 U o0C tZ-t000 . W V4 .Jd go LU_ ". WZZg of 10 IS 0Z10 MARYRifiUE MORSE, CLERK OF CIRCUIT COURT SEMIMXE COUNTY BK 04676 PIS 16131 CLERK'S # 20@3t063a3 RED )M 06/23/2003 01s2liQ PM REMINB FEES 6.00 REOM BY N Noldsn 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 120 135 PINEFIELD DRIVE : Subdivision: CELERY LAKES General Description of Improvement CONSTRUCT A SINGLE FAMILY RESIDENCE OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 (Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America NA, 750 S. Orlando Ave #102, Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax 407 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kamaf Title, 200 W. lot St Sanford FL 32771, Fax: 407-330-5062 Phone: (407) 322-9484 In addition to himself, Owner designates (Name and address) provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date Is 1 year from the date of recording unless a different date Is specified.) RUSSELL KEItqSUJdMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 29TH day of APRIL, 2003. CERTIFIED W" MARYANNE M010111 OF r� DEBBIE TIME .� op CLERK OF CIRCUIT COU Notary Public NOtARY o MY Comm Eo. 2/W5 SEMINOLE COUNTY. FLONO vueuc No. CC 999378 Personally 16wwn I I Other I.D. r DEPUTY CLIM *N-¢ 3 of CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 120 Subdivision: CELERY LAKES Property Address: 135 PINEFIELD DRIVE ® 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). ❑O 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. FX_1 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). M 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. ❑x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. ❑x h. Square footage table showing footages: Garages/Carports 389 S.F. Porch(s)/Entry(s) 11 S.F. 0 3. M 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 2,818 S.F. Total (Gross Area) 3,218S.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. DATE: Friday, June 20, 2003 SIGNATURE: Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other f� (By er or Authorized Agent) • PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 120, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 25' I I 119 i N f I N 89'38'17" E 120.00' 30.00' 5' DRAINAGE ESWT 5.00' ; 48.00 O O � f 4i c I r i 31 omv In -0D;u N ;+ O T t2 II I o 10.00' I O 5.00. S' DRAINAGE ESM'T I N 89'38'17" E 120.00' 121 i i SCALE: 1 "=30' I• 120 ` TRACT "B" 01 O O O 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 006SE dated APRIL 1995. 74L 0 w F- 0 z V) a w J Q U (n SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Kinimun Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. PROJECT NO:03-538 R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-0823 (407) 322-20M SURVEY DATE: CERTIFIED CORRECT TO: PLAT OF BOUNDARY SURVEY for MARONDA HOMES Legal Description LOT 120, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 25' 119 � Q N 89*38'17" E 120.00' Z 30.00' 5' DRAINAGE ESM'T 5.00' ------------------- 48.00 O O O O -� C41 M:nco 0 /J -TRACT B m �n II o I� SJ 10. CJ1 61 i L 42.00' O O _ O 5' DRAINAGE ESM'T N 89'38'17" E 120.00' ' 121 SCALE: 1 "=30' PLANS REVIEWED CITY OF SANFORD 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. 7" 0 w 0 z CC w J Cr (.,,) LO 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. PROJECT NO:03-538 R. BLAIR KITNER - P.L.S. NO. 3382 Post Office Box 823, Sanford, F1. 32772-0823 (407) 322-2000 SURVEY DATE: CORRECT TO: j(:QRM60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: BnAYBURY _ Builder: MARONDA HOMES Address: 135 h Field onye Permitting Office: City, State: d F Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central I. New construction or existing New 12. Cooling systems 2. Single family or multi -family _ Single family _ a. Central Unit Cap: 35.4 kBtu/hr 3. Number of units, if multi -family 2 _ _ SEER: 11.00 4. Number of Bedrooms 4 _ b. Central Unit _ Cap: 28.8 kBtu/hr 5. Is this a worst case? Yes _ _ SEER: 11.00 6. Conditioned floor area (w) 2818 fe c. N/A _ 7. Glass area & type a. Clear - single pane 264.0 fe _ 13. Heating systems b. Clear - double pane 0.0 fe _ a. Electric Heat Pump Cap: 35.4 kBw/hr C. Tintlother SHGC - single pane 0.0 fe _ _ HSPF: 7.40 d. Tint/other SHGC - double pane 0.0 fe b. Electric Heat Pump _ Cap: 28.8 kBtu/hr 8. Floor types _ HSPF: 7.50 a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft c. N/A _ b. Raised Wood, Adjacent _ R=11.0, 400.Oft- c. N/A _ 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons a. Concrete, rat Insul, Exterior R=4.2, 1132.0 ft- _ _ EF: 0.93 b. Frame, Wood, Exterior R=11.0, 1180.0 fe b. N/A _ c. Frame, Steel, Adjacent _ R=11.0, 180.0 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, 1680.0 fP _ 15. HVAC credits PT b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Con. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft _ MZ-C-Multizone cooling, b. Sup: Unc. Ret: Con. Ali: Interior Sup. R=6.0, 150.0 ft MZ-H-Multizone beating) Glass/Floor Area: 0.09 Total as -built points: 33395 PASS Total base points: 38106 I hereby certify that the plans and specifications covered by this calculation alre' compliance with the lorida Energy Code. f PREPARE B DATE: - -+r( 3 - I hereby certify that building, as designed, is in compliance with t e to111 ' a ne gy.Co e. �f OWNER/AGE` T DATE: I Review of the plans and specifications covered by this calculation indicates compliance wvith the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. �UILDING OFFICIAL: DATE: lA EnergyGauge® (Version: FLRCPB v3.21) FORW.600A-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Floor Area Type/SC .18 2818.0 25.78 13076.6 Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear Single, Clear As -Built Total: WALL TYPES Area X BSPM = Points Type Adjacent 180.0 0.70 126.0 Concrete, Int Insul, Exterior Exterior 2312.0 1.90 4392.8 Frame, Wood, Exterior Frame, Steel, Adjacent Base Total: 2492.0 4518.8 As -Built Total: DOOR TYPES Area X BSPM = Points Type Adjacent 17.0 1.60 27.2 Exterior Insulated Exterior 20.0 4.80 96.0 Adjacent Wood Base Total: 37.0 123.2 As -Built Total: CEILING TYPES Area X BSPM = Points Type Under Attic 1576.0 2.13 3356.9 lUnderAttic Overhang Ornt Len Hgt Area X SPM X SOF = Points E 1.0 6.0 16.0 59.31 0.97 920.8 E 1.0 6.0 16.0 59.31 0.97 920.8 E 1.0 6.0 16.0 59.31 0.97 920.8 E 1.0 14.0 16.0 59.31 1.00 945.0 E 1.0 14.0 10.0 59.31 1.00 590.6 E 1.0 6.0 24.0 59.31 0.97 1381.3 S 1.0 14.0 30.0 44.66 0.99 1330.3 W 1.0 16.0 40.0 53.47 1.00 2131.8 W 1.0 12.0 10.0 53.47 1.00 532.3 W 1.0 14.0 24.0 53.47 1.00 1278.4 W 1.0 6.0 30.0 53.47 0.97 1556.4 E 1.0 6.0 16.0 59.31 0.97 920.8 E 1.0 6.0 16.0 59.31 0.97 920.8 264.0 14350.3 R-Value Area X SPM = Points 4.2 1132.0 1.16 1313.1 11.0 1180.0 1.90 2242.0 11.0 180.0 1.00 180.0 2492.0 3735.1 Area X SPM = Points 20.0 4.80 96.0 17.0 2.40 40.8 37.0 136.8 R-Value Area X SPM X SCM = Points 19.0 1680.0 2.82 X 1.00 4737.6 Base Total: 1576.0 3356.9 As -Built Total: 1680.0 4737.6 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 198.0(p) -31.8 -6296.4 Slab -On -Grade Edge Insulation 0.0 198.0(p -31.90 -6316.2 Raised 400.0 -3.43 -1372.0 Raised Wood Adjacent 11.0 400.0 1.80 720.0 Base Total: -7668.4 As -Built Total: 598.0 -5596.2 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 ,FORU60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM = Points 2818.0 14.31 40325.6 2818.0 14.31 40325.E Summer Base Points: 53732.7 Summer As -Built Points: 57689.2 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) 57689.2 0.551 (1.000x 1.150x0.90) 0.310 0.950 10078.9 53732.7 0.4266 22922.4 57689.2 57689.2 0.449 1.00 (1.079x 1.150 x 0.90) 0.310 1.076 0.310 0.950 0.950 8199.8 18278.7 Energ yGauge Tm DCA Form 60OA-2001 . EnergyGaugeWlaRES'2001 FLRCPB v3.21 a IFORU 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 2818.0 5.86 2972.4 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 E 1.0 6.0 16.0 9.96 1.01 160.8 Single, Clear E 1.0 14.0 16.0 9.96 1.00 159.8 Single, Clear E 1.0 14.0 10.0 9.96 1.00 99.9 Single, Clear E 1.0 6.0 24.0 9.96 1.01 241.2 Single, Clear S 1.0 14.0 30.0 7.73 1.00 231.1 Single, Clear W 1.0 16.0 40.0 10.74 1.00 429.5 Single, Clear W 1.0 12.0 10.0 10.74 1.00 107.4 Single, Clear W 1.0 14.0 24.0 10.74 1.00 257.7 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 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 As -Built Total: 264.0 2653.5 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 180.0 1.80 324.0 Concrete, Int Insui, Exterior 4.2 1132.0 3.26 3690.3 Exterior 2312.0 2.00 4624.0 Frame, Wood, Exterior 11.0 1180.0 2.00 2360.0 Frame, Steel, Adjacent 11.0 180.0 2.60 468.0 Base Total: 2492.0 4948.0 As -Built Total: 2492.0 6518.3 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 17.0 4.00 68.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 17.0 5.90 100.3 Base Total: 37.0 170.0 As -Built Total: 37.0 202.3 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1576.0 0.64 1008.6 Under Attic 19.0 1680.0 0.87 X 1.00 1461.6 Base Total: 1576.0 1008.6 As -Built Total: 1680.0 1461.6 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 198.0(p) -1.9 -376.2 Slab -On -Grade Edge Insulation 0.0 198.0(p 2.50 495.0 Raised 400.0 -0.20 -80.0 Raised Wood Adjacent 11.0 400.0 1.80 720.0 Base Total: -456.2 1 As -Built Total: 598.0 1215.0 EnergyGaugeO DCA Form 60OA-2001 EnergyGaugeO/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential. Whole Building Performance Method A - Details I ADDRESS: , , , * PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points F7 Area X WPM = Points 2818.0 -0.28 -789.0 2818.0 -0.28 -789.0 Winter Base Points: 7853.8 Winter As -Built Points: 11261.7 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 11261.7 0.551 (1.000 x 1.160 x 0.92) 0.461 0.950 3002.4 7853.8 0.6274 4927.5 11261.7 11261.7 0.449 1.00 (1.068x1.160x0.92) 0.455 1.103 0.458 0.950 0.950 2410.0 5412.2 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge(WIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 4 2564.00 10256.0 50.0 0.93 4 1.00 2426.15 1.00 9704.6 As -Built Total: 9704.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 22922 4927 10256 38106 18279 5412 9705 33395 PASS EnergyGaugeTTM DCA Form 60OA-2001 EnergyGaugeORaRES'2001 FLRCPB v3.21 1 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS:,,, PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CI-IFCKI HAT COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606. 1.ABC. 1, 1 Maximum:.3 cfm/sq.ft. window area• .5 cfnVsq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous Infiltration barrier is installed that extends from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings > 1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. RA.22 AT419:0 Dt?CCrr010TI1k1C RAC AQIIGca± /—_a COMPONENTS SECTION _^ai VVCY my call ICAIUCIIGCS. REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit breaker electric or cutoff as must be provided, External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficient of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Se arate readily accessible manual or automatic thermostat for each system. Insulation 604.1. 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeVFIaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.5 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New _ 12. Cooling systems 2. Single family or multi -family Single family _ a. Central Unit 3. Number of units, if multi -family 2 4. Number of Bedrooms 4 b. Central Unit 5. Is this a worst case? _ Yes _ 6. Conditioned floor area (ft') 2818 fe c. N/A 7. Glass area & type a. Clear - single pane _ 264.0 W _ 13. Heating systems b. Clear - double pane 0.0 fP _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 fe _ d. Tintlother SHGC - double pane 0.0 ft' b. Electric Heat Pump 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 198.0(p) ft _ c. N/A b. Raised Wood, Adjacent R=11.0, 400.0ft _ c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance a. Concrete, Int Insul, Exterior R=4.2, 1132.0 ft' _ b. Frame, Wood, Exterior R=11.0, 1180.0 fP _ b. N/A c. Frame, Steel, Adjacent R=11.0, 180.0 W _ 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, 1680.0 f? _ 15. H VAC credits b. N/A _ (CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Con. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft _ RB-Attic radiant barrier, b. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft MZ-C-Multizone cooling, MZ-H-Muhizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code Fomp}iant fea_Wrgs, _ Builder Signature:. Date: Address of New Home: City/FL Zip: Cap: 35.4 kBtu/hr _ SEER:11.00 _ Cap: 28.8 kBtu/hr _ SEER: 11.00 Cap: 35.4 kBtu/hr _ HSPF:7.40 _ Cap: 28.8 kBtu/hr _ HSPF: 7.50 Cap: 50.0 gallons _ EF: 0.93 PT, *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. Ifyour score is 80 or greater (or 86for a USEPAIDOEEnergyStarmdesignation), your home may qualify for energy efficiency mortgage (EEM incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.21) I e L�aronda Homes JL AN EAS/LY OBSERVABLE BETTER VALUEI 1101 NORTH KE/_LER ROAD, SU/TE F • ORLANDO, FLORiDA 32810 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p 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 120, 135 PINEFIELD DRIVE at Celery Lakes. l� RUSSELL Kgam4uMMERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 20th day of JUNE,"2003 by RUSSELL KEITH SUMMERS who is personally known to me. NOTARY PUBLIC 19)�P-z DEBBIE TIME My Comm UP. 2/5/05 CC 999378 Kr*m I I Other I.D. CADocuments and Settings\pellegrinl\Desktop\PERMITTING\City of Sanford\LOA Keith Summers for City of Sanford.doc , I ► Master File #7 Central Florlda.B.O.A.F Exterior Window and Door Master'Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Reynolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Governmental Product Approval: 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 ' 3/15/02 Port Orange, City of Rockledge, City of Satellite Beach,, City of Seminole, County of Tavares, City of Titusville, City of West Melbourne, City of Winter Park, City of LP 3/26/02 PLANS REVIEWED CITY -OF SANFORD Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 A d A d .•a G ` `e SEE CHART FOR e a e ° e • e° FASTENERS 2y VERTICAL MULLION SCHEDULE CAULK TOP OF MULL - WINDOW TYPE SINGLE UNIT :' TYPEr.qn OF CLIP _ WINDOW DESIG 3/8 MIN. WIDTH HEIGHT INCH NUMBER AND TEK SCREW i i WINDOW INCH HEAD • _ 2B 1. FLA-45 TYPE OF FASTENERS V Q ,, - WINDOW JAM Ix3 MULLION XFLA— •Ix4 MULLION RFLA— WINDOW 5/e" JAMB #10 x 3' /4" TEX SCREW CAULK BOTTOM IIIi �_ q--.T I I u i PRECASTED --' SILL Z7/8' FLA--45 LION ANCHOR 'CLIP 1B GA. GALV- SHEET METAL LB- MAX CAPACITY LION XFLA-26-1) LION 801A-39) WINDOW SILL I I -. 3/4"MAX SEE CHART FOR N. FASTENERS 41�+1+1-i:.-r.a.a 1 JJ�A Y• V.sa.l ACTUUR NAME: oRQ�►r fx MASTER FILE # NOTES: 1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063 T6, OR 8083 T5. CHARLES L. 2) WHEN THERE IS ONE TAPCON (1/4D' X 1-1�2') P.EL ON EACH ANGLE LEG, THE T CON SHALL E FL. DATE 3/21/028121 3) CONCRETE COMPRESSIVE STRENGTHLACED ON MUUJON Cup -3.000 PSI AT 28 DAYS. NORAMEX PAGE- 30 NOTES: 1) ALL AL OR 608 2) WHEN 1 ON EA( PLACED 3).CONCRF AT 28 i CRARLES EL REG. DATE DW SILL SH HEAD DW SILL iH HEAD all NORANDEX PAGE .24 - FLda =ACTURER NAM.- (2) ®10 z• i-3/4" PN-SMS INTO 2 . z 3/18'0 x 2-3/4' TAPCON ?HRU 1 BY BUCK, (SHOWN) WITH 3 te' tto8ist» cLAss A 1-1/4' MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (� suDDrc cress pool I {' T131PeIl® cl•� CDWARA7n/6 ANALYSIS CFIeRT Na oP Na 0p �DII7C c1ASs pooR (� p w: - ' 00H DFStCN LOAD ANCFiORS ANCf101t9 °FHB CAPACRy-PSP 17DYH ttEIpHT AHD' CHART No. OP NO: OF 1RNpp DESIGN IDAD ANCHORS ANCHORS OttlEi6I018 CAPACRY-PSP O N la . (� (2) $10 z 1-3/4' FLI-SMS INTO .2 z BUCK �'-- SEE ELEVATION FOR ANCHOR SPACING. NEGATIVE POSITIVE i snit uitB 201" 49 to so e ctDt �H� A H e FRAMw - A "4 (2) Q10 z 1 3/4" PH-SMS wM R BY BUCK WITH 1-1/2" MIN. EMBEDMENT, SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK REDI ALLSTEiO' PANELS do 60.0 11.P.,. OPTIONAL 2 BY WOOD BUCK IS' 4) ( o /e 46 24 e 46 57.e 49 67.5 16 24 B 6 6• e0• • (S) 67.6 57.5 tB 6 67.6 . 57.5 Is e 80' 58.7 66.7 2t1 S f (1L6) 86.8 68.9 l0 e • e98•' 45 45 45 45 30 10 - (4) 46 is E4 16 10 10 �• It6 46.6 4a0 Pw 10 (3) 61S 6s5 to 10 53.4 55.4 1e to 16' (C6) el6 54.5 PA 10 . 6{.6 54.e 10 to HIREYt9 pt01CA7PS PANSI, SUE - IN nm WIDTH WIDTDT H awn, s-- SHIM D AS UIRED IM ?SHOT2 TYP. JAMB. SE( OR MUDD TRACK AS REQUIRED 1 BY2 BY (2) 3/16'0 z 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES: i 11 AS REQUIRED.. MAX SHIM STACK 1/4". • 2� ALL ALUMMUM EXTRUSIONS ARE ALLAY 6063-T6• e Us T6 WITH TYPICAL .WALL THICKNESS OF • 0.62' 3 a Q ARTY •CA e 4; GLASS THICKNESS BASED - OR TAAB[E E1300 GLASS E. CHARTS, AND MAY VARY DEPENDING 'ON SIZE.. ^ 5) THE RESPONSIBaM FOR SELECTION OF NORANDPX PRODUCTS TO MEET ANY APPIICABLE'LOCAL LAWS, HEADER -AM. CODES, ORDINANCES OR OTHER SAFETY SILL SECTION - PEQUmMENM REST SOLELY Wrm THE ARCHITECT. IL I I n I B BUCK 7) C NCRETE C RESMVE SIRE GTTH ® 3.000 PSI AT 28 DAYS. m 1�/% X % It PANE,(. PANEL.111 1 (2BY2) rrmiL Dyne 66.7 60.4 sD e ea.? 6e.7 09.4 50.4 24 tB 6 69.7 6e,7 68.7 77.4 616 24 t9 e 9 Q.) [~ O eae le B Q 68.7. e5.7 7B.3 76.8 80 B QO 100 6 � O (� E ti! 60 60 60 90 R4 l0 l0 (/) � rV 60 60 to .� � .06.9 eliS 24 4 10 69.7 65.7 71A M.a 18 to 10 10 C eS.O G 7 (2) 3/16"0 540 Be.II x PO 10 2-3/4' 10 to O H k e TAPCON OR MIAMI DADE APPROVED CONC. FASTENERS. N ? q a SEE ELEVATION FOR ANCHOR SPACING. O a b o b : c m ='III n IC x PANEL X PANEL X PANEL x PANEL °per/i/ /�� � �� (4BYZ) nmAL NORANDEX I PAGE 23 .I .i Ia (2).#10 x 1-3/4' PH-SMS MM 2 BY BUCK OR 9/16'0 x 2-3/4' TAPCON THRU i BY BUCK, (SHOWN) WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) #10 x 1-3/4' FH-SMS INTO 2 z BUCK SEE ELEVATION FOR ANCHOR SPACING. T v L OPTIONAL 2 BY WOOD BUCK (2) 010 x 1 3/4' PH-SMS DM 2 BY BUCK If19iT 1-L/2' MDT.. EMBEDMENT. SEE ELEVA?ION FOR ANCHOR SPACING. /r_2 x FOOD BUCK W 1� ' OR a J n G ' A •a HEADER AND' SILL SECTION TYP. 1 BY BUCK 3/16" TEMPERED GLASS PANEL ,SIZE INCHES DESIGN LOAD NO. OF ANCHOR SCREWS IN FRAME CAPACITY—PSF q HEAD AND SILL JAMB .74, q WIDTH/HEIG$T .EXTERNAL INTERNAL XX XXX X}QIX �W�w 30 s` x 5 ' " 53.3 55.8 ALL 10 18 �q�V N 36 e g 591/2 ` 49.8 49.8 18 gco 12 . 18 22 e Q o �. 30 3ie° x . 791/2 " 38 %ie' g 791/2 " 49.7 49.7 10 18 20 8 '600 • . 45 45 12:V • 18 22 e SER® IL►.UMLNLi>,I SI IDLNG CLASS DOOR 't ASTCHART iCo OPERABLE PANELSFENER ko MAN WA ^RIDA B ' O.A.F. (2) 3/16"0 TAPCON OR MIAMI DADE APPROVED °o C 1 g WIDTH NAME = 1 x WOOD BUCK CONC. FASTENERS. - y A W. M� �p .--�...aa7.ii_ . E-# SEE ELEVATION FOR ANCHOR SPACING. b e UT O i .;> to :�$if l TYP. HORIZONTAL SECTION UU TRACK AS REQUIRED 1• BY 2 BY BUCK - (2) 3/18'e z 2-1/4' TAPCON OR MIAMI DADS APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR •SPACING. - / NOTES: 1 IHI1I AS REQUIRED, MAXHI SM STACK 1/4'. 2; ALL ALUMINUM EXTRUSIONS ARE ALLAY 6063_T5 /� m S) OR TB WITH- TYPICAL WALL THICKNESS OF 0:62' USE HIGH.QUALCPY CAULK BEHIND WINDOW FLANGE. k 4) GLASS 'THICKNESS BASED ON TABLE E13011'`GCASS . 'AND 'MAY X - X CHARTS, VARY DEPENDING ON SIZE.. 1 6) THE RESPONSIBILITY FOR 'SELECTION §a§ PAN4 PANEL .QF.' NORANDEX - PRODUCTS TO .MEET ANY APPIdCABLB LOCAL..LAWS, BUILDING -CODES.'ORDINANCES -OR.: OWM' SAFEPY REQUIREMENTS R8S T :SOIJ3LY WITH THE . ARCHITECT. BUILDING OWNER 'OR CONTRACTOR 8) CONCRETE -COMPRESSIVE STRENGTH a 9;000 PSI AT 28 DAYS. r (2BY2) ems' E 1/4' MUM --I�-- MAX X X PANEL PANEL —m, I PANEL PANEL 0/ (4BY2) mmn s�umx y y:y b. bV Q �. b a kl 4N zot 0 �z � A C �� of U R Nri l 1 NORANDEX PAGE 22 Y fl 10 X 1-9/4' P.H. S.M.S ,W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ® noull E Is m U v # 10 X 1-3/4' P.H. S.M. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR .ANCHOR SPACING. A ALT. FIN ATTACHMENT UNDER SHEATHING CENTRAL FLOBWA M il. &F. ACTURER NAME oRgn�eX ; MASTER FILE # 3 NOTES: 1) :SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMIN W EYTRUSIONS ARE ALLOY 8089—T5 Olt:'f8: i91T11. TYP.ICAL.:Wp(� THICKNESS OF 0.62' . 3 USS :HIGH.;Qi AJX.fy C)1'Ul it jBEHIND WINDOW FLANGE. 4;" GLASS: MC S..D'AgED ON TABLE E1300 GLASS CHARTS; AND:-:ZY'VARY DEPENDING ON SPLE. 5) T"--'=P0ktlfjV.YOR SELECTION OF NORANDEX PRODUCT8.:70:;D3M.,A37y :APPLICABLE LOCAL LAWS, HUII;DIyG _CaI)9.:ORDMANCES OR O1'y UROTHER SAFE REQUIR M' SOMY WITH THE ARCHITECT. BUILDING OWNER. ;Olt"CONTRACTOR. 6) NOTE`"INDICATES'THAT E UAL.FASTENERS AT HEAD' AND'•SR:i: 100- immi tin i U10 X 1-3/4' P.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE. ELEVATION. FOR ANCHOR SPACING. Ii V!� - TYP. JAMB SECTION WOOD FRAME i_i,• MAX . s (TOP AND BOTTOM) .® DouIsiB !. ' HEADER AND SILL SECTION w i01X 1-3/4' P.H. S.M.s: / /2' MIN. EMBEDMENT CHARiFS' WOOD FRAM; A, SEE. ELEVATION FOR Ft- REG: -'ENG:. $ 49121 ANCHOR SPACING. DATE:.. 3/Q7/Q?.' IV" ISIONS WINDOW FASTENER. SCHEDULE CB) 0. ANCHORS HEAD/SILli NO. ANCHORS J w :INCHES) 95 E 45 TEBO 95 46 60 ~y PSF PS PSF PSF i� 2 2 2' 2 �i.. 25' 9 9� 2 A V T23 2 2 2 2 2 2•397-1/d 2 2• 3 fx, Z 3 4• '� 3 3 3 M 49-6/8 _2 2 _2 2 2 2• 2• 3 3 3 3 3 3 14' C13 ti 3 —3 8 .39 4• 3 3 3 3 g .3 2 2 2• 3 4 4 .2. 9 4 4 9� 3 3• 2 0' —3 3 4• '� 4 � � {a c o L 2 2 3 „b 2 4 5 I�12. 6-3/4 2 2 2• 3 4 6 q" ,, Y. _ 3 .3• 3 4 5 '-1 8' , S q• '3- 4 5 t-cbZ cb' 1 s `l O . 0 o.IT )-�DrrAll--C OF cq ~ DETAUI B CA rq �� I 0 NORANDEX PAGE 10 i/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ME gpg� .W �7 UJ U �v U .750 TYP 416 T ® 10 X 1-3/4" P.H. S.M.S. 17/1-1/2" 141N. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI 1l .1.. — t= AC TQ . np. Lb�l ALT. FIN ATTACHMENT j10-1/X 1-33/4* P.H. �; UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING. WIDTH FMB SECTION )D -FRAME NOTES. 1) SHIM AS REQUIRED- MAX SHIM STACK 1/4". LL ALUINUM 2) AM' EXTRUSIONS ARE ALLOY 6063—TS OR T6. WITH TYPICAL WAIL, THICKNBS9 OF 0.82" . $ 10 X 1-3/4" P.H S.M S. 3) USE'HIGH •QUALPf-Y'.CAULK BEHIND WINDOW. FLANGE. 111/1-1/2' MIN. EMBEDMENT 4) GLASS THICKNEgS.''BASED 'ON TABLE E1300 GLASS O °O° SEE. ELEVATION FOR CHARTS. AND: -MAY -`.VARY DEPENDING ON SIZE I ANCHOR SPACING. 5) THE .•RESPONSIBUJTY FOR' SELECTION OF.-NORANDEX PRODUCW TO -MEET ANY APPLICABLE LOCAL LAWS. BUILDING -:CODES; 'ORDDIANCES OR OTHER SAFETY HEADER AND SILL SECTION RE UHIEMENTS REST SOLELY WITH THE ARCHITECT. BUBDING: --OWNER ;OR CONTRACTOR. .E: • 6) CHARLES A PA rPNOTE • :INDICATES: THAT E AL FASTENERS AT . WOOD .FRAME F- REG. ENG. g: 4912E HEAD AND' SILL ARE REQUIRED. DATE: 3/27/a2 1.500 1/4- MAX — SHIM (BOTH 2.437 1� a ., Tw.- T .r or AIL DETAAIL—C SASHr W DETAIL—B V .4 h .�.v m 4 NORANDEX PAGE 21 3 18" TAPCON WITH A 1-1/4` MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2` MIN. EMBEDMENT NOTES: ANCHOR SPACING. - 7 SEE ELEVATION FOR 1 SHIM AS REQUIRED MAX o O d j 4. 7m a ANCHOR SPACINGJAM 4. 2) ALL ALUMINUM 'EXTRUSIONS IARE AALLOYSTACK I8063-T5 OR TB WITH TYPICAL WALL, THICKNESS of 0.62" , 3) USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE 4 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS . CHARTS; AND MAY VARY DEPENDING ON 1 { SIZE 6) THE'`RESPONSD3IIM FpR.!SELEcTION:•OR.NORANDEX PRODUCTS TO MEET 'ANY: APPLICABLE LOCAL LAWS, 'BUILDING CODES, :ORDINANCES OR`:OTHER SAFETY REQUIREMENTS'-RFST'80L'ELY .WTHE ARCHITE BUILDING OWNER -OR CONTRACTOR. CT; 8) A PRESSURE TREATED: y OODEN':BIJCIf :OR' MARBLE SILL, SHALL BE -ADDED"UNDER THE. PRODUCT FULLY SUPPORT' UNIT.. 'To •TtM::SUPPORT SHALL'BE cn FIRMLY ATTACHED 'INTII MASONARY' AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH.- 3,000 PSI AT 28 DAYS. ALT. HEADER SECTION 8) NOTE • INDICATES THAT. E UAL FASTENERS AT Tn'' 2 BY BUCK B.O.A.F.. 3/18- TAPCON *�EO ��A +t UAcTiffm NAw1 W/1-1/4MIN. EMBEDMENT - Alo jAl * -� (SEE ELEVATION FOR ANCHOR SPACING) M"IT a e d I CALL SIZE WIDTH 1/4` SHI MAX (BOTH 1 BY BUCK © 2 BY BUCK TYP. JAMB SECTION S) . 1 'BY / 2 BY BUCK SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK ' Y CHARLES A.:P N. P.E. FL REG. EKG, # •491R1 DATE: 12/LT/01• 1 10 F.H. S.M.S. W/1-1/2' MIN. IEDMENT SEE ELEVATION FOR ANCHOR SPACING. uai olm .mtu 1 £n'_ 4r �'/F DETAIL-C y DETAIL-B 24• eA 9 ti . ••NORANDEX PAGE 9 ®MIN. 1-1/4- WK. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING.- d d d 4 4 4 -L_ 750 TYP NOTES: 1) SHIM AS REQUIRED. MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5 3) UR T6 WITH QUALITCALY C AL BITHICKNESS OF 0.62' . 4) GLASS THICKNESS BASED ON TABLE E�1300 �g E 5) TD MAY VARY DEPEHDING ON SIZE H9RE�SPONSIBUM. FOR ELWnON OF N RANDEX .PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BURRING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SR.I.SHALL BE ADDED UNDER THE PRODUCT TO FULLY .SUPPORT UNIT. THIS SUPPORT SHALL BE FIRILLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER T1S BY OTHERS). FULL LENGTH (SUPPLIED 7) COATNCR28ETE COMPRESSIVE STRENGTH o 3,000 PSI -ALT. HEADER SECTION DAYS. TYP. 2 BY• BUCK Q�r* �T,R, FLORIDA B.O.A.F. L3/18` TAPCON AvA MR NAME: SEE_EELEVATTIION EMBEDMENT FOR ANCHOR SPACING. I7,1 I CALL SIZE WIDTH i (-- 10 F.H. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACIur. _ • • -T L 940 1/4' SHIM - MAX (BOTH p D p p p SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK Nul 0, n MAX UMT ■WM 0 RL L e�' ac MCI i BY HUCR © 2 BY BUCK °� AIIrA TYR JAMB SECTION 1 BY 2 .BY BUCK alas) 10 � 10 F.H. S.M.S. MIN. EMBEDMENT 0 DETAIIrC SEE ELEVATION FOR ANCHOR SPACING. SASHr CHARLES A. PAC d P.E, FL REG. ENG: 1' 49121 3/21/02 DATDETADrB I E: e• M IA N1 hDADE ,NII'AMI-DADE COUNTY. FLORIDA ® METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Systems 911 E. Jefersol1, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE •CONIPLIANCE OFFICE M1:I110-1)AI)Ii FI.AC;I..I:lt IIU11.1)IN(i 140 WEST FI.AGI.L•'it S'I'1t1El-1', SIII•!j: IC)()3 MIAMI, I.1.0J DA 33130-1563 (305) 375-29U I FAX (3U5) 375-290S C:UNl"RAM101t 1.1c:1•:\tiltG NEC1 iox (JUS) 375.2527 F.VN (7U5) 375.2339 c:w rILIC'roit FNFUIt('F,�11{� r 1) visio (305) 375•'-96C, FAX (305) 375-]'J(IS 1lItUUt:C l' C:U:\`i'I2U[. I)IN.isIox Four application for Notice of Acceptance (NOA) of'(303) 375�2903 FAX(30) ]72.6.1]9. Erltcrgy•6-8 S-W/E Inswing Opar:Iuc Double w/sidclitcs Reside" Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County govcrnin.cr the use of :Alternate Mliterials and*Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads: County Building Code Compliance Office.(BCCO) under the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. If this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such *product: or material immediately. BCCO reserves [lie 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 .r EXPIRES: 04/02/2006 .Raul lcoarrgucz Chief Product Control Division THIS IS TILE COVERSHEET. SEE ADDITIONAL PACES FOR SPECIFIC AND GENERAL CON DI'I'tONS BUILDING CODE &TRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by'the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the- conditions set forth above. APPROVED: 06/05/2001 Francisco J. Quintana. R.A. Director Niian)i-Dads: County Building Cods: Complianct; Officu 11sO4500011pc2o0ol1templateslnotrce acceptance cover page.dot Internet mail add rt s postriiastcrubuildinhcat)ronlinc.com ;LM Lkg1)urnclra�c: htth:/h�n��.builtlirt;;cotic0nli'nc com Premdor Ehtry Systems ACCEPTANCE No.: . 01.0314.24 APPROVED JUN 0.5 2001 EXPIRES April 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of Acccptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the. locations where the pressure requirements, as*dctcrmincd by SFBC Chaptcr ?3, do not exceed the Design Pressure Rating values indicated in the approved dntwings. 2. PRODUCT. DESCRIPTION 2.1 The Series Enter-v 6-8 S-W/E Inswing Opaque Double Residential Insulated Steel Doors with Sidelites-Impact Resistant Door Slab Only and its componcnts• shall be constructed in strict compliance with the following documents: Drawing No 31-1029-E\1'-1, Sheets. I through 6 of 6, titled "Ptcmdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper .Threshold (Inswing)," prepared by manufacturer, - dated 7/29/97 -with revision C d:rtcd 01 /1 l 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 applications of pair of doors and.singlc door only, as sho%%M in approved drawings. Sin( -,lc door units shall in6lu.de all components described in the 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 file edge of canopy or overhang to sill is less than-45 degrees. Unless unit is inst;filled in non-liabitablc areas where the unit and the area arc designed to accept water4ntiltration. 4. INSTALLATION 4.1 The residential insulated siecl door and its componcnts shall -be installed in strict compliance %ti•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 sysiclll. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved". '6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall bd accompanied by copies ofthc 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 0 icial or. the South Florid:uilding Code (SFBC) in order to properly cvaluatc the installation o Ii s stern. Manuel crcz, P.E. Product Con xamincr Product ntrol Division 2 Prcmdor Entry Systems ACCEPTANCE No.: 0 t-0314.24 APPROVED •.JUN O 5 2001 EXPIRES Anril02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIOiN'S 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following'statcmcnt: "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 tl)is product and the product is not. in compliance with the code clianges. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements of this acceptance, including the'corrcct installation of the product.* d. The engineer who originally prepared; signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in tiic materials, use, and/or manufacture of the product or process shall -automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision •application with appropriate fcc) and granted by this �= office. 5. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade Cooun.ty, Florida, and followed by the expiration date may be displayed in advertising litcrtturc. 1 f any portion of the Notice ofAcccptancc 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'availablc for inspection al• the job site at all time. The engineer needs not•rescal 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 p�igcs 1, 2 and this last page 3. Ei\D OF TIIIS ACCEPT N Manocl crez, P.E., Product ontro - . arnincr Produc Control Division PREMDOR (ENTERGY BRAND_) DOUBLE ' DOOR WITH SIDELITES IN WOOD' FRAMES -WITH A BUMPER THRESHOLD (INSWING) • ' AAIC r 11 AINI1g1llLNL c(ity�M� xi •�1 I?t�Cl[ I�LP[N� 14o t/r 77 1/4' Mnx 74, 37 1/4• MAX MAX wr x r Loc 7TAR[X KX NOTC ! Z � MAX ,,,u �' MA% 7•7' r�rl IS' IS'IS' DLIS' 0C.• MAX MA% MAX MAX MA% NAX MAXMAi 1 NAX fa [ ruvs 9 tY Ada . ' Q RI atX 17 101, MAX IB' OL • OL SPACING • / or �C T.�1( ' 17 Iy p �,,p, yjflC[ .NMI A le.• OG 43 I /16•-- TDP OF GODA i0 i LOCK DL SPACING 2E• 6t• 3 1 r _ 80 j MAJC ' 17 1 MAX MM[[taYtl♦,f• • ' D.G $PACING IB' OL ,mCti W r[.R[ O,W[Q tC.u4 A7al O IT 1/ MAX ' O.G SPACING %B' A,[Ie.u.xs a ...axc .Auul NI III [ IJ iJ �nIvr ,X�,v, wr'.a t7• DL 17' O.C. MAX MAX IS• OC IS• OC MAX MAX 17' OC 17' OC_ Mnx MAX IS' DG MAX 13' D.L MAX ' 4, IIn% 3 rtn MAX , MAX VX' . r Lac TT-LCS MCC -Ott f ATTACH ASTRAGAL THROW BOLT 18 x I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' 1EILIs FLATHEAD SCREWS' Npres lJ VOQO BUCKS BY OTHERS MUST BE ANCHORED10 x 1 3/4" LONG PROPERLY,.:iO! .TRANSFER'. LOADS iO THE .STRUCTURE. r ATHEhD SCREWS 2J THE PRECEDING DRAWINGS ARE INTENDED TO Lx INSVInG Rx INsv1NG QUALIFY THE F13LLOVING INSTALLATIONS A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY VOOD• OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE �^ DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPR0l'EDASCC++:ru[Grlln rN STRUCTURAL4'VOOD BUCK C. MASONRY OR CONCRETE CONSTRUCTION WHERE 5ouTllFL�rfAA IT' `GCOD�E r- JUn U /I_Irl DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATEB IHFILiRAfION WHERE WATER WILiRAiION Br OR MASONRY WiTH OR VITHOUi ANON -STRUCTURAL DUi MEHI IS NEEDED X IEOUIRMr IS NOT NEEDED ONE BY WOOD BUCK + PN coNrarn6rnsroN 3. ALL ANCHORING SCREWS TO BE 110 WITH K BUMOM. c_PUA:,CEoF;:l_ MINIMUM 1 1/2' EMBEDMENT' INTO WOOD SUBSTRATE AccEPTAttrEr:o.�l V31K.tti OR 3/16' PFH TAPCONS WITH 1 1/2' MiNiMUM EMBEDMENT X LIMITS. SHALL BE D61ALLED ONLY AT LOCATIONS PROrECrCD BY A'CANOPY OR INiO MASONRY. DVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TO, SILL IS LESS iMM 45 DEGREES. UNLESS TOUT IS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS WHERE THE UNIT AND THE AREA ARE DESIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER INFiLTRATiON. AND DOOR, -THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR c I Ma E;FT rmnlr¢oim va 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE tNut`` IEL A iiS10I �[ JAMBS AND SIDELITES. sit IRI 4o0 oI14x OtaI CWtCASATI0N1 1. DOOR/SIDELITE HEADER, DpOR/SIDELiTE JAMBS, AND SIDEL(TE BASElNFM wTA.�two.rxo.o:uRl 'ORNERS ARE COPED AND BUTT JOINED. _ N pplummom B. DOORS SMALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST y y N M INHIBITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF O.B TO L2 141LHHE1 I 1-1029-EW-1 9. FRAMES SHALL BE PRE -PAINTED WITH AN ACRYLIC LATEX WATER -BASED/ SHEET l OF S VATER-REDUCIBLE VHITE PRIMER ViTH A DRY FILM THICKNESS OF U TO 12 MIL. 6Vn Lrifi2 GLAZING DETAIL 112' GLASS BITE D f1 AST INTERIOR .INSWING � OTHER CONFIGURATIONS ----------------- Al' w As COiUMIN6 IKiH IME SOUiII FLMjaj) iD COM DIVISION COU" / OFFICEL F'17V-afoot-o3Hv. zy 3..• I-IU29-EV-1 SHEET 2 Or 6 i�61)104 [ 1/4' SHIM MAX r— 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX ? SECTION B-B 2 BY VOOD BUCK 13 MAILkIALS LIST TIC H N0. O DESCRIPTION PART NUMBER COMMENTS VOOD HEAD JAMB EV-14 11/4• X 4 9/16' NIL. f0 BE PINE OR CoUlvALENI 17 O COMPRESSION VEATHERSTRIP V_ IUCK SCREEN RAN x a 0 R ALUMINUM ASTRAGAL - PREHBOR BRAND OR EQUIVALENT- 5/8',ALUMINUM ASIRAG I 1 / 4 ' 4 ALUMINUM-BU►'ER THRESHOLD TOP EV-15 PREHOOR BRAND OR EOUIVALENf - 1 1/4'•x 4 © CHANNEL' IV-oB . PREHDUR BRAND - 1 11/16' - 20 GA STEEL O T K N 26 (DTI ID]( 1DD matill 14 0[D[D 1 OlS1I all BlQI O B T A BASF FOAH - D NSITY 2.0 TO 2.5 lbs./Ft' - BOTTOM CHAR L EV-07 PREHDOR BRAND - 1 11/16' - 20 GA STEEL 9 1 VOOD LOU III OCK STRIKE STILE EV-09 4' X 9 1/2' NIL TO BE PINE OR EQUIV� ALEN[ALCNt 11 HINGE STILE EV-06 15/16'.X.1 11/16' HTL TO BE PINE OR EOUIVALENT 12 LOCK PREP FILLER PLATE EV-05 15/16' X 1 11/16' HTL. TO BE PINE OR EQUIVALENT 13 4OOD HINGE CV-10 . PREHOOR-BRAND - A50' THICK- HTL. TO BE POLYETHYLE 23 J 14 VOOD HINGE JAMB EV-16 HAGER BRAND. HINGE OR EOUIVALENT - B97 THICK (STET IS IID z 3/4' F}I.V.S. - 1 1/4' X 4 9/16' HTL. TO OC PINE OR EOUIVALENf (4) SCREVS PER HI IHID DOOR 16 010 X 2' FHV.S • A L 110 Tt l!rr[RNfi ( . . REVS I sIRIxE -ANE taTO SIDEL(TC .LEI. 4• Mm rw4 D' DC THEREArTER • EXTERIOR 61 SUREVS INRUIII EAM 510ELITE -vm INIn SID?UTL 4• Mw rmx W.MAX 15' DE• IIEREAfIER. 17 10 vfimg n IID X 3/4' FN VS REFER TO ELEVAIIOH VIEV• r0R I Or SCREVS USED E. AND LOCATD7NS(2) 19 IB z FHVS. SCREVS PER HINGE INTO JAMB LOL1CSE i (2) SCREVS AT EACH STRIKE PLATE I X 1 3/4' FHV,S. KVIKSET BRAND 200 LOCK OR HARLOC RAND 100 LOCK V VOOD SIDELITE JAMB (2) SCREVS PER HINGE INTO JAMB 0. 22''X 64'•'SINGLE PANEL GLASS EV-19 EV-20 1 1/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT AS N POLY YL HP -rANR SIDELITE TRIM (VIM ' EV-21 T - DC-1 43 - (ODL 5/16 x 1/2' }ITL. TO BE PINE OR EOUIVALEN 1 1 / 4 • VOOD CASING VOOD SIDELITE HEAD JAMB EV-22 I�Ir 1' HTL ID P DR EouIVAL I - 1 Ns Nap NCS U roa •slpE pr SITE .uwxr AS NUlL10NS © VLTD SIDELITE BASE EV-23 1 1/4' X 4 9/16' HTL TO BE PINE OR EOUIVALENT POLYPROPYLENE LITE FRAME EV-24 1 1/4' X 4 9/16' HTL TO BE PINE OR EOUIvALCNT -1641 DDL-2 HP Polypropylene by ODL '16 •)( I 1/2'!P.AN.HEAD SCREVS 8 PER FRAME tD 34ULLIIL STILES EV 26 D 14 1 Ar( R 15/16' X 111/16' HTL. TO BE PINE OR EQUIVALENT i PIN NAIL (• LUG NAIL. 1• U rmm ERI. HAY Ir Dc 11t jER• RSCI Q7 IRUDS Am I DOW SILICONE #995 pl[B. FRAL EEL SS NDIC Sift OFtL iQS N6 B DADE C"7Y HODIriCATI[YIS vurn JD 17 A ll2 DDED PAGE' S (DOOR OPTIONS) to-l-ve R APPROVED AS C07JPlY01G tNIH THE *PREMDOR PAR] R[VISB➢6 BAT[ BY �'��� tI �` � • �" ENTRY � SYS EMS L 411cxrr[Rml 029—EW—I ai( Hl>D.�000E :prqm PUI Ci66]62 AAAESHEET 3 OF 6' AC=M"AMUE NO �(-03(Y. 2y REVISEOIII[ITIR B, BY WOOD BUCK 1/4' SHIM MAX 3/4' J-Tc-5� INTERIOR I 79MAX16" 80 11/16' I MAX 2 BY WOOD BUCK SECTION .0 c EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #i31-1029-EW-I SHEET 2 OF 6 DOW SILICONE #995 APPROVED A9 CL4:pLVU70 %fTN TnE 1-1029-EW-I SHEET.4 OF 6 R[Vlil@ [MER B OTHER DOOR.•CONr16URW IONS p Vr YI tlW pyr p w tlW. y r W f W W W' Ir �C VK'C K ».CIAO Y Vr ®II IIrw - K Y•OIO ® O tl ILO• b� O . �C O'.O.fi 1 1 1 1 1 OL V.00 •• 11,,..�� 1 1 1 1 1 r � V� y`-�-�� W �C• • yxr w�w 1 1 1 1 1 - .—..•� j'j y`, rw 11 yr L�-L1U 1 • APPROVED A9 ODNPLYRfG wrm THE SDUfN FL(�FII(►� g{m oM CODE Due JUt1 By PI P T 1 D1;7$gF� in 6=1 07000DECDitpLWXEOFF PII ACCUTAP CE A'0. 01- 011 0 P ® ki¢os im m P 31-1029-EW-I SHEET 5 OF 6 11YRIM LUILY F-I T i 1 r— r-n „ r---i r- J U l nLK BUUK PANEL STYLES 36' �-- I —MAX 79 /5 16°' 0� 00 D pp ODD au DDann �A� x a D � °° nnn oo•. o0 000 p0 ODD BLANK IDP 6-PANEL 4-PANEL 9-PANEL 10-PANEL 18-PMIEL 4-PAWL OTHER SIDELITE. STYLES 36" ['MAX 793 16° I . M� o SL-10 SL-20 SL-30 �• SL-60 SL-50 ' SL-50B SL-69A SL-69B 0o Da. ao �d PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PD-8 U.B.. . U rEfl 9. 9. 9 PD-18 PD-19 'PO-20 PD-21 PO-22 PD-23 P1313sa0. - I ��D o00 oou o00 PD-35 PO-36 PO-37 PD-39 PD-39 PD-40 P0-24 PO-2S �0 n� 00 00 PO-41 PD-42 00 Bob pp on 0a� Op pp pp H 00 D� Doe no oa oa o0 FLUSH 8-PANEL CROSSBUCK 12-PANEL 4-PANEL ❑ O EYEBROV V%SCROLL EYEBROV PANIL 5-PANLZ 5-PANEL V/SCROLL GYEBROV SL-69C 'SL-25 SL-53 SL-30D SL-4D Sl-90A SL-908 ao r,o aD Do 00 PD-9 PD-10 PD-11 PD42 PD-13 PD-14 111 Ot ��►� dlt .ti ul 111 ttt lu (`111!I iii 111 ttt 111 lilt ill SL-90C SL-309 SL-30C SL-70 SL-80 PD-15 PD-16 PD-17 w s xh s � 1 NI O U si '- t 6 PD-31 PO-32 Pp-33 PD-34 n a m & m 31-1029-EW-1 SHEET 6 OF 6 Y[YtfIB Uf[OY I M I A M I•DADE • NI IA N I I-DA D E COUNTY, FLORJ D A J.AETRO-DADS FL'AGLER BUILD.I,N'G PRODUCT CONTROL NOTICE Or ACCEPTANCE Prenlcfor Entry Systenis 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (NOA) of: 13UILDINC CODE CONIPLIANCE OFFICE MI77R0-DAI)Ii,FI-AGI,Ii1t I3UII.I)iNG 140 IVI;S•r FLAGI.Elt S'I7tlilrl', SIJrI'l: 1603 MIAM1, F1,olt11)A 3 313U-1563 (3u5).+75-21U I FAX (305) 375-29t)S CONrILAC."I'OR I,ICEN: i,\C:5I•:C7rioN (305)375-2527 FAX(30)375.255', C:U.1-I'ILIC.'rUlt I:NF'UIZC:IS\l1•:�\"i' I)l�'ItitUN (3U5) 375-2')GG I�.L\ (.1U5)375-'9U� I'1anw(: I' (305) 375-2VU2 VAN(3U5)372-63.11) Enter'gy G-S S-NV/E Outswing Opaque Single w/sidelitcs Residential Insulated Steel Door under Chapter S of the Code of Miami -Dade. County governing the use of Alternate Materials *and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid afier the ezpiratiomdate stated below. 13CCO reserves the right to secure this product or material at' any time front a jobsite or manufacturer's plant lbr quality control testing. If this product or material fails to perform in the approved manner, BCCO- ntay 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 materia.� 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: 04/02/2006 Raul I•co0r1g6CZ Chicf Product Control Division THIS -IS TIME COVERSHEET SEE ADDITIONAL PAGES FOR SI)FCIFIC AiND GENERAL, CONDITIONS BUILDING CODE & PRODUCT REVIEW CO-N1NIITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and -Product Review Committee to be used in Miami -Dade County, Florida under the conditions set Forth above. :APPROVED: 06)05/2001 Francisco J. Quintana, R.A. Dircctor 1�IIUn1I-DadC County 1311ilding Code; Compliance: Oflicc 1\:04500011pc200011templatmknotice acceptance cover page.dot Inte:rnei mail address: I)ostmastcr�i�buildin,,;codconlinc.conl fionlcl)a�c; Ittlp://11'�sti�'.bu Prerridor Entry Systems ACCEPTANCE No.: 01-0314.21 APPROVED JUG! 05 EXPIRES ADril02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, '2000. 1t approves a residential insulated door, as described in Section 2 of this ' Noti-ce of At-ccptancc, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-Dadc County, for the locations where the pressure requirements, as detcrriiined by SFBC Chapter 23. do not exceed the Design Pressure Rating values indicated in -the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Enteray 6-8 S-W/E Outswing Opaque Sinald Absidential.Insulated Steel Door with SideIites- Impact Resistant Door Slab Only dnd its components shall be constructed in strict compliance with the following documents: Drawing -No 31-1020-EW-0, Sheets I through 6 of 6,, titled "Premdor (Entergy Brand) Wood Edge Singlc Door with Sidclites in a Wood- Frames �vitll Bumper Threshold .(Outswing),'' prepared by manufacturer, dated 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance. number and approval date by the Miami -Dade County Product- Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 This approval applies to.-singlc unit applications ofsingic door only, -as shown in' approved drawings. 4. INSTALLATION '4.1 The residential -insulated steel door and its componcnts shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection system. 4.2.2 Sidclite: the installation of this unit will require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, -state and following statement: Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of tlic approved drawings, as identified in Section 2 of this Noticc of Acceptance, clearly marked. to show the componcnts selected for the proposed installation. .6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly cvalua(c the installati n of this system. Manuel Perez, P.E. Product Con roI •xamincr Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: 0I-03I4:2I APPROVED JUN 0 5 EXPIRES Apri1'02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. 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. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as Specifically stated in the specific conditions of this Acceptance. 3. 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 jhe code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of this acceptance, including the correct installation of the product. d. Th-c engiriedr who originally prepared, siancd and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in tlic malerials, -use, aap,d/or manufacture of the product or proccss small automatically be cause for termination of this Acceptance, unless prior written approval has been requested (throurr office. h the filing of revision application with appropriate fec) and granted by this . 5. Any of th'e following shall also be grounds for removal of this Acceptarlce:- a. Unsatisfactory performance of this product or proccss. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advcrtisirig or any other purposes. 6. The Notice ofAcccptancc number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising Iilcraturc. I�f any portion of the Notice ofAcccptancc is displayed, then it shall be done ii�n 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. FaiIure to comply with any section of this Acceptance shall be cause for teribination and- removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OF 'I HIS ACCEPTANCE' Manuel erez, P.E., Product Co fro Examiner Produc ntrol Division 3 F'KtM1JUK .. (LN I t k(J )` 13HAND) WUOD EDGE 'SINGLE- DOOR WITH SIDELITES IN WOOD FRAME' WITH BUMPER .THRESHOLD (OUTSWING) 00' MAX 4- MAX 4' MAX MAX 4' MAX — MAX' 3- AilMAX 3• MAX S 3' MAX 14, 3' MAX MAx E ,l MAX 4' MA eTnb•� 14• — OY IS' MAX ,_. ��—e Mn�..• MAX 47 15' MAX TOP OF DOOR O}C L 5' i TO 4 Q LOCH I KVIXSET DCADBOLr MODtt L60 1.LAtSi AR NARLOC DEADRL I 15' A1 MAX f DLO, •ti XVIKSCT L=sCr_/ III IS' .IMAX MODEL DLZ(m SCRICS 0. OT IWdIS MODELOR loo LOCKSC( 15' M/l jrALES OT A 80 11/16• 6' AX 15'.MAX'1'-MAX MAX �IMAX HA • 4' MAX MAX 7' MAX 3' MAX MAX 1. NOTES. 3' MAX 3' MAX J WOOD BULKS BY OTHERS MUST DE ANVORED4 MAX MAX 4- MAX MAX 'ROPERLT TO TRANSFER LOADS TO THE STRUCTURE, AB x l• 3/4' F.H.W.S 'J THE PRECEDING DRAWINGS ARE THE TD 3) PER SIDE FROM VALIFY•THE FOLLOVING'INSTALLATIONS WOOD FR;VC CONSTRUCTION WHERE DOOR JAMB INTO THRESHOLD YSTCM IS ANCHORED TO A HIM" TWO BY WOOD v , \_j— PEN1TiFa MASONRY OR CONCRETE WTRULT(Dtl WHERE RH OUTSVING LX OUISWING 00R SYSTEM IS ANCMdREO TO A MINIMUM TWO BY FRUCTURAL WOOD BUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE �RATI - XRT SYSgqCEM I��S�� ANCHORED DIRECTLY f0 C[INCRCTE VAIJR PSLLIRAMON WRE „RIERIWILIPAI I VpoD BUC OR WITHOUT A NON-STRUCTURAL DIITRCIQN IS IiCOCI + REOL 1 rb +f ,BT XEV ALL ANCHORING SCREWS TO BE 110 WITH NIMUN 1 1/Z' EMBEDMENT INTO WOOD SUBSTRATE x 7/16' PFH TAPC[RLS vfnl 11/2' HINIMUX EMBEDMENT TO MASONRY. + UNITS WALL BE WIALLCI ONLY AT LOCATIONS PROIECIED,IT AWAY (IIIUNIT MUST BC INSTALLED VITH •MIAMI-ME COUNTY DVEMW AM IMAI HE AMLE BEIVEEM II( EDU Dr. LAIN OR OVC¢IwIG PROVED' SHUTTERS TO SILL It LESS THAN 45 MCREES. U'TLCSS UNIT IS 11QIALUO IN THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES KW'MAIITAILE AREAS VIQRE THE LMI AND It[ AREA ARE DCSIGNCV TO 0 DOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITES. ACCEPT VATER UTILTRAIIOK LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE KOS AND SIDELIYEL DOOR/SIDEL•ITE HEADER, DOOR/SIDELHE JANBS, AND SIOCLITE BASE 11 me L L mbrL TNERS ARE COPED AND BUTT JOINED. DOORS SMALL BE PRE -PAINTED, WITH A VATCR-BASED EPDXY RUST "ITIMAKES PAINT PRIMER DRY ru THICKNESS SHALLL BEPRE-PAINTEDWITH AN ACIt LATTEX VATER� BASED/ PRLMDOR ENTRY•SIAlf, TER -REDUCIBLE VWTE PRIMER VITH A DRY FILM THICKNESS OF Q8 TO 12 MIL 10L EYE= APPROVED AS CCU -LYING %%I I I i Inc uJWTM �IJN� BUnDItic CAvc 0Y_/AL" PAO[R; T C Arn01 CL'I,:O:I U 6LDLDIN CODE CO:.IPLLLYCE GPifCP ACCEft,VICE 1)0. 01 - 03 /Y. Z I 1-1020 -,rW -.r SHEET I OE. 6 >Mm ara _ II GLAZING DETAIL i7wo s112' (LASS BITE EIPEREO GLASS �— MAX SECTION A -A O U T S W I N G OTHER CONFIGURATIONS 6 µqx•• �T 6B 7/�• 77 1/2. MAX ML X .. APPNO'%pins' lTY1G YAiN iT¢ c va m7ti110r3tGIW �triTlj����° teso6 nlmtt : 5=Vstoutt oAt w> mtit tm+m.mwrtna .•. ��� # PRO � - eww+c000;o�ww+cE sL Mm 1-�1020—EV-p Aat:aWAE Iq 01- 0 3 v. Z• 1 SI[Ei. 2 Q' 6 . [1pLtf[tm C 3/ 4' 80 11/16' �IMAX EXTERIOR 79 5/16' MAX SECTION B-B INTERIOR VOOD HEAD JAMB COMPRESSION VEATHERSTRIP VIOD STRIKE JAMB �INUN-BUMPER THRESHOLD TOP CHANNFI LOCK PREP FILLER_PI 4•x4' HINGE VOOD HINGE JAHB B10 x 3/4' F-RW.S_ 110 X 2' FJiV.S. TwiR t vnw t u SIDEUTE VDOD STILE AB' x 2' 01W.S. LOCKSEF 110 x 1 3/4' FHVS 22' X 64• SINGLE PANEL GLAS S10ELIT1, TRIM (vwq) WOOD CASING . - VOOD SIDELITE HEAD JAMB WOOD SIDELITE BASE POLYPROPYLENE LITE FRAHE ' 96 X 1 1/.2' PAN HEAD SCREVS PIN NAIL DOW SILICONE 4995 MPlhRMS C(lltatrm rant UM �+ - +rRotavlsl�l p 1 a CDDEC�Ps1N(CEOFnM PIT A=VWICE Nk01-o� eAR1 NUNBLR. COHHENIS • EV-12 1 1/4' X 4 9/16- HTL. 10 BE PINE OR EQUIVALENI - ' 4 K N R X$ O I I/d' X 4 9/16' NIL TO BE PINE [QiMIZIL EOUIVAIENt EV-13 PREHDOR BRAND OR EQUIVALENT - 1 1/4' x 4 9/16' EV-05• PRENDOR BRAND - l it/16' - 20 Gn STEEL i6 1111 �DN mN at MRss rtt at( 411 arts O BASF FOAH - DENSITY 2.0 TO 25 tbs/Ft) EV-04 PRENDOR BRAND - I II/16' - 20 EV-00 4' X 9 1/2' NIL TO BE PUFF OR EQUIVALENI :V-07 15/16' X 1 11/16' NIL. TO BE PINE OR EQUIVALENT EV-06 IS/16' X 1 11/16' NIL TO BE PING OR EQUIVALENI EV-09 PREMBOR BRAND - N50• THICK- HfL TO BE LE V-15 HALER BRAND HINGE OR EQUIVAL6F - PHICK H I 1 1/4' X 4 9/16• NIL TO IUI . THICK (St[( BE PINE.�OR EQUIVALCNI (4) SEREVS PER HINGE INTO DIAR 6) SEREvs IIOZO rji EACH SIOELIIC JUD WUr INTO S 4' a' HAX 15' (IL IIJEREAr1ER T C IOVN rR0t1 REFER 10 EICVAIiIW VIEW FUR 1 OF SCREVS USCD AND LUCAfIpHS EV-07 15/16, X 1 11/16' NFL TO BE PINE OR;EOUIVAL D L (2)-SCREVS nT EACH STRIKE PLATE KVIKSET BRAND 2OO L ER OR HARLAC BRAND 100 LOCK 6) SCREVS IliUM HItIGE JIWI INrO SIDE LIIC �EsO�L1TFtEg[ArTER 4mt D' OM rgM 11 41 CR- -ILL T�HEHEE0DII1��A TER wa sIDELiTC JAI. 4 tQyp Fgpl 1 4) S8 EVS tFG$){M EACH p(R O{IO MM "i EV-I8 1 1/4' -X 4 9/16- NFL TO BE PINE OR EQUIVALENT EV-19 ^ n Q EV-ZO 5/16 x 1/2' MTL. TO BE PINE OR EQUIVALENT EV-21 apt YIIQ eIC r EV-22 1 1/4' X 4 9/16' NIL i0 PINE OR EQUIVALENT EV-Z3 1 1/4' X A 9/16' HTL TO BE PINE OR EQUIVALENT -1643, DDL-2 MP Potypropytene by ODL ID PER FRAME Ip D 1 Art 4' UIL )w0., 4• w rlpf [RI, ryu OL. tl($prrtj1, tai mimim mo IQ ILL ' A& 1-1020-EW-0 SHEET � OF 6 WVISW LEIIER B r- 1/4' SHIM MAX 3/4' n J �TERIOR I 79MAX16-. 80 11/16' I MAX 2 BY WOOD BUCK SECTION C-C 1 1/4' EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 031-1020-EW-0 SHEET '2 ❑F 6 5 r 1 1/4' DOW SILICONE 4995 MFROVm n colzu rm %mm Tm t- n Xj— OX 4• nAX— n• wy ac u• w�c oc 10• w�A IS' NA; OL u• MAX nc 6. 11K +• E ,r .000I\ � LJINI iuur\H I JUJI ,� ul —�t ' wv MAX ' q--*4hyIm VAT" tNE U iN Rryf•Lp. U • L I JVl1 Ell Pi -- PR OWLVM b1LG COp�OURWAE OFF 0� rCMi z 9 M, u• PAX o� ismv u6 rrAX I— u• nKX or- u• rwt 31-1020-EW-p SHEET 5 OF 6 UYISQI U(I(e u I HLK DUUK FANEL STYLES 360 J M A•X '9 rl IT�0 ®e� MAx ao DID oar o0 0❑ 013 Do00 ��� 00 Dog ❑❑ oou P�L[p 6-PANEL 4-PANEL 9-PANEL 10-PANEL 18-P At1EL OTHER SIDELITE STYLES 3 0' ['MAX 79 M X •• � i SL-10 5L-20 SL-30 SL-60 $L-50 SL-508 SL-69A Sl-69i , o0 on .. as oa • oo nQ PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 aD-a 1-9 PD-IB PD-19 :1 00 • a �0 ❑p PO-35 PD-36 Fffn 9. R.. 0 . 1. 1 Ilml as PD-2D PD 21 PD 22 PP-23 PO-24 PD-25 00 00 ® goo a a c �❑ �❑ ❑0 C FLUSH 8-PANEL EROSSBUCK 12 PnNEI 4-PANEL Do 5P EYEBRUV V/S plL ETEDROV 5-PANEL AHEI Vism EYEBRUV d � 0 o p p SL-69C SL-25 SL-55 SL-30D SL-4D SL-90A 0o a� �o no 00 PD-9 PD-10 PD-II PO-12 PD-13 iii Iiii 111 goo d0� ��� ' ��0 ' I �Do ooa • oao uoo I PD-37 , PD-38 PD-39 PD-40 PD-41 PD-42 PD-43 PD-43A 0 PD-438 LI SL-908 A-9DC SL-30B SL-36C SL-70 f Sl-!D) pp od o0 PD-14 PD-15 PD-16 PD-17 V tl O m z PD-31 PO-32 PD-33 PO-3/ It d7f00 . 31-1o2o-EW-� SNEE T 6 OF 6 Um airu c0 CV Ln am CV Wayne WINDL OAD SPECIFICA TIOV 0108 I]alton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 T-0" MAX MOTH x 14'-0" MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION MOTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF 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). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16•• TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL - .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 13 GA HORIZ ANGLE F 054" HORIZ TRACK (2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32••o HOLE IN TRACK FOR J8—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). I I I I GIN —.I. 7. LOCK OR OPERATOR IS •i REQUIRED. "'' �' 5/1.6xi-5/8" 1 8. THE DESIGN OF THE LAG SCREW SUPPORTING STRUCTURAL AT EACH is -us r-•'° ELEMENTS SHALL BE THE BRACKET RESPONSIBILITY OF THE PROFESSIONAL OF RECORD ..FOR THE BUILDING OR S;Ff,ti.JtfRE AND .054" VERT TRACK � IN ACCORDANCE- N ltN;;r� f�R N T Q5 BUILDING CODES-�;F�7tiT�1ITq�;,C-GADS O LISTED ON 1/4-2Ox9/16" TRACK BOLT & 1 /4-20 HEX ' O = '' NUT AT EACH JB—US Approved:"' BRACKET • ues oa,Nso �asoN Fl.b1naA'FfRTIFldAndNfNa: oo�atiss _; 't ,:.. KrVIEWED , CEORCW OIiJ ,4, CATON NO_ Oj8$19,'1/ NClnT}1 .UR01JNh ,CE°nFl `U1tiQN' D�J838 CITY OF SANFORD Date: 3'h5=D1. ��,• ' OP TION CODE.- g7'08 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 (P/N 108077) (5) 1/4-20x5/8" TEK SCREWS (P/N 141668) 14 CA WIDE BODY HINGE Goo ao (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) 1/4-20x5/8" SCREWS ENO HINGES 9. 20 GA o -BAR WIDE BODY HINGE 01 (P/N SEE BILL OF MAT'L) r LH H11qGE RH END HINGE f r. • NYLOP.- OLLER / (P f N 2 70791) ® \ BOTT ' 8RAC,ECET \ /� (P/ H-2i70 54 �. & LH-210,T55) ,�.gEK $CREWS �(P`N 100507 c f �1 Approved: y W.S. M. son. P.E ' 3395 ADOISON OR. PENSACOLk FL 32514 ROMA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION NO. 016519 NORTN CARouNA cERnFlCAnON No. 023836 Dote: OPT/ON CODE-1- 0108 I REV•_ P .m i :m :m �-.(20 GA CENTER 16 CA END STILES STILES) WM 9 " x 14' MAX 44 PSF 2 OF 4 U-BAR L OCA*TIONS NOTE: ,,. MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (7) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 6 ' 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 1 (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE .�1lf rt r:;frl:j ;.;•. r. Approved: 1KS. Wi1xn: j�Ec .�r' 1 1. c.; �a—_•a".! 3 395 Ad0i' O1L: f PF14S�Coul i1�j25.1 it FLORIOA;CERTISCAT10N NO. 004848§ .P0RTH-.'r,k OUNA CERT1Fr—Q0N NO t823a�6 r ;•�, Date:.' OP TIOIv COD,EL fd i 1 REV.• P WM 9 " x 14 " MA z 4 4 � j OF 4 �. "., . k Ii' yIdLl 0 Wind Load Test Report Report N 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 specificatiTs 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 I 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. Waynelvlark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. • 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 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'-AejWers¢;Q,kl8(Q127). APPROVECLOPT30�s p�;!�i;. Based on ofhei s t fng 'q+17Kal'.} Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. � Name: ®y` E3� ��a ��'IG ���i`JION _. 6'a trti . 8 tl.. son,;El� ram. ,..:d(:;;''�• ' :,.�. 3395.Addiso&Dr.; Pprlsacola;:FC�}2 14 ..,n t', 4 Florida Cer4 rta.00 �, -: •�'�d'Zo�tm�� H E Georgia Ccrt'Nb� ~' � t1�5•l• •��`� North Carolina Cyr Nd 0z�y3e� T co rn rn CV dl z a a Wayne WINDL OAD 510ECIFICA TION 0110 13aiton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT STYLE: RAISED PANEL DESIGN PRESSURE:* POS. 27 PSF MAXIMUM SECTION WIDTH 21" DESIGN PRESSURE: NEG. 29 PSF NOTES. 1. GLASS • DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE .ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI •A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR`'tHE LOADS LISTED ON THIS,.Of�AWINraa,,: :�: 13 GA HORIZ ANGLE 067" HORIZ TRACK (2) 1/4"-20x9/16" TRACK BOLT- & (2) 1/4"-20 HEX NUT 5/16"xl-5/8" LAC SCREW AT EACH JB-US BRACKET DRILL .281 OR 9/32"o HOLE IN TRACK FOR JIB -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 (1) JB-US BRACKET LOCATED Approved: _ 11r. �'%rAT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER 3M5'Asa�1, 'YF�' � (P/N 1251 ). asQ�c "'°� �c ' a4.�, Fi �2514 _ ;'• : 39 CMRCA- c6TnflolnON 'tl4' 0 185 19 • �, - .>; N6jtTH OfJNS f;Rq v ooN NO. 021P'iY 00te: psYS W7 OPTION C00 ��`:� C1 'REV. P1 WM 15' x 14' MAX, +27 -29 'PSF 1 OF-4 N TRACK _END HINGE; TOP SRA C fT REQUIREMENTS 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS f (P/N 141668)nufl yyy r •�y: b 1K�.,,1 I��I `R1ARROW BODY HINGE . •� I 6 I f\ (4) 1/4"-20x5/8" SELF -THREADING SCREWS „ .. / '— T•. (2) 1/4"-20x5/8" 2" NYLON ROLLER W/ 4 1/2" STEM TEK SCREWS ALL / END HINGES Q (P/N) 108135 •1„ WIDE BODY ;°7/16" PUSH NUT AT EACH. HINGE (P/N SEE } AROLLER (P/N 243341) BILL OF MAT'L) ; LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS 3" 20 GA 2y OR HINGES U-BAR Ld:LNQ-HINGE RH END HINGc (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) I millilill Approved: •�• / i/2 120 GA CENTER Ws. Wgmon, P.E. STILES M95 AWSON DR., PENSACOLA. FL 32514 I F1DROk CEFUIMAi10N •N0. 0048489 A GEORCIA CEliiiF T)ON NO. M519 \ BOTTOM BRACKET 16 GA END STILES NORTH UMNA C MF1CA'nON NO. 023836 , (P/N RH-270354 Date: g-z g_ o & LH-270355) [fP77ON CODE. 0170 REV.' P1 WM 76" x 14" MAX, f27 -29 PSF 2 OF 4 U-BAR L OCA RONS 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 ILI LOCATED AS SHOWN 0 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/B" TEK SCREWS ATTACH AT EACH STILE =5.RODI1f{SONaRbA'��j,(QPEi�llfSACaI I{F6��,` 32515 :,t •F ,� •.�iEORCiA �Ci�;flf MI llJl'1( „� �. �. NpR�ti^jpVtpUl C iilElGitQN<N� 02,3Q6 y� Date:'—. -2��- 0 C //K.., � (p,�ab J V J, 1 l i.!!`� phi �1 G. OPTION Ci3�d�,,;�?1�;;; `�'�REV P1 WADI 16' x 14' MAX, f27 -29 PSF 3 OF 4 CENTER STILE IN TERMEDIA - TF HINGE L OCA TIONS 16' 15- 14, 12' f Approved: ORANGE' COUNTY BUIMD�f-lj mv W.S. Wilson, P F• 09 M95 ADDISON DR., POISAWL.A. FL 32514 FLORIDA CVMFMnON NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH GQMNA CMFICATION 140. 023836 Date: ?-Zg —0( OP TION CODE 0 110 1 REV- P7 TWU 16' x 14' MAX, *27-29 . - -PSF 1 4 OF 4 Wind Load Test Report Report # 0110P 1 TEST REOUTREMENT: February 22, 2001 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" thick blocks were placed under the door at the edge, centered under the end stilet, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The -pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER 0110 P TEST DATE: February 22, 2001. Temp -71° F. .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 SDAILARITY: 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 appM4Y d ;io 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questioja."d Ans wdty,,,GA18(Q127). APPROVED-b'Ptid 1 F r 7" - �i•', Based ono_ er tts b ui�i11' Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: :) + :;�::.E~'' It''.1E �r ; W. S. Wrlso-n E, r' I n -.�t3 - ! �y'.-s-• a 7 C.J t e 3395 Ad&,icn.9r„''enncoF1'., 15f4 Florida Cert Ncr,, 64§4,& Georeia Ccrt'No. 018j i,�;;:• _•. %��'ri/• � /���t! L t' 'ri. 4 y C 105hon WIEIFICA 1ON 0108 APPROVED SIZES: ® MODEL: WAYNEMARK 8000 & 8100 9'-0" MAX WIDTH x 14'-0" MAX HEIGHT STYLE: RAISED PANEL SCC # p MAXIMUM SECTION WIDTH 21" DESIGN PRESSURE: POS./NEG. 29.3 PSF aoCD NOTES MASTER PLAN 13 GA HORIZ ANGLE I. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE I TEST SPECIMEN MAY BE DRAWN FROM .054" HORIZ TRACK THE TEST." (1993 ,AS•TM E330). 2. GLAZING OPTIONS — TOP OR 0 INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. (2) 1/4-20x9/16" 3. VINYL OR WOOD DOOR STOP TRACK BOLT & (2) I (NAILED ON 6" CENTERS) MUST 1/4-20 HEX NUT I 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 DRILL .281 OR 9/32"0 OF 33 KSI A653 G-40 HOLE IN TRACK FOR 1 J8—US BRACKET i 6. 26 GA DOOR FACER STEEL TO ATTACHMENT HAVE A •MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM- (1) JB—US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION I FRAME MAY BE LOCATED IN'THE ENO EXCEPT TOP BRACKET ROLLER o 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 RESPONS181UTY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR "I STRUCTURE AND IN ACCORDANCE WITH 5/16x1-5/e" CURRENT BUILDING.000ES FOR THE LAG SCREW I LOADS LISTED ON THIS DRAWING. AT EACH "- JB—US o BRACKET o ca • CV .054" VERT TRACK CV d = i/4-20x9/16" TRACK ! BOLT & 1/4-20 HEX o Approved: 5NUT AT EACH J8—US BRACKET W.S. Wilson, P.E.• 3395 ADDISON DR., PENSACOLA. FL 3251 FLORIDA CERTIFICATION NO. 0048Q9 GEOROIA CERTIFICATION N0, a16519 NORTH CAROUNA CERTIACATION 140. 02M36 Date: 4-.Z 8 -a! OP 71ON CODE.- 0108 1 REV. P 1 WM 9 ' x 14 ' MAX 44 PSF 1 OF 4 TRACK END HINGE, TOP BRACKET REQUIREMEiIiTS 1/4-20x9/16" TRACK BOLT & 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES i TOP BRACKET (P/N 108077) (5) 1/4-20x5/8" TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE / P° 8° i (4) 1/4-204/8" SELF —THREADING SCREWS (P/N•100320) SCC # o;z -0.0 MA I I I j I (2) 1/4-2Ox5/8" TEK SCREWS 4 ALL END HINGES 9. 3" 20 GA U=BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER (P/N 270791) BOTTOM BRACKET \ f� (P/N RH-270354 & LH-270355) �. TEK SCREWS (P/N 100507 Approved: W-1 Wilson, PE 3395 AOOISON OR., PENSACOLA, FL 32514 FLORMA CERTIFICATION NO. OGQM89 GEORGA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023W6 Date: 4 -_2R -o/ UP TION CODE- 0108 1 REV.' P J -(20 GA CENTER 16 GA END STILES STILES) WM9'x 14' IVAX44FSF 2OF4 � - U-BAR LOCATIONS 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 Sf CPO ( n/ir : I :_ �' 9'-0'a^IMU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN (2) 1 /4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS. W1son, PF 3395 ADDISON DR., PENSACOLA. FL 32514 FLORIDA CEnnCAT10N No. OGQM9 GEORVA CERWICATION NO. 018519 NOM CMUNA =F1CAMN NO. 0=6 _ _ Date: If-.z 8 - of OP77ON CODE 0708 1 REV.• P1 I WM 9' x 14' MAX 44 PSF 13 OF 4 CENTER STILE do INTERIVE DIA TE HINGE L 0CA TIONS .-'o-° to . SCC �.� # MASTER PLAN 81-91 w Approved: W.S. Whon, P.E 3395 ADDISON DR.. PE?t=LA, FL 32514 FLORIDA CUMMATION N0. 0048489 GEORCIA COMF1CATi0N NO. 018519 NORTH CAROUNA CERT1FiCkTION NO. 023836 Dote: Q- 98 -61 OP T/ON CODE 0108 1 REV- P 1 I WM 9' x 14 ' MAX 44 PSF 1 4 OF 4 Wind Load Test Report Report # 0108P1 ® ST REQUIREMENT: February 1, 2001 TE ie door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 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 64° F. *�QDUCT DESCRIPTION: 1. WayneMark Model 8000, 9x7, 4 section. sco 2, Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. TER PLAN 3. Standard bottom astragal and retainer. tVt�� ` . 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four TB -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, GAI8(Q127). APPROVED OPTIONS ®Based on other tests b ' e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. W.S. Wilson, P.E. ?_2a-01 3395 Addison Dr —Pensacola, FL 32514 - - Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 wagne Dalton ® MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINOL OAD SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX W10TH x 14--0" MAX HEIGHT POS. 27 PSF SCC # MAXIMUM SECTION WIDTH 21" NEG. 29 PSF I J val4 N ZE NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE .067" HORIZ TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20x� TRACK BOLT � 2. GLAZING OPTIONS — TOP OR 1/4"-20 HEX INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST 5/16"x1-5/8" L OVERLAP TOP AND BOTH ENDS OF SCREW � Je—us eRaC� PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/1 HOLE IN TRACK F 5_ TRACK TO HAVE A MINIMUM JB—US BRACk YIELD OF 33 KSI A653 G-40 ATTACHME 6. 26 GA DOOR FACER STEEL TO 1/4"-20x9/16" HAVE A MINIMUM YIELD OF 57 •KSI TRACK BOLT & 1/4"-20 HEX 7. OPTIONAL — .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JB—US •BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. (1) JB—US BRACKE LOCATED AT THE MIDDLE C 8. LOCK OR OPERATOR IS EACH SECTION EXCEPT TC REQUIRED. SECTIG 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE La THE RESPONSIBILITY OF THE .067" VERT TRA, PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN N ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. 5��r a (1) JS—US BRACKET LOCATE Approved: AT EACH ROLLER LOCATIC W.S. Wilson, P.0 EXCEPT TOP BRACKET ROLLE 3395 ADDISON DR., PENSACOLA, FL 32514 (P/N 125135 FLORIDA CERTIFICATION NO. 0048+89 GEDRGIA CERTIFICATION NO. 019519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: OPTION CODE.' 0110 1 REV.. P1. WM 16' x 74' MAX, +27 —29 PSF I 1 OF 4 TRACK END HINGE, TOP BRACKET REQUIREMENTS # u.4 , I MASTER PLAN i 1 /4"-20x9/16" TRACK — SOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET — (P/N 108077) (5) 1/4"-20x5/8" TEK SCREWS (P/N 141668) NARROW BODY HINGE (4) 1/4"-20x5/8" SELF —THREADING SCREWS (2) 1 /4"-20x5/8" 2 4NYLON 12" ROLLER TEK SCREWS ALL / / STEM END HINGES q 9 (P/N) 108135 �J � 7/16" PUSH NUT AT EACH ROLLER (P/N 24-3341) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS OR HINGES LH END HINGE Z.BILL IDE BODY HINGE (P/N SEE OF MAT'L) 3" 20 GA U—BAR RH ENIQ HINGE (3) 1/4"-2Ox7/8" / I Approved: /.. W.S. Wilson, P E 3395 ADDISON OR., PENSACOLA. FL 32514 FLORIDA CERTIFICATION N0. 0048489 19 GEORGIA CERTIFICATION NO. 018519 \ NORTH CAROUNA CERTIFICATION NO. 023836 -Date: 4 -.Z 9- c (P/N RH-270354 & LH-270355) L 20 GA CENTER STILES 16 GA END STILES OPT/ON CODE.' 0170 P,EVP1 I WM 15' x 14' MAX, f27 -29 PSF 2 OF 4 U-BAR L OCA TIONS HIM] 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 MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN M- 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: WS. Wilson, P.E 3395 AOOISON OR., PENSkCOLA. FL 32514 FLORIDA CERTIFICATION. N0. 0048469 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION N0. 023836 Dote: 9 --2?- of OP77ON CODE`- 1 REV- P1 I WM 16' x 14' MAX, f27 -29 PSF I 3 OF 4 sir.::• ,.. .. CENTER STILE & //V TERMEDIA TE HINGE L OCA TIONS ;cC # o kii, ,,STER PLAN 1 Z. Approved: wS lYison, P.E. 3395 ADDISON OR- PENSACOLA, FL 32514 FLORIDA CERilMilON N0. 0048489 GEORGIA CERTiMMON NO. o18519 NORTH MOLINA CFRi1mnDN NO. 023836 Date: T-.ZB-o( L.7m..jll OPTION CODE 0110 1 REV- PI I WM 16 ' x 14 ' MAX, f 27 -29 PSF I 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 0 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" 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 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 permanE-t deformation calculates to.. I I or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P ® TEST DATE: February 22, 2001. Temp 71° F. 'IPTI RODUCT DESCRON: S C C f' 0.2 - && 6 1. WayneMark.Model 8000, 160, 4 section. MASTER P 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven 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(Q 127). APPROVED OPTIONS Based ono er test,b ' uival Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. r4ame: W.S. Wilson, P.E.-Z:e -off 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georsia Cert No. 018519 Maronda Systems Engineer of Record Design Criteria: TPI Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CL12001 120 135 PINEFIELD DR ORLN-CEL BBRC4 LEFT Page 1 Of 3 Fax (407) 321-3913 FL PE # 50068, BAYB U RY C & J 4 BAYBURY 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 loading is in accordance with ASCE 7-98. These trusses are designed for an enclosed buildina. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 43 Truss Layout 05-01-01 Floor Layout 11 (.3-0/ 4-08-02 Roof Loads - VT 4-11-01 F1 %/ TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 ✓ F11 2-25-02 A 6-27-02 F2 1-3-02 L/ Al 6-27-02 %11� F21 2-4-02 ✓ A2 6-27-02 F23 1-3-02 `/ Total 33.0 psf A3 6-27-02 F3 3-14-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" A4 6-27-02 F31 1-3-02 A5 6-27-02 F33 2-25-02 A6 6-27-02 F4 1-3-02 Floor Loads- B 6-27-02 F5 1-3-02 `/ 61 6-27-02 F6 3-14-02 TC Live: 40.0 psf TC Dead: 10.0 psf BC Live: 0.0 psf BC Dead: 5.0 psf B2 6-27-02 F7 3-14-02 B3 6-27-02 F8 3-14-02 B4 6-27-02 F9 3-14-02 H 6-27-02 F91 3-13-02 Total 55.0 psf H1 6-27-02 DurFac- Lbr: 1.00 DurFac- Plt: 1.00 O.C. Spacing: 24.0" I 6-27-02 J 6-27-02 J 1 6-27-02 PLATS REMIND CITY OF SANFOR J2 6-27-02 J3 6-27-02 J4 6-27-02 J6 6-27-02 J7 6-27-02 `� J8 6-27-02 J9 6-27-02 INV # I DESC QNTY 1 1 2003 DATA JA 6-27-02 18331 1 EHUH26 1 3 18330 1 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 5 FLOOR SEAT PLATES 52 11 D A 6 40-0 ry . 0) W � F L c_ � W O) J8 I J8 J6 -, 6 6 J3 I J3 I --""\ A5-2PLY / r \THJ26 HJ26 HANGER" ANGER A4 HANGER I I \ / A3 A2 I \ Al I \- A _ r---A< L Ih Al I / A2 \ �I / A3 \ 1 Vr50 A4 \ EHUH26 HANGER\ THJ26 HANGERI A6 \ 1 I —fI _ B4 I 1 0 $ r� IJ31 I 20-0 �—� I 116 I B4 \i � 6 I 63 y �D— B2 N `,I� - >� — — rna`—o 'S - I B2 I VOLUME CEILING 1 B 1 iti/ I C�Ju �U UI�Sc�J � � LS � 1 THJ26 HANGER � /. \ THJ26 HANGER JOB NUMBER : BBRC4 IJ4 IF 1 J41 CUSTOMER: REVERSED J7 7 V 1J71 JOB NAME: BAYBURY C & J 4 91 DRAWN BY: °y__ ) DATE: 5-1-01 19 `/ v PITCH: 5/12 O.H.: 12' 1 cD _ BEARING: 3.5" LOADING: 33psf 20-0 _,_ 2-0_ 5-8 _ , _ 12-4 JUL 1 1 2003 A 0 N O N O O N O O 6DTX 61 t O .A 40-0 _ 1-9-12 1-A-19 7-0 1-11- 1- 20-0 JUL 1 9 1003 __ - , - 2-0- 5-8 , 12-4 N O W A O NR ',='��.Y `rr•I ��i'S��t'/y�r`y� ' �py'l�yr(�y, 9 rd,���;�dl���n+.�" ';� �9�hp wn'a �ty~��Ns? +'�7 �,S LL..n d,Yn 1.l�c�gNnV,.�hl.'�.W .ewm�.�{ r SL.)C.CII'� ��i�V.'.tG.•�initi(�, ��. v. '�Il�t. - ll'F!�' a��k'�r'1'4'. r � •r Gi S 1'�j"!1'li��Ca�BS�UnSa�E 0 Gi Ani �`-tt78 0 �� >,_,:a�. ��.,� _�. �,,,.. l£U���a�af�Ta,9e�tb�br�u�'i►resl;l�,� HIB-91 Summary Shut COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES ° is the responsibitltvofthe installer(builder building licensed contractor, -ectoror erection contractor) to properlvreceive, unload, store, handle, install and -ace metal olate connected wood trusses to protect— lrfe and property, The installer ust exercise the same high degree of safety awareness as with any other structural aterial. TPI does not intend these recommendations to be Interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are tsed upon the collective experience of leading technical personnel in the wood ,tally sho'Urtclp%e' ;��p; ����t',�-� �' 9�P.�'•e .e�i xc ssf,e a�eral N�.,,,�n.,. �r~�.�.�,���..„�.�y,�,�...��,�,;,r1,,�1�,.h,�g,��r.�h•F�:;��l��t.�,•..!�t'�'lu, r,k r,( %cM1^ :.tY+?rita sfif 7 ,n-. �L il4y C RtA.1 r �11Q�o" u �a a t cii{igptu`lit Illns'$atton' b e i" Cared s l d ex !c, se. ► i e�, t _•.�,�...:=�av,..old;(sltin . ntl a rses�t� rtYsUS J Ml �3 any � Do na ass ,c a a� sses g l ug "` .a "R e i �"• - r,: Ham. i�yi � r nrnp,x� a i�t ..t. w.r�-.'. LA.. - TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer orinstaller. 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 by building designers, installers, and others. Copyright m by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. t�, r �r a'c�A�►�H�IC7 INte b;ac,� . should be no less ntP nary � X d a`l d:iumber All ;:or�n� fiur ; I "^. , IN `�sia0 mm ^ e �lri`e 1tI �lYtruln of 2-16Ci'na0 . Al; r,l rf es t� u , � on"center oniess. i ' { s 5fa�Ic� cgnll �:>etlxtoge>�her in accor S; s? x�,T dance'wtth deslg�n�dca !n9s,pr�rto ins ar,�.tior . TORAGE I sss+shouldnotbe rlro`'��Iferraua�or.un ,I �Sfric"h'cotlld cause'` .?r .r�f<.a_F^F'Lt•'- hr+i•I i'k'di�Y fl1h,'' iat $l•.,jAq, ttfa'"i,,Yre „S. t.+w•+,�,r 4 nyck I.Q ,irr xr x tom+' ' :,a x. MP lie.v seSRI' ,E.raae '8 preaie>kfo Iln ' rbl ' '' '�" • �t,:.p y . ^i113 I=R; watrraost riuft ies�r'ngit an'fes"' `ri"SSy ��;r�P@ tb, E y o nF�ea'� tlsiii �tl iesa�; 14 • .� " H?�.�acec� n ads fehidli1{li"r"os1�n: r � ""r 13 7,�eluP< � cr•- .dra rsgp v R i•` , f7 � t�� ' i'�b' r�ss �l,�o'h�a1' I.yt g ���^i v .'�' S .�`� Ylr.....F '�. ���� ��•jXtrr?:� L�f�"��i �r'iii Frame ,_ W�RNJN J 60"/60v / or less less /or Tag Approximately Approximately Tag Line) '/. truss length '/2 truss length Line Truss spans less than 30'. LIM the Spreader Bar attar slin4 Toe In --Toe In etc. Approximately 1/2 10 YS truss length Less than or equal to 60` Spreader Bar Toe In Less than or equal to 60' ter' �'d;5'1$v t� , t o g a46"OrN11 S e P ;t siS 3NaS$ilU ' _4 ,ILfi2:V., i MEC�'ANidALii„ 0 TALLATIbN ` Tag I Line Strongback/ SpreaderBar At or above m mid --height � i� Tag Line Plan \ r J • Blocking Ground Braea Verticals (Gay) Typical horizontal tie member with multiple stakes (HT) Wiruea of bra: 'oup of trusse (EB) Frame 2 4 or greater RidI ' 1 i'' a"'fit D Top CHORD D !; j lu MINIMUMATEFtALAAC 1`d i4L BRACE :II;tINth41r1 SP���µAPIq ry �� f "ITCHtI� 'rP ' $PACINMG Lr�}'Ifi�it'NI S�� PACING (DBS) Fli+unl #trusses ". � U to 32' 4/12 8' 20 15 Over 32' - 48' 4/12 6' 1 10 7 Over 48' - 60' 4/12 1 5' 6 4 Over 60' See a registered professional engineer vuV— nr-tatcn ar - Southern Pine HF - Hem-Flr SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. r �. j ry1,p Top chords that ere laterally braced canbuckte % 1-' :'41ra8 ti9' y �7= r togelherandonusecotlapseifthereinnodie o-y(,' ry4'f� net bracing. Diagonal bracing should be nailed ,t'„Yn t I� •r' 1 Ali r fir' . to the underside of the top chord when purling ✓ r ��,; are attached to the topside of the top chord. �6 a �`�1.06WARNING: railu, e to fo,low;fhese recommendations could' to severe -personal injury or dairage to trusses or. buildings.,... ql IV'I�jlt'oi "u II�,y IA TOP TOP CHORD 1 l t.111tiNIUMl !,'.;TOP CHORD� �' DIAGOhlAL9RACE „i �I T CH ILP, TEr L BRA CEN Sp �CItJG IDBS)"' SPAN', i DIFFERENCE SPACIIJGILBS) (h' r# trusaesj 1 4.r;i�rr,'SP/DF SP.F/HF Up to 28' 1 2.51 7' 17 12 Over 28' - 42' 3.0 6' 9 6 Over 42' - 60' 3.0 5' 5 3 Over 60' See a registered professional engineer )F - Douglas Fir -Larch SP - Southern Pine IF - Hem -Fir SPF - Spruce -Pine -Fir Continuous Tr r.l,,,.rs Lateral Brac Required 10' or GI Attachment Required - All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10" or Greater i-- Attachment Required —� r'STCi-s"�®' TRUSS 12 N \ T�B� �y 1t* 0C �F Topchords that are laterally braced can bunkle JiM J:', • ,yy Qtogether and cause collapse itthere isnodiago• Kill, nal bracing. Diagonal bracing al�,ould be nailed to the underside of the 1op ci ^.rd when purling • 5 \ \ / are attached to the topside of the lop chord. SCISSORS TRUSS Frame 3 'DULLOITI Gf7Ur��i at each:end of,, spacing as top- 1.- Ju i IllIl�li II �I'IG•I �I I III II ��Ii��l N �.I�I16�!.I �, I9I II' IN���u'nul it f { II�IIh�6�r BO � O IC!-{OR��iI� 0"nwI C111,ORD �lAGONALBF'LACE�i t!I" 'CE'SPACING ':''T�Ii�iI,�I ,� I MINiMl1 .:. ,NI � ,M,• 5" E^,��!L BR pp��ryrypq����rrqq�, S} Uri�!�i!diil (#trussesj.�n,;:. U to 32' 4/12 15, 20 15 Over 32' - 48 ' 4/12 15, 1 7 Over 48' - 60' 4/12 15, 6 1 4 Over 60' See a registered professional engineer rch SP-Southern'Pine ''y �,, SPF ,Spruce -Pine -Fire Ljyl jl,i .. Ll IL I 1 ,( ry ,r A11 lateral braces lapped at least 2 trSs s. a., 1' - {{va I {C �°• fit._ ...4 i ', Nb,WpIMIMIII 0-1 - � lq�"� � � "•I.. '--+..w.Jlrt�'-:,•��A 1'Fiid � <.� frl`�'1. i�'�'itf �'JS i�^�VY T•.f �I . - I� ^ry a V, (u `CFa biacin,repeated �i :ti.-�:a,':�:�f=:at..each��entltof tie:•.... -101-mwhpmkmtlil+fr41!1"itu�,;i;i�u,ImliI *;b:!I'j,ujrMWjj:j:S+P,'F.,I H F IN Up to 32' 30" 81 16 10 6 4 Over 48' - 60'1 48" 1 51 1 4 2 Over 60' See a registered professional engineer DF Douglas Flr Larch SP S'out br;mjP)n6,)- HF Hem Fir :DprUOe4 qhequ&W.�., IM; ii-j R AMAD�O Mltyl Ell M jagolaaf r, P.RM; TY !RrrjPP CIZE;Zdlag699jg;jqr,%9sj t V truss" YS b; N Marl, PI placeid'dn verIi&*r;&.J UR a we the . . . . . . . . . . . . . . ........ Top chords that are laterally braced can buckle together and Caues collapse if there isnodiago. nal bracing. Diagonal brac;ng should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. 4W 4"n I4dfY.!iEi,f, N 5,45�2 ER T ch rda that ' 7 laterally a ; 0 = car, buckle ", .1 . no �'= co�,*.rge I', braced i.n. i rtaI bracing. Diagonal bracing should be nailed t t he underside of the top chord when purling are attached to the topside of the top Qh*,L Continuous Top Chorci Lateral Brace Required 10' or Greate Attachment Required Requireci 30" or /t=t;s"C_ -greater �AA I-:_ Continuous Top Chord Lateral Brace Required 10' or Greater Attachment Required - QFAI;Ho..:, T_t C OR .. 4r' . CE S Ail ING(CIBS" Up to 24' 1 3/12 17 12 Over 24'_ 42q_ 3/12 7 i Over 42'- 541 3/12 J. 6' 84 Over 541 See a re isieredprofessional engineer .WE - u9jaiti r-ir-"Ircri Z:i#1 - southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also reauired on end verticals. Top chords that are laterelly braced can buckle togetherandcauale collapse it therein no diago- nalbracing. Diagonal bracing should be nailed to tile underside of the top chord when purlins are attached to the topside of the top chord. MbN-dTRU§'S!`'' .j' 12 or N, greater/*"`� , 129. All lateral braces lapped at least 2 trusses, Continuous Top Chord Lateral Bracr, Required 10' or Grt Attach rric Requirec INSTALLATION TOLERANCE&, BOW Length L(in) PLUMB (in) 7 F Din D/50.1 pit . ..... .......... T 12" 1/4" Lesser of 24" 1 Z, 2' L/200 or 2`1 36" 3/411 3' 48" 60" 72" 4' L(In) — L(In) 51 1-1 2" 61 TDepth 84" 1-3 4" 7' Truss 96.. - 01 108" . Z91 ... 0(in) T .......... ........ ........... ...... ±1/411 Lesser of Lesser of L/200 or 2" rl _r .. n _or_ 4 Aaximum Plumb Aisplacement Line e'20 50.1 1/41, 4-5l, 100" 1 /2" 1 8.3' 150" 3/4" 1 12.5' _L(in), L/2.0.0 L(fl) 20011 1., i 2501, 1-1 1-1/4; 300" 72" 25.0' , OUT -OF -PLUMB INSTALLATION "I TOLERANCES. OUT -OF -PLANE INSTALLATION TOLERANCES. Frame 6 KAROIVDA SYSTEMS 4005 Maronda Way Sanford, FL 32771 (407) 321.0064 Fax (407) 321-3915 Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce -Professional Engineer State of Florida #005006g Subject: Valley Trusses All 'alley-1russes labeled VT-1 thru 100 are covered under the general valley sheet provided an the truss tnacl�age signet. I se, by the engineer of record"" connections are noted on the structural info sheet of the plans. All crite general sheet. ria of the valley trusses are noted on the 1f you have any questions please feel free to call at 407-321-0064. S lerely, Tom s Ponce, P.E. Date: 3) 5f 03 DESIGN INI=ORMATION 71,6 datgn h farm, (ndltddnal buUdUig c.mlmnurt and I— bean brie, on hd., uan P,ovldcd by the dlenL_,be dalgnv dlsda,nu 6utlresPonsndllly fords ,i, as a Inult of and y or hny.rx y luforn'aUon; .Pccfn-u... /or deslpns fiunLshed lu the buss delguer try the cllenl and the eo,rmnrs, .r -musty of oft 1 1. bdmamu.0 as It cony r-I-t. to a spe- P,n)cu and -.ecru uo ,eponslbtUry or Jon, es on rbr,trol wuI- mga.d In fab,ha- .� hw.umg,-hlp-_t ..,d b-I-Ilallon of IDisks. 11IN IRtss has llccn dcsiped as an In111-id al boading compo—A b, .—,dance wu 13In"ta' 1-1995 and f7DS-97 to be Incorp.ralo. s pf" .1 rho b.ddmg dcsl(p, by. nundb,g O 9--.1 heglslerul uch,trci or p,d'esl.ual builds g. tvhrn ,nvtcwedf rapp—IIY.Wc mtusl b8 rl-fl:-r, We dcigri Inadings'shnwn cheeke,l In be s,ue that lb. data sh.wo d 1bco—nml with We Ingl brW,Un cLA ,_ e "u-nN, forwind or pnry', tkdc" gjmd-pcUloUnua or'peetal appUed loody Unlshown, truss has n.I Iccn dcslg,resl for ` a `-o--Y Imds. The dal,�r aas.nne P n drmds Onp .r In to., are eort Wu.- ..y braced by -bmIh, ,g unf,, orbond not ,, .p,.lctleed. IL'bcc boUom d,nNs b, rca Iw, .,e fWll' h--d Lh,, n by a pm l rtald �'ng. !" should 1, brace a[; PpljOd toanmum aFa og N 10'- ppcn-'o,� C000eclor Pb lie m Shan auul'arnued from 20 gang. hot Qade :W. galrantxcd steel m_^th,g ASI'1 A Gr�0, ®Iexs olhe.w6e aums.• l FABRICATION NOTES P11or In falu (c�tbu, the fa hrlmtor shall rev4m WLa d,awing to vuffy Uut Chi, ,hawing b b, "I'lormance with We Falnfolora p6n' .vd to ,ottrc a c. y efis—g ,apo.u-Wry f- o,mh _i- wi Dcall.n. Any dlaracpar,Uo are I. IY put m Phi.g before cutting or fa lulotk.h Phtc, shall not bn (",I LI-A — kn th.ks, Took .rdtstrolcd grab,, ,..b— shall l,c cut for fight Rlting wvcx, 1. woodb.4, n —,tn Con- thp61e ahae bo bated . both face N rym. ab.0 t ena16 hilly Imb,dded and sba8 be 5.4 lnle is Tolnt'..,_ dhuud'o sb—n. A P 5- wldc x 4- bog. A CO p61e 6 8' wide x e' Ibng. Sint' (ImlcsJ nm parallel to W c plate Icngth -pcdf -d. Dm,ble rn4 .n w<b mnnbcrs sbaU meet al the cuurohl N.Ihe ruiloa oWe,w6e shown. Cn—l-hirplateshe, e minhnum she Im ad aul on the In—'hoon, unay need tm I,o tnefo-sc,( Tor Q,t.(n ba„d- gand/nr amass streso. Thb, In to he fah, rested o.W fb•n slant us la oo[ lumber uulecs of ho wise Fm. additional 'nlormatlon an g.ality Cunbvl refer to AflSl rm, I-1995 'RECAUTIONARY NOTES 11 bracing and a i,.. rcmmmu,da[tnns arc -lie faUowed !n--1112nce M, 'I i-ndUog slatting A EI -adne . BIB-sl. T}usscz are to nd kindled wIlh pa.ua,hr errs d.Mg hu,ding nndlb.I, dchvuy and hutat6U.n 1. ...,4 1 e4UnTry and permancn[ b,ach,g rnsses C In a atralght and plumb pna- Ion and for reststb,g h(eml forts stall tse t,_d..11 tnstancd by.lhers, Careful baul- Ig Is cs"uual and [ MMI bm3 ug is always qulltd- Not.1 T,,e ,,U.mry acumi for asses retlulres sue}, letnpanty bndng durtog shlLallmr hetmern bn— to as. W t.pplb,g d d.oamo,ng. The supcn-ts,.n N nceb.. of 1-- .1.0 be ru,.icr the mnhnl o! pusoos Pedcnmf In U,e Instanauva or hn," .rG lunal arhdee duR b .euilralln °aoaghl Vueeded. Inan the des � of consUucuou Imd' grr Ter U.oed i1n iaads olhu't1ii.Iin We IEnt .f We c..cr.,s ahau he apphcd to ssn unld all" all fasludng and b—.I.g bmplaaL MONO VALLEY VALLEY 7RU COMMON VALLEY MAROPIDA SYSTEMS s WO: VALLEY SE-1- IF LESS THEN 3-0-0 THEN I.IOVE DIAGONAL WEB TO NEXT PAIIEL Es i 214 8 211 r OR 516 OR 416 3,6 IAA007tAL WEBS f 1ifi 3t6 f 4tfi REQUIRED WITH SPpUS OR 416 GREATER THEN 26-0-0 3r6 2r4 O 2,4 2x4 0-0-4 2r2,4 t3E -" 1t4 / 2x4 4,10 214 3,6 316 on 3t6 1 4 6 on 2 TI: VT QTY:1 III WHEN DIGAOHAL WEB PRESENT USE 4x6 PLATE II) WHEN NO DIAGONAL WEB PRESENT USE 2x4 PLA VALLEY MEMBERS AT 24' O.C. (TYP) 7r/ axe 2r4 VARIES 11 UP for 2x4 2t4 3x6 MAX 6-o-o U.C.ITYPI t 1 4,6 14 111I @ 2r4 MAX8 n IS SI'ACIIIO UAX.6-0-o O.C. It Yin).4S • G.c, ® SPANS UP TO Go-0-o I �I TOP CHORDS: 2X4 SP 62 TOT CHORDS: 2X4 SP 12 IT IS NOT REQITIRED TO SHEATH TRUSSF WETS: BELOW VALLEY SET. VALLEY MEMBERSS •2X4 SP 93 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED By ROOI- PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CIIORDS USE (2) 160 NAILS PER INTERSECTION, OR TWO FEET UN CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d IIAll- PER INTERSECTIO11 OR TWO FEET ON CENTER. 2x4 BRACING IIAILED FLAT TO EDGE OF VIER WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION A14D GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH I Od NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER TITAN 8' LONG f. TWO 2X6 BRACES REQUIRED 014 ANY WEB FXCEEDIIIG 1414.,- 12-1-1-1�Iyr AS SI1015'N pEIVYIKS.ARIT, TL20 CA TL5"1•ru PI,,It ANSIrrri ]-1995 Haronda Systelims 4005 MARONDA WAY SANFOILD, FI- 32771 (407) 321-0064 Fax (407) 321-31913 TOMAS PONCE P.E. LICI^PLSE kQ(150068 SUPO VALLEY TRUSSES ITYP.1 ftiIHG TRUSS COMMON OR GINDEu � COMMON TRUSSES (IYP.) VALLEY STRAPPING TO TRUSS BELOW USItIG MSTA12 @ 4- U.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. CDnt• SNpport READ ALL NOTES Old 11,11S SI'IEHr. A COPY OF 11-IIS DRAWING TO BE GIVEN TO EI:ECTING CONTRACTOR. BRACING WARNING: Ilrsdu9'1,141 on _1 of the h,�illailmp datg.l u,,1„Ildcbia,USg �M.,, b Jdof., ortal hoc g. wtddi is . -town Is fur I-t—I su tap, .r smtlhu b,a Jn m:,dc to u,rl,.c L,„c ppe,rl tit buss rnemt )the hulld,ug deslguu. Uracti, ml hrac4 1 am xi Drily to ruluce buchll.g I,n9,h N—Islo,s ,mst he g Atl lltlooal II.,[n spccU,gd I,aauntu ilctUtttlDcd by We hll))dlll drs a g of the rnuall sG, riure ma g 1„her- tnn�� Plata bu((hde, l FI, Is l.eete•1 al .in, n n,...... Y rcrluhed, lSce lI1091 of lPll. SlUds a) 6-0.0 O.C. Cng. Ulsg: Ds�u1-c 17;1' ChIL: 1'C Live 16.0 lur 'Tr Dead 7.0 psr NC Live (I.B 115r TIC I)Pall 7 n ....r rILISS ID: yr Dule: ULUR10 - Lbl: 1- DUIRIC - P11: 1.25 . O.C. 51)CIC111g. 211.Un DESIG14 INFOl2MATIOtJ This Mslgll Le for an IuJhJJual hu8dulg m.snpornent alld hos been based on Wolnlatlon prmldcd by the 01—t- The design,, dlselabns any rnpons1b011y for damages as a ,will of faulty or Incorrect brfomuVon. sp"It"IMUoru and/or designs lumished to the tnts, designer by the dent and the correctness or acxusaep of if hJomallon as Is mop ,,tale In a aP_ cUlc psoJccl and accepts no Iespomibli ly or ercr,isn no control hilt regard to bbnm- lMn. Iandlblg, sidMenl and LalallaUon or Irueao. Thb nvss Ina been 0—tgncd as an b+dMdual bullding component In accordance wiUi ANSIfIrl 1•IN85 and NUS-97 to be incrnpolated u iwrt or the building design ley a Building Dslgncr Iregislned nrehneot r.r pnofesslonal englucerl. When Ic 1—d for 11PP al by the building designer. Ore dnfgn boding: shon•r+ nlwl be chechetl to be sure Unl the data :hours are in agreement wiW the toed building codes, I— dlmaUc records for wtnd or ssmav Inds. pslfeet apeelOottors or apeetal appllcd loads. Unless sllowsl. truss has not been dsigned for storage or occupancy loads. The design assumes comprosbr+ elno+ds pthup or hnlloml are conlbru. nasty bneeJ by sheabrg ants: oU,—,.tse sp,clllcd. Where bottom chords is, Ienslon are not fully taoed 4 lnaliy by a I r pert, applied dgld ceUmg, they shouid bie e bned wt a n.111un rs aP-el ig of 10'-a' o.c Cmmcclnr plats stroll Ix manuraelused Isom 20 gauge hot dlppcd ltl" tUed atcel mcetbae ASTAt A 653, Grade 40. unless oUienNse alman. FABRICATION NOTES Prinr to fabrlo0on, the b bdealnr shall rMew lhb dmni,ng to -Illy Ilut lids 11-rdl,g I. In confannasme -1 1 the Nbdcalur, pLu. and to —Use a cruAIn.wg lesp—lb,lity tar ssleh veA- ficauon. Arty dBcropa mles ose to be put in mltblg before c Is0ng o1 labricollori, Fills atoll not be tnslnlled over knolhalo, knot• or dlalnrlcd gmfn. Ilicn, ben atoll be cut for tight filtb+g wood to pond b,arfng. Con- cetnr PI-1— strait be loe,led ran tnili ram of tl a Intss with uans fully Imbcddcd and shall be alit, about the Jobd I lCSs olhrnHse shown, A 5a4 plate Is 5- a•Idc is 4- long. A 6s5 plate is 6- addc a R' Inng, Slot (holed non p,ralki to the plate Isugth sfregest. Double cuts on lab r cob— shall meet at the ccrdrold of the wcln suds nlhcns'ke shown. Connector plate sU, are minbnunl sires lased on the Inrees shoml and may need to be b+oeascd for ,ertaln hand- Lisrgand/or erection sbcsea. Thb truss Is not to be fabrlslcd w1U11Ue r,lanlanl tsealed lumber usdss oUmmise ahrn'. For addlUonal bJannaunn n.l Quality ConWl refer la ANSI/Ttl 1.199$ PRECAUTIONARY 1,10IES All bncbag wnd a 110n reeonrmend,tlona are to be folloaccd In accnrJanec ••IU, -",,u Rrlq hntalling 8 0radng-, 1118-91. I-- are to be handled Mtll panleubr — durbng banding and baudlbrg, dcANa y and bsslalbuon to a,,fd damage. T.... ponry and prrin,vrent bracing tar hatdir(g lnwes in o wtra lglil and plumb pns- It1on and for r isong lateral braces shall he desiencd and butaU.d by others. Corcful hand - Dug 1s essential and .,-Wu bracing Is al_)s mquhed. Normal pre utlomry aeUnn for tnl3ses requires such tcmpomly bracing during bisla8.iIlan between IrUSSCS In scold 10 Ili g and dantnaing. The uper.blun of cltttbn of inlsata shall be Under the —trot of peraons >spcncncc,i In Um inalanaDon of Uusses. ?rofcslonal advice shall be sought U needed. _onecntra Uou rd rnm[roellmn loads gre,ter Ilan the dmigil loads shall not be applied to n—el al au)• ilme. No bods other tlwn lbw rdghl nl the ncc!ms :toll Ir appeal Is• add wile, ail lasicn by; mi•I bracing s cuniplelcJ. ly"AKUHUH Jy51Ems HIP GIRDER WO: IIIPDETA 2x BLOCKING ADDED TO TOP CHOM OF STIP HIP TRUSSES TO SNORTEN OSB NOT TO EXCEED 24IIO.C. 0 BE NAILED TO TRUSSES w/ @ -1211 ON CEN. STAGGERED PRE—ENG'D TRUSS TOP WALL 01= BUILDING w1 y: 1 TITJcCA L B'L 0CIKI1 G - F(OR r�'Il��Y4 THIN G ON �(]/�7/1/%��t � ]% ]J�1 STEP �a .11 T S Maronda Systems --------------------- 4005 IVIARONDA WAY SANFOR . FL 32771 (407) 321-006.1 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1890 GREEI1nROOlt CI'.mIEDO.FI_177FR Pain: Afafri.r AisohJlJ NVARTMM: READ ALL NOIES ON THIS SHEET. A COPY OF THIS DRAWING 10 BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on Udf dmvtng Is unl ricrUan blaclne, wind bracing. Instal bracing or slmflar bracing n1Uch is a part of the bulldtng drslgn and Moo, nmst be shonmsldel H. by the Luil.lfnp .ie toner. nmcb,g wn is for klcml support of hiss m<mbers only hl reduce bucklblg Inlglh. Flneglons coil be wade i� anchor lateral ""s 9 ,t ends and sp—Ul<d Ioerelnns sl.crmhled by the buUJbrg drsleurr, AddlUon41 bsacblq of We oaenll sbudire uuy be rolubed. IS- 1I10-gi of l'pll. ❑'rasa p4 to lnslltute, lPl, b hoc -lied al 58J D'o-111- D111a bladinon, RnsconsDl 5371-1" JOB P,1111: 17:I2FGJ.0flfnncrr rr•.f nru/lac 1'.11g- Job: uwg: Osgnr: TLY Cblc: 7_C hive 16 0 psC 1'C Ilend 7-0 psf l3(. Live O.0 psf 13C 17ead Mu psf TO-I-I'AL 33.0 mf TIUSS ID: I -lip . Dale: 10-20-00 Dl11FUC - Lbr 1.25 D1111'aC - Pll: 1.25 O.C- Spacing: 24.0" Design Clileria: 1PI Cocie Desc: - 29 DESIGN INFORMATION This design Is for an Individual building component and has been based on INomtatlon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information. specin=Ions and/or designs furnished to the truss designer by the cbcnt and the correctness or accuracy of this Information as IL may relate to a spe- ame project and accepts no responsibwly or e<erclses no control with regard to fabrien. tion• handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer Ircpttstered architect or professional englnced. When reviewed for approval by the building designer. the design loadings shown must he checked to be sure that the data shown are In agreement with the local building codes. local dirraae records for wind or snow loads. prJeet specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc conlblu- ously braced by sheathing unless othennse specified Where bottom chords in lenslem me not fully braced laterally by a properly applied rigid ceiWtg, they should be braced at a maxlmmn spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanbed steel meeting ASMI A 053. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator sha8 review this drawing to very that -Ills dmwtng is In 7nformane with the fabricators plans and to lbe a continuing responsibility for such v l- fIcation. Ally discrepancies are in be put in writing Were cutting or fabrication. Plates shall not be Installed over knatholcs, knots or distorted grain. members shall be cut for light fitting wood to wood bearing. Con. nector plates shall be [anted on both faces of the truss with naus fully Imbedded and sha8 Ire sym. about tlm Joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run pam8el to tine Plate length specified. Double cuts on web members sha8 meet at the centrold of the webs unless oUrerwise shown. Connector plate sizes arc minimum slzn based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss b not to be fabricated with fire relardanl treated lumberunlessotherwise 11own. Foradditional Information tnv Quality Control r,I r to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recornmendaUons am to be followed In acmrdance with -Handling Installing & Bmcing'• HID-91. Trusses are to be handled with particular care during banding and bundling• deth•ery and imla8allon to avoid damage. Temporary and permanent bracing for holding trusses In a stmlght and Plumb pos. Ilion and for reststtng lateral forces shall be designed and installed by others. Careful hand- Itng b essential and erection bracing is allays requtred. Nonnnl premullonary, 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 experlenced In the Installaton of louses. Professional advice slmaU be sought U needed. Concentration of construction loads greater than the design Inds shall .,or be applied to trusses at any time. No loads other than he weight of lire electors shall be applied to trusses until after all fastenh,g and bracing H completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2r.4 SP #2 2x4 SP #3 1,2,8,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 476# Support 2 149# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 263# MAX LIVE LOAD DEFLECTION: L/999 L=-0.17" D=-0.17" T=-0.34" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.13" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 1- 5 7-9-4 0-4-1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Isnpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2852 0.32 2- 3 -2654 0.28 3- 4 -2008 0.24 4- 5 -1809 0.27 5- 6 -2003 0.24 6- 7 -2654 0.26 7- 8 -2853 0.32 ..BC...FORCE ... CSI 14-13 2589 0.67 13-12 2212 0.60 12-11 1.807 0.49 11-10 2212 0.61 10- 9 2589 0.67 5X8 4X6 TI: A QTY:2 ==============Joint Locations=============== 1) 0- 0- 0 6) 28- 5- 7 11) 23- D- 0 2) 6- 1- 3 7) 33-10-13 12) 17- 0- 0 3) 11- 6- 9 8) 40- 0- 0 13) 8- 9-14 4) 17- 0- 0 9) 40- 0- 0 14) 0- 0- 0 5) 23- 0- 0 10) 31- 2- 2 ----MAX. REACTIONS PER BEARING LOCATION- --- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1366 263 -476 BOT PIN 39-10- 4 1366 0 -149 BOT H-ROLL Q 3X6 r I14 1366# 3.50" 13 12 it 10 9 _ 1 UU 1366N 3.SaU" (R0-11-9) I r' 40-0-0 Ij0 EXCIiFT AS S110R'N PLATES ARE TL20 GA TESTED PER ANSI/'1'1'1 1-1995 I (Res-ll-9) WARNING: READ ALL NOTES ON THIS SHEET. Eng..Job: scale = 0.1595 fMaronda Systems I A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: WO: BBR Truss CONTRACTOR. Dsgnr: TLY ICU: ID: A Date: 6-27-02 4005 MARONDA WAY BRACING WARNING: Bracing TC Line 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 shown on this dmwrt ing Is nor erection bracing, wind bracing, portal bracing or similar bracing which Is a pan of the building design and which must be TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-006-4 Fax (407) 321-3913 considered by the building designe,. Bmcing shown Is for lateral suppon of truss members ollty to reduce buckling length. Provisions must be BC hive 0.0 O.C. Spacing: 24.0" TOMAS PONCE P.E. LICENSE k0050068 Adawonal braci g`of then erall struicture andspecified behy�ir d. (Seee1118-91 of bythe building designer. ffruss Plate Institute. TPI, BC Dead psr 10.o psf Design Criteria: TPI 1690 GREENBgpOK CT.O\"EDO.FLaT]66 b located a 583 D'Onof o Unac. Madison, R'(scansin 537191. Code Desc: FLA Design: A/rvris Arm!}•sis JOB %A7N: C.'ITEEJ.OA'UOIJSI11S,ll/'NIRRRC4 TOTAL 33.0 psf V:06.02.02- 15164- 2 TICS: 06.02.02 DESIGN INFORMATION Tits design Is for an Individual building component and has been based on information ov prided by the cgent. The designer dlsclaims any'-ponslbWty for damages as a result of faulty or Incorrect InformuUon, sp-111-thm, and/or designs furnished to the truss designer by the client and the coreetness or accuracy of this Information as It may relate to a spe- eglc pmject and accepts no responsibility or excre" es no control with regard to fabrio- Ilon, 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 pan of it,, building design by a Building Designer (registered architect or professional engtnect). 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 clunabc records for wind or snow loads. project specifintlons or special applied loads. Unless shown• truss has not been doigned for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- ously braceA by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maxfmmn spacing of 10'-O' o.c. Connector plates shall be manufactured from 20 gauge hot dipped g.I anlzed sleet meeting ASI'M A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrica0an, the fabricator shall review this d,awing to verify that this drawing is In conformance, with the fabricator's plans and to realize a continuing responsibWty for such veri- fleation. Any discrepancies are to be put in willing before cutting or fabrication. plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for tight niling wood to wool bearing. Con- nector plates shall be located on both faces of the truss with nalb fully imbedded and shall be sym. about the joint unless othenvtse shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slots Iholes) nun parallel to the plate length specified. Double cuts on web emlxrs shall meet at the controld oI the wehs unless otherwise shown. connector plate alms arc minimum sizes bused on the fames shown and may need to be increased for ce,taln hand. ling and/or erection stresses. This truss is not to be fah,leated with fire retardant treated lumber unless otherwise shown. For additional WormaUon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommenda0ons are to be followed in accordance with'llandling Installing N Bracing-. 1118-91. 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 later -al forces shall be designed and Installed by others. Careful hand. ling Is es-tlal and er colon bracing is ahvays met.lmd. Norval precautionary action for cusses requires such temporary bracing duMg Installation between trusses to avoid toppling and dominoing. The supervision of erection of hisses shall be under the control of persons experienced In the Installation of lasso. Professional advice shall be sought g needed. Concentration of construction loads greater than the design loads shall not tic applied to trusses at ally time. No loads other than the weight of the erectors shall be applied to tosses until after all fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,2,9,10 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHIDULE: Support 1 521# Support 2 199# MAX LIVE LOAD DEFLECTION: L/999 L=-0.17" D=-0.1811 T=-0.36" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 r ,is 14 1366# 3.50" 1-0-0 (Rot-11-y) �I EXCEPT AS SHOWN PLATES ARE 11.20 GA Maronda Systems 4005 MARONDA WAY SANFORD. FL. Rt/I (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREEN6ROOK MOVIEDO.Fl--- WO: BBRC4 WE: 1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace Clay be nailed flat to edge of web with 12d nails spaced 8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. Wind Case- ASCE 7-98, C&C, V= 1251nph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .TC... FORCE ... CSI 1- 2 -2874 0.26 2- 3 -2707 0.27 3- 4 -2171 0.24 4- 5 -1971 0.26 5- 6 -1971 0.23 6- 7 -2171 0.20 7- 8 -2707 0.22 8- 9 -2874 0.25 ..BC...FORCE ... CSI 15-14 2611 0.62 14-13 2308 0.67 13-12 2064 0.63 12-11 2308 0.67 11-10 2611 0.62 4X6 3X4 ayi 13 12 40-0-0 TESTED PER ANSI/7Y'1 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erccllon bracing, wind bracing. WWI bracing or similar bracing which is a pan of the buddlag design and which must be consideted by the building designer. B,acing shown Is for lateral support of truss members only to reduce buckling length. N.-I.Ions must be made to anchor lateral bracing at ends and specified lon0ons determined by the bugding designer. Additional b,acing of the overall structure may be rcquued. isee N19-91 or TPB- rriuss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). TI: Al 9TY:2 ==============Joint Locations=============== 1) 0- 0- 0 6) 25- 0- 0 11) 32- 2- 2 2) 5- 5- 3 7) 29- 9- 7 12) 25- 0- 0 3) 10- 2- 9 8) 34- 6-13 13) 15- 0- 0 4) 15- 0- 0 9) 40- 0- 0 14) 7- 9-14 5) 20- 0- 0 10) 40- 0- 0 15) 0- 0--0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1366 231 -521 BOT PIN 39-10- 4 1366 0 -199 ROT H-ROLL PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 231# I1 1p' 1366# 3.Ij50"" I (RO-il-9) scale = 0.1595 Eng. Joh: D%vg: Dsgur: -rLl' Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf ,i,o,rA 1. 33.0 Truss ID: A 1 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Alarrir Analpsis JOB PATH: C:ITEE-IOK1JOBSII25,ifPHIRRRC4 TICS: 06.02.02 DE51GN INFORMATION This design Is for an individual building component and has been based on information provided by the client. Ilse designer disclaims any responsibllll)• for damages as a rtsull of faulty or Incorrect mfommatlon, 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 relsea no control with regard to fabncn- llon. lundling. shipment and Installation of trusses. This buss has been designed as an and Mdual bulldog component lit accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as far of the building design by. Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design Iwdings 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 Iwds. liJeel spee8leallons or special applied loads. Unless shown. truss has not been designed for storage or occupancy foods. The design assumes compression chords (lop or bottom) are coutblu- usly braced by sheathing unless otherwise spedfled. where bottom chords In tension are not fully braced laterally by a properly applied rigid cedbmg, they should be braced at a maximum spicing of 10'-(r o.e. Connector plates shall be manufactured from 20 gauge but dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES prior to fabrication. the fabricator shall review Usic drawing to verify that Ihls drawing Is to conformance with the fabricator's plaits and to ealUe a continuing responsibility for such ven. fiwllon. Any discrepancies are to be put In writing before cutting or fabrication. plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wool to wood bearing. Con- nector plalo shall be located on both faces of lilt truss with nails fully imbedded and shall be s)nt. about the Joint unless otherwise shown. A 5.4 plate is 5' wide x 4' long. A &S plate is 6' wide x 8- long. Slots (holes) roll parallel to the plate length specified. Double cuts on w•eb maubers shall meet at the eontrold of the webs unless otherwise shown. Connector plate sizes are rntntmum sixes based on the forces shown and may need to be Uscreased for cutaln fraud. ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated hunker 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-. ItIB-91. Trus- are to he handled with particular care during binding and bundling, deltvery and Installation to avoid shortage. Temporary and permanent bracing for hoklbtg trusses in a straight and pli mb fws- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is alwaya required. Normal isme2ullonary- action for trtuses requires such lernporary bracing during Installation between trusses to .,.fit lopping and dominoing. The supcnlslon of erection of trusses shall be under the control of persons experienced N the Installation of trusses. Professional advice shall be sought d needed. Concentration of construction loads greater than the design Iwds shall not be applied to trusses at any time. No Iwds other than the weight of the eectms shall be applied to hussies until alter all fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP 01ORDS: 2x4 SP #2 130T CHORDS: 2.4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 562# Support 2 254# MAX LIVE LOAD DEFLECTION: L/999 L=-0.19" D=-0.20" T=-0.39" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.071, RMB = 1.15 r 6-14 0-4-1 R �2 F- 5 00 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of nultiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 1251nph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft We: 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE... CSI 1- 2 -2854 0.39 2- 3 -2355 0.36 3- 4 -2430 0.43 4- 5 -2430 0.43 5- 6 -2355 0.31 6- 7 -2854 0.39 -.BC ... FORCE ... CSI 14-13 2584 0.59 13-12 2580 0.61 12-11 2116 0.53 11-10 2116 0.53 10- 9 2580 0.61 9- 8 2584 0.59 SX8 2X4 sex �1 14 o-u-u 1366# 3.50" 13 12 11 10 1-0-0-0 (RO-11-9) I r 40-0-0 EXCEPT' AS SHOWN PLATES ARE T'1.20 GA TESTED PER ANS11T'PI 1-1995 (Maronda Systeins 4005 MARONDA WAY SANFORD, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 CREENOROCK Cr.01IEtNJ.F1.32766 Design: Afmri.t Anid.nif WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawvtng Ls not el-ilon bmetng, wind bracing, portal biacfng or slniilarbmcbig whir.]' Is a part of the building design and which most be considered by the hulldirg designer. Bracing shown is for Literal 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 st-clure may be required. (See 11113-91 of -n'1). Muss Plate Institute, TPI. Is located at 583 D'Onofriu Drive, abmdls"n. Wlscomsm 53719). TI: A2 9TY•2 =====-==-=====Joint Locations======_======== 1) 0- 0- 0 6) 33- 2- 2 11) 20- 0- 0 2) 6- 9-14 7) 40- 0- 0 12) 13- 0- 0 3) 13- 0- 0 8) 40- 0- 0 13) 6- 9-14 4) 20- 0- 0 9) 33- 2- 2 14) 0- 0- 0 5) 27- 0- 0 10) 27- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1366 199 -562 BOT Pill 39-10- 4 1365 0 -254 BOT H-ROLL -5 00 LAY Efig. Jab: - Dwg: Dsgnr: TLY Clik: TIC Live 16.0 psf '1'C Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf I 3 X6 LL 1366# 3.50" 0-0 (RO-11-9) scale = 0.1595 Truss ID: A2 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:ITE£-LOKUOBS11254fP11)BBRC4 HCS: 06.02.02 DESIGN INFORMATION This design Is for an tndiaidual building component altd has been based on Information provided by the client. The designer diselabns any mspanslbUity for damages as a result of faulty or incorrect information• specifications and/or designs furnished to the truss desipler by the client and the correctness or accuracy of this information as It may relate to a spe. cfle project and accepts no responsibility or erebes no control with regard to fabrlm- uon. handling, shipment and tnstallalion of musses. This cuss has been designed as an individual building component in accordance with ANSUTPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered archlimt or professional engineer). When rewrewed for approval by the bullding designer, the design loadings shoo' must be checked to be sure that the data show' are in agreement with the local building codes. local climatic records for wind or an- loads. Pmjmf specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom( are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not toffy brand laterally by a properly applied rigid ceiling. they should be braced al a maximum spacing of lOr-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeling ASThi A 653. Gradc 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review Ihu drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsiblllty for such ven. fiention. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Mlembers shall be cut for light filling wood to wood fearing. Con- nector plates shall be located on both faces of the truss with malls fully inbedded and shag tic sym. about the joint unless otherwise show'. A 5.14 plate Is 5- -Me x 4- long. A 6x8 plate is 6- wide s 8' long. Slots Iholesl run parallel to the plate length specified. Douhle cuts on web members shall meet at the centrold of the wells unless otherwise shown. Connector plate sizes arc minlrnum sizes based on the forces shown and 'may need to be mcfeasrd for certain flood. ling and/or erection stresses. This truss Is not to be fabricated with fire net rdant treated hmlber unless otherwise shown. For additional Information on (duality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with'Handling 1ns1aWng d Bracl-9% HIB-91. Tresses arc to be handled with particular care during banding and bundling• delivery and Installation to vold damage. Temporary and permanent bracing for holding tro -es In a straight and plumb pos- Illon and for reslsting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erecllun bracing Is always reepuired. Normal precautionary action for trusses requires such temporary bracing during installatlon between trusses to avoid toppling and dominoing. The supervision of erection of trusses -hull be under the control of persons experienced In the Installation of trusses. P101-tonal advice shall be sought V needed. Concentration of COnst-cllon loads greater than the design bads shall not be applied la louses at any time. No loads other than Ile weight of the electors shall be applied to Iruse- unrd after all l'astentug and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 599# Support 2 313# MAX LIVE LOAD DEFLECTION: L/999 L=-0.22" D=-0.221m T=-0.44" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.15 R WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125niph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req .-TC...FORCE ... CSI 1- 2 -2884 0.33 2- 3 -2498 0.30 3- 4 -2771 0.36 4- 5 -2781 0.35 5- 6 -2781 0.35 6- 7 -2498 0.27 7- 8 -2884 0.26 4 .-BC...FORCE ... CSI 16-15 2617 0.59 15-14 2614 0.58 14-13 2257 0.52 13-12 2785 0.60 12-11 2257 0.52 11-10 2614 0.59 10- 9 2617 0.59 TI: A3 9TY:2 ==============Joint Locations=============== 1) 0- 0- 0 7) 34- 2- 2 13) 17- 0- 0 2) 5- 9-14 8) 40- 0- 0 14) 11- 0- 0 3) 11- 0- 0 9) 40- 0- 0 15) 5- 9-14 4) 17- 0- 0 10) 34- 2- 2 16) 0- 0- 0 5) 23- 0- 0 11) 29- 0- 0 6) 29- 0- 0 12) 23- 0- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1365 167 -599 BOT PIN 39-10- 4 1365 0 -313 BOT H-ROLL �0 / 81 - Q 5X8 3X4 FY R 11G r 1366H 3.50" 1� 14 l3 12 I--00 0 (RO-I1-9) I I� 40-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/T111 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 GREEN9ROOA C7.0t"EMI'l-32766 Design: Afdfrir Ann(ytis YCKKNI1114Ir: 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 bra racing or similar bcing which Is a pan of tire building desll;n and which must be coustderrd by the building dolgneremcmg shown Is for lateral support of truss members only to reduce buckling length. Prmisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure (nay be required. [See HIB-91 of TPI I. (Truss Plate Institute. TPI. Is located at 583 D'Onolrio Drive. Madison. Wisconsin 53719). JOB P.4771: C:ITFF-LOtiUOBS!125A1Pi71RBRC:4 T 4-1 1-t 0-4-1 -1 Y G.� 4 3X6 T 11 10 9 1366k 3.50" (RO-I I-9) scale = 0.1595 Eng. Job: Dwg: Dsgur: TLY Clik: TC Live I(1.0 psf TC Dead 7.0 psf BC Live 0.0 psf 13C Dead 10.0 psf TOTAL 33.0 psf Truss ID: A3 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0o Design Criteria: TPI Code Desc: FLA 11CS: nd.m m DE51GN INFORMATION This design Is for an individual building component and has been based on Inlonnatlon provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished in the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- clfle project and accepts rw responsibility or excrelses no control with regard to fabnn- tion. handling• shipment and Installation of musses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer• the design loadings shown must be checked to be sure that the data shown are bi agreement vnlh the local building codes. Item climatic records for wind or snow loads, prnJecl specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assirrnes compression chords hop or bottom) are conWm- ously braced by sheathing unless otherwi- specNed. Where bottom chords in tension are not fully braced laterally, by It properly applied rigid ceiling. they should be braced at a macununn spacing of IU-W o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS NI A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vcNy that film drawing is in conformance with the fabricalues plans and to realize a continuing responsibility for such veri- flrrlion. Any dlscrepancles are to be put In witting before cutting or fabrication. Plates shall not be installed over knotholes• knots or dtslored gram. Member shag be cut for tight Ailing wood to wood bearing. Con. nector plates shag be located on both laces of the truss with nags fully imbedded and shag be sym. about the Joint unless otherwise shown. A 5.v4 plate m 5- wide x 4' lung. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length spccdled. Double cuts on web members shag meet at Lite centrold of the webs unless otherwise shown. Connector plate sizes are minimurn sties based on the forces shown and may need to be Increased (or certain hand- ling cord/or erecum, stresses. This I- is not to be fabricated with fire retardant treated himher unless otherw•me shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are lu be followed in accordance with 'I fondling Installing A Bracing". HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and instagallon to avoid damage. Trmpomry and permanent bracing for holding trusses in a straight and plumb pos- Illon and for resorting lateral forces shall be designed and Installed by other. Careful hand- ling is essential and erection bracing Is always required. Normal precauUonary aeuon for hisses requires such temporary bracing during Installation between lasses In avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons etperienced in the Installation of trusses. Profr-ssional advice shag besought A needed. Conoentratlon of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erector shall be applied to tnmses until after all fastening and bracing IS completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 WEBS: 2x4 SP #3 2x4 SP #2 3,5,7,9 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 630# Support 2 376# MAX LIVE LOAD DEFLECTION: L/999 L=-0.28" D=-0.29" T=-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 T 4-5-4 0-4-1 Gl 2 F_5 00 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125rrph, H= 22.0 ft, I= 1,00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Lipact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI 1- 2 -2878 0.33 2- 3 -2647 0.27 3- 4 -3174 0.38 4- 5 -3462 0.39 5- 6 -3462 0,39 6- 7 -3174 0.36 7- 8 -2647 0.26 8- 9 -2879 0.23 ..BC ... FORCE ... CSI 16-15 2620 0.67 15-14 2401 0.59 14-13 3203 0.67 13-12 3203 0,67 12-11 2401 0.59 11-10 2621 0.67 TI: A4 QTY:2 ========-=====Joint Locations==========_____ 1) 0- 0- 0 7) 31- 0- 0 13) 20- 0. 0 2) 4- 9-14 8) 35- 2- 2 14) 14- 6- 0 3) 9- 0- 0 9) 40- 0- 0 15) 9- 0- 0 4) 14- 6- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 31- 0- 0 6) 25- 6- 0 12) 25- 6- 0 - ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1-12 1365 136 -630 BOT PIN 39-10- 4 1365 0 -376 BOT H-ROLL SXS 3X4 6Xrs 'IV s e� e 116 15 14 _13 .. 1366# 3.50" 11-0-0 (RO-11-9) I 40-0-0 EXCEPT AS SHOWN PLATES ARE T1,20 CA TES-I-ED PEIZ ANSI/T1'I 1-199S (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREEN13ROOK Cr.011EDO.F!_32766 Design: Alarrir Aitolptis -S 0� FAtO rl 12 1366f/ 3. I5o0-"100 I (RO-ll-9) scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing sh-vn on this drarving Is not erection bracing, wind bracing, portal bracing or similar bracing which is It pa❑ of the building design and which must be considered by the building designer. Bracing shown is for lateral support of tnuss members only to reduce buckling -length. Provisiouts must be made to anchor Late.[ bracing at ends and specgled locallons determined by the building designer. Additional bracing of the overall structure may be required. ISee if18.91 of TPli. (Truss Plate Institute. TPI, Is located at 583 UOnnfrin Duce. Madison. Wisconsin 53719). J08 PATH: C:IT@E.LOKUOBS112S,ifPHIBBRC4 Eq..Job: Dwg: I)sgur: TLY Clik: '1'C Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf '1'01'AL 33.0 nsf Truss ID: A4 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: FLA 11CS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based un information provided by the ellent. The designer disclaims any responsibility for damages as a result of fauliv 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 etercbes no control with regard to fabrica- tion• handling• shipment and Installation of uusscs. This truss has been designed as an individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional englneed. When mvlewM for approval by the building designer, the design loadings shown must be checked to be sure that the data shown re to agramnenl 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 lards. The design "ss limes compression chords (lop or bullion) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied right ceiling- they should be braced at a m ilmim spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel lo"llog ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Fodor to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabncalor's plans and to realize a continuing responsibility for such veri- ffcallon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distaned grain. Memhers shall to cut for light Ruing wood to wood bearmg. Con- nector plates shall be located on both faces of the muss with nails fully Imbedded and shall be sym. about the Joint unless olhenrise shown. A 5x4 plate Is 5- wide z 4' long. A 6x8 plate is 6' wide .x 8' long. slots (holes) ran parallel to the plate length specified. Double cuts on web members shall meet at the eenimid of idle webs unless otherwisewn. Connector plate shosues are minimum sues based on the forces shown and may need to be Incl-ed for certain hand - [big and/or erection strcsses. This truss Is not to be fabnrated with fire retardant treated lunnber unless otherwise shown. For additional i fomutfon on Quality Control refer to ANSI/TP11-1995 PRECAUTIONARY NOTES All bracing and erection reeommendal Ions are to be followed In accordance with'Ilandling Insmllbng & Bracing', If Ill-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 misting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection braemg la always required. Normal pl-c-Immry 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 erperlenced in the installation of trusses. Professional advice shall ire sought if needed. Concentration of construction lads greater than the design lads shall not he applied to trusses at any time. No loads other than the weight of the erectors shall be applied to tor -es until after ail fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2,3 BUT CHORDS: 2x6 SP #2 WEBS- 2x4 SP #3 2x4 SP #2 3,5,7,9 2-PLY TRUSS! fasten w/3"X 0.120" nails in staggered patter per nailing schedule: TC- 2 per ft. BC- 2 per ft_ WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 657# Support 2 444# MAX LIVE LOAD DEFLECTION: L/999 L=-0.36" D=-0.3811 T=-0.74" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.00 T 0-4-1 3--7-4 1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of tmsltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 2-ply laminated Bot chord. End verticals designed for axial loads only End verticals that are extended above/below Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp_Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req --TC... FORCE ... CSI 1- 2 -6655 0.23 2- 3 -6580 0.20 3- 4 -9403 0.34 4- 5 -10569 0.32 5- 6 -10569 0.32 6- 7 -9403 0.34 7- 8 -6581 0.20 8- 9 -6655 0.23 2-PLYS REQULRI3D --BC...FORCE.._CSI 16-15 6102 0.49 15-14 6070 0.51 14-13 9567 0.76 13-12 9567 0.76 12-11 6070 0.51 11-10 6103 0.49 TI: A5 QTY:2 Locations=====___===___= 1) 0- 0- 0 7) 33- 0- 0 13) 20- 0- 0 2) 4- 0- 4 8) 35-11-12 14) 13- 6- 0 3) 7- 0- 0 9) 40- 0- 0 15) 7- 0- 0 4) 13- 6- 0 10) 40- 0- 0 16) 0- 0- 0 5) 20- 0- 0 11) 33- 0- 0 6) 26- 6- 0 12) 26- 6- 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 33- 0- 0 TC Vert L+D -46 33- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 33- 0- 0 BC Vert L+D -20 33- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 33- 0- 0 - -- REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 1-12 2805 106 -657 HOT PIN 39-10- 4 2805 0 -444 BOT H-ROLL 1-00 ' 91 -J .00 6X12 4X6 Rain A- _____ 116 15 14 ' 13 2805H 3.50" 1-0-0 (RO-I1-9) I 40-0-0 EXCEI'1' AS SIfOIYN PLATES AR .1, 20 CA TESTED PER ANSI/TPI 1-1995 (!Iaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBR00K CT.0V1E1)0.Ft_327GG Design: Aldine ,41wlysis 12 VVAKIVINU: 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 m similar bracing which Is a part of the building design and which most be considered by the buWimg designer. Bracing shown Is Inn lateral suppon of Inns members only to reduce buckling length. Pim•L Ions must be made to anchor lateral bracing at ends and spe if)ed loratlons determined by the building designer. Additional bracing of the overall structure mac be required (See 111B-91 ul'fT71. frills' Male Institute. TPI, Is [-led at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITF_F-LOKUOfl1125Jf1'IIIBBRC4 R 11 Id 2806N 3.1550-"0-0 430N I (RO-11-9) scale = 0.1595 Eq. Job: W : BBR 4 Dsvg: Truss ID: A5 Dsgnr: 11LY Chk: Date: 6-27-02 '1'C Live 16.0 psf DurFac - Lbr: 1,25 TC Dead 7.0 psf DurFac - PIt: 1.25 13C Live 0.o psr O_C. Spacing: 24.0" 13C Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 15169- 2 I1Cs: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a tesult 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- cWc project and accepts no r-ponslblbly or exercises no control with regard to fabrim' t1on. handling. shipment and Installation of trusses. This truss Ims been designed as an individual building component In accordance ttith ANSI/TPI 1-1995 and NDS-97 to be Incorporated as rain of the budding design by a Building Designer (registered architect or professional engineer). when reviewed for approval by the budding designer- the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not teen designed for storage or occupancy loads. Tire design assumes compression chords hop or bottom) are cunlinu- usly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid cedW,g, they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel lu"tma ASThI A 653, Grade 40. unless olh,mue sham. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In oonfonnance rvltin the fabricator's plans and to reaUze a continuing responsibility for such rcrl- fleatlon. Any discrepancies are In be put it, writing before culling or fabrication. Plates shall not be Installed over knotholes. knots or distorted gram. hleinbem shall be cut for tight fitting wood to woof beating. Con. nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about lire joint unless olhcrwQse shown. A 5.r4 plate is 5' wide x 4' long. A 6xg plate Is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web memlxrs shall meet at the ccntroid of the webs unless otherwise shown. Connector plate sizes are minimum sues based on the forces sh"wn and may need to be blereased for certain hand. ling and/or erection stresses. This truss Is not to be fabricated with 14. retardant treated hmdxr unless otherwise shown. For additional InfortnaUon on Quality Control reler to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recomimendalions are to be followed In accordance with 'Handling Installing A Bracing', NIB-91. Tnuses are to be handled with particular care during banding and bundling, delhery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb poa- Itlon and for metsting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is alhays required. Normal precautionary action for trusses requires such temporary bracing during Installation between )fusses to avoid topp6i 9 and dommoing. The supervision of-ceiku, of trusses shall be under the control of persoro e<periensl ced In the Inaliatt it of hisses. Professional advice shad be sought U needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any Built. No ]-its other than the weight of lilt erectors shall be applied to busses anal rift:, ail fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 2x4 SP #2 1,5 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,7 Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bl.d Type= Encl L= 40.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Irdpact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.40" D=-0.42" T=-0.82" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.14" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" RMB = 1.00 T 0-4-1 3-17=i �4 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 2-PLY TRUSS! fasten w/3"X 0.12011 nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 657# Support 2 444# -TC ... FORCE ... CSI --BC... FORCE ... CSI 1- 2 -7210 0.40 13-12 6610 0.52 2- 3 -11202 0.69 12-11 6659 0.61 3- 4 -11826 0.55 11-10 11375 0.87 4- 5 -9980 0.36 10- 9 10197 0.79 5- 6 -5610 0.40 9- 8 5142 0.45 8- 7 5126 0.44 2-PLlrS IZIsQ1JItZ1:D TI: A6 9TY:2 ==============Joint Locations=============== 1) 0- 0- 0 6) 40- 0- 0 11) 15- 8- 0 2) 7- 0- 0 7) 40- 0- 0 12) 7- 1-12 3) 15- 8- 0 8) 32-10- 4 13) 0- 0- 0 4) 24- 4- 0 9) 24- 4- 0 5) 33- 0- 0 10) 19-11- 4 ------------ 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 19-11- 4 TC Vert L+D -46 19-11- 4 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 19-11- 4 BC Vert LI-D -20 19-11- 4 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -1254 19-11- 4 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 3010 106 -657 BOT PIN 39-10- 4 2400 0 -444 BOT H-ROLL O � 0. 6X12 05 0 SX 10 Qv- ,_. _ _ r13 12 1 - o 3010# 3.50" 1-0-0 ° (110-11-9dI 40 0-o ) I 429# 1254N EXCEP'I' AS SIIONVN PLATES RE 1.20 GA 'I'ES7'ED PER ANSI/114 1-19�5 T [EMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-006-1 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDO.FL32- Design: ALvdr Arolviit WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not ereclln i bmcing, wind bracing, Portal bracing nr Sunda, bracing which Is a [-n of the budding design and which mull be considered by the building designer. Bmclug shown is for lateral support of truss meullxm only to reduce buckling length. Irovistons must he made to anchor lateral bracing at ends and speclfled Indtlons determined by the budding designer. Additional bracing of the overall structure may be required. (See 1110-91 of TPII. (Truss Plate Institute. TPI. is located at 583 D'Onofrin Drive, Madison. Wisconsin 53719). JOB PA771: C:ITEE-LOKUOIISl125,UPIIIBBP,C4 1^+ 4NO M 2401N 3.50" (RO-11-9) scale = 0.1595 Eng. Job: WO: BBR 4 D11'g: Truss ID: A6 Dsgnr: TLlr Chk: Date: 6-27-02 TC Live 16.0 1)sr DurFac - Lbr. 1.25 TC Dead 7.0 I)sr DurFac - Pit: 1.25 BC Live 0.0 psi O.C. Spacing: 24.0" BC Dead 10.0 1)sr Design Criteria: TPI Code Desc: FLA ro rA 1. 33.0 psi V:06.02.02- 15170- 2 1/CS: 06.02.02 JB: BAYBURY C 4 AC: )Ott UPLIFT D.L. DESIGN INFORMATION This design is for an lndh•tdual budding component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of fauky or Incorrect infortuatlon, 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- cilic project and accepts no responsibility or exercises no control with re.garel to fabrica- tion. handling, shipment and insLndaUon of trusses. Thts truss has been designed as an Individual budding component In accordance %vtlh ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the budding design by a Budding Designer (registered architect or profrssional engineer). When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown re In agreement with the local building codes. local climatic tecords 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 pop or bottom) are continu- ously braced by sheathing unless whaw specilled. Were bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should he braced at a maxlmum spacing of 10'.0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gah•anu,cl steel meeting AS NI A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. Uwe fabnear- shrill review this drawing to verify that this drawing is In conformance with the Iabrlcator's plans and to realize a emulnuing responsibility for such veri- fleation. Any discrepancies ore to be put 1n wrtung before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight ntung wood to wood bearing. Con- nector plates shall he located on both faces of the truss with naffs fully Imbedded and shad be sym. about the JOlnl unless otherwise shown. A 5.4 plate is 5' wide x 4' lamp,. A 6xB plate is 6' wide x 8- long. Slots (holesl run parallel to the plate length apecllled. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This Iruss is not to he fabricated with fire retardant treated lumber unless otherwise shown. For additional firformauon 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 & BmcinK-. HIB-91. Trusses arc Io be handled with particular care during banding and bundling, dedvr-.ry and Installatlon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- itlon and for resisting lateral forces shall be designed and Inatalled by other. Careful hand- ling 1f essential and erection bracing Is always r"utred. Normal precautionary action for trusses requires such temporary bracing (luring installation between trusses to avoid toppling and domtnoing. The supervision of erection M trusses shad be under the control of persons e perl need In the Installation of trusses. Profesalooal advice shall be sought B needed. Concentration of construction loads greater than (lie design loads shall not he applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until alter an fastening and bracing Is completed. TOP CHORDS: 2x4 SP 112 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTIO14: L/748 at JOINT # 9 L=-0.31" D=-0.32" T=-0.63" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.33" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.16" RMB = 1.00 3-74 04-1 1 4- WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 319# Support 2 161# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -5452 0.70 10- 9 5109 0.91 2- 3 -5560 0.66 9- 8 5378 0.90 3- 4 -5403 0.85 8- 7 5108 0.91 4- 5 -5584 0.70 5- 6 -5453 0.72 TI: B QTY:1 ==-===========Joint Locations=============== 1) 0- 0- 0 5) 15- 6-15 9) 7- 1 8 2) 4- 5- 1 6) 20- 0- 0 10) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12-10- 8 ------------ 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 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 21- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert- L+D -429 13- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1368 106 -319 BOT PIN 19-10- 4 1368 0 -161 BOT H-ROLL I. 7-0-0 11 6-0-0 7-0-0 $"*I r5 00 6X12 6XR Q T 2.501 2 50 0-3 G-10-0 5-9-0 1 1 G-10-0 1369a 3.50" 71 1-0-0 1368a 3.50" �a (RO-11-9) 20-0-00-0 � 1-0-0 I l oa EXCEPT AS SH011rN PLATES ARE TL20 GA TESTED PE12 a3ANSI/TP1 1-1995 430a j' (R0-11-9) scale = 0.3045 LMaronda Systems WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: 1)lvg: Os€,itt': TL1r Cttk: : BBR 4 Truss ID: B Date: 6-27-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr: 1.25 SA N FORD, 1'1- 32771 Bracing shown on this drawing Is not erection bracing. %wind bracing, portal bracing or shnllau bmetng which Is a part of the budding design and which TC Dead 7.0 psf DurFae - Plt: 1.25 (407) 321-0064 Fax 407 321-3913 ( ) must be considered by the building designer. Bracing shown is for Intent support of truss members only to reduce buckling length. I`ru%isions must be y IIC Live U.0 psf O.C.Spacing: 24.0" P g- TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (see HIB-9i of TPII. BCC Dead 10.0 psf Deg Design n Criteria: TPI LICENSE #0050068 ("Truss Plate Institute. TPI. Is located at 583 D•Onofro Drive, Madison. Wisconsin 53719). Code Dese: FLA 1890 OREENDROOK C.O%"EDO.FI_3276. TOTAL 33.0 psf I V:06.02.02- 15171-2 Derirn: Afar,& Arz.1-ir inn ➢1T". HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclairns any rear ..ibWly for damages as a result of faulty or truce-1 information. Specifications and/or designs furnished to the truss designer by the Client and the correctness or aecumcy If this Wtarnlation as it may relate to a spe. elBe project and accepts no responsibility or exercises no control with regard to fabricx- tian. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSUTPI 1.1995 and NDS-97 to he Incorporated as pan of the building design by a Building Designer Ireglslered architect or professional engmcerl. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown aro in agreement with the local building cafes, local climatic records for wind or snow loads. proJecl specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design ass,mnes compression chords Ilop or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Literally by a properly applied rigid -fling, they should be braced at a maetrnurn spacing of 10'-O' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfhl A 653. Grade 40. unless oU envIse shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in confumiance with lire fabricator's plans and to realize a continuing responsibility for such vcri- fleallon. Any discrepancies are to be put In writing before cuttmg or fabrimtion. Plates shall not be installed over knotholes. knots or distorted gmin. Members shall be cut for tight fitting wood to wood bearing. Con. nector platm shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Jotnt unless otherwise shown. A 5X4 plate is 5' wide x 4' long. A 6.8 plate is G' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cut-3 on web uemers bshall meet at the centrold of file webs nless otherwise shown. Connector plate sizes are mlninurn sins based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This I-- is not in be fabricated with life retanlant treated lumber unless otherwise shown. For additional Information oil Quality Conuol refer to ANSI/TPI I -1995 PRECAUTIONARY NOTES All bracing and erection remmrnendalions are to be followed In accordance with'Handling Installing R Bracing-, 11I8-91. 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 m a straight and plumb pm- ItiOn and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is ahvay, required. Normal precautionary action for trusses requires such temporary bracing during Installation hetween trusses to avoid loppling and dominofng. The supervision of erection of louses shall be under the control of persons expenencecl In the Installation of trusses. I'mfessmnat advice shall be sought 8 needed. Concentration of construcliun loads greater than the design loads shall not to applied to trusses at any Wne. No loads other than the weight of the electors shad be applied to trusses until after all fastening and bmchng Is completed. JB: BAYBURY C 4 AC: 104 UPLIFT D.L. TOP CHORDS: 2x4 SP Y2 130T CHORDS: 2x4 SP 82 WEBS: 2x4 SP n3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 274H Support 2 ill# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 4-5-4 0-414-1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 1250ph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2229 0,22 2- 3 -1791 0.17 3- 4 -1645 0.08 4- 5 -1791 0.17 5- 6 -2229 0.22 ..BC ... FORCE ... CSI 10- 9 2085 0.57 9- 8 1645 0.33 8- 7 2085 0.57 TI: B i QTY:1 ======Joint Locations======___====== 1) 0- 0- 0 5) 14-11-13 9) 9- 1- 8 2) 5- 0- 3 6) 20- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 10-10- 8 ----MAX. REACTIONS PER BEARING LOCATION--,-- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1-12 706 136 -274 BOT PIN 19-10- 4 706 0 -111 BOT H-ROLL r5 00 5.00 1 4X6 4X6 2.50 I 00-3-8-8 - L-2.50 f i L I 0-3-8 70611 3.50" y 1�0-0� (R0-tl-9) I I 20-0-0 EXCEPT AS SIIO�VN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENUROOK CT-OVIEDO.FI-32166 Defign: Almfir Aitalysit WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not cmxclion bracing, wind braclog, )vernal bracing or shNlar bracing which Is a part of the building design and which rnusl be considered by the building designer. Bracing Shown Is for lateral support of truss members only to reduce buckling length. Protislons must be made to anchor lateral bracing at ends and Specified locatlons delernlned by the budding deslglier. Additional bracing of the overall structure may be required. (See HID-91 ul'i' tl. frmss Plate Institute. TPI• is located at 583 D'Onofrio Dove, hladuon, Wisco tun 53719). JOB Wq: C-IT££-L0XU0BS1125,IIPNIB8RC4 Eng. Job: Dlvg: Dsgiir: TLY Cldc: 'FC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL. 33.0 psf 171 706N 3.50" 100 1-9) scalescale = 0.3045 Truss ID: B 1 Date: 6-27-02 DurFac - lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS: 06.02.02 JB: BAYBURY C 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 disclaims any responsibility for damages as a result of faulty or Incorrect Information, spec irons and/or designs furnished to the truss designer by the client and the coneeiness or accuracy of this Womnalion as It may relate to a spe- ex�ce project no c naccepts no responsibibly or er isrs a trot with g rd to labrt�- trim. handling. shipment and Installation of trusses. This miss has been designed as an Indh•Idual 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 arcldl ct or professional engineer). When reviewed for approval by the bunding designer, the design loadings shown must be. checked to he sure that the data shown are in agreement with the local building cod". local climatic records (or wind or snmv loads. profeet 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 ca dims. usly braced by sheathing unless olhemrse specified. Where bottom chords In tension are not fully braml late,agy by a Property applied rigid "fling, they'should be braced at a n-imum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge )rot dipped gahanized steel meeting ASTb1 A 653. Grade 40. unless otherwise showvn. 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 reallzc a continuing responsibility for such veri. flcatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plat" shag not be Installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to woof bearing. Con- nector plates shag be located an both faces of the truss with nads fully imbedded and shag be m sy. about the)oint unless otherwise shown. A 5x4 Plate Is 5- wide x 4- long. A Gc8 plate is 6- wide.s 8- long. Stars Ihof"1 run parallel to the plate length specifier(. Double cut. on web members shall meet at the crntmfd or the webs unless otherwise shown. Connector plate sues are mni lnurn sines based on the forces shown and may need to be Increased for certain hand- ling and/or erectlou stresses. Thts Ines Is not to be lab,tcalcd with The retardant treated lumber unless otherwise shown. For addltlona1 Information an Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with'Handtimg Installing A Bracing% IIIB-91. Trusses are to be handled will, Particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses to a straight and plumb pos- IRtton and for rest t og lateral forces shall be esigned and Installed by others. Careful hand. IIng i essential and erection bracing Is arrays required. Normal Precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dombtoing. The supervision of erection of trusses shag be under the control of pers ns experienced In the Installation of Truss"." Professional advice shall I. sought if needed. Concentration of const-etloo loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight nl the erectors shall be applied l0 I-- until alter all fastening and bracing I, earmmpletm. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2r.4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 3590 Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L=-0.13" D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.1611 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 4-10-4 0-4-1 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the cornposite result of "a"ltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125n1ph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inipact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2194 0.28 2- 3 -1685 0.1.8 3- 4 -1685 0.18 4- 5 -2194 0.28 ..BC ... FORCE ... CSI 8- 7 2053 0.59 7- 6 2053 0.59 I 5.00 5 4X6 TI: B2 OTY:2 ==============Joint Locations============_== 1) 0- 0- 0 4) 14- 5-13 7) 10- 0- 0 2) 5- 6- 3 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 1-12 705 0 -359 BOT PIN 19-10- 4 705 0 -359 BOT H-ROLL -JI 2.50 0-3-R 2.50 �, moo 706# 3.50" r 1-0-0 (RO-11-9) I 20-0-0 EXCE1rT AS SHOWN PLAITS ARE TL20 CA TESTED PER ANSI/TPI 1-1995 WAKNINU: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY bracing shnum on this draw ing is not crecllon bracing, wind brachmg. portal brac(ng or similar botei r4 saNFoun, FL. 32771 which is a part of [lie building design and which most he considered by lire building designer. Bracing (407) 321-0064 Fax (407) 32I-3913 shown Is fur lateral support of moss merobem only to reduce buckling length. t'mvislnns muss be made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. ,,,,ad bracing of the overall structure may be required. IS— (fill-91 of TPII. LICENSE #0050068 ITnrss Plate Institute. TPI. Is located at 583 D'Onoldo Drive. Madison. Wisconsin 53719). 1990 GREENDROOK Cr.OwaEnn.FL02766 Design: ATairir Arrdhsis JOB PA71: C.'17££-LOKUORS112SA1PI11RRRC4 Fng. ,lob: Dog: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psi BC Live 0.0 psf RC Dead 10.0 psf TOTAL 33.0 psf ,161 706# 3.50"00 I�9 I (RO-11-9) scale = 0.3045 W : BBR 4 Truss ID: B2 Date: 6-27-02 DurFac - Lbr: 1.25 Durfac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 15173- 3 HCS: 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on bdonnaUon provided by the client. The designer dlealahns any iesponslhWty for damages as a result of faulty or Incorrect infornallon, speciBmlions 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- clf c project and accepts no responsibility or ecemism no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer]. When reviewed for approval by the building designer, the design loadings shown must be checked no be sure that the data shown are In agreement with the local building cafes, local climatic records for wind or snow loads. project spectnentions or special applied Inds. Unless shown, truss has not been designed for storage or occupancy bads. The design assurnes compression chords (top or boltoml are cominu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are na 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 gahanued steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabnmtion. the fabriotor shall review this d—I ng to verify that this drawing Is in conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any disclepancles are to be put In wailing befure cutting or fabrication. Plales shalt not be installed over knotholes, lunots or distorted grain. Members shall be cut for light lilting woad to woof bearing. Con. nector plates shall be located on both face of the truss with nalLs fully Imbedded and shall be sym. about theJoint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6- wide x 8- long. Slots (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the weln unless otherwise shown. Connector plate sizes are mluhnurn 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 file retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recorn mendallons are to be follmved In accordance with 'Handling Installing & Bracing-, 1I111-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation 10 avoid damage. Temporary and permanent bracing for holding lnrsses in a straight and plumb pos. It ton and Ibr resisting lateral forces shall be designed and Installed by others. Careful hand- Ihng is essential and erection bracing Is ahways required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing, The supendslon of etectl— of lru— shall ti under the control of persons evperdenced In the installation of tnrsses. Professional advice shall be sought If needed. Concentration of construction Imds greater thin the design Imds shall not be applied to lnrsses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is camp leled. JB: BAYBURY C 4 AC: 10# UPLIFT D.L TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Supportl 262# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L--0.13" D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.16" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.08" RMB = 1.15 i 4-10-4 0-4-1 00 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125aph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 20.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Irtlpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2212 0.29 2- 3 -1693 0.18 3- 4 -1692 0.18 4- 5 -2201 0.28 4XG ..BC ... FORCE ... CSI 8- 7 2072 0.60 7- 6 2060 0.59 TI: B3 9TY:1 ==============Joint Locations=============== 1) 0- 0- 0 4) 14- 5-13 7) 10- 0= 0 2) 5- 6- 3 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 0- 1- 4 658 0 -262 BOT PIN 19-10- 4 707 0 -359 BoT H-ROLL Q 2X4 2x4 GX8 4-6-1 0-4-1 3XG 2-0-4 3X6 2•50 659N 2.50" I 20-0-0 EXCEPT AS Sll01VN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 I 2.50 WAKNINU: READ ALL NOTES ON THIS SHEET. (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SA NPORD. FL. 32771 Bracing shown on this drawing I. not erection bractog. wind bracing. ponai bracing or sindlar bracing is a part of designandbe builsupport t (407) 3NFOR 4 Fax (327) 321-3)13 shown Is for laterah l ppo of 5s becing only t tleth- buckling 1-gxh.ulP-in s1— TOMAS PONCE P.E. must made to anchor Literal bracing at ends and specified locatfons determined by the buildinr A,I,Iltlornal bracing of the g desigie . LICENSE ZREF- #005IROOK C68 1890 GREENeROOR R.OVIEDr.FLaZ]rn ovem8 structure map be required. IS— Hill-91 of TPII. rfnnss Plate Institute. TPI. Is bested at 583 D'Onofrio Dnve, M1ladison, Wisconsin 537191. Eng. Job: D%vg: Dsgnr: TLY Chk: TC Live 16.0 psf I Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psr TOTAL 33.0 usf I 1 G 70-71/�{I3.50" I (RO-ll-9) scale = 0.3190 Truss ID: B3 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Derign: Matrix Andlyiif JOB PATH: C:ITEE.LOA'UOBJ1125,tfP111BRRC4 11CS: 06.02.W DESIGN INFORMATION This design Is for an individual building component and has been based on Inlonnallon provided by the client. The designer disclaims tiny responsibility for damage as a result of faulty or Incorrect information, specifications and/or designs famished to lire truss designer by the client and the carrectness or accuracy of this IrJorrnaUon as It may rehire to a spe- edlc project and accepts no responsibility or -erdses no control with regard to fabrica- lion, handling, shipment and Installation of truss- This truss has Ieen designed as an mdnidual 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 profes ,local engineerl. When reviowed for approval by the building designer, the design luadings shown must be checked to be sure that the data shown arc In agreement with the local building codes. Inrnl cftoutic records for wind or snow loads. project specifications or special applied loads. Unit- shown, Iruaa has oat been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc contmu- ousiy braced by sheathing unless othenvise spec Wed. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-0- o.e. connector fillies shall be manufactured from 20 gauge hot dipped gahanized steel miming ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall reiew this drawing to verify that this drawing Is Ur conformance with the fabricator's plans and to renllre o continuing responslbfllly for such veri- fication. Any discrepancies are to be put In wilting before culling or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- neetor plat -shad be located on loth foes,., of the truss with nails fully Imbedded and shall be syrn, about lhejobu rmless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6.x8 plate is 6" wide x 8" long. slots (hot-) ram parallel to the plate length specified. Double cuts on web members shall meet at the -Imbl of the webs unles othervdse show7m. Connector plate sues are mlnlmum stz- based on the forces shown and may need to be Increased for certain hand- ling and/or erection stress-. 7111s truss b not to be fabricated with fire retardant treated lumber unl-s othe-tse shown. For additional bdormallon on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Im LaUing & Bnctg", I11B.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 muses In a straight and plumb pas- Ition and for tesLsting lateral rouses shall be designed and Installed by others. Careful hand- ling is csscntml rind erection bracing is always mqutreit. Normal precautionary action for tmss- mqubes such temporary bracing during installation between trusses to avoid loppUng and dominating. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Prof -clonal advice shall be sought If needed. Concentration of construction loads greater than the desigrm loads shall not he applied to Int."es at any time. No loads other than the weight of the erectors shall be appood to trusses until after till faslening and bracing is completed. JB: BAYBURY C 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 1 262# Support 2 359# MAX LIVE LOAD DEFLECTION: L/999 L=-0.1311 D=-0.13" T=-0.26" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tte 0.1611 MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.08" RMB = 1.15 7 15 00 4-10-4 0-4-1 2.50 0-3�� 659N 2.50" WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, He: 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft We; 20.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Irrpact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI 1- 2 -2212 0.29 2- 3 -1693 0.18 3- 4 -1692 0.18 4- 5 -2201 0.28 4X6 ..BC ... FORCE ... CSI 8- 7 2072 0.60 7- 6 2060 0.59 20-0-0 EXXCGF 1 1 S S11O WN PLATES ARE '1'L20 GA TESTED PER ANSI/TPI 1-1995 Imaronda Systems 4005 MARONDA WAY SANFORD, 1.1- 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOk Cr.Ot'IEOO.FL]Z76G Design: Afafrit Artdlytif 14-0-3 YVAKIHINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bncing shown on this drawing Is not erection bracing, wind bracing, port I bracing ur similar bracing which Is a part of the building design and vhIr,h must be considered by if,. buddhlg d-lgnin cr. Bncg Is for L tend support of buss menders wily to reduce buckling length. Prnvislmns must be made toshown anchor lateral bracing at ends and specified locations determined by the buddhig desigrier. Additional bracing of the overall structure may be regWred. [,See HIB-91 of TI'll. rni- plate Institute. TPI, is located at 583 D'Onofrio Drive, hiadt-n. Wisconsin 537191. TI: B4 QTY:2 ========-=====Joint Locations--------------- 1) 0- 0- 0 4) 14- 5-13 7) 10- 0- 0 2) 5- 6- 3 5) 20- 0- 0 8) 0- 0- 0 3) 10- 6- 0 6) 20- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-L.oc Type. 0- 1- 4 658 0 -262 BOT PIN 19-10- 4 707 0 -359 BOT H-ROLL 4 Q 2.50 Eng. Job: - D1vg: Dsgllr: TLY Chk: TC Live 16.0 psf 'FC Dead 7.0 psf 13C Live 0.0 psf 13C Dead 10.0 psf 'I'O'FAL 33.0 nsf �6 707N 3.50"10-0 (RO-1 l-9) scale = 0.3190 Truss ID: 134 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:ITFF-L0KU0RS1125,ifP11(BRRC4 HCS: 06.02.02 DESIGN INFORMATION This design Is (or rat mcli ideal 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, speclfimttons and/or designs furnished to the truss designer by the client and the cortectness or accuracy of this infor Zan as it may relate to a spe- elRe project and accepts no responsibility or erelses no contras with regard to fandea- lion, handling, shipment and installation of truss". This truss has been designed as an individual building component in accordance nia, ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Building Designer (registered architect or professional engmn rl. When rnlewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agncemenl with the local building codes. local climatic rcmtds for wind in snow loads. project specifications or special applied loads. unless shah, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conlhm- ously braced by sheathing unless otherwise specified. K4mre bottom chords In tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a ru"unum spacing of 10--0- o.e. connector plates shad be manufaclmed hom 20 gauge hot dipped galvanized steel meeting ASThI A 653. Cmde 40. unless oUneri ise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing la in conformance wllh the fabricator's plans and to realize a continuing reponsibil ty for such vert- Ileatlon. Any discrepancies are to be put in writing txfore cutting or fabrication. Plates shad not be installed over knotholes. knots or distorted grain. Members shall be cut for light filling wood to wood bearing. Con- nector plates shall be )—led on both faces of the truss with cads fully Imbedded and shad be synr. about the Joint unless otherwise shown. A Sao plate la 5- wide x 4- long. A 6x8 plate Is 6- wide x 8- long. Slots (holes) run parallel to the plate length specfied. Double cuts on web 7-1— shad sweat at the ceutmld of the wells unless otherwise shown. connector plate sties are m(nunum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not In be fabricated with fire retanlant healed 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 S Bracing'- HIS-9 1. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding muses In a straight and plumb pos. Ilion and for resisUng lateral torees shad be designed and "stalled by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses mcluhes such temporary bracing dur4mg installation between trusses to avold toppling and dominoing. The supervision of erection of trusses shad be under the controf persons experienced In the Installation of'! russes. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shad not he applied to trusses at awry time. No loads other than the weight of the hectors sball be applied to trusses until after all fastening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 92 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 59111 Support 2 327# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 2319 MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D= 0.00" T=-0.0311 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03u RMB = 1.00 3-7-6 0-3-13 WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 1251rph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 756 0.56 5- 4 -878 0.43 2- 3 -46 0.39 3.54 5 0 209# 4.95" (RI 1-1I) 910-13 EXCEPT AS SHOWN PLATES ARE 'rL20 GA TESTED PER ANSI/'1.111 14995 Maronda Systems I 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050063 t696 GREENBROOI( CTA IEDO.FL92766 Design: M attit Anolyris YYHKNINIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawmg Is not erection bracing, wind bmcmg. potial bracing or limit,, bracing which Is a part of the building d"Igo and which must be considered by the building designer. 13 shown is for lateral support of thus ..members only m reduce buckling length. Pr ocisluns must be made to anchor lateral bracing at ends and specified locations detenuined by the building designer. Additional bracing of the m'emll slniclum may be required. [See 11IB.91 or Tpl). Rill- Plate Institute, TPI, Is located at 583 D'Onofno Drive. Madison, Wisconsin 537191. JOB PATH: CATEE-L0KU0BS112 UPHIBBBC4 TI: H QTY:3 =_ =======Joint Locations============= 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 5- 0 4) 9-3.0-13 ------------ 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- 8 208 231 -591 BOT PIN 9- 9- 0 423 0 -327 BOT H-ROLL J.14 r 3-2-13 423# 2.50" scale = 0.5812 Elfig. Job: W : BBRC4 Dwg: Truss ID: H Dsgor: TLY ICU: Date: 6-27-02 'I'C Live 16.0 psf DurFae - Lbr. 1.25 'I'C Dead 7.0 psf DurFac - Pit: 1.25 11C Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA 1 oTAL 33.0 psr V:06.02.02- 15216- 6 I1CS• 06.02.02 'DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a msull of faulty or Incorrect Infomlallon, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Wormalron as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to rabrlcz- llon, handling, shipment and installation of trusses. This truss has been designed as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or prolesshn"I engWeerl. When reviewed for approval by the budding designer, the design loadings shown roust be checked to be sure Ulal 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 hop or bottom) are contdiu- usy braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceW ng, they should be braced at a maxtmum spacing of Id-0- o.e Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeUng ASThI A 653, Grade 40. unless nlherw- shown. FABRICATION NOTES Prior to fabrication, the fabricator shad revinv this drawltig to vcrtfy that this drawing is In conformance with the fabrtr eatos plans and l" realize a continuing responsibility for such veri- lltallon. Any discrepancies are to be put In writing before cutting or fabneallon. Plates shalt not be Installed over lumtholes, knots or distorted grain. Members shad be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both laces of the truss with na(I, fully unhedded and shall be 3)".about the joint unless otherwise shown. A 5x4 plate is 5- wide .x 4- long. A 6x8 plate is 6- w1de x 8' long. Slots (holed run parallel to the plate length specified. Double cuts on well members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes lased 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 unlessotherwise shown. For addlli...I mfmmation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed In accordance with -Handling Installing A Bracing". IIIB-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 trusses In a straight and plumb pos- Man and for resisting lateral forces shag be designed and installed by others. Careful hand. Wig is essential and erection bracing is always required. Normal precau Uonary action for trusses requtres such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erecuou of to., s shad be under the control of persons "Perienced In the msliflalion of trusses.Professional advice shag be sought it needed. Concenlratlon of construction loads greater than the design loads shall out be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until ufter all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2.4 SP 41 D WEBS: 2x4 SP #3 BEAR. BLK: 2x6 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 596# Support 2 306# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 2259 MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D= 0.001' T=-0.0811 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.00 3-7-6 0-3-13 -j- 0 V-0-4 .1 I 5 201# 4.95" WO: BBRC4 WE: Analysis based on Simplified luialog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.4 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE ... CSI 1- 2 1512 0.78 2- 3 -136 0.36 ..BC ... FORCE...CSI 5- 4 -1601 0.88 I-3 54 1.77 I �� (R 1-a-u) 9-4-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIITPI 1-1995 TI: HI QTY:2 ==============Joint Locations====—====___= 1) 0- 0- 0 3) 9- 4- 8 5) 0- 0- 0 2) 5- 5- 2 4) 9- 4- 8 ------------ TOTAL DESIGN LOADS ------ Uniform PLF From PLF To. TC Vert L+D 0 0- 0- 0 -83 9- 4- 8 BC Vert L+D 0 0- 0- 0 -36 9- 4- 8 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 9- 9- 4 352 0 -306 TOP H-ROLL 0- 2- 8 200 225 -596 130T PIN WAKNINU: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dtvg: CONTRACTOR. Dsgor: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TICLive 16.0 psf SAN FORD, PL. 32771 Bracing shown on this drawing Is not emetlon bracng, wind bracing, poll.] bmcing or skndar bracing which Is a pan of the building design and which TIC Dead 7.0 calif (407) 321-0064 Fac (407) 321-3913 must be considered by the building designer. Bracing shown is for lateral support of inrss members only to reduce buckling length. F ovimons must to BC Live 0.0 PONCE P.E. ddllona]rgooftiolstrumbed locations determined lIbaci`eraleveal ctrey,q�i«Hii the bugJWg desig sr.TOMAS BC Dead psf LICENSE A'0050068 TPd- frnuss Plate institute. 7P1, is located at 583 D'Onoldo Drive, Madison, w'isrnnsbr 53719). ]O.0 psf OV 1890GREENDROOK CT.IED0.r1-327GG7'0-I'AL 33.0 pSr Design: Afmrir Analysis JOB PATH. C:17EF-LOKUOBSIISAfPfIIBBRC4 0-1-3 T 1-3-14 1 352# 1.50" U-6-4 (RO-5-8) scale = 0.5813 Truss ID: H 1 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 1579n- A 111-S.' 06.02.02 DE51GN INFORMATION This design is for an Individual budding componcnl and has been based orl Ildormallon provided by the client. the designer discialms any responsibility for damages as a result of faulty or Incorrect bnlonnollon. spodficallons and/or designs furnished to the truss designer by the client and the conectiness or accuracy of this Information as It may relate to a spe- cific project and aceepLs no responslbalty or e<e¢Isea no control with regaN Io fabnn- lion. handling. shipment and installation of trusses. This truss has been designed as an Indhidual budding component In accordance with ANSI/TPI I-1995 and NDS-97 In be incorporated as part of the budding design by. Building Designer (registered architect or professional englneerl. %Vhen m'lcwed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with life local building codes. local climatic records for wind or snow loads. prolecl specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes emmprcsslon chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid selling, they should tae braced al a mavintun spacing of 19-0- o.c. Connector plates shad be manufactured from 20 gauge hot dipped gahanUcd steel meeting ASTM A 653. Grade 40. unless other-l- sh—n. FABRICATION NOTES Prior to labrtcatlon. the fabricator shad review this drawing to vcrtfy that this drawing is in conformance with the fabricators plans and to realue a continuing l"Isonsmwly for such ceri- Ilration. Any discrepancies are to to put It writing before cutting or fabrication. plates shad not be mstalied wen krmtlmles. knots or distorted grain. Members shall be cut for light filling wood to wood bearing, Con. nector plates shad be located on both faces of the truss with malts fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5.<4 plate Is 5' wide x 4- long. A 6a8 plate is G wide x 8' long. Slots pnolesl run parallel to the plate length specified. Double cuts on web members shad meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minlnuml sizes (rased on the forces shown and may need to be Increased for certain hand. ling and/or erection stresses. This lrtss is not to be fabricated with fire retardant treated lumber unless othenvhe shown. For additional mf nnanon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendallons are to he followed In accordance with 'Handling Installing A Bracing'. HIB-91. Trussr_s are to be handled with particular care during banding and bundling, delivery and Insladalfon to avoid damage. Temporary and permanent hmcing for holding trusses In a straight and plumb pos- Ilion and for resisting lateral forces shad he designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always requued. Normal precautionary action for louses requbm such temporary bmcing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shad be under the control of parsons experienced In the Installation of Uusses. N-fesslonal advice shall Ie sought If needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any limo. No loads other than the weight of the ereotors shall be applied to I__ until after ail fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x8 SP #1 D WEBS: 2x4 SP #3 This 1-PLY truss designed to carry 20, 0" span framed to BC one face 2' 0" span split -framed to opposite face PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 209# Support 2 290# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D=-0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.04" RMB = 1.00 3-3-1 0-4-1 1254# 3.50" WO: BBRC4 WE: MULTIPLE LOADS -- This design is the composite result of rmsltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V= 125mpli, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 £t W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Iulpact Resistant Covering and/or Glazing Req TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 : 79 0.58 4- 3 0 0.77 TI: I QTY:1 ==============Joint Locations=============e:= 1) 0- 0- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS _________-__ Uniform PLF From PLF To• TC Vert LfD -46 0- 0- 0 -46 7- 0- 0 BC Vert L+D -312 0- 0- 0 -312 7- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1253 169 -209 BOT PIN 6-10- 4 1253 0 -290 BOT H-ROLL 2X4 3-3-1 3X6 7U0 7-0-0 EXCEPT' AS Sl-(OWN PLATES ARE 'TI l0 GA 'TESTED PER ANsu'rPl I-1995 Maronda Systems 4005 MARONDA WAY SANF-ORD, PL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSC #0050068 1890 GREENBROOK Cr.0yIED0.FL3270C Design: Almril Anah•sh Vy,RKNINU: 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 nut erection bracing, wind bracing. portal bracing or sli nilar 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 bucking length. Prm'lsions must be made to anchor lateral bracing at ends and spec Wed locations determined by the building designer. Additional bracing of the overall structure may Ile required. (See HIB-91 of TPd. Mruss Plate Institute. TPI. is loaned at 593 D'OrmfRo Driye. Madison. Wtsconstn 53719). JOB PATH: C:ITEE-LOKUO9S1125A1P111RRRC4 Eng. Divg: Dsgul- TC IC 13C RC T01'A 1254N 3.50" Job: TLY Chk: Live 16.0 psf Dead 7.0 psf Live 0.0 psf Dead 10.0 psf L 33.0 Dsf scale = 0.6451 Truss ID: I Date: 6-27-02 DurFoc - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provident by tile client. The designer disclaims any r-pon,IbWty for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and file correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or exercises no control will, regard to Nbrie ' Lion. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect ar prolesslonal englncerj. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown am In agreement with the lopl building codes. local climatic records for wind or snow loads. project speeNcattion, or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a pmperly applied rigid cellmg, they should be braced at n maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTAI A 653. Grade 40. unless otherwise sham. FABRICATION NOTES Prior to fabrication, the fabricator shall review this draw9ng to venfy that this drawing Is in conformance walh the fabncolol's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabneatlon. Plal- shall not be Installed over knrithol-. knots or distorted grain. Members shall be cut for light fitting wood to wood bearing. Can. nector pl les shall be located on loth faces of the truss with mad, 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- w1de x 8- long. Sluts (holes) run parallel to the plate length specified. Double curs on w,b members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the rorc- sl,._ and may need to be increased for certain hand- ling and/or erection stress-. This truss b not to be fabncaled with fire retardant treated lumber unless otherwise shown. For additional Womlallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bmcblg and erection reconunendatlons are to Ix 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 (or holding truss- in a straight and plumb pos- ition and for resisting lateral rum" shall he designed and Installed by others. Careful fraud - ling Is essenlWl and e—fir , bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trtrsaea shall be under the rnnlrol of persons experienced In (lie insiadaUon of trusses. Professional advice shall be sought f needed. Concentration of construction loads greater than the design loads shall not be applied to truss- at any time. No loads other than the weight of the erectors shall be applied Ica trusses, until after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. ^ TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125niph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/608 at Mid -panel # 1 L=-0.14" D=-0.14" T=-0.27" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-7-4 V. 0-4-1 WO: BBRC4 WE: Analysis based on Sin>plified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be (narked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 198# Support 2 99# Support 3 7# TC...FORCE ... CSI ..BC...FORCE...CSI 1- 2 -59 0.44 4- 3 -1 0.32 .00 TI: J QTY:18 =_ =_=====Joint Locations=============== 1) 0- 7-12 3) 7- 0- 0 2) 7- 0- 0 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 6-10-12 150 51 -99 TOP PIN _ 0- 1-12 275 66 -198 BOT PIN 6-10-12 82 0 -7 BOT H-ROLL 7-0-0 I i' i 4 275# 3.50" 1-0-0 1 I (RO-11-9) 1 EXCEPT AS SHOWN PLATES ARE 'I'L20 GA TES'I'ED PER ANSI/TPl 1-1995 LIMaronda Systems 4005 MARONDA WAY SANFORD, PL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GnFF.NARnrH t-r taunt- -_- Design: Afafru Analysis 3-3-1 150# 2.50" 7-0-0 82N Z,.50" Over 3 Supports C/Les66--10-12 vYHKIVIN(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 ercrllon bracing, wind bracing, ponal bracing or shoe., bracing which is a part of the budding design and which most be considered by the bu8dfng d_Igner. Braefug shown Is for lateral support of truss mendrers only to reduce buckling length. provisions must be male to anchor laleml bracing at ends and specified locations determined by the bu8dmg desIguer. Additional bracing of lilt overall structure may be required. IS" HIB-91 of TPII. rrmss Plate Institute, 3PI, is located at 583 D'Onofllo Dnve, Madison. Wisconsin 53719). Eng. Job: — 1hvg: Dsgnr: TLY Chk: TIC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf RC Dead 10.0 psf TOTAL 33.0 nsf Attach with (2) 10d Toe -Nails Attach vith (2) 10d Toe -Nails scale = 0.5829 Truss ID: J Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0n Design Criteria: TPI Code Desc: FLA JOR PA7/1: C:17£E-L0RU0R5112$AfP111RRRC4 fiCS: 06.02.02 DESIGN INFORMATION This design Is for an individual budding component and has been based on Information Provided by the client. The designer disclaims any responsibllily for damages as a result of falilly or Incorrect Information, specifications and/or designs fumished to the truss designer by the client and the correctness or accuracy or this Information as It may relate to a spe. cdle project and accepts no responsibility or exercises no control wdh regard to fob i-- lion. handling, shipment and Installation of Uirsses. This truss has been designed as an tndlviduaI building component In accordance Mill ANSI/TPI 1-1995 and NDS-97 to be Incorporated as tun of the budding design try a Building Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement wllh the loot building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless showin, truss has nut been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless Mher-tse specified. Where bottom chords in tension are nor fully braced laterally by a properly applied rigid ceding, they should be braced at a macinmm spacing of 10'4r o.c. Connector plates shad be manufactured from 20 gauge hot dipped gatoanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabdcallon, the fabricator shall review this drawing to vertly that ILL dratvtng Is in conformance with the fabricator's plans and to realize a continuing responsibility for such v d- ficalion. Any discrepancies are to be put in wilting before rutting or fabrication. Plates shad not be installed over knotholes, knots or distorted grain. Ftembers shall be cut for tight fitting wood to wvod bearung. Con- nector plates shall be looted on both faces of the truss wish malls fully Imbedded and shad be sym. about the joint unless olh—vise shown. A 5a4 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 cuss on web members shall mrel at the cenlrofd of the —tin unless otherwise shmm. Connector plate sues are minimum sizes based on the forces shown and may need to be Increased for certain larrd- Wng and/or erection stresses. This truss is not to be Labrh-ated with fire retinlant treated lumber unless othertise shown. For additional Inm foration on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Au bracing and erection recommendations are to be followed in accordance tNth'liandUng 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 pos- Itlon and for reslstUrg lateral forces shall he designed and installed by others. Careful hand. ling is essential and erection bracing is al, .iys required. Normal precautionary action for trusses requ rm such temporary bracing during lnstallallon between trusses to avoid toppling and domtnoing. The supervision of erection of trusses shall be under the control of, f persons esperlenccd In the insallaUon of trusses. Piolesslonnl advice shad be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to truss" at any time. No loads other than lire weight of the erectors shall be applied to Inns" unto a(tcr all Ibstening and bracing is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 198# Support 2 99# Support 3 7# MAX LIVE LOAD DEFLECTION: L/603 at Mid -panel # 1 L=-0.14" D=-0.14" T=-0.28" MAX HORIZO14T'AL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00'r RMB = 1.15 3-7-4 0-4-1 _J_ WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -59 0.44 4- 3 -21 0.32 TI: J 1 BTY:2 ====-_=__ ==== tnJoint Locations=======__ 1) 1- 0-=6 3) 7- 0- 0 2) 7- 0- 0 4) 1- 0- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 150 51 -99 TOP PIN 0- 1-12 275 67 -198 BOT PIN 6-10-12 82 0 -7 BOT H-ROLL f 7-0-0 1 2 1-5 —2.50 1 U-3-3 6-8-8 4 275# 3.50" 3 1-0-0 151# 2.50" its7 0 0 82# .50" EXCEPT AS SHOWN PLATES ARE T1.20 CA TESTED PER ANSI/TPI 1-1995 Oh¢r 3 Supports C/L: 6-10-12 WARMING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: CONTRACTOR. Dsgur: TLY Cldk: BRACING WARNING: rc 1,ive 16.0 psf 4005 MARONDA WAY Bracing sho, it on this drawing is not erection bracing, wind hinting, portal bracing or similar bracing 'I C Dead 7.0 psf SA NFORD. FL. 32771 tchicb Is a pan of the budding design and which must be consfde,ed by lire building designer. bracing (407) 321-006.1 Fax (407) 321-3913 aho,v n Is for lateral support of tn,ss members only to reduce buckling length. Provisions niust be BC Live 0.� pSf made to anchor lateral bracing at ends and specified locations detennined by the build. TOMAS PONCE P.E. Addilionalbracing ofti,enve2ustruclu,emayherequired. ing Jeslgner(See11111-91ofTPl), 13C Dead 10.0 psf LICENSE #0050068 Russ Plate Institute, TPI. Is located at 533 D'Dnofito Drive. Madison. Wisconsin 537191. 1BSO CREENBROOR Cr.O\i EVOYI-'a276" ITOTAL 33.0 psi' Design: Alfafrir Atmrrlil JOB PATH: C:UEF-1.0KU08SU25MP11IB8RC4 Alt:ll'll with (2) 10d Toe -Nails Attach Vt'ith (2) I0d Toe -Nails scale = 0.5829 Truss ID: J 1 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0'r Design Criteria: TPI Code Desc: FLA ius: 06.02.02 DESIGN INFORMATION This design Is for an OdMdual budding component and has been based on mformallon pm1ded by the client. The designer discbims any responsibility for damages as a result of faulty or Incorrect INortnallon, specifications and/or designs furnished to the Iruss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific pmfect and accepts no responsibility or c,mmism no control with regard to fabrica. tion. handling. shipment and mstanation of trusses. This tnrss has been designed as an Individual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 lobe incorporated as pan of the budding design by a Budding Designer (registered architect or professional engineer). When nwitwed 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. protect specifications or special applied hods. Unless shown, toss has not been designed for storage or Occupancy bads. The design assumes compression chords (top or bottom) am eonuout. 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 —I.— apacing of 10'-0' o.c. Connector Plato shad be manufactured from 20 gauge hot dipped gahanlmd steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall re,iew, this drawing to verify, that this drawing is In conformance with the fabricator', plans and to eallze a continuing responsibility for such veri- ftcatlon. Any discrepancies are to be put in writing before nutting or fabrication. Plates shad not be brsiaded Over knotholes. knots or distorted grain. Members shad be cut for tight filling wood to wood bearing. Con- nector plates shad he located on both faces of the truss with nails fully Imbedded and shad be sym. about t e Jolnl unless othenose shmm. A 5.4 plate is 5- aide x 4' long. A 6x8 plate is B- wide x 8' long. Slots (halal run parallel to the plate length specified. Double cub on web memben shall meet at the centrold of the webs unless otherwise shown. Connector piste sU- are minimum sins based on the force shown and may need to be increased for ceriam hand• ling and/or erection strewn. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Cr nUol refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracbrg and erection mennunendauans are to be followed In accordance with -Handling Installing & Bracing'. HIB-91. Trusses are to be handled with Particular care during bundling and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding inrases in a straight and plumb pos- IUon and for resisting Lateral forces shad be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervislon of erectlon of trusses shad be under the control of persons "Pertenced In the Installation of busses. Professional advice had be sought if needed. Concentration of comtmcUon loads greater than the design bads shad not be applied to trusses at any time. No loads other than the welghl of the erectors -bruit be applied to trusses until after ad fastening and bracing I, completed. JB: BAYBURY C 4 AC. 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 BEAR. BL.K: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB = 1.15 3-7-4 0-4yI -1 1 WO: 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. Wind Case- ASCE 7-98, C&C, V= 125mph, H. 22.0 ft, I- 1.00, Ecp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 6.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -149 0.42 4- 3 -123 0.30 5 00 TI: J2 QTY:2 = ==Join ====== t Locations===v===== 1) 0�=0- 0 3) 6- 8- 8 2) 6- 8- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 6-10-12 225 0 -266 TOP H-ROLL 0- 1-12 273 180 -307 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 307# Support 2 266# Attach with (2) 10d "Coe -Nails T 1-11-0 0-1-0 T 14-1 Attach with (2) 1 10d Toe -Nails 2.50 0-3 0-3-8 I 6-5-0 4 273# 3.50" 3 L 1-0-0 I 226N 2.50" I (R0-11-9) " 6-8-8 �0-3-8 EXCEPT AS S110"rN PLATES ARE T1,20 CA TESTED PER ANSI/TPI 1-1995 I �0-2-14) [Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 I OSO CREENBROOK CT.OVIEDOYI-31766 Design: Mrarir Analysis YYHKNINIi: 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 brach,g 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. ProvL ions must to made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the Overall structure may be required. ISee 11113-91 of TPI(. Rtiss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison, wisconstn 53719). JOB PdTN: C:ITEE-LOKU0BSII25AfP11tB8RC4 Eng. Job: Dwg: Dsgnr: TLY Clik: TC Live 16.0 psf TIC Dead 7.0 psi 11C Live 0.0 psf 11C Dead 10.0 Psi, TOTAL 33.0 psf scale = 0.5829 Truss ID: J2 Date: 6-27-02 DurFac ' Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: FLA Irrc. nr n, ,n DESIGN INFORMATION This design Is for an Individual building component and has been based an information provided by the client. The designer ill-kil 5 any responsibility for damages as a result of faulty or Incorrect 1Notmatlnn. spacNcations and/or designs furnished to the truss designer by the client and the correctness or accuracy of tills Information as It may relate to a spe. cWc project and accepts no responsibility or erelaes no cantrol wnh regard to fabrlca- ❑on. handling, shipment and oislallallon of trusses. This truss has been designed as an Individual building component In accordance vnth ANSI/TPI 1-1995 and NDS-9710 be Incorporated as pan of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local climatic records for wind or snmv Iwds, projeal specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy twits. The design assumes compression chords flop or bottom) are continu- ously braced by st—Ildrig 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 madolum spacing of 10'-0' o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized -feel meeting ASMI A 653. Grade 40. unless otherwise shmvil. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing Is In conformance Mill the fabricator's plans and to realize a continuing responsibility for such veri- ficadon. Any discrepancies are to be put in writing before culling or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shag be cut for tight filling wood to wood bearing. Con- nector plates shall be Iocalyd on both faces of the buss with nails fully bubedded and shall be sync. about the joint unless otherwise shovnl. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate Is 6- mile x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet al the cenlmtd of the webs unless olherwlse shown. Connector plate sizes re minimm usizes based on the forces shown and may need to he Increased for certain hand - Brig and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addiUorwl information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance alth'Handling Installing & Bracing'. IIIB-91. Tosses are to be handled with particular care during Landing and bundling, delivery and Inslagatlon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plunmb pos- Illon and for resbung lateral tomes -ball be designed and Installed by others. Careful hand- ling Is essential and erection braving Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation behveen trusses to avoid toppling and donllnobig. The supervision of erection of trusses shag be under the control of persons e<perienced In the InslalLallon of trusses. Professional advice shag be sought d needed. Concentration of construction Iwds greater than the design loads shall not be appdcd to trusses al any tine. No loads other than lie weight of lire erectors shall he applied to trusses unlll after all fastening and bracing Is completed. JB: BAYBURY C 4 AC: 1 ON UPLIFT D,L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 All COMPRESSION Chords are asstmted to be continuously braced unless noted otherwise. Wind Case- 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= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.04" D=-0.04" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-9-14 0-44 _L WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 173# Support 2 75# Support 3 5# .TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -42 0.23 4- 3 -1 0.17 TI: J3 QTY:6 ==============Joint Locations==============_ 1) 0- 7-12 3) 5- 1- 8 2) 5- 1- 8 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert lforiz Uplift Y-LOC Type 5- 0- 4 110 37 -75 TOP PIN 0- 1-12 213 49 -173 BOT PIN 5- 0- 4 60 0 -5 BOT H-ROLL 5-I-8 1 2 �— 5-1-8 4 214N 3.50" 3 1-0-0 110N 2.50" -1-8 CON 2 50" (RO-11-9) EXCEPT AS SI1011rN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 C/L: -0-4 a Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 GREENBROOK l'I'.0"ED0.FL327F5 Design: ritardx Analysis YVAKNIrib: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shoaau on thL% drawing is not erection bracing, gin d In -acing. portal bracing or similar bracing, vvhlrh is a part of the budding design and wldch Dust be considered by the building designer. Bracing shown Is for lateral suplon of boss ntenbers only to reduce buckling length. Provisions uuist he made to for lateral bracing at ends and specilled locations determined by the building designer. Additional bracing of the overall structure may be required. (See IIIB-91 of TpIl. ITnuss Plate Institute. TPi. B located at 583 D'Onofrfu Drive. Madison. Wisconsin 53710-1. JOB PATH: CATEE-60d"UOBSI125A1P1118BRC4 Eng. Job: — D%vg: Dsgnr: TIA Chk: TIC Live 16.0 psf Tic Dea(I 7.0 psf IIC Live 0.0 psf IIC Dead 10.0 psf TOTAL 33.0 usf Attach with (2) 10d Toe -Nails Attach with (t) 10d Toe -Nails scale = 0.7443 Truss ID: J3 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 15182- 4 HCS: 06.02.02 JB: BAYBURY C 4 AC: 10# UPLIFT D.L. WO: BBRC4 WE: TI: J4 QTYA DESIGN INFORMATION Tarts design is for an Individual building TOP CHORDS: 2x4 SP 92 BOT CHORDS: 2x4 SP #2 Analysis based on simplified Analog Model- _=====_=======Joint Locations=============== component and has been based on Information All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 1) 1- 0- 6 3) 5- 1- 8 provided by the client. The designer diselalms any responstbilily, for damages as a result of continuously braced unless noted Otherwise. composite result of multiple loads. This truss is designed to bear on nwlti.ple 2) 5- ----MAX. 1- 8 4) 1- 0- 6 REACTIONS PER fault or incorrect information. specifications Shim or wedge if necessary to achieve full bearing. supports. bearing locations should X5- BEARING LOCATION----- Vert Hor38 Uplift Type and/or designs furnished to the truss des) g, goer 9• makeInterior be marked on truss. Shim or wedge if 0 5- 0- 4 110 OP 38 -75 TOP PIN by the client and thecorreclme s or accuracy of this Irdomnauon as a n,ay relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, 0- 1-12 213 49 -173 BOT PIN cific project and accepts no responsibility or Support 1 173# V= 125mph, H= 22 0 f t, I= 1.00, Exp.Cat. 5- 0- 4 59 0 -5 BOT H-ROLL emtsr�moeomolmuregamttombnca- lion, handling, shipment and Installation of Support 2 75# . B, Rzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss trusses. This Lass has been designed as an Support 3 5# in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf indlvtduaI budding component In accordance with ANSI/TPI I-1995 and NDS-97 to be Incorporated MAX LIVE LOAD DEFLECTION: L/999 Impact Resistant Covering and/or Glazing Req es part of the budding design by. Building Designer (registered architect or professional L=-0. 04" D=-0. 04" T=-0. 08" .. TC... FORCE... CSI ..BC... FORCE CSI engineer). When reviewed for approval by the MAX HORIZONTAL TOTAL LOAD DEFLECTION: ... 1- 2 -43 0.24 4- 3 -16 0.17 budding designer, the design loadings shown T= 0. 00" must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are in agreement with the local building codes. T= 0 - 00" local climatic records for wind or snow loads. project specifications or special applied foads. RMB - 1.15 Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- IIV .tidy braced by sheathing unless of hernise $-1-8 specified. Where bottom chords fit tension are 1 I 1 not fully braced laterally by a properly applied 2 rigid ceding, they should be braced at a maximum spacing of 10'-0- o.c. Connector —5 00 plates shall be manufactuted from 20 gauge (tot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. Al1aCl1 IPIIII (2) 10d 7'oe-Nails FABRICATION NOTES Prior to fabrication. the fabricator shad review T to verify h that this drawing B in this draconformance con(onnance with the labrlc lor's plans and to n reaps a continuing responsibility for such vert- 1-5-10 fleatton. Any discrepancies arc to be put In wilting before cutting or fabrication. Plates shag not be Installed over knotholes, knots or distorted grab,. Members shag be cut ` for tight doing wood to wood bearing. Con- 2-9-14 nector plates shag be located on both faces of the toss with nails fully Imbedded and shag be — — synn. about the Joint unless otherwise shown. A 5.4 plate is 5- wide x 4- long, A 6.8 plate is 6- 0-4-1 wide x 8- long. Slots (holes) man parallel to the plate length specified. Double cuts on web shag the —� 1-0-1mendxrs meet oen of the webs unless otherwise shown. Connector r plate cI.- are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This buss Is not 3X4 Attach (1.) hu ivit15'1111 h to be fabricated with fire retanb int treated Atli S lumber unless othenvtse shown. For additional — — Informo0oo on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing% HIB-91. Trusses are to be handled with particular rare during handing and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plwnb pos- Ition and for resisting lateral forces shag be designed and insla Ued by others. Careful hand- ling Is essential and erection bracing is always required. Normal premotionary action for trusses requires such temporary bracing during inslallallon between trusses to avoid toppling and duminoing. The sup —orlon of erection of trusses shag be under the control of persons experienced In the installation of truSaes. Professional advice shall be sought d needed. Concentration of cwlstructlon loads greater than the design loads shag not lx applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unlit after all fastening and bracing is completed. 0-3-8 214# 3.50" 1-0-0 (RI 0-11-9) I EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TPl 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE_ #0050068 1800 CREENBROOA Ur.0l`1ED0.FL327G6 Deign: A1mrLr Awl.via 2.5 j 110# 2.50" 5-1-8 60# 2 501, Over 3 Supports C/L: -0-4 Ii11AKI411Nli: 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 aeetion bracing, wind bracing, portal bracing or shndar bmctng which Is a pan of the budding design, and which must be consldaed by the budding destgucr. 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 loantlons determined by the budding designer. Additional bracing of the overall structure may be required. (.qee mo-91 of TPI(. rrruss Plate Institute, TPI, Is located at 583 D'Oni frfn Drive, Madison, Wisconsin 53719). JOB PAT11' CATS£-L0 U0BS11SA1P1116BRC4 Eng. Job- D%vg: Dsgnr: 'rLlr Cbk: TC Live 16.0 psr TIC Deaf) 7.0 psf 13C Live 0.0 psf 13C Dead 10.0 psf 7.0TAL 33.0 usf scale = 0.7443 Truss ID: J4 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: flA m 02 DESIGN INFORMATION This design Is for an Indhidual building component and has been based on Information provided by the client. The designer disclaims any responslbbity 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 Irdomnation as It may relate to a spe- cific project and accepts no responsibility or c'ercises no control with regard to fabnra- tlon, handling• shipment and Installation of trusses. Thls truss has been designed as an IndhiduaI 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 archllecl or professional engm-0. When reviewed for app,oval by the building designer, the design loadings shown must be checked to be sure that the data shown ate in agreement with the local building codes, local cWnallo w records for wild or snoloads. 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 contlim. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly appbed rigid ceWng. they should be braced at a maximum spacing of IOr-O- o.e. Connector plates shall be manufactured (rain 20 gauge hot dipped galvanleed steel rn-tbng ASTM A 653. Grade 40. unless othemise shown. FABRICATION NOTES Prior to fabrication, Um fabricator shall review this drawing to verify that this drawing is in cerdammnce with the fabricators plans and to realize a continuing responsibility for such verl. flcation. Any discrepancies are to be put In writing before cutting or fabrication. PL Ics shall not be Installed over knotholes. knurls 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 onbcdded and shall be sync. about the Joint unless otherwise shown. A 5s4 plate is 5- wide x 4' long. A 6x8 plate is G wide x 8- long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shag meet at the cent id of the webs unless otherwise shemvn. Connector plate slur are minimum sizes based on the forces shown and may need to be increased for eenauu hand. ling and/or erection stresses. This truss is not o be. fabricated with fire retardant treated 7luber unless otherwise shown. For additional rmalloil on Quality Conuol refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bmcing and erection me.mmendallons arc to be followed In accordance with-liandli ng Installing A Bracing". HIB-91. Truro arc to be handled with particular care during landing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding truss" In a straight and plumb pos- Itlon and for resisting lateral lomes shall be designed and Installed by others. Careful hand. ling Is esaentlal and erection bracing V all-, required. Normal precautionary action for truss" requu" such temporary bracing during inslallallon between trusses to avoid toppling and dominoing. The supervision of etecllon of trusses shall be under the central of persons experieced In the Installation of trim". Pmfesslnon. I advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to tnrsses al any time. No loads ather than the weight of the erectors shall be applied to horses uutll after all lastenmg and braebig is completed. JB: BAYBURY C 4 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0-ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 303# Support 2 124# Support 3 15# ..TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -25 0.17 4- 3 -2 0.13 TI: J6 , QTY:6 Locations=============== 1) 0- 7-12 3) 3- 1- 8 2) 3- 1- 8 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 3- 0- 4 67 51 -124 TOP PIN 0- 1-12 148 65 -303 BOT PIN 3- 0- 4 36 0 -15 BOT H-ROLL 3-1-8 1 2 00 1 9 ------T— 3-1-8 4 3 143# 3.50" L 67# 2.50 1-0-0 1 r' -37# 2. 0" (RO-I1-9) -1-3-1-8 EXCEPT AS Sll011rN PLATES ARE TL 20 GA TESTED PER ANSI/TPI 1-1995 O • 3 ClL: 3-0-4 (Maronda Systen>ts 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREEN13ROOK Cr.OvIEDO.FL317G6 Design: Mmrir Analpyil Allach with (2) 10d Toe -Nails A(lach with (1) 10d Toe -Nails \ er S upports scale = 1.0563 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing la not erection bracing, wind bmchig, portal bracing or similar bracing which is a part of the building design and which must be considered I,)' the hutidmg designer. Bracing shown is for lateral support of truss members only to reduce buckling length. P,oveIlons nmst be made to anchor lateral brachrg at ends and specified locations determined by the building designer. Additional bmcing of the memo structure may be required. (Sec IIIU-91 of TPI). IT— Plate Institute, TPI, is located at 583 D'Unofrio Drive, Aladlson, Ngsconsba 537191. Eng. Job: — Dwg: Dsgur: TLY Chk: TC Live 16.0 psf 'I'C Dead 7.0 psf 13C Lire 0.0 psf RC Dead 10.0 psf T07'A L 33.0 psf Truss ID: J6 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PAT71: C:IT££-LOKUOBS1IL5dIPillSORC4 11CS: 06.02.02 DESIGN INFORMATION Thls design Is for an Individual building component and has been based on Information provided by the client. The designer disela inu any responsibility for damages as a result of faulty or Incorrect information, spec(Bcallons and/or designs fumtsl,ed to the truss d-igner by the client and We 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 fabnca- firm. handling, shipment and Installatlon of I---. This truss has been designed as an Individual building component tit accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as tern of the building design by a Building Dc3lgrer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to In sure that the data shown are in agreement with the local building codes. local climatic records for .wind or snow loads. PmJect specifications or special applied loads. Unless shown, truss has not been designed (or storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords tit tension are not fully braced laterally by a properly applied rigid telling, they should be braced al a maximum spacing of 10'-0" o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel ineelitg ASThI A 653. Crade 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 diserepanclea are to he put In writing before cutting or faboation. Pates shall not be Irsmllcd over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be heated on both faces of the truss with nails fully imbedded and shall be sync. about the Joint unless Otherwise shown. A 5x4 Plate Is 5" wide x 4" long. A Gs8 plate is 6" wide x 8" long. Slots Iholesl ran parallel to the plate length specified. Double cuts on web embus shag meet at the cenlrvld of the wells unless otheiwiae Sir_,. 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 N not to be fabricated with fire retardant [,-led lumber unless inhere shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed in accordance will, "Handling Installing G Bracing", HIB-91. Trusses are to be handled with partludar care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ilion and for resisting lateral foes shall be designed and Installed by others. Careful hand. ling Is essential and erection hmcing is always r"libed. Normal precautionary action for trusses requires such temporary bracing during inslaNtion between trusses to avold toppling and dominning. The supervision of erection of trusses shall be under the control of persons erperlenced In the installation of hisses. Professional advice shall be sought it 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 alter all fastening and bracing is compkled. JB: BAYBURY C 4 AC. 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 303# Support 2 124# Support 3 15# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01'i 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: BBRC4 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 Imsltiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 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 -25 0.17 4- 3 -13 0.13 TI: J7 QTY:4 ======e:=======Joint Locations=========-===== 1) 1- 0- 6 3) 3- 1- 8 2) 3- 1- 8 4) 1- 0- 6 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type 3- 0- 4 67 52 -124 Top PIN • 0- 1-12 148 67 -303 BoT PIN 3- 0- 4 36 0 -15 BOT H-ROLL, 3-1-8 l 2 �0 2.50 I 0-3-R 2-10-0 a 3 148# 3.50" 1-0-0 67# 2.50" R-ll 3-1-8 36# 2. 0" EXCEPT AS SHOWN PLATES ARE TI.20 GA TESTED PER ANSI/TPI 1-1995 Oyer 3 Supports C/L: 3-04 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBRrrtyk Cr.OvIED .F1_92766 Design: Mruru Anahrfs WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on (his drawing is not erection bracing, wind bracing, portal bracing or s1m16 r bracing which Is a part of the building design, and which must be considered by the building designer. Bracing Shown Is fur L teral "Pport of truss merobus rmly to reduce buckling length. P-1151ons must be made to anchor lateral bracing at ends and specified IopUuns detelmbmd by the building Addltlonel bracing of Um overall structure may he required. (See HIB-91 of TPII. designer. fRuss Pirate Institute. TPI. is located at 583 D'Onoiio Drive. 6ladfson, Wisconsin 33719). JOB PATH: C.-17'EE-f.OA"U(7B5111.SAfPlllRBRC4 F,ng..Job: Dwg: DS911r: '111' Clfk: '1'C Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf T01'A L 33. Attach with (2) 10d Toe -Nails Aflach wi(ll (1) 10d Toe -Nails scale = 1.0563 Truss ID: J7 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS: 06.0) 07 JB: BAYBURY C 4 DESIGN INFORMATION This design Is for an individual building component and has been based on inionnalion Provided by (lie client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs furnished to the tnrss designer by the client and the correctness or accuracy of this Information as It may relate to a spe. crlic project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Installation of Inisses. This Truss has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a Buddbrg Designer (registered architect or professional engineer) When mA—ed for apprmal 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 cWnallc records for wind or snow Inds. project specifications or special applied Inds. Unless shown, trnss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly appted rigid ceWng, they should be braced at a kit xira m spacing of 10`-T o.e. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTh1 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 ven- flcatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shad not be Installed Over knotholes. knots or distorted grain. Alembers shad be cut for tight ruling 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 otherwtse shown. A 5..4 plate is 5- wide x 4• long. A &,8 plate Is 8- wide x 8- long. Slots lholesl run parallel to the plate length speodled. Double cuts on web members shag meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand. fing and/or erection stresses. This truss is not to be fabricated with rim retardant treated lumber unless ott'l- ee 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 1kindling installing A Bracing-. IJIB-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 lrussu In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary acuon for busses requires such temporary bracing during Installation between trusses to avold toppling and dominoing. The supervision of erection of busses shall be under the control of persons ercperlenccd in the Installation of lrvsses. Professional advice shall be .aught If needed. Concentration of construeUon loads greater I han the design loads shad not be applied to hisses at any time. No loads other than the weight of the erectors shag be applied to nu —es until after all lutentng and bracing is complel ed. r%%-. Ivtt VrLlrl V.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.001, MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00n MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design i.s the Composite result of Multiple loads. This truss is designed to bear on multiple supports- Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 217# Support 2 46# Support 3 3# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 7 0.02 4- 3 -2 0.01 TI: J8 9TY:6 =_ =======Joint Locations=============== 1) 0- 7-12 3) 1- 1- 8 2) 1- 1- 8 4) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LrOC Type 1- 0- 4 24 14 -46 TOP PIN 0- 1-12 83 18 -217 BOT PIN 1- 0- 4 12 0 -3 BOT H-ROLL 1-1-8 4 3 83# 3.50" 25# 2.50" � 13 1-0-0 imp 2.5 rn I _-9ULJ{J ESCEI'1' AS 5110«'N PLATE'S ARE TL20 GA TES"CEDOYI!R )ANSI/TPI 1-1995 c/L: 1- -4 Over 3 Supports (Maronda Systems rl 4005 MARONDA WAY SANFORD. 17L. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE N0050068 1890 GREENBROOK CT.0w9ED0.FL327G6 Design: Alfnfir Aftalysis VV1AKr4114lj: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Oraclmg shmvn on this drawing Lc not erection bracing. wind bracing, portal bracing or similar bracing which is a pan of the building design and which must Ire considered by the building designer. Bracing shmvn Is for lateral su plun of muss members only to reduce buckling length. Prmvtsions must be made to anchor lateral bracing at ends and specdled )orations determined by the bngding designer. Additional bracing of Uie a "Is structure may he required. (Sc,, IIID-91 of TPI( frntss Plate Institute. TPI. Is lornted at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Ellg. Job: Dvvg: Dsgnr: TLl' Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf 13C Dead 10.0 psf 7'0'1'A L 33.0 nsf Attach with (1) 1011 Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.8187 Truss ID: J8 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:ITF.L•-LOKUOR51123AIPI11RIlRC-1 11C.S: 115.02.02 JB: BAYBURY C 4 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Inforo.Uon provided by the client. The designer discl.i ns any responsibility for damages as a result or faulty or Incorrect Information, specifications and/or designs fumtshed to the truss design., by the client and the correctness or accuracy of tills information - It may relate to a .pe. cific project and accepts no responsibility or everc6es no control with regard to fabrica- tion, handling, shlpment and Installation or 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 Budding Designer (registered archllect or professional engineer). When revtew�ed for approval by the budding) e-lgncr, lice design loadings shown must be checked to be sure that the data shownn are In agreement with the local building codes. local climatic records for wind or snow loads, project specifrtallons or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) are conitnu- ously braced by sheathing unless otherwise specified. Where bottoin chords In lenslon are not fully braced laterally by a properly applied rigid telling. they should be braced at a ma_rlmum spacing of 101-0- one. Connector plates shall he nanufaclu,ed foam 20 gauge hot dipped galvanized steel rneeting ASTAI A 653, Coad< 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. Ou, fabricator shall review this drawing to unify that this drawing b In conformance with the fabricator's plans and to ealize a continuing responsibility for such verf- ficanor,. Any discrepancies are to be put In writing before cutting or fabrication. Plates shad not be bstalled over knotholes. knots or distorted grain. Slembers shall be cut for tight fitting woad to -rood bearing. con- nector plates shall be lasted on bodh faces of the truss with nails fully bnbedded and sha8 be sylu. about the John unless otherwise shown. A 5s4 plate Ls 5- aide .v 4- long. A 6x8 plate is 6- wide x 8- tong. Slots (holes) in parallel to the plate length specified. Double carts on web members shall meet at the centiold of the webs unless olhenise shown. Connector plate sizes arc mtnloi sizes based on the forces shown and may need to be Increased for certain )nand. ling and/or erection stresses. This truss is not to he fabnerted with fire retardant treated Iwnber unless otherwise shown. For additional Wormallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing'. IIIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporaryman and permanent bracing for holding trusses In a straight and plumb pos- Illon and for resisting lateral forces shall be designed and installed by others. Careful )and. Iing b essential and ercction bracing is always required. Normal Precautionary, action for trusses requires such temporary bmcing during install20on between trusses to avoid toppling and dominotng. The supervision of erection of trusses shad be under the control of persons evperlenccd In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the d-ign loads shad not be applied to trusses at any time. No loads other than the weight of the erector shad be applied to trusses until after all fastening and bracing is completed. AC: IOh UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP 42 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 216# Support 2 46# Support 3 3# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00- T= 0.00a MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00n MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00n RMB = 1.15 WO: BBRC4 . 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 nnlltiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- 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 W= 1.1 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 -8 0.02 4- 3 -4 0.01 TI: J9 QTY:4 ====--==-=====Joint Locations=======__==_==_ 1) 0- 7-14 3) 1- 1- 8 2) 1- 1- 8 4) 0- 7-14 -- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOc Type 1- 0- 4 24 17 -46 Top PIN 0- 1-12 82 21 -216 BOT PIN 1- 0- 4 12 0 -3 BOT H-ROLL 2.50 0-3-8 a-- '4 3 83# 3.50" 2511 2.50" 1-0-0 j 13# 2.5 'r 0-8-9 0-2-1 t EXCEPT AS SHO%VN PLATES ARE I (Ru-I1-9) 1-1-8 T1.20 GA TESTED C/L: 1- -4 PER ANSI/TPl I-1995 Over 3 stlppDFtS WARNING: READ ALL NOTES ON THIS SHEET. Eng. Jab: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dlvg: CONTRACTOR. Dsgitr: TLY Clik: 4005 MARONDA WAY BRACING WARNING: TIC Lice 16.0 psf $AN I ORD, FL. 32771 Bracing sham erection on this drawing is not bracing. wind bracing, portal bracing or shodar bracing which Is a part of the budding design and which must be '1 C Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 considered by the budding designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Proeisfuns must be made to anchor lalen,l 11e Live o.o TOMAS PONCE P.E. LICENSE N0050068 bracin , at ends ands Additional bracing of tine overall structure ma be'requ�d. (See IIfI391 of byl I)ne building designer. 11c Dead PSI` 10.0 1890 GREENOROOK CT.0V1EW.FL sans; (Truss Plate Institute, TPI, Is located at 583 U'Onolrto Drive. Madison, ll'Iscenshn 53719). par TOTAL 33.0 A((ach N'itll (1) Wif Toe -Nails Attach with (1) 10d 'foe -Nails scale = 1.8187 Truss ID: J9 Date: 6-27-02 DurFac - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Marrir Ntalvsit JOB R47/l: C:17FF-LORVOB.41/25,tiPHIBRRC4 11CS: 06.02.02 JB: BAYBURY C 4 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design Is for an Individual bunding component and has been based on information provided by the ebent. The designer disclaims any responslbUity for damages as a resuh of faulty or incorrect Information, speclficauons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this bnformauon as it may relate to a spe- elfic project and accepts no responsibility or esercises no control with regard to fabna- lion, handling. shipment and Installation of trusses. This lnus has been designed as an Individual building component In accordance will, ANSI/7Ti 1-1995 and NDS-97 to be Incarporatcd as part of the building design by a Building Designer (registered architect or pmfmslorwl 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 climatic records for wind or snow loads. p ject speelflatbns or special applied loads. Unless shown. truss has not been designed for Storage or or:cupancy loads. The design assumes compression chords Itop or bottom) are cemUrm- ousiy braced by sheathing unless otherwise specified. where bottom chords in tension are not fully braced laterally by a properly applied rgld eeuine, they should be braced at a ""u" n tin spacing of 10'-0' o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanfzed steel meeting ASTM A 653. Grade 40. unless olherwlse shown. FABRICATION NOTES Prior to fabrication, the fabelalor shall review this drawing to vertry that this drawing is In conlomnance with the fabncalm , plans and to rmltte a conUnumg responsibility for such vent. Ilallon. Any discrepancies are to be put 1n writing before eutung or fabrtmwn. Platn Shan not be installed over knatholes. knots or distorted grain. Memberssimo be cut for light fitting wood to wood bearing Con- nector plates shall be loafed on both facts of the truss with nabs fully imbedded and shall be sym. atom the joint unless otherwise Shown. A 5x4 plate IS 5- wide x 4- long. A 6s8 plate b (rwde r 8- long. Slots (holes) run pamlld to the plate length specified. Double cuts on web members shall meet at the cenlfold 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 Informaton an Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing. fit" 1. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm alon and for resisting lateral form shall be designed and Installed by others. Careful hand- Ung Is essential and ereeuon bracing la owaya required. Normal Precautionary action for tmsso requires such temporary bracing during installation behveen basses to avoid toppling and domo.etng. The auPervtsl"n of creetlon of truces Shan be under the control of persons experienced! In the trnslallatlon o1 to sses. Professional advice shall be sought If needed. Concentration or construction loads grater than the design loads shall not be applied to trusses at any time. No loads other than the welght or the erectors Shan be applied to lmsses until after all fastening and bracing Its-omPleted. TOP CHORDS: 2x4 SP 92 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 398# Support 2 430# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D=-0.02" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 3-7-4 0-4-1 1 WO: BBRC4 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the All MPPresultite r RESSIONChordsalloads. reassumedto be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125niph, H- 22.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC...FORCE... CSI 1= 2 -448 0.19 6- 5 399 0.13 2- 3 -448 0.18 5- 4 -1 0.09 TI: JA BTY:3 ==Joint Locations==========.=_== 1) 0- 7-12 3) 7- 0- 0 5) 2- 1-12 2) 2- 1-12 4) 7- 0- 0 6) 0- 7-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Lot Vert Horiz uplift Y-Loc Type 6-10-12 98 -430 -140 TOP PIN 2- 1-12 369 398 -398 BOT PIN 6-10-12 45 0 0 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 398# Support 2 140# Altacll {Y1th (2) TIOd Toe-Naui 3-3-1 Attach With (1) 10d Toe -Nails 7-0-0 6 CANT: 2-0-0 5 370/! 3.50" 4 I_ 1-0-0 99# 2.50" (RO-11-9) 7-0-0 46N .501r EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 FMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 OREENBROOK LMOViE00YI-3Y766 Design: Afafriv Analysis WKKIVIN(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 bracing or shnllar bracing which Is a Pali of the building design and which must be eunsidemd by the building designer. Bracing Shown is for lateral support of truss members only to reduce buckling length. ProwiSions muss be made to anchor lateral bracing at ends and specified loauons determined by the building desloner. AddlUonal bracing of the m•era11 structure may be required. (See IiIB-91 n1 TPII. fi'nnss Plate Institute, TPI, b looted at 583 D'Onofno Drive. Madison. Wisconsin 53719). JOB PATH: C:17EE-LOPUOBAI23.t11711BRRC4 Eng. Job: D%vg: Dsgar: TLY Chit: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0-0 psr RC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.5829 Truss ID: JA Date: 6-27-02 DurFac - Lbr: 1.25 DurFoc - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA DESIGN INFORMATION This design b for an Individual building component and has been based on bdonnation provided by the client. The designer dtsclabns any responsibility for damages as a result of faulty or Inconect Information. specifications and/or designs furnished to the truss designer by the cbent and the correctness or accuracy of this mfonnalbn as It may relate to a spe. cific project and accepts no responsibility or rcbes no control with regard to Cohn — Lion. handling, shipment and Installation of trusses. This truss has been designed as on [ndh7dual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated n as paof the building design by a Building Designer (registered architect or professional engineer]. When reviewed for approval by the building designer, the design ladmgs shown must be checked to be sure that the data shown are In agreement with the local building codes, local clhnatic records for wind or snow lads. project specifications or special applied lads. Unless shown, truss has not been designed for storage or occupancy lads. The design assures compression chords flop or bottom] are conllnu- ously braced by sheathing unless otherwise specified. Whcie bottom chords In lenslon are not fully braced laterally by a property applied rigid ceiling. they should be braced at a romimum spacing of 1(Y-O' o.c. Connector plates shall be manufactured front 20 gauge hot dipped galvanized steel meeting ASThI A 653. Grade 40. unless otherwise show. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that thk drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such verl- 0atlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Member shall be cut for tight fitting wood to wood bearing. Con- nector ptales shall be located on both faces of the truss with nails fully bnbedded and shall be sym. about lhejobtl unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8- long. Slob Stoles) run parallel to the Plate length specified. Double cub on web members shall meeI at the cenlrold of Lite webs unless of shorn. Connector plate sizes re minLnum sues based on the forces shown and may need to be increased for certain hand - Ling and/or erection stresses. This truss b not to he fabricated with fire retardant treated hunter unto otherwise shown. For additional Infomtation on (duality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and crec(lon lecommendatlom are to be followed In accordance with "Handling Installing & Bracing'. 111E-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 he designed and Installed by others. Careful hand. ling Is essential and erection bracing is always mqubed. Nonnal precautionary action for trusses requbo such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of In,- 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 lads shall not be applied to trussesof any Ibne. No la ds other than the weight of the erectors shall be applied to trusses until afler all fastening and bracing b completed. J13: BAYBURY FLOOR AC: ***** CUTTING ONLY **** TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 GABLE STUD: 4x2 SP #3 WU: BBRAF WE: **** Truss NOT designed for Wind Loads. **** All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 1.2 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind loadl TI: F 1 QTY:1 ==============Joint Locations============___ 1) 0- 0- 0 19) 21- 5-12 37) 21- 5-12 2) 1- 0- 4 20) 22- 9- 4 38) 20- 1-12 3) 1- 5-12 21) 24- 1-12 39) 18- 9-12 4) 2- 9-12 22) 25- 5-12 40) 17- 5-12 5) 4- 1-12 23) 26- 2- 0 41) 16- 1-12 6) 5- 5-12 24) 27- 1- 8 42) 14- 8- 9. 7) 6- 9-12 25) 27- 9- 0 43) 13- 5-12 8) 8- 1-12 26) 27- 9- 0 44) 12- 1-12 9) 9- 5-12 27) 29- 5-12 45) 10- 9-12 10) 10- 9-12 28) 29- 9- 4 46) 9- 5-12 11) 12- 1-13 29) 29- 9- 4 47) 8- 1-12 12) 13- 5-12 30) 29- 5-12 48) 6- 9-12 13) 14- 9-12 31) 27- 9- 0 49) 5- 5-12 14) 16- 1-12 32) 27- 9- 0 50) 4- 1-12 15) 17- 5-12 33) 26- 2- 0 51) 2- 9-12 16) 18- 9-12 34) 25- 5-12 52) 1- 5-12 17) 19- 9- 4 35) 24- 1-12 53) 1- 0- 4 18) 20- 1-12 36) 22- 9- 4 54) 0- 0- 0 11 2 3 4 5 6 7 8 9 10 11 12 13— l4 15 1'6 17 18 19 20 21 22 23 245 26 22R 1.5X3 N =1.5X3 LSX31.5X31.5.1'31 L5X3—3 1.5X3 3X4 2X414 L5X3 SX3 1.5X3„ LSX3L5X3 LSX31.5X31.5X3r-3X61.5X3 2X4 1.5X31 5X3X4 5 2X4 1. 2X4 1-4-0 �— t-0-0 2X4 I.SX3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 L5X3 1.5X3 1.5X3 1.5X3 2X4 1.5X3 �— LSX3 3X81.5X3 2X4 1.5X3 N1r=3X6 1.5X3 N=1.5X3 1.5X3 1.5X3 t.5X3 1.5X3 ,�' 29-9-4 154 5-352 51 50 0# 8.00" 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 3n ON 8.001, CANT: 1-10-12 r' 29-9-0 EXCEPT AS SHOWN PLATES ARE TL20 GA 'TESTED PER ANSIM"I 1-1995 Cont. Support el Studs B 1 4-0 o.c. scale = 0.2251 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: BBRA Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Divg: Truss ID: F1 CONTRACTOR. Dsgur: TLY Clik: Date: 4-08-02 4005 MARONDA WAY BRACING WARNING: TIC Live 40.0 psf DurFac - Lbr: 1.00 SANFORD. FL. 32771 0 racing shown on this drawing b not erecllon bracing, wind bractlig, pwnnl bracing or similar bracing whleh Is a pan of Lite budding design and whleh nmst be TIC Dead 10.o psi DurFae - Pit: 1.00 (407) 321-0064 FaX (407) 321-3913 considered by the building dnigner. Bmctng shown b for Lateral support of truss members onK. to reduce buckling length. Provisions nmst be BC Line 0.0 psr O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing al ends and specified locallats detenni ed by the building des(guec AddLLlonal bracbig or the overall structure may be regW ed. ISee MB-91 of TPI). BC Dead 5.0 psr Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute. 971, b lasted at 583 0Onnfrio Drive. Madison. Wisconsin 53719). Desc: 1890 GREENBROOK Cr-OVIEDO.FL92765 ,TOTAL 55.0 psi `Code y'D1.2 .�2- 1�864- 2� Design: Maim Analpsis !08 PA771: C:17EE-LOKIIOBSIBBRIF 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 responslbNty 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. edit project and aceepu no responsibility 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 I-1995 and NDS-97 to be Incorponned as part of the budding design by a BuBding Designer (registered archlted or professional engtnecri. When reNewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown arc in agreement with to local building codes. local climatic records for wind or snow Insds. project specifications or special applied loads. unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conli u. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced lammlly by a properly applied rlgld ceiling. they should be braced at a rominum, spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahantmd steel meeting AMI A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabri©tor shad m q- this dmwtng to verify that this drawing is It conformance with the fabricator's plans and to ealize a continuing responsibility for such veri. Batlon. Any discrepancies are to be put ash writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shnu be cut for tight filling wood to wood bearing. Can. 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 G wide x 8" long. Slots tholes) run parallel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the weln unless otherwise shown. Connector plate sizes are minimum sues based on the forces shown and may need to be Increased for certain hand- Img and/or erection stresses. This truss Is not to be fabricated with flee retardant treated lo-t r unless otherwise shown. For additional Information on Quauly Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reconunendallons am to be followed In accordance with "Handling Installing & Bracing", fflB-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 Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary acton for trusses requires such temporary bmcing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced "' the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied (o trusses at any time. No loads other than the weigh( of the electors shall be applied to trusses until after all fastening rind bracbng I, completed. JB: BAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,22 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. MAX LIVE LOAD DEFLECTION: L/999 L=-0.14" D=-0.05" T=-0.19" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB - 1.15 30.00" typ. WO: BBRAF WE: MULTIPLE LOADS -- This design is the composite result of multiple 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! ..TC...FORCE ... CSI 1- 2 0 0.30 2- 3 -1629 0.34 3- 4 -1629 0.24 4- 5 -2062 0.37 5- 6 -2047 0.47 6- 7 -2047 0.50 7- 8 24 0.24 8- 9 24 0.29 10-11 24 0.31 11-12 -1989 0.37 12-13 -1989 0.44 13-14 -1989 0.53 14-15 -1989 0.54 15-16 875 0.38 16-17 875 0.50 17-18 875 0.50 .l 2 3 4 5 G 7 8 9110 �*- 8-0-14 -d I [0- 1-7-14 1.T 5X3 2X4 3X63X4 3X4 1.5X3 3X6-3X6I1 X33 V n 1-4-0 t 3X6 3.X'6 3X4 1.5X3 3X4 fN '31 30 29 761# 2.25" 13-10-12 ..BC... FORCE ... CSI 31-30 1390 0.39 30-29 2062 0.53 29-28 2047 0.77 28-27 2047 0.77 27-26 1323 0.51 26-25 -24 0.14 25-24 24 0.11 24-23 1286 0.40 23-22 1989 0.73 22-21 1989 0.73 21-20 1233 0.47 20-19 0 0.10 TI: F 11 BTY:9 =---===-======Joint Locations==========e:== 1) 0- 0- 0 12) 19- 1- 4 23) 19- 1- 4 2) 2- 9- 0 13) 21- 2- 8 24) 13-11-12 3) 3- 6-12 14) 22- 8- 4 25) 14- 5- 0 4) 5- 3-12 15) 25- 1- 8 26) 13- 9-12 5) 7- 2- 3 16) 27- 1- 0 27) 8-11- 9 6) 8-11- 9 17) 27- 9- 0 28) 7- 2- 3- 7) 11- 3- 0 18) 29- 9- 4 29) 5- 3-12 8) 11-11- 0 19) 29- 9- 4 30) 3- 6-12 9) 13- 9-12 20) 27- 9- 0 31) 0- 0- 0 10) 13-11-12 21) 22- 8- 4 11) 16- 6- 8 22) 21- 2- 8 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 29- 9- 4 BC Vert L+D -10 0- 0- 0 -10 29- 9- 4 Concentrated LBS Location TC Vert L+D -435 29- 9- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1- 2 760 0 0 BOT PIN 13-10-12 1530 0 0 BOT H-ROLL 27- 6- 8 1491 0 0 BOT H-ROLL 12 13 14 15 16 21-11-6 �- 1-4-4 3X6 1.5X3 3X4 1.5X3 3X6 3X6 1.5X3 3X4 W=3X6 3X6 2�1 1531# 3.50" 29-9-4 EXCEPT AS 11OWN PLATES ARE T1.20 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. LICFNSF #0050068 1890 GREENBROOK (7r.0w1ED0.FL32766 Design: Maud Analysis 13-11-12 Over 3 SuPports YVAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawling Is not erection bmeing. wind bracing, portal bracing or sun0ar bmcing which Is a pa,t, of the building design rind which 11-1 be considered by the building designer. Bracing shown is for lateral support of truss nmmlxrs only to reduce buckling length. Prowlslnns must Ix made to anchor lateral bracing at ends and speculed locatlons determined by the budding designer. Additional bmcing of the overall structure may be requbed. (Sec 1-1I13-91 of TPI!. IT-` Plate Institute. TPI, is located at 583 D'Onafrio Drive. bL dlson. µ'uconsln 53719). JOB PATH: C:17FF-LOKVOBSIBBR4F j 435# 2X4 3X8 IV=3X6 3X4 1-4-0 1-5X3 3XI0 I� 1492# 8.00" Eng. Job: Dwg: Dsgnr: TLY Cldt: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTAL 55.0 Dsf CANT: 1-10-12 = 0.2251 Truss ID: F11 Date: 2-25-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS. 12.19.01 DESIGN INFORMATION This design is for an IndfAchnil 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 fumulhed to the truss designer by the client and lire mrreclness or accuracy of this information ns It may relate to a spe- cdic 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 ns an individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated ns par of the budding design by a Building Designer (registered nmintecl or professional engineer!. When reviewed for approval by the building designer. the design loadings shown must he checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow Imds, prolect specifications or special applied Imds. Unless shown, truss has not been designed for storage or occupancy foods. The deslgnr assumes compression chords (lop or bottom) are ccnlinu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise sham. FABRICATION NOTES Prior to fabncallon, the fabricator shad review this drawing to verify that this dmwing Is In confomnance with the fabricators plans and to realize a continuing responsibility for such ven- fleation. Any dlscrepancles 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 Biting wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nails fully bnbedded and shad be sym, about the joint unless otherwise shown. A 5.4 plate ul 5' wide x 4' long. A 13.8 plate is 6- w1de x 8' long. Slots (holesl tall 111mdel to the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are minMum suits based on the forces shown and may need to be Increased for certain hand- Ung and/or erection stresses. This truss ul 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 wtth'Handling InstaWng A Bracing', IilR-91. Trusses are to be handled with particular care during h nding and bundling, delivery and installation to avoid damage. Temporary and permarnent bracing for holding trusses In a straight and plumb pos. Ilion and for resulting lateral forces shad be designed and Installed by others. Careful hand- ling is essential and erection bracing ul always required. Nonnal precautionary action for trusses requires such tempomry 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 conslrueUon funds greater '.ham the design loads shall not be applied to .russes at any time. No foods other [Iran the w Ight of the erectors shall be applied to rosses until after all fastening and bracing s completed. .r u. url 1 ourc T rLIJVK At— ***** CUTTING ONLY **** TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 2-4x2 SP #3 3-4x2 SP #3 GABLE STUD: 4x2 SP #3 1 2 2X4 L5X3 1-4-0 1 3 WO: BBRAF WE: **** Truss NOT designed for wind Loads. **** All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 12 *** CITP TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load! 9 10 I L5X3 1.5X3 I.5X3 2X4 L5X3 L5X3 2X4 1.5X3 LSX3 TI: F2 OTY:I -=----=--=====Joint Locations===========____ 1) 0- 0- 0 15) 14- 7- 4 29) 12- 2) 1- 3- 4 16) 15- 6- 4 30) 10- 7- 4 3) 2- 7- 4 17) 15-11-12 31) 9- 3- 4 4) 4- 2- 4 18) 17- 3- 4 32) 7-11- 4 5) 3-11- 4 19) 18- 7- 4 33) 7- 6- 4 6) 5- 3- 4 20) 19- 9- 4 34) 6- 7- 4 7) 6- 7- 4 21) 19- 9- 4 35) 5- 3- 4 8) 7- 6- 4 22) 18- 7- 4 36) 4- 2- 4 9) 7-11- 4 23) 17- 3- 4 37) 3- 9- 4 10) 9- 3- 4 24) 15-11- 4 38) 2- 7- 4 11) 10- 7- 4 25) 15- 6- 4 39) 1- 3- 4 12) 12- 2- 4 26) 14- 7- 4 40) 0- 0- 0 13) 11-11- 4 27) 13- 3- 4 14) 13- 3- 4 28) 11-11- 4 Ie3 14 15 16 17 )'8 N =1.5X3 1.5X3 1V = 3X4 4,X'6 1.5X3 1.5X3 2X4 1.5X3 19 1.5X3 2X4 2X4 1.5X3 LSX3 2X4 LSX3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 LSX3 2X4 W=3X4 2X4 4X6 N= L5X3 2X4 '40 39 0# 8.001, 1 19-9-4 EXCEPT AS SHOWN PLATES ARE TI-20 CA TESTED PER ANSI/TP1 1-1995 Cont. Support ■ Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICFNSL #0050068 1890 GREENBROOK MOMDOYI-32766 Design: Af'rrir Armlysis vl►HKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawl» g is not election bracing, wind bracing- penal bracing or sinl4 r bracing which is a part of the budding design and which must be: considered by the budding designer. Hmcing shuwsn Is for lateral support of truss members only to reduce buckling length. Prm-islnns nmst be made to anchor lateral bracing at ends and specified locations determined tw tine building designer. Additional bracing of the merad structure 'nay be required. ISce IJIB-91 of TPII. (Truss Plate Institute, TPI, Is located at 583 D'Onnfdo Drive, Madison. Wisconsin 53719). JOB P11771: CA7EE-LOKVOBSIBBRAF 26 2524 Stu&S ® 14-0 u.c. Ellg. Job: Dµ'g: Dsgnr: TLY Chk: TIC Live 40.0 psf TC Dead 10.0 psf 13C Live 0.0 psf 13C Dead 5.0 psf TOTAL- 55.0 nsf 1-4-0 21' 0# 8.001, scale = 0.3389 Truss ID: F2 Date: 1-03-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPJ Code Desc: V:12.03.01- 10675- ' HCS: 11.28.01 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. Thc designer disclabns any responsibility for damages as a result of faulty or Incorrect information. specifications and/or designs famished to the truss designer by the client and the correctness or accuracy of this tnformatmn as It may relate to a spe- cific project and accepts no respomlbWly or esembes no control with regard to labrica. Lion, handling, shipment and installation of truss-. This truss has been designed as an Individual building component In accordance %1Lh ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer Iregislered architect or professional engineer!. When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads. ecN Project spahtions or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced Laterally by a properly applied rigid ceiling. they should be braced at a maxbnum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped gals-.l-ed steel rtneeUng ASI'hi A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, to fabricator shall review this drawing to verify that this drawing is In cordurtnance with the fabri©lor's plans and to calla a continuing responsibility for such verl- flcatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plat- shall not be Installed wer knothol-. knots or distorted grain. N. Ater. rs shall be cut for Ugln fitting wood to wood tearing. Con. nector plates shall be located on both faces of the truss with nails fully imbedded and shall be symn. about the joint unless otmrvise 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 shag meet at the centmld of the webs unless otherwise shown. Connector plate sues 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 fire retardant treated lumber unless otherwise shown. For additional bdonnauon on Quality Conuol refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendatlons are to be followed In accordance with 'Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and buta9atlon to avoid damage. Temporary and permanent bracing for holding uusses In a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is ahtays required. Normal precautionary action for trusses mquirn such temporary bracing during Installation between timses to avoid toppling and dominoing. the supervision of erection of tntasn 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 10 trusses at any time. No loads other than the weight of the electors shall be applied to trusses until after all fastening and bmebng Is completed. Jb: bAYBURY FLOOR AC: TOP CHORDS: 4x2 SP #2 4x2 SP #2 D 1 BOT CHORDS: 4x2 SP #2 4x2 SP #1 D 2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,13 MAX LIVE LOAD DEFLECTION: L/599 at JOINT #14 L=-0.37" D=-0.14" T=-0.51rn MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.06" RMB = 1.00 1-4-0 WO: BBRAF 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 0.33 2- 3 -3495 0.48 3- 4 -3495 0.46 4- 5 -4311 0.98 5- 6 -4311 0.70 6- 7 -3466 0.64 7- 8 -3466 0.42 8- 9 -3466 0.57 9-10 0 0.39 ..BC ... FORCE ... CSI 17-16 2114 0.60 16-15 2114 0.49 15-14 4229 0.93 14-13 4311 0.95 13-12 4311 0.95 12-11 2107 0.50 3typ. _) 19-9-4 TI: F21 QTY:7 ========-=====Joint Locations=============== 1) 0- 0- 0 7) 14- 5- 8 13) 11-11-12 2) 2- 9- 0 8) 16- 0- 0 14) 10- 3- 9 3) 5- 3-12 9) 17- 0- 4 15) 5- 3-12 4) 7-10- 8 10) 19- 9- 4 16) 3- 9- 4 5) 10- 3- 9 11) 19- 9- 4 17) 0- 0- 0 6) 11-11-12 12) 14- 5- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3- 6 1087 0 0 BOT PIN 19- 5-14 1087 0 0 BOT H-ROLL 1 2 3 4 5 -- 7 8 g 1. 11-1-11 2X4 4X8 1.5X3 "17 16 15 1087N 6.75" 1.5X3 14 19-9-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Cmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 GREENRROOK Cr.0"E!30.1`1.327na Design: Afalrit Analysis YYAKIVIIVV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Hacing shown on this drawing is not e,-Iion bracing, wind bracing. !mortal bnnchng or similar bracing which is a put of the building design and which most be c ,sldemd by the building designer. Bma ng showri is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specdled locations delemmned by tie building designer. AddWonal bracing of to overall structure may be ralubed. IS" IIIB-91 of TPI). (Truss Plate Institute. TPI, is located at 583 D'Onofrlo Drh•e, Madison. Wisconsin 53719). JOB PATH: C:17'EE-LOKVOBSIBBRAF L5X3 W=3X44X8 1-4-0 I 1 12 it 1087# 6.75" scale = 0.3389 Eng. Job: : BBRAF Dwg: Truss ID: F21 Dsglir: TLY Chk: Date: 2-04-02 TC Lire 40.0 psf DurFac - Lbr: 1.00 TC Dead 10.0 PSI* DurFac - Plt: 1.00 BC Live 0.0 Inf O.C. Spacing: 24.0" BC Dead 5.0 psf Design Criteria: TPI Code Desc: TOTAL 55.0 psi V:01.25. 2- 195- 4i TICS: 12.10.0) 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 far damages as a result of faulty or Incortect Idonnallon, specifications and/or deslgns furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- etfle p Jett and accepts no responsibility or exercises no control with regard to fabrlea- dim. handling. shipment and installation of trusses. This truss has been designed as an Individual budding component In accordance with ANSI/TPI 1.1995 and NDS-97 to be Incorporated ns part of the budding design by a Building Designer (registered architect or professional engtil"r). 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 cllnalle records for wind or snow loads. pr )col spttifl-thous or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (Lop or bottom) are conunu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding. they should to braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured front 20 gauge hot dipped gahanleed steel meeting ASfM A 653. Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, tie fabricator shall review this drawing to verify that this drawing is In conformance with (lie fabdcalor's plans and to realise a continuing responsibility for such ven. fleatlon. Any disciepancles are to be put in writing before cutting or fabrication. Plates shag not be Installed over Wnothaln. knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con - nectar plates shall be located on both faces of the bias with rinds fully bnbedded and shad be syrn. about the Joint unless otherwise shorn. A 5s4 plate Is 5- wide x 4- long. A GA plate Is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the c Imid of the webs unless otherwise shown. Connector plate si. are minimum sizes based on the forces shown and may need to be Increased for c ualn hand. ling and/or erection stresses. This truss is not to be fabricated with file retardant treated lumber on otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AN bracing and erection recommendations are to be followed In accordance wllh'llandling Installing A Bracing', IIIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always requb ed. Normal precautionary action for trusses rcqutres such temporary bracing during Installation between trusses to avoid (oppling and dominobmg. The supervision of creeuon of trusses shall be under the control of persons mpenenced In the IssL.11.t m of trusses. Professional advice shad be sought if needed. Concentration of construction loads greater [hall the design toads shad not be applied to trusses at any time. No loads the, than the .weight of the ereclors shall be applied to susses until after all fastening and bracing s completed. JO: tSAMUKY U(JOR AC: TOP CHORDS: 4x2 SP #2 4x2 SP #1 D 1 BOT CHORDS: 4x2 SP #2 4x2 SP #1 D 2 WEBS: 4x2 SP #3 2-4x2 SP #3 1 3-4x2 SP #3 13 MAX LIVE LOAD DEFLECTION: L/672 at JOINT #14 L=-0.33" D=-0.12" T=-0.45" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB = 1.00 30.00" in ` 2 2X4 4X8 1-4-0 '17 1051# 6.75" WO: BBRAF WE: 2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss *NOT* designed for wind load! TC... FORCE ... CSI ..BC... FORCE ... CSI 1- 2 0 0.28 17-16 2035 0.58 2- 3 -3337 0.40 16-15 2035 0.49 3- 4 -3337 0.41 15-14 3997 0.91 4- 5 -3979 0.90 14-13 3979 0.98 5- 6 -3979 0.62 13-12 3979 0.98 6- 7 -3221 0.61 12-11 1920 0.46 7- 8 -3221 0.37 8- 9 -3221 0.64 9-10 44 0.49 ' 14 5 6 �- 1-5-0 1.5X3 4 .. I— 3X4 1.SX3 3X8 4X10 19-6-8 EXCEPT AS SHOWN PLATES ARE 1-1.20 GA TESTED PER ANSI/T131 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1690 GREENBROOH Cl`.0viED0.FL32766 Design: bfarric Analysis n►HKIVING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not election bmaing, wind bracing, portal bracing or similar bracung which is a part of the budding design and which nnisl be considered by tine budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Pruvislons must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the ovemll structure rimy be required. (See IIIB-91 of Tpll. frruss Plate Institute, TPI, Is located at 583 D'Dnofno Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LOWOBSIBBRAF TI: F23 QTY:3 =___====_ e:==Joint Locations=============== 1) 0- 0- 0 7) 13-11-12 13) 11-11-12 2) 2- 9- 0 8) 15-11- 0 14) 10- 5- 4 3) 5- 3-12 9) 16- 6- 8 15) 5- 3-12 4) 7-10- 8 10) 19- 6- 8 16) 3- 6- 8 5) 10- 5- 4 11) 19- 6- 8 17) 0- 0- 0 6) 11-11-12 12) 13-11-12 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3- 6 1050 0 0 BOT PIN 19- 0- 4 1099 0 0 BOT H-ROLL / 8 9 ld eV^ -4X8 1.5X3 Y -F 1-4-0 M 12 1 jl 1100k 3.50'CAN'r: 04-8 scale = 0.3429 Eng. Job: D%vg: Dsgnr: TLY Cltk: TIC Live 40.0 psf TIC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf '1'0'1'AL 55.0 Dsf Truss ID: F23 Date: 1-03-02 DurFac - Lbr: 1.00 DurFac - PIt: 1.00 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: l nI.W"M 11CS: 11.28.01 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a mull of faulty or Incorrect bdormation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Womtation as it may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- ❑on, handWtg. shipment and Installation of amasses. This been truss has designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be bicorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes• local climatic records for wind or snow bads. project specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy loads. The design assumes compression chords hop or bottom) arc continu- ously braced by sheathing unless otherwise specified. 'Arhem bottom chords In tension art not fully braced laterally by a properly applied rlgld cegbhg. they should be hraeed at a madrnum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASI•M A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such vert- fleaUon. Any di-pancles nre 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 tight Biting wnod to wool beating. Con- nector plate shall be located on both fates of the truss with naLLs fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate Is 5- wide s 4' long. A 6,vB plate is 6- wide x 8- long. Slots (holes) nm parallel to the plate length specified. Double cuts on well members shall meet at the ceuLmId of the webs unless otherwise shown. Connector plate sIZ- are minlmum sizes based on the fort- shown and may need to be Increased for certain hand- ling and re and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise sl)on. For addlUan it Information on guably Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are rot be followed In accordance with "Handling Installing & Bracme. HIB-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 stmlght and plumb pos- (lion and for realsting lateral fumes shall be designed and mu[ ed by others. Careful hand- ling is essential and erection bracing Is always requbed. Non al precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid lopping and domilnobng. The supervision of erection of trusses shall be under the control of persons exp-fenced In the InsUBaUon of trusses. Professional advice shall be sought B needed. ConcentmUon of conslrucuon loads greater than the design Icads shall not be applied to trusses at any time. No loads other than the weight of the emetors shall be applied to trusses until after all fastening and bracing is completed. JD. DAYOUKY I'LUUK AU: TOP CHORDS: 4x2 SP #2 D 4x2 SP #1 D 1 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,28 MAX LIVE LOAD DEFLECTION: L/522 at JOINT #33 L=-0.45" D=-0.17" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.15" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.11" RMB = 1.00 WO: BBRAF WE: This truss *NOT* designed for wind load! ..TC...FORCE... CSI 1- 2 -1919 0.15 2- 3 -1919 0.12 3- 4 -4540 0.31 4- 5 -4540 0.32 5- 6 -5610 0.55 6- 7 -5610 0.56 7- 8 -5877 0.93 8- 9 -5877 0.66 9-10 -5877 0.94 10-11 -4135 0.59 11-12 -4135 0.50 12-13 71 0.32 14-15 71 0.33 15-16 -1982 0.36 16-17 -1982 0.31 17-18 -1982 0.53 18-19 -1954 0.75 19-20 -1954 0.89 20-21 879 0.52 21-22 879 0.52 11 2 3 4 5 6 1 8 9 10 - 5-11-4 4- 0-4-0 14-0 1.5X3 I.5X3 1.5X3 fir=3X6 -L 5X8 4X6 4X6 3X4 1.5X3 3X6 30.00" typ. ..BC... FORCE ... CSI 38-37 0 0.02 37-36 3419 0.86 36-35 5610 0.68 35-34 5610 0.71 34-33 5818 0.74 33-32 5277 0.67 32-31 2346 0.32 31-30 2346 0.68 30-29 -71 0.00 29-28 1270 0.41 28-27 1270 0.45 27-26 1954 0.94 26-25 1954 0.94 25-24 1225 0.58 24-23 0 0.10 TI: F3 BTY:2 ________======Joint Locations==============_ 1) 0- 0- 0 14) 19-11-12 27) 25- 1-.4 2) 1- 8- 4 15) 22- 6- 8 28) 23- 9- 4 3) 3- 2- 0 16) 24- 5- 4 29) 19-11-12 4) 4- 4-14 17) 25- 1- 4 30) 19- 9-12 5) 5- 8- 8 18) 26-10-12 31) 16- 0- 0 6) 6- 2- 0 19) 29- 0- 4 32) 14- 8- 4- 7) 7- 0- 0 20) 31- 1- 8 33) 9- 6-12 8) 9- 6-12 21) 33- 9- 0 34) 6- 2- 0 9) 10- 2-12 22) 35- 9- 4 35) 5- 8- 8 10) 12- 1- 8 23) 35- 9- 4 36) 4- 4-14 11) 14- 8- 4 24) 33- 9- 0 37) 1- 8- 4 12) 17- 3- 0 25) 29- 0- 4 38) 0- 0- 0 13) 19- 9-12 26) 26-10-12 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 35- 9- 4 BC Vert L+D -10 0- 0- 0 -10 35- 9- 4 Concentrated LBS Location TC Vert L+D -435 35- 9- 4 BC Vert L+D -590 5-11- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3- 6 1511 0 0 BOT PIN 19-10-12 1961 0 0 BOT H-ROLL 33- 6- 8 1491 0 0 BOT H-ROLL 14 15 M 17 18 19 20 27-11-8 �- 2-0-0 435# 1.5X3 1.5X3 1-4-0 1.5X3 4X10 1.5X3 3X6 tar=3X6 3X4 1.5X3 3X8 3X4 3X4 5X10 6X8 6X8 6X8 1V=3X6 3X6 3X6 1.5X3 3X4 3X4 3X6 1.5X3 6X12 4X6 111=3X6 3X10 ff`9 R 35-9-4 38 37 36 35 34 33 32 31 30 29 28 27 A 1511# 6.75" 25 1961# 3.50" 24 2 1492# 8.00'h 19-10-12 13-11-12 590# 35-9-4 EXCEPT AS IIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR Cr.Ov1EDO.FL32706 Design: Afdtri.r Analysis 1IYAKNING: 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 st Itar bracing which is a lort of the building design and which must be consldered by the building designer. Bracbhg shun is for lateral support of truss members only to rmitice buckling length. Provisions must be made In anchor lateral bracing at ends and spectflcd locations determined by We building designer. Additional bracing of the overall structure may be required. (See HIB-91 of ivi). frnhss Plate Institute. TPI, is located at 583 D'Onnfrio Drive. Madison. Wtscunsln 53719). JOB PATH: C:ITEE-LOXVOBSIBBBAF CANT: 1-10-12 = 0.1873 Eng. ,lob: Dtvg: Dsgar: TLY Chk: : B RAF Truss ID: F3 Date: 3-14-02 TC Live 40.0 risf DurFQC - Lbr. 1.00 TC Dead 10.0 psf DurFae - Pit: 1.00 BC Live 0.0 psi O.C. Spacing: 24.011 BC Dead 5.0 psf Design Criteria: TPI Code Desc: TOTAL 55.0 psr V:01 25 02- 983 - 41 HCS: 12.19.01 DESIGN INFORMATION This design Is for an Individual building component and has been based on In iornatIon provided by the client. The designer disclaims any respon,lbWty for damages as a result of faulty or incorrect Information. speelflcaLlons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- clflc project and accepts no responsibility or "crelses no control with regard to fabrica- non. 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 pin 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 checker) to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu. ously bmccd by sheathing unless othcmise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling• they should be braced at a maxbnum spacing of 10`0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeWig ASTAI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to ealtze a continuing responsibility for such vert- Deltion. Any discrepancles are to be put In writing before cutting or fabrics Lion. 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 syrn. about the Joint unless otherwise shown. A Sx4 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 al the cenlrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are I* be followed in accordance with "Handling Installing R Bracing'. HIB-91. Trusses are to he handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm Ilion and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erectln bracing is always required. Normal precautionary action for truss" requires such temporary bracing during installation between trusses to avoid loppl!ng and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of truss". Professlonal advice shall be sought If needed. Concentration of cmutructlon loads greater than the design loads shall not be applied to trusses at any ilme. No loads outer than the weight of the erectors shag be applied to trusses until after all fastening and bracing Is completed. JO. ors r 0UK Y t LUU t AU: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #1 D 4x2 SP #2 D 2 4x2 SP 02 3 WEBS: 4x2 SP #3 2-4x2 SP #3 1,23 Partial Double Chord to be same size and grade as chord to which it is attached. This truss *NOT* designed for wind load! MAX LIVE LOAD DEFLECTION: L/425 at JOINT #31 L=-0.54" D=-0.20" T=-0.75" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.12" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB = 1.15 30.OU"_I lbp. �l 1 2 3 4 5 �- 6-3-12 -o{ r)' WO: BBRAF WE: 2x6 continuous strongback. Attach to each truss with 3-10d nails. Splice stiffback on truss vertical. MULTIPLE LOADS -- This design is the composite result of nwltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. ..TC... FORCE ... CSI 1- 2 0 0.19 2- 3 -3762 0.97 3- 4 -3762 0.63 4- 5 -4505 0.66 5- 6 -4505 0.29 6- 7 -4505 0.47 7- 8 -3414 0.54 8- 9 -3414 0.47 9-10 76 0.32 11-12 76 0.33 12-13 -1974 0.37 13-14 -1974 0.31 14-15 -1974 0.52 15-16 -1946 0.74 16-17 -1946 0.89 17-18 879 0.52 18-19 879 0.52 1-4-0 W=3X6 3X6 6XI2 3X6 6X8 3X6 3X4 4X8 6X8 3X6 IV=3X6 6X8 N=2X4 i9 ..BC ... FORCE ... CSI 33-32 2132 0.90 32-31 3762 0.73 31-30 3762 0.73 30-29 4206 0.43 29-28 4206 0.99 28-27 1982 0.55 27-26 -76 0.00 26-25 1269 0.33 25-24 1269 0.43 24-23 1946 0.89 23-22 1946 0.89 22-21 1223 0.55 21-20 0 0.09 a 9 10 11 1.5X3 1.5X3 4X8 1.5X3 3X10 11'=3X6 3X6 4X6 R. TI: F31 QTY:1 _________=====Joint Locations=============== 1) 0- 0- 0 12) 22- 6- 8 23) 26-11-.o 2) 2- 9- 0 13) 24- 5- 4 24) 25- 1- 4 3) 5- 3-12 14) 25- 1- 4 25) 20- 8- 8 4) 7- 3-12 15) 26-11- 0 26) 19-11-12 5) 9- 6-12 16) 29- 0- 8 27) 19- 9-12 6) 10- 2-12 17) 31- 1- 8 28) 14- 8- 4' 7) 12- 1- 8 18) 33- 9- 0 29) 10- 2-12 8) 14- 8- 4 19) 35- 9- 4 30) 9- 6-12 9) 17- 3- 0 20) 35- 9- 4 31) 7- 3-12 10) 19- 9-12 21) 33- 9- 0 32) 5- 3-12 11) 19-11-12 22) 29- 0- 8 33) 0- 0- 0 ------------ TOTAL DESIGN LOADS --------_ Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 35- 9- 4 BC Vert L+D -10 0- 0- 0 -10 35- 9- 4 Concentrated LBS Location TC Vert L+D -435 35- 9- 4 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 3- 6 1089 0 0 BOT PIN 19-10-12 1859 0 0 BOT H-ROLL 33- 6- 8 1491 0 0 BOT H-ROLL 435# 15 16 27-11-12 �°- 2-0-0 L5X3 1-4-0 3X6 IV=3X6 3X4 1.5X3 3X8 3X4 3X4 -� -Niit tl '33 32 31 3029 28 27 2(25 1090# 6.75" 1860# 3.50" ° 19-10-12 35-9-4 EXCEPT AS TOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDO.FL37766 Design: Malin Ana!}•sis 1►VAMINU: 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 ermilon bmcing, wind bmchig. porn] bmcing or similar bracing which la a (cart of the building design and which most be considered by the building d"Igner. Dmcing shown is for lateral support of truss members only to raluce buckling length. ProvL lulls host be made to anchor lateral bracing at ends and specified [-hors determined by the building designer. Additianal bmcing of tie overall structure may be required. [See 11ID-91 of TPI). (Truss Plate Institute. TPI. is ]owed at 583 D'Onofrio Drive. Madison. Wisconsin 537 19). JO8 PATH: C:ITEE-1,0KU0BS1B1JR IF 3X6 1.5X3 3X4 L5X3 3X10 24 23 22 21 2 1492# 8.00" CANT: 1-1042 - 13-11-12 Eng. Job: Divg: Dsglir: TLY Chk: TC Live 40.0 psr TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTA L 55.0 psf = 0.1873 Truss ID: F31 Date: 1-03-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: 11CS: 11.28.01 DESIGN INFORMATION 7111s design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for dnmages as n result of faulty or Incorrect Information. specNpllons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Wbrmation as It may relate to n spe. ctfic project and accepts no responsibWty or exemt,es no control with regard to fabrica- tion. handling. shipment and bistallatlon of trusses. Thls truss has been designed as an fndhidual budding component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Budding Designer (registered architect or professional englneed- 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 Shawn. truss has not been designed for storage or occupancy loads. The design assume compression chords (lop or bottom( are conUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng. they should be braced at a maximum spacing of 10'-0" o.c Connector pl la had be manufactured Imm 20 gauge.. hot dipped galanlzed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwtng to vertly that this drawing is In conformance with the fabri©tors plans and to realize a conunuing responsibility for such vert- 0cat(on. Any discrepancies are to be put In writing before cutting or fabrtcaUon. Plata shall not be insalted over knotholes. knots or distoned grain. Members shall be cut for tight filling wood to wood hearing. Con. nector plates shall be located on both facet of the truss with nabs fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8" long. Slots (holes] run Parallel to the plate length specified. Double cuts on web members stall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minbnum sizes based on the forces shown and may need to be increased for certain hand- -9 and/or erection slrcsses. This truss Ls not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Wonnatlon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling Installing & Bracing". IIIB-91. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Its- and far residing lateral force shall be designed and Installed by others. Careful hand- ing Is essential and erection bracing is always requiretiry d. Normal precauonaaction for russes trequires such temporary bracing during Installation between trusses to avoid toppling and domtnoing. The supervision of erecuon of trusses shall be under the control of persons experienced In the t-L.U.UOn of trusses. Professionai advice shall be sought if needed. Cancenlrauan of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the welght of the erectors shad be applied to trusses until after all fastening and bracing Is completed. JD: WAYOUKY r1uVK AC: ***** CUTTING ONLY **** TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 2-4x2 SP #3 4x2 SP #3 GABLE STUD: 4x2 SP #3 WO: BBRAF WE: **** Truss NOT designed for wind Loads. **** All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 28,32,33 *** CUT TOP CHORD OVER INTERIOR SUPPORT *** This truss *NOT* designed for wind load) TI: F33 9TY:1 --------------Joint Locations--------------- 1) 0- 0- 0 23) 26-10- 0 45) 22-10-.0 2) 1- 6- 0 24) 28- 2- 0 46) 21- 6- 0 3) 2-10- 0 25) 28-10- 8 47) 20-10-12 4) 4- 2- 0 26) 29- 6- 0 48) 20- 2- 0 5) 5- 6- 0 27) 30-10- 0 49) 18-10- 0 6) 6-10- 0 28) 32- 2- 0 50) 17- 6- 0. 7) 7- 1- 8 29) 33- 9- 0 51) 16- 2- 0 8) 8- 2- 0 30) 33- 6- 0 52) 14-10- 0 9) 9- 6- 0 31) 34-10- 0 53) 13- 6- 0 10) 10- 7-12 32) 35- 9- 4 54) 12- 2- 0 11) 12- 2- 0 33) 35- 9- 4 55) 10-10- 0 12) 13- 6- 0 34) 34-10- 0 56) 9- 6- 0 13) 14-10- 0 35) 33- 6- 0 57) 8- 2- 0 14) 16- 2- 0 36) 33- 9- 0 58) 7- 1- 8 15) 17- 6- 0 37) 32- 2- 0 59) 6-10- 0 16) 18-10- 0 38) 30-10- 0 60) 5- 6- 0 17) 20- 2- 0 39) 29- 6- 0 61) 4-10-12 18) 21- 6- 0 40) 28-10- 8 62) 4- 2- 0 19) 22-10- 0 41) 28- 2- 0 63) 2-10- 0 20) 24- 2- 0 42) 26-10- 0 64) 1- 6- 0 21) 24- 9- 4 43) 25- 6- 0 65) 0- 0- 0 22) 25- 6- 0 44) 24- 2- 0 1 2 3 4 5 67 8 9 10 11 12 13 14 15 IC 17 l8 119 202122 23 242526 27 28 2S0 31321 14-0 L5X3 N=1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 W=3X6 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 3X4 14-0 3X4 1.5X3 LSX3 3X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1V=3X61.5X3 3X4 1.5X3 1.5X3 3X4 3X4 3X4 1.5X3 1.5X3 L5X3 1.5X3 1.5X3 1.5X3 1.5X3 L5X3 1.5X3 1.5X3 1.5X3 1.SX3 i.5X3 1.5X3 %1'=3X6 3X4 1.5X3 1.5X3 1.5X3 1.5X3 1V=3Xd.5X3 LSX3 3X4 1.5X3 1.5X3 1.5X3 1.5X3 L5X3 1.5X3 1.5X3 3X8 k 35-94 319 r '65 64 63 626160 59 58 57 56 55 54 53 52 51 50 49 48 474 4 �4 43 42 414039 38 37 31T5 3433 ON 8.00" 35-9-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 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 GREENBROOK CT.OVIEDO.FL327GG Design: A/airir Analysis WAKNIN(j: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection brachng. wind bracing. portal bracing or sbnflar bracing which Is a pan of the budding design and which must be consfde-I by the budding designer. Bracing shown Is Ibr lateral support of truss nnennbem only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by Lite budding designer. Additional bracing of the overall structure may be rmiulred. fSer. IIIB-91 of TPq. Fruss Plate Institute. TPI. is located at 583 D'Onofno Drive. Madison. Wisconsin 53719). JOB Wit: C:17EE-L0KV08SiBBR4F of 8.Oo° Studs ® 14-0 o.c. Eq. Job: Dwg: Dsgnr. TLY CU: TIC Live 40.0 psf TIC Dead 10.0 psf 13C Live 0.0 psf 13C Dead 5.0 psf TOTAL 55.0 usf CANT: 1-10-12 scale = 0.1873 Truss ID: F33 Date: 2-25-02 DurFac - lbr: 1.00 DurFac -Pit: 1.00 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: NCS: 12.19.01 DESIGN INFORMATION This design Is for an Individual building component and bas been based on Infannalion 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 protect and accept no nesporisibWly or exercises no control wIlh regard to fabrim. tlon, handling• shipment and instanaUon of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TM 1-1995 and NDS-97 to be Incorporated as pin of the building design by a Building Deslgner (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 dimalic records for wind or snow ("ads. Project spcelftcations or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design asstunes compression chords (lop or bottom) an continu- ously bra-- by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid eciling, they should be braced at a maximum spacing of 10.4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTAI A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwtng to verify that this drawing is In conformance with the tabn©tor's plans and to eallze a continuing responsibility for such veri- fication. Any discrepancies are to be put m writing before cutthig or fabrication. Plates shall not be Installed over knotholes. knots or distorted grain. %lcmbers shall be cut for tight fitting wood to wood tearing. Con- nector plates shall be located on loth 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 6.x8 plate is 6- Mile x 8- fang Slots ()latest run parallel to the plate length specified. Double cuts on web meniben shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless oilierwise shown. For addillonal lnfortnaUon 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", HI171-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temiorary and permanent bracing for holding trusses In a straight and plumb p-- Ition and for resisting lateral forces shall be, designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requbes such temporary bracing during Ilistallallon between muses to avoid loppllng 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 ro"struetlon loads greater than the design loads shall not be applied to trusses at any time. No Inads other than the weight of the eremt- still be applied to mosses until after all fastening and bracing Is completed. Jb: t5AYtSUKY hLUUR AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 4,13 MAX LIVE LOAD DEFLECTION: L/962 at JOINT # 6 L=-0.16" D=-0.06" T=-0.22" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 30.00" till). el WO: BBRAF WE: MULTIPLE LOADS -- This design is the conposite result of multiple loads. 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 0.23 2- 3 513 0.45 3- 4 513 0.45 4- 5 -2212 0.34 5- 6 -2212 0.37 6- 7 -2190 0.59 7- 8 -2190 0.68 8- 9 854 0.38 9-10 854 0.50 10-11 854 0.50 .-BC ... FORCE ... CSI 19-18 51 0.24 18-17 1496 0.39 17-16 1496 0.38 16-15 2190 0.77 15-14 2190 0.77 14-13 1432 0.48 13-12 0 0.09 TI: F4 QTY:3 Locations=============== 1) 0- 0- 0 8) 14- 8-10 15) 10- 3- •6 2) 0-10-14 9) 16- 1- 8 16) 8- 8-10 3) 3- 6- 6 10) 17- 4- 2 17) 4- 1-14 4) 6- 1-14 11) 19- 4- 6 18) 3- 6- 6 5) 8- 8-10 12) 19- 4- 6 19) 0- 0- 0 6) 10- 3- 6 13) 17- 4- 2 7) 12- 4-14 14) 12- 4-14 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 19- 4- 6 BC Vert L+D -10 0- 0- 0 -10 19- 4- 6 Concentrated LBS Location TC Vert L+D -435 19- 4- 6 ---- MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 6-10 1184 0 0 BOT PIN 17- 1-10 1447 0 0 BOT H-ROLL j 435# it 2 3 4 5 6 7 8 9 10 11 11-4-2 �+- 2-0-0 1.5X3 4X6 1.5X3 -p- 2X4 3X6 1.5X3 3X4 1.5X3 3X8 W=3X4 2X4 3X4 1-4-0 1-4-0 ®4X6 1V=3X4 3X6 L5X3 3X4 1.5X3 3XIQ 3X10 1..5X3 0�� M ffq 19-2-14 9 CANT: 3-4-14 17 1185N816 3.50" 15 14 13 12 ia 1447N 8.00" CANT: 1-10-12 19-4-6 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 WARNING: READ All NOTES ON THIS SHEET. Eng. Job: scale = 0.3460 : BBRAF FMaroinida Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D"'b: Truss ID: F4 CONTRACTOR. Dsgar: TLY Chk: Date: 1-03-02 4005 MARONDA WAY BRACING WARNING: TC Live 40.0 psf DurFac - Lbr: 1.00 SAN FORD, PL. 32771 Bracing shown on this drawsrig Is nut section bmcing. wind bracing. portal bmchng or shrill., bracing .which Is a Ilan of the building design and which be TC Dead 10.0 pSr DurFae - Pit: 1.00 (407) 321-0064 Fax (407) 321-3913 must consideted by the building desi ppo i gncr. Bradng shown is for Inlcnal su rt o(tnnss mcmtxrs only to reduce buckling length. Pro�is(ons must le node to anchor lateral (3L hn•e 0.0 1)Sr O.C. Spacing: 24.0" g: TOMAS PONCE P.E. LICENSE bracing at ends and sje iftcd locations determined by the building designer. Addklonal bracingof the overall structure rues, be required. IS- IUB.91 of TPO. BC Dead 5.0 Design Criteria: TPI #0050068 1890 GREENBROOK Cr.OVIEMYL37766 (Truss Plate Institute- TPI. is located at 583 I;Orui rlo Drive. AtadLson, Wiscorsm 5.17 N). psr Code Dese: Design: M1fntrir Analysis JOB PA771: C.•ITEE-LUKVOBSlBBR4F IOI,AL 55.0 P sf V:12.03.01- 10681- 8 11CS: 11.28.01 DESIGN INFORMATION This design Is for an Individual building component and has been trued on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Infonnallon. specifications and/or designs furnished to the truss designer by lire client and the corectiness or accuracy of this Infonnallon as It may relate to a spe. elic protect and accepts no responsibility or exercises no control with regard to fabrlea- llon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component, In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer btolered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage of occupancy loads. She design assumes compression chords (top or bottom) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxhnum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMI A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabdollon, 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 v rl- Ileallon. Any discrepancies are to be put In writing before cutting or fabrication. Plate shall not be Installed over Wnalht les. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be symn. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8- long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the cenlruld of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the run- shown and may need to be increased for certain hand - Wig and/or erection stresses. Tills truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing and erecUon recommendations are to be followed In accordance wilh'Handling InstaWng d 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. Ilion and for residing lateral forces shall be designed and installed by others. Careful hand. ling I. essential and erection bracing U always required. Nonni precautionary action for trusses terrines such temporary bracing during Instabatlon between misses to avoid toppling and dom(noing. The supervision of erection of trusses shall be under the control of persons uperlenced 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 electors shall be applied to Iusses until alter all fast—ing and brachtg Is completed. r,..,r, t uun f I-wvrc Hl.: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 10 MAX LIVE LOAD DEFLECTION: L/813 at JOINT # 9 L=-0.17" D=-0.06" T=-0.23" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 30.00" 1vi). 11 1.5X3 I.5X3 3X6 T 1-4-0 WO: BBRAF WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. 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 0.33 2- 3 -2075 0.40 3- 4 -2075 0.50 4- 5 -2040 0.71 5- 6 -2040 0.91 6- 7 878 0.51 7- 8 878 0.51 ..BC ... FORCE ... CSI 14-13 1387 0.45 13-12 2040 0.89 12-11 2040 0.89 11-10 1257 0.53 10- 9 0 0.08 4 j 8-0-8 —� 2-0-0 TI: FS QTY:4 =_ =_=====Joint Locations=============__ 1) 0- 0- 0 6) 11- 4- 8 11) 9- 1- 4 2) 2- 9- 0 7) 14- 0- 0 12) 6-11-12 3) 5- 3-12 B) 16- 0- 4 13) 5- 3-12 4) 6-11-12 9) 16- 0- 4 14) 0- 0- 0 5) 9- 1- 4 10) 14- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -100 0- 0- 0 -100 16- 0- 4 BC Vert L+D -10 0- 0- 0 -10 16- 0- 4 Concentrated LBS Location TC Vert L+D -435 16- 0- 4 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 0- 1-12 760 0 0 BOT PIN 13- 9- 8 1503 0 0 BOT H-ROLL 8 1 435N _ ■�■�� ■ I� I� I ■ I�tt�t�l.t�14-0 ■tI ��� rII 114 13 760N 3.50" r 16-0-4 EXCEPT AS Sll0%VN 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 I fi90 GREENBROOK CT.OVIEDO.FL327G3 Design: Afarrit Analysis 1I0 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shmvn on this drawing Is not erection bracing, wind bracing, fotml bracing or similar bracing which Is a part of the budding design and which must be is Inn considered by the hu8din showq dcslgmmr. Bracing er lateral suplori of tnrss rncnders only In reduce buckling length. pmnti Ions must he made to anchor lateral bracing at ands and specdkd locations determined by the building designer. Additional bracing of the m•emli structure nlav be rnlulred. (See HIB-91 of TPI(. (Truss Plate Institute. Till. Is looted at 583 60riefrio Drlvc. Madison. Wisconsin 537191. JOB PATH: C:I1FE-LOKV0BSiBBRAF 3X10 1.5X3 1503# 8.00" Eug. Job: Dwg: Dsgur: TLY Clik: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psf TOTA L 55.0 DSf CANT: 1-10-12 scale = 0.4182 r+vr�z-st Truss ID: F5 Date: 1-03-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: "CS.' 11.28.01 DESIGN INFORMATION This design is for an Individual building component and has been based on [,,formation provided by file client. The designer di-lalms any msponslbilty for damages as a result of faulty or Incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy If this Informa0on as It may relate to a spe- cific pmjmt and accepts no responsibility or exerclses no control with regard to fabrim- 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 beincorporated as part of the building design Ilya Building Designer (registered architect or professional engtreerl. 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. loc l climatic records for wind or snow loads. pmJect specifications or spacial applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly app8ed 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 galvanV.ed steel meeting A57M 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 aUw a continuing responsibility for such veri- fication. Any diserepancln are to be put in writing before cutting or fabrication. Plates shall not be installed over Imolholes. knots or distorted goat.. Members shad be cut for light fitting wood to wood bearing. Con- nector plate shall be 1—ted on both laces of the truss with .-I[, fully [-bedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts can web member shall meet at the cenWld of the webs unless otherwise shown. Connector plate sizes are minimum !tees 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 Con Vol refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erecllon rccammendators are to be fo8onl in accordance with -HandWog Installing h Bracing-. HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plounb pos- I�In'lon and for restating lateral forces shall be pntgned and installed by others. Careful hand- 9 is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between Intsses to avoid toppling and domhming. The supervision of erection of trusses shall be under the control of persons mperienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater �I tun the design loads shall not be applied to I saes at any line. No loads other than the �•elgit of the erectors shall be applied to cusses mdll after all fastening and bracing completed. JD. DM f DUK T rLLtJVK Al:: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 10 MAX LIVE LOAD DEFLECTION: L/999 L=-0.09" D=-0.03" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 WO: BBRAF WE; This truss *NOT* designed for wind load! ..TC... FORCE ... CSI 1- 2 0 0.35 2- 3 -1606 0.37 3- 4 -1606 0.30 4- 5 -1946 0.31 5- 6 -1946 0.44 6- 7 0 0.38 ..BC ... FORCE...CSI 12-11 1321 0.37 11-10 1946 0.56 10- 9 1946 0.60 9- 8 1319 0.46 1.3 30.00" typ. 13-3-4 2 3 4 f'— 6-11-8 —� 1-10-8 LSX3 �1.5X3 T 1-4-0 1 r n12 730# 3.50" TI: F6 QTY:4 ==========-===Joint Locations============--- 1) 0- 0- 0 5) 7-11- 8 9) 7-11- A 2) 2- 9- 0 6) 10- 6- 4 10) 5-11- 8 3) 3- 8- 8 7) 13- 3- 4 11) 3- 8- 8 4) 5-11- 8 8) 13- 3- 4 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 729 0 0 BOT PIN 12-11-14 729 0 0 BOT H-ROLL 3X6 1.5X3 7lyd ___ _ 1- 13-3-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOR CT.OVIEDO.FL32766 Design: Matrix Analysis J.14 U11'HKI"IMU: 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 desfgner. Bracing shrives 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 file building designer. Additional bracing of the mrora8 structure may be required. (See Hill-91 of TP6. (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Maidison. Wisconsin 53719). JOB PATH: C.ITEE-LOKVOBSIBBF.4F Eng. Job: Dwg: Dsgur: TLY CIA: TC Live 40.0 psf TC Dead 10.0 psf BC Live 0.0 psf BC Dead 5.0 psr TOTAL 55.0 usf T 1-4-0 I 3X6 730# 6..{I75" 1 scale = 0.5049 WO: BRAF Truss ID: F6 Date: 3-14-02 DurFac - F 1.00 DurFac - PIt: 1.00 O.C. Spacing: 24.01, Design Criteria: TPI Code Desc: V:01.25.02— 9848— 5: 11CS: 12.19.01 DESIGN INFORMATION Thls design is for an Individual building component and has been based on Information provided by the client. The designer disclaim any r-po,.IbWty for damages as a result of faulty or Incorrect brformatlon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Lnf r Uon as It may relate to a spe. elfle p jecl and accepts no responsibility or eserclses no control with regard to fabrica- tion, handling. shipment and Installation of truss-. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be inmrpomtcd as part of the building design by a Building Designer (registered architect or professlonal 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 lards. 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 uriless otherwise specified. Where bottom chords fit tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES prior to fabrication. the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabncators plans and to rnitze a continuing responslbWty, for such veri- ficatwn. Any discrepancies are to be put in writing before cutting or fabrication. plates shall not be Instated over knolhol-. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be locoed on both faces of the truss with nails fully hubedded and shall be sym. about the joint unless otherwise shown. A 5.14 plate Is 5' wide x 4- long. A 6.8 plate is 6- wide x 8' long. Slots Iholesl run parallel to the plate length specified. Double cuts on web members shall meet at the eentrold of the webs u= otherwise shown. Connector plate sizes minbnumh sizes lased on the forcesshown and may need to be Increased for certain hand. fling and/or rectlon stresses. This truss Is not to be fabncaLed with fire retardant treated lumber unless otherwise shown. For addluonal Infemnauan 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 N Bmcing-, IdIB-91. Truss- are to be handled with particular care during banding and bundling. delivery and mstallaUon to avoid damage. Temporary and permanent bmcing for holding trusses in a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and Installed by others. Careful hand- ing is essential and ereetlon bmcing d always required. Normal precautionary action for trusses requires such temporary bmcing during Installaton between trusses to avoid toppling and dominoing. The supervision of erection of truss- shall be under the control of persons experienced In the installation of lasses. professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any [line. No loads other than the weight of the erectors shall be applied to trusses unit after all fastening and bracing is completed. JD: DAYDURY I-LUUR AU TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 1,8 MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.00 1-4-0 WO: BBRAF WE: ---- This truss *NOT* designed for wind load! ..TC... FORCE ... CSI 1- 2 0 0.05 2- 3 0 0.19 4- 5 1 0.17 5- 6 -140 0.17 ..BC...FORCE... CSI 12-11 0 0.16 11-10 -1 0.16 10- 9 -1 0.00 9- 8 140 0.04 8- 7 0 0.01 TI: F7 9TY:I --==---=======Joint Locations=============__ 1) 0- 0- 0 5) 4- 1-10 9) 2- 7- 4 2) 0- 6- 0 6) 5- 9- 0 10) 2- 0-1' 3) 2- 0-12 7) 5- 9- 0 11) 0- 6- 0 4) 2- 7- 4 8) 4- 1-10 12) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type . 5-11- 4 205 0 0 TOP H-ROLL 0- 3- 6 116 0 0 BOT PIN 2- 4- 0 344 0 0 BOT H-ROLL 2X4 1.5X3 3X4 t cxz _- _ 1.3a.i JX4 12 11 c 10 9 11611 6.75" 345# 8.0011 2-4-0 5-9-0 EXCEPT AS 11OWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LM aronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LIcrNSE #0050068 1890 GREENBROOK CT.0L1ED0.FL327GG Design: Afarrit Analysis 4X6 3-9-0 Over 3 Supports TWAKNIIIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this dmwing Is not erection bracing. wind bmcing, portal bmcing or similar bracing which is a part of the building design and which must be mnsldered by the building designer. Bracing shown is for lateml support of truss members only to reduce buckling length. provisions must be made to anchor lateral bmcmg or ends and specified loIS"tions determined by the building designer. Additional bracing of the memll structure may be required. ISIi1B-91 W TPI). (Truss hr Plate Institute. TPI. Is culed al 583 D'Uno(nn Drive. Madison. Wisconsin 53719). JOB PAM: C:17FF-LOKI/OBSIBBRAF Eng. Job: Dsvg: Dsgltr: TLY Clik: TIC Live 40.0 psf TIC Dead 10.0 psf RC Live 0.0 psf RC Dead 5.0 psf TOTAL 55.0 usf 1-4-0 1.5X3 0-4-0 7 205# 3.50" 0-4-0 pp scae(2 A14 Truss ID: F7 Date: 3-14-02 DurFac - L15r: 1.00 DurFac -Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: 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 disclaim any responslbWty for damages as a result of faulty or incorrect Information. 5pec8icathms and/or designs furnished to the truss designer by the client and the correctness or accuracy of this IrifonnaUon as It may relate to a spe. cNe ptoject and accepts no responsibility or exercises no control with regard to fabrica. tion, handling. shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building cafes, lord climatic records for wind or snow Imds, project speeiflallons or special applied loads. Unless shown, truss has not been designed for stornge or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng. they should be braced al a maximum spacing of 10'-0' o.c Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AMI A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall --- this drawing to verify that this drawing is in conformance with the fabricators plans and to mallet a continuing responsibility for such ven- flotlon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. lumols or distorted grain. Members shall be cut for light fitting wool to woof 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 pole 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 —bs unless otherwise shown. Connector plate sizes are minirum sl-s 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 ss lumber unleotherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcing and erection recommendations are to be followed In accordance with "Handling Installing 9 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 stralght and plumb pos- Illon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling is essential and ercctlon bracing Is always requbed. Normal precaullonary 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. Ptofesslt- I advice shall be sought If needed. Concentration of conslrvcLlon loads greater than the design loads shall not be applied to trusses at any ltmo. No Imds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. Jt$: t3AYt3URY FLUUR AC: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 2-4x2 SP #3 115 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. 4-0 8 WO: BBRAF WE: This truss *NOT* designed for wind loadl ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 0 0.18 8- 7 0 0.25 2- 3 0 0.22 7- 6 198 0.30 3- 4 -198 0.23 6- 5 0 0.07 TI: F8 QTY:2 -==- =========Joint Locations=========___=== 1) 0- 0- 0 4) 3- 9- 0 7) 0- 6- 0 2) 0- 6- 0 5) 3- 9- 0 8) 0- 0- U 3) 2- 1- 5 6) 2- 1- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3-11- 4 234 0 0 TOP H-ROLL 0- 3- 6 210 , 0 0 BOT PIN 2X4 1.5X3 lxn — 211# 6.75" 3-9-0 - EXCEPT AS SIIOWN PLACES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROOR Cr-OVIEDO.FL327GG Ueiign: MmrLr Andh7it 4X6 YVAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown an this drawing i not erection bnehrg, wind bracing. Portal bracing of similar bracing which is a part of the building design and winch must be amnsldemd by the bulldmg designer. Bracing sl—i is for lateral support of truss members only to reduce buckling length. Provisions nunst be made to anchor lateral bmcing at ends and specified locations determined by the building designer. Addltiunal bracing of the overall structure may be requtred. IS- I IIB-91 01 TPI). (truss Plate institute. TPI. is lorded at 583 D'Onofdo Drive. Madison. Wisconsin 53719). JOB PATH: C:17'FF-LOKUOBS)BBRAF 4 14-0 1.5X3 0-4-0 235# 3.50" 040 scale = 1.5750 Ellg. Job: : BBRAF D%vg: Truss ID: F8 Dsgilr: TLY Clik: Date: 3-14-02 TC Live 40.0 psf DurFac - Lbr. 1.00 TIC Dead 10.0 psf DurFac - Pit: 1.00 BC Live 0.0 Psf O.C. Spacing: 24.011 13C Dead 5.0 psf Design Criteria: TPI Code Desc: 'TOTAL 55.0 psf V:01.25.02- 984 - 4-r 11CS: 12.19.01 DESIGN INFORMATION This design Is for an Individual building component and has been based on Infonnatlon provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. speclfl©llons and/or designs furnished to the truss designer by the client and the cnrecuaess or accuracy of this Information as it may relate to a spe- cific project and accepts no responslbWty or exercises no control with regard to fabrica- tion, handling, shipment and htslallatlon of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer (registered architect or professional enguuer). When reviewed for approsal 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 (cods, specifications project speccations or specappUed loads. Unless shown, truss has not been designed for storage or occupancy foods. Thc design assurnes cotnpresslon chords (top or bottom) are conunu- ausly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling- they should be braced at a ru x1mium 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 fabricmloil, the fabricator shag review this drawing to verify that this drawing is in cmdomnance with the fabricator's plans and to realize a continuing responslblUty for such veil. tiea ion. Any disempancies are to be put in writing before cutting or fabrication. Plates 51w8 not be installed over lunotholes. knots or distorted groin. Members shall he cut far tight filling wood to wood bearing. Con- nector plates shag be located on both faces of the truss with nags fully imbedded and shall be S)Tn. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A f a8 plate is 6- wide x 8- long. Slots fholes) run parallel to the plate length specified. Double cuts on web member shall meet at the cenlrold of the webs unless otherwise shown. Connector plate sizes are mininnum sues based art the tomes shown and may need to be Increased for certain hand- ling and/or erection stress-. This uuss is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional information on Auality Control refer to ANSI/Tel 1-1995 PRECAUTIONARY NOTES AU bracing and erectlon reconunendaUons are to be followed In accordance with "Handling Installing, S Bracing^, HIB-91. Trusses arc to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand. ling is essential and erection bmcing is always required. Normal precautionary action for trusses requires such temporary bracing during imtallTOon between trusses to avoid toppling and dombnoing. The supervWorn of erection of trusses shall be under the control of persons experienced in the installation of trusses. Prof -clonal advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be appUed 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 cornpklcd. JD. DM I DUK T rLUUK AU: TOP CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP #2 WEBS: 4x2 SP #3 BEAR. BLK: 2-4x2 SP #3 MAX LIVE 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 = 1.00 0-3-0 TI: F9 QTY:1 ===_ == ======J oint Locations============== - 1) 0 0- 0 4) 7- 8- 0 7) 2- 8- 4 2) 2- 8- 4 5) 7- 8- 0 8) 0- 0- 0 3) 4-11-12 6) 4-11-12 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -104 0- 0- 0 -104 7- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1- 8 399 0 0 TOP PIN 8- 0- 8 399 0 0 TOP H-ROLL WO: BBRAF WE: This truss *NOT- designed for wind load! TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -88 0.29 8- 7 734 0.26 2- 3 -735 0.31 7- 6 739 0.17 3- 4 -89 0.30 6- 5 739 0.26 30.00" ly'p. al 1 Z ' 4-0-1 —e{ 2-0-2 6X8 3X4 lit., 3X4 I.5 X3 3X4 3X4 400N 3.00" 00-3-0-0 �f (RO-3-0) I 7-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TPI 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 Cr.OVIEDO.FL32766 Design: Matrix Anahsts G WAKIPUNI is READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on OIL% drawing Is not erectlon bracing, wind bracing, portal bracing or surdlar bmcing which is a part of the building design and which must be considered by the building designer. Uracing shown is for lateral suplor of truss members only to reduce bucWing Icngh. Provisions must be made to anchor lateral bracing at ends and spceaied locations determined by the building designer. Addllional bracing of the oerall structure may be required. f.See HIB-91 of TPI). fr-33 PL to Institute. TPI. is located at 583 D'Onofrfo Drive. Madison. Wisconsin 53719). JOB PATH: CATEF--LOKVORSIBBRAF Eng. Job: Divg: Dsgnr. TLY Cltk: TC Live 40.0 psf TC Deaf) 10.0 psf BC Live 0.0 psf DC Dead 5.0 psf TOTAL 55.0 nsf 0-3-0 400N 3.00" 0-3-0 (RO-3-0) scale = 0.8204 WU: BBRAF Truss ID: F9 Date: 3-14-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: TICS: 12.19.01 --•• vrr�rtvly 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 Imorrecl Information. spcclficauons and/or designs furnished to the truss designer by the ehuri and the corectness or accuracy of this Information as It may relate to a spe- effic project and accepts no r-po-ibwt), or eselcrses no control with regard to fabrlca- tlon. handling. shipment and Installation or tfusses. This truss has been designed as an Individual building component m accordance wlu ANSI/Tpl 1. 1995 and NDS-97 to be Incorporated as pvt of the building design by a Duudbhg Designer [registered architect or protesslonal engineer). When reviewed for approval by file building designer, the design loadings shrywn must be checked to be sure that the data shown are In agreement with the local building codes, lord cllmatIc records for wind or snow, loads. ""Ject specifications or spcclil applied loads. Jnless shown• truss has not been designed for storage or occupancy lands. The design assumes .,amprnslan chords (top or bottom, are conWnu- msly braced by sheathing unless otherwise �pecifled. where bottom chords it lenslon are 101 fully braced laterally by a properly applied igid ceiling, they should be braced at a mesa- unn spacing of Ity-a- o.c. Connector 'fates shall Ix manufactured from 20 gauge hot ]filled galvanized sled meeting ASTM A 653. Imde 40, unless otherwise shown. ABRICATION NOTES riar to fabrication, the fabricator shall review Us drewowg to verify that this drauang b In mdomence with the fabricators plans and to .11- a continuing responsibility for such weri- mlion. Any discrepancies are to be put In 'tang before cutting or labricallon. 'ales shall not be Installed over knnthnles, hots or distorted grain. blembers shall be cut r Light filling wood to wood hearing. Con. .for plain shall be looted on both faces of e truss w ilh rolls fully bnbedded and shall be about the Joint unless olhervlse shawwo. A 4 plate ti 5' %code s 4- long. A 6.s8 plate is fi- de a 8- long. slots (holes) run parallel to e plate length specified. Double cuts on web embers shaU meet at the eentrold of the webs less olherwlse shown. Connector plate sizes • minbmmll size based on the fare_ shown it may need to be Increased for certain hand. g and/or election slre5se5. This truss is not be fabricated with nre retardant healed killer unless otherwise shown. For addiEtonal ortnalbn on g—Lit-, Control refer to ANSI/7Y1 1-1995 tECAUTIONARY NOTES bracing and erection recommendations are x fol m ed In accordance with '1lmndling '.a Ubng & Bracing-. HIB-91. Truss_ are to handled with particular care durinp, handing bundling- delivery and installation to avoid page. Temporary and permanent bracing holding truss_ In a straight and plumb pas. and for resisting lateral force shall be fined and installed by others. Careful hand. b easenttal and erection bracing 1s always in Normal precautionary action for ski rcqubes suds temporary bracing during %IULlon between trusses to avoid toppling dominatig. The supervision of erecllon of ses shall be under the control of persons .Itenced In the blslalsation of trusses. =sdonal advice shall be sought if needed. :,lira Eton of construction loads greater the d_Ign loads shall not be apfiUed to des at any (Due. No foods other than (he It of like erectors slum be applied to ;es unlll after all fastening and bracing inple d. '111k' CHORDS: 4x2 SP #2 BOT CHORDS: 4x2 SP U2 WEBS: 4x2 SP 43 BEAR. BLK: 2-4x2 SP n3 MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.001, MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.0011 RMB = 1.15 1-4-0 3X4 I -SX3 `1 4 •r.., uut:mr WE: AU COMPRESSION Chords are assumed to be continuously braced unless noted otherwise This truss *NOT* designed for wind load! .-TC... FORCE ... CSI--BC... FORCE ... CSI 1- 2 -70 0.10 0-10 87 0.06 2- 3 -532 0.11 10- 9 403 0.15 532 0.17 4- 5 -532 0.111 8- 7 401 0.15 5- 6 -70 0.10 7- 0 87 0.06 3-5-12 0-3-8 TI: 1`91 QTY: j '______ — ==Joilut Locations=====-========= 1) 0- 0- 0 5) 4-10- 2 9) 2-11-12, 3) 2-11-12 7) 6- 4- 4 10) 0- 0- D 4) 3- 4-12 8) 3- 4-12 ----MAX. REACTIONS PER BEARING LOCATION----_ X-Loc Vert 0- 1- 0 Horiz Uplift Y-Loc Type 343 6-10- 4 343 0 0 0 PIN 0 BB0T OT If -ROLL 1_5X3 1..SX3 3X4 3X4 1.5X3 1-4-0 3X3 3X4 3X4 Ill (0-3-3343# 2.00" 9 t-3 i 6-4-4 EXCEPT AS SfjOWN PLATES ARE -1.1-20 CA TESTED PER ANSI/Till 1-1995 WARNING; READ ALL NOTES ON THIS SHEET. iriaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 (407) 321-0064 Fax Bacng shown on thh drawing Ls not erection bracing. wIW bracing, cbng portal b-cIug or simuar bra which is apart of the bulldhig design and witch (1107) 321-3913 TOMAS PONCE must be considered by the hulldinp designer. Bracing shoran is for lateral support of buss nemhen duly to reduce bucWing length. procislm marle to anchor lateral bracing P.E. IC E IC LN5 0063 SC #00 s must be al ends and specilled locations determined by the building designer. Additional brachng of the overall structure may be requtred. ENBROCr.0y1EDU.rLaz)d5 [See HID91 of 7FI1. Rruss Piste Ir sututc. TPI. Is located a[ 583 [)'Oil- I. Drive. Aladi-n. tt'L corum 53i 191. Design: Uiltriz ibrolyais JOB 1:tTH.' LAILE-LOXUOBSIBBRAF Eng. Job: Dlvg: D.Sgur: TLY ICU: TC Live 40.0 psf TC Dead i0.0 psf lc Live 0.0 psf I3C Dead 5.0 I)Sf TOTAL 55. 3 X8 343# 2.00" 0-3-8 (" (ap-3-8) scale = 0.9653 Truss ID: F91 Date: 3-13-02 DurFac - Lbr: 1.00 DurFac - Pit: 1.00 O.C. Spacing: 24.01r Design Criteria: TPI Code Desc: NCS: 12.19.01 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 135 PINEFIELD DR for which permit 03-00002497 has heretofore been issued on 8/04/03 has been completed according to plans and specifications filed in the office of the Build' n Official prior to the issuance of said building permit, to wit as Official FE',.w.�l," i complies with all the building, plumbing, electri al, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL BUILDING: Finaled rib FIRE: Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In M Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage r d li ln, Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs 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 FEES PAID DATE APPROVAL DATE AMOUNT 8/04/03 10.00 8/04/03 10.00 8/04/03 10.00 8/04/03 10.00 8/04/03 10.00 8/04/03 59.27 8/04/03 54.00 8/04/03 279.61 PAGE CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 135 PINEFIELD DR for which permit 03-00002497 has heretofore been issued on 8/04/03 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 8/04/03 91.93 01-RADON GAS TAX FEE 8/04/03 16.09 01-ROAD IMPACT'FEES 8/04/03 847.00 01-RECOVERY FD/CERT. PGM. 8/04/03 16.09 01-SCHOOL IMPACT FEE 8/04/03 1384.00 WD IMPACT:SINGLE FAMILY 8/04/03 650.00 SD IMPACT:SINGLE FAMILY 8/04/03 1700.00 NZ�rcyta.- �A7- vio,S 2M T�dwe l Z g 63 OWNER BUILDING OFFICIAL DATE un wlv CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** o DATE: PERMIT#: Cl__ a\-6- ADDRESS: N CONTRACTOR: PHONE #: ydi - L\`) J -Q \ \ a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. 'Engineering ❑Fire o ,a J�_/ JG) 03 ublic Works PSTm6r_03 ❑Zoning n 1 A Utilities ❑Licensing Il_,� � ,0�, CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE:-��,,�� PERMIT #. C,?-�- ay'�� ADDRESS: CONTRACTOR: PHONE #: yd1- y`1 t:, --Q\\a The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. . ngineering Public Works O Utilities D. Swmry l L/1(0/03 ❑Fire (1 I A- , OZoning n 1 A OLicensing 1l-� 1 ,� CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) V � i CERTIFCATE OF OCCUPAI�C�� REQUEST FOR FINAL INSPEdh',O % ' **** SINGLE FAMILY RESIDENCE DATE: r— o PERMIT #: ©-S- r ADDRESS: ni o+ CONTRACTOR: o n u u PHONE #: LAO-) Lir) 7 W o W 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. DEngineering DPublic Works a 0, V tilitieS CONDITIONS (TO sd ❑Fire o 1 ,A. 0 oningIL DLicensing r-N Y IF APPROVAL IS CONDITIONAL) I T'N E R S U R V E Y I N G 1 December 2003 City of Sanford Building Department 300 North Park Avenue Sanford, Florida 32771 Re: 135 Pinefield Drive To Whom It May Concern: This is to certify that the finished floor elevation of the new building constructed at the above site meets or exceeds the requirements of Section 6- 7 of the City of Sanford Building Code. Should you have any questions or need additional information, please do not hesitate to call. Sincerely, R. Blair Kitner P.S.M. No. 3382 P.O. BOX 823 • SANFORD, FLORIDA 32772-0823 • (407) 322-2000 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIOWkL FLOOD IN PROGRAM ELEVATION CERTIFICATE Read the instructions on pages I.7. O.M.B. No. 3067-0077 Expires December 31, 200! . SECTION A -PROPERTY OWNER INFORMATION - �'_Fa lnsuarne carpay.I *--. _ . BUILDING OWNER'S NAME Poky Number MARONDA HOMES BUILDING STREET ADDRESS (Inducing Apt, Unk Suite, arxYor Bldg. No.) OR P.O. ROUTE AND BOX NO. Cornpany NAIC Number 135 PINEFIELD DRIVE CITY STATE ZIP CODE SANFORD FL 32771 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Desorption, etc.) LOT 120, CELERY LAKES PHASE 1 PLAT BOOK 62 PAGES 75 and 76 BUILDING USE (e.g., Residential, NorHesbential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGrTUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): ( W -W - ##.#r or ##.###W) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Omer: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION 131. NFIP COMutJNITY NAME 8 COM PAJNITY NUMBER B2. COUNTY NAME 133. STATE CITY OF SANFORD 120294 SEMNOLE FLORIDA 134. MAP AND PANEL 87. FIRM PANEL 139. BASE ROOD ELEVATION(S) NUMBER 135. SUFFIX B6. FIRM INDEX DATE EFFECTTVEREVISED DATE 138. FLOOD ZONES) (Zone AO, use depth d1loodrg) 1211700065 E APR 1995 APR 1995 X NA 810. Indicate the source of the Base Flood Elevation @FE) data or base flood depth entered in B9. ❑ RS Profile ® FIRM . ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used forfhe BFE in BR ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12 Is the building located in a Coastal Banier Resources System (CBRS) area orOtherwise Protected Area (OPA)? ❑ Yes ®No Desgnabon Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) - CI. Building elevations are based on: ❑ Corstruction Drawings' ❑ Building Under Construction' ® Anished Corsfniction 'A new Elevation Certificate will be required when oontuc6on of fhe building is complete. C2 Building Diagram Number 1(Seled the building diagram most similar to the building for which this oerWicate is being completed - see pages 6 and 7. ff no diagram accurately represents the building, provide a stretch or pho(ograph.) C3. Elevations — ZoesAl,A , AE, AH, A (with BFE), VE, V1430, V (with BFE), AIRARIA, AR/AE, AR/A1-A , AR/AH, ARIAO Complete Items C3.,a4 below a000rdkV to the building diagram specified in Item C2 State the datum used. If the datum is different from the datum used for hhe BFE n Section B, corr d the datum to that used for the BFE Show field measurements and datum oonversion calculation. Use fhe space provided or the Comments area of Section D or Section G, as appropriate, lo document the datum conversion. Datum NGVD 29 ConvemionlCommenfs Elevation r ence mark used Does the elevation reference mark used appear on the FIRM? ❑ Yes ®No O a) Top of bottom floor (including basement or enclosure) 222- 24 fL(m)Al ❑ b) Top of next higher floor • 31.24 fL(m) O c) Bottom of bwest horizontal structural member (V zones only) '' ❑ d) Attached garage (top of slab) 21. 74 IL(m) E'2 cc ❑ e) Lamest elevation of machinery andlor equprnent w e servicing the building (Describe in a Comments area) 21. 7 fl(m) E o ❑ f) La est adjacent (finished) grade (LAG) 21.2 ft(m) z' N\ ❑ g) Highest adjacent (finished) grade (HAG) L. 7 fL(m) ❑ h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade NA O ) Total area of all permanent openings (flood vents) in C3.h NA sq. in. (sq. am) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and seated by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available. I understand that any false statement may punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S 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 DATE TELEPHONE �. G 3 DEC 2003 407-M-2000 IMPORTANT: In these spaces, oppy the corresponding infomtation from Section A For Irtblrane Curpery uses _ BUILDING STREET T ADDRESS (Ir dit Apt. Uri Smile, wdor I ft No.) OR P.O. ROUTE AND BOX NO. PO4 Nrrbw 135 PINEFIELD DRIVE y Cm' ° STATE ZfP CODE Omp" NAIL Number SANFORD R. 32771 SECTION D - SURVEYOR, ENGINEER, OR ARCHrTECT CEKnRCATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) oommunty of ial, (2) insurance agenNoomparry, and (3) building owner. COMMENTS _ ❑ Check here k Awhirri6ints SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (IMTHOUT BFE) For Zone AO and Zone A (without BFE), oornplete ItemsE1 through E4. If the Elevation Cerh ate is intended for use as supporting information for a LOMA or LOMR-P, Section C must be conpleted. El. Building Diagram Number_(Seled the buiding diagram most si miar to the buidng for which this oertil sate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) EZ The top of the bottom floor (including basement or enclosure) of the building is _ fL(m) _n.(am) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, f available). E3. For Buid'ng Diagrams 68 with openings (see page 4 the need higher floor or elewatad floor (elevation b) of the building is _ ft(m) _n.(an) above the highest adjacent grade. Cortplete iwm C3.h and C3.i on front of form. E4. The top of the plalferm of machinery w dlor equipment servicing the building is _ ft(m) _in.(cm) ❑ abase or ❑ below (check one) the highest adjacent grade. (Use natural grade, I avaiablej E5. For Zone AO o* ff no flood depth number is avaiable, 's the by of the bottom floor elevated in accordance with the commung/s floodplan management ordinance? ❑ Yes ❑ No ❑ Unknown. The local otfiaai must cer* this irforrnation In Section G. SECTION F • PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION. The property owner orawrWs authamed representative who oorpletes Sections A, B, C (Ileitis C3.h and C3.f oriyj and E for Zone A (without a FEMA-issued or oommunk- ssued BFE) or Zone AO must sign here. The sfaferrrerrfs in Sscdars A, Q C, and E are oorred to fhe best ofmykoviled fe. - PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME ADDRESS CrTy STATE ' ZIPCODE ' SIGNATURE DATE TELEPHONE ❑ Check here iFa advnents SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local offirial wtro is &tiormed by law or ordinance to administer the communtys floodplain management ordnance can complete Sections A, B, C (or E), and G of this Bevaton Certificate. Conplete fM a -vable "s) and sign below. Gt . ❑ The ido, i i ration P Section C was fatten from other documentation that has been signed and embossed by a licensed surveyor, engineer, or archled who is autfartaed by state or boa law b oer* elevation nfomration. Qnd'rcate the source and date of the elevation data in the Comments area below.) GZ ❑ A community offiaal completed Section E for a buidng located in Zone A (without a FEMAmissued or oommunky-ssued BFE) or Zone AO. G3. ❑ The bbM g 6rtorrnatim (items G4{39) is provided for oommunily floodplan management purposes G7. Ths permithas been issued tor: ❑ New Construction . ❑ Sutfttial lrpioverrrent.. ' . GS. Elevation of asbult bwest floor (including ba ffwQ of fire buld'rg is _it(m) Datum: G9. BFE or (n Zone AO) depth of flooding at the building sAe is: — _ ft(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS