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Home My WebLink About157 Crown Colony Way 03-2312PERMIT ADDRESS CONTRACTOR ADDRESS Maronda Homes Inc. of Florida 1 101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PHONE NUMBER PROPERTY OWNER SA C1 ADDRESS PHONE NUMBER ELECTRICAL CONTRACTO MECHANICAL CONTRACT( PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE t7 d SUBDIVISION cn PERMIT # DATE -0 3 PERMIT DESCRIPTION PERMIT VALUATION 'Zk774N7& SQUARE FOOTAGE 0%41 a I d CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 157 CROWN COLONY WAY for which permit 03-00002312 has heretofore been issued on 7/10/03 has been completed according to plans and specifications filed in the office of the Building officialprior to the issuance of said building permit, to wit as n_u3 F complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No DATE APPROVAL DATE APPROVAL BUILDING: FIRE: Finaled Inspected ZONING: Inspected UTILITIES: Water Sewer Lines In Lines In Meter Sewer Set Tap , Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street / Name I Street / Signs CL PS) Lights Storm ,- Sewer Driveway Street Work FEES PAID DESCRIPTION DATE AMOUNT WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 7/10/03 10.00 01-APPLCTN FEE -BUILDING 7/10/03 10.00 01-APPLCTN FEE -MECHANIC 7/10/03 10.00 01-APPLCTN FEE -PLUMBING 7/10/03 10.00 02-ENGNG DEVLPMT FEES 7/10/03 10.00 01-FIRE IMPACT - RESIDENT 7/10/03 59.27 01-LIBRARY IMPACT FEE 7/10/03 54.00 01-OPEN SPACE 7/10/03 279.61 PAGE: 4 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 157 CROWN COLONY WAY for which permit 03-00002312 has heretofore been issued on 7/10/03 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 O1-POLICE IMPACT - RESID O1-RADON GAS TAX FEE O1-ROAD IMPACT'FEES O1-RECOVERY FD/CERT. PGM. O1-SCHOOL IMPACT FEE WD IMPACT:SINGLE FAMILY SD IMPACT:SINGLE FAMILY 7/10/03 7/10/03 7/10/03 7/10/03 7/10/03 7/10/03 7/10/03 91 . 93 13.33 847.00 13.34 1384.00 650.00 1700.00 All o'V (Y' a Ohg rh - hl'DJ4 WDY OWMRR BUILDING OPFICIAt. DATE 0 CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: O PERMIT #: ADDRESS: d CONTRACTOR: MARONDA PHONE #: 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. ZEngineerin 2 5 Public Works D Utilities Fire 11 1 N Zoning r - DLicensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) U Q 0. _ ca.v .- s` V S S.- S rv o 3-7 CERTIFCATE OF OCCUPANCY Appooved REQUEST FOR FINAL INSPECTION SINGLE FAMILY RESIDENCE**** DATE: PERMIT #: ADDRESS: CONTRACTOR: MARONDA PHONE #: C1 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 { blic Works PnjeY)M6nj -l l -3:]Zoning 1- utilities Licensing 1 1 CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) Gll 1 I 1 I 1 CERTIFCATE OF OCCUPANPY' o ' I 1 I I I 6 REQUEST FOR FINAL INSPEC-EIgN ; SINGLE,, FAMILY RESIDENCE*= - E" , R ` tn VDATE: - _ 9•I r.. 1 N 1 N 1L 1 PERMIT #: CU ADDRESS: 13 r iz— CONTRACTOR: MARONDA Cr a-- a, u- 1 C> Q Y PHONE #: A The building division has prepared a Certificate of Occup-ancy for the above location and is requestinigfinal inspection by your department. After your Inspection, please noff and date the C. or submit addendum if it has been denied approved with condition Your prompt attention will be appreciat Fire Zoning ?'1 Licensing tit 1 CONDITIONS: (TO BE 1 x. AVONE,IIVC. LAND SURVEYORS t MAPPERS 300 SOUTH RONALD REAGAN BLVD. LONGWOOD, FLORIDA 32750-5499 TELEPHONE: (407) 830-9080 FAX (407) 339-3636 E-MAIL: GAVONEOGFL.RR.GOM CERTIFICATE OF ELEVATION Address: 157 Crown Colony Way Legal Description: Lot 45, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 45 , CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). Dominick r. Cavone Flc,rida Surveyor & %Zapper Reg. No. 2005 1Ac'e!15d Business NUrnber 5073 Date Fieldwork Completed 12- 31-2003 W. O. # 2003-17680 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM O.M.B. No. 3067-0077 Expires December 31, 2005 ELEVATION CERTIFICATE Read the instructions on Daaes 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. I Company NAIC Number 157 Crown Colony Way CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 45 - Crown Colony BUILDING USE (e.g., Residential, Non-residential, Addition, Accessory, etc. Use a Comments area, if necessary.) RESIDENTIAL LATITUDE/LONGITUDE (OPTIONAL) HORIZONTAL DATUM: SOURCE: GPS (Type): f##" or ##.#t#i##°) NAD 1927 NAD 1983 USGS Quad Map Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CROYIM COLONY 1 120294 SEMINOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREASED DATE B8. FLOOD ZONE(S) Lone AO, use depth of flooding) 12117C 0045 E 07195 4117195 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. FIS Profile FIRM Community Determined Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: NGVD 1929 NAVD 19M Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Yes No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: Construction Drawings' Building Under Construction' Finished Construction A new Elevation Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al -A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, ARIA, ARIAE, AR/A1-A30, ARIAH, AR/AO Complete Items C3.-a below according to the building diagram specified in Item C2. State the datum used. Ifthedatum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments NIA Elevation reference mark used NIA Does the elevation reference mark used appear on the FIRM? Yes No X a) Top of bottom floor (including basement or enclosure).ft.(m) o b) Top of next higher floor o c) Bottom of lowest horizontal structural member (V zones only) o d) Attached garage (top of slab) ft.(m) ft.(m) 00 E o e) Lowest elevation of machinery and/or equipment servicing the building (Describe in a Comments area) ft.() E X 0Lowest adjacent (finished) grade (LAG) cr ft. m z' m o g) Highest adjacent (finished) grade (HAG) ft.(m) d 0 o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade J o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. cm) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information in Sections A, B, and C on this certificate represents my best efforts to interpret the data available I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY STATE ZIP CODE SIGNATURE DATE TELEPHONE FEMA Form 81-31, January 2003 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the comesponding information from Section A. Fu-Insurance Company Use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number j CITY STATE ZIP CODE SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community offidal, (2) insurance agenUcompany, and (3) building owner. COMMENTS Number Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the !wilding diagram most similar to the building for which this certificate is being completed — see pages 6 and 7. If no diagram accurately represents the building, provide a sketch orphotograph.) E2. The top of the bottom floor (including basement or enclosure) of the building is _ ft.(m) _in.(cm) above or below (check one) the highest adjacent grade. (Use natural grade, if available). E3. For Building Diagrams 6-8 with openings (see page 7), the next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) _in.(crn) above or [:]below (check one) the highest adjacent grade. (Use natural grade, if available). E5. For Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? Yes No Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owners authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMA4ssued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, B, C, and E are correct to the best ofmy knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SURE F ORLANDO FL 32810 SIGNATURE .4 DATE / TELEPHONE 407-4159112 COMMENTS Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. A community official completed Section E for a building located in Zone A (without a FEMA-issued or community4ssued BFE) or Zone AO. G3. The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _. _ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions COUNTY OF SEMINOL[ IMPACT FEE 3TATEMENT ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75558 DATE: BUILDING PERMIT COUNTY NUMBER: UNIT ADDRESS: TRAFFIC ZONEcZON[:_____-JURITD0 TIO@ SEC: T RNG: PA-~ f'z'=~._~= '_^ SUBDIVISION: TRACT: L ----- PLAT BCOK.B[OK: / |,1-AT BO8 PAGE:/~M BLOCK: LOT: L u,--, ----- - OWNER NAM[: ADDRESS: ' APPLICANT NAr/: -----------'1---------------------_-----_--------------------.. ADDRESS:: LAND USE USE CATEGORY: 001 - Single Family Detached House TYPE UN[: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RA7E F8E UNIT RATE PER # & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS ARTERIALS CO -WIDE O dwl 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 CO -WIDE O dwl unit $1,384.(}0 1 $ 1,3O4.0o AMOUNT DUE: $ 2,2S5.00 STATEMENT ,^ RECEIVED BY,., _ SIGNATURE PL[SE PRINT NAME) DATE::`~ NOTE TOTO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. ** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF ,, EES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT, PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNEQ, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITIEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD DUILDIHG DEPARTMENT 300 NORTH PARK AVENUE SANFDKD. FL 32771 , PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFER[MCE 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 Af** FAMILY BUILDING PERMIT*********=******** i CITY OF SANFORD PERi1IIT APPLICATION Permit #: ( as I -— Date: June 20, 2003 lob Address: 157 Crown Colony Way Description of Work: Single Family Residence Historic District: Zoning: Value of Work: S97,788.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alann Pool Electrical: New Service- # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair - Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage:-?i 6 - jLot' Construction Type: VI # of Stories: 2 # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-5QS-0000-0450 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road Suite F Orlando FL 32810 State License Number: CRC058496 Phone & Fax:_(407) 475-91 12 Contact Person: Laurie Pellegrino Phone: 4( 07) 659-3719Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: 4( 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 11(z. 6/ 20/03 Signature of Owltter Ag nt Date Russeil Keith Summers ca Agent's Name 20/03_ Signature of Notary - State of Florida Date OF << DEBBIE TIME NOTARY o My Comm Exp. ?/5/05 Puet tc No. CC 999378 Owner/Agent is _ X_ Personally Known to Me or Produced I D 6/20/03 Signature of ontracto(/ Agent Date Russell Keith Summers I<J P ' Contractor/Agent's Name r 6/20f01, i C(r+' Signature of Notary - State of Florida Date rro9 DEBBIE TIME ( i oF r. NOTARYo My Comm Exp. 2/5/05 Pueuc No. CC 999378 Personaly Nra I I Othev 1. Contractor/Agent is Personally Known t e or X_ Produced IDlat. c 6 3APPLICATION APPROVED BY: BI Zoning: Utilities: Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD ELECTRICAL PERMIT APPLICATION Permit Number: _____________ Date: The undersigned hereby applies for a permit to install the following electrical: Owner's Name: Maronda Homes Inc., of Florida Address of Job: Electrical Contractor: DANIEL G. PUGLISI Residential: Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service So 3s, Gb 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: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. AEA9 i naant's StureC001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 157 Crown Colony Way Lot: 45 Panel: 7 Mechanical Contractor: GARY CARMACK Residential V_____ Non -Residential Amount Nature of Work: Job Valuation: A lication Fee: $10.00 TOTAL DUE: By signing this application, I am stating that I am in complian ith ' y of Sanford Mechanical Code. Applicant Signature CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job: ------ t5- Craawr CO ony Way -------- Lot: 45_ Panel_ 7 Plumbing Contractor: _______WILLIAM T. SELF Residential: -_%/- _ Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential 52.00NewResidential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: 10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Sig Lure CFC057039 State License Number E 1V aronda Homes AN EASILY OBSERVABLE BETTER VALUE! I IOI NORTii KFI LFR ROAD, SuiTr_ F • ORL.ANDO, FLOR/DA 32810 407-475-9112 • FAx: 407-475-9115 LETTER OF AUTHORIZATION CITY OF DELTONA 0 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: CROWN COLONY Lot: 45 157 Crown Colony Way. RUSSELL KEITP' SU MERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this 10th day of MARCH, 2003 by RUSSELL KEITH SUMMERS who is personally known to me. NOTARY PUBLIC Of Flo DEBBIE TIME NOTARY o My Comm Exp. 2/5/05 a PUBLIC No. CC 999378 Personalty mown I I Other I.D. C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc PLOT PLAN for: MARONDA HOME5. 11 IC. DESCRIPTION: LOT 45, CROW ' COLONY SUBDIVISION RECORDED IN PLAT BOOK 61 PAGE(S) 7(. thru 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA TRACT 'D' CON5ERVATION AREA LOT 46 N Q W O O z APPROXIMATE INLET LOCATION PER ENGINEERING PLAN5 O a0 ej N CROWN COLONY WAY 589'58' 14'E rtP.C. clw 41.50 3.I SCALE V- 2a560 y wa 0 a s 1a 2a 30 / O 1 Fy 0 GRAPHIC SCALE Q I 1 p09 T CONCRETE PATIO LOT 44 e o'O 40.00' cP/ MODEL: 5UNBURY' I' TWO 5TORY 3-2 112) WITH LOFT FINI5HED FLOOR ELEVATION = 45.15 DRAINAGE TYPE: ' B' WITH 2' GARAGE p a.oa EXTENSION 4O 0. s: Off~ 16.a CONCRETE DRIVE ro CA P.C. 589058' 141E 43.72' 00 ui u co O 0 C1 O R=50.00' A =21 a25'28' ARC=18.70' 0 CH. =18.59' U) CII.BRG.Q N79a 19'02'E NOTES: FLOOD CERIMCARON 1. BEARINGS ARE BASED ON THE CENTERLINE OF BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKSCROWNCOLONYWAYBEINGS895874E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: ?0' 2' HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHINPLANSFORTHEPROJECT. THE 100 YEAR FLOW HAZARD AREA. SIDE: 3. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X ". SIDE STREET: 20' 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1995 THIS IS NOT A SURVEY. MAP REVISION DATE: LOT 45 CONTAINSSUBJECTTOCHANGE) 6.949 SOUARE FEET/0.160 ACRES +/- THE UNDERSIGNED AND CAVONE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREONPERTAININGTOEASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TOREFLECTORSETFORTHALLSUCHMATTERSSUCHINFORMATIONSHOULDBEOBTAINEDANDCONFIRMEDBYOTHERSTHROUGHAPPROPRIATETITLEVERIFICATION. ABBREWARONS/LEGEND: NO. -NUMBER R.-RADIUS P.T.-POINT OF TANGENCYP.I.-POINT OF INTERSECTION CONC-CONCRETEL.S.-LAND SURVEYOR W.E.- WALL EASEMENT P.R.C.-PANT OF REVERSE CURVATURE F.E.-FENCE EASEMENT O.E.-DRAINAGE EASEMENTCH. -CHORD P.C:-POINT OF CURVATURE ARC -ARC LENGTH L.B.-LICENSED BUSINESS O.R-OFFICIAL RECORDS CH.BRG-CHORD BEARING P.C.C.-POINT OF COMPOUND CURVATURE U.E.-SIDEWALK d• UTILITY EASEMENT U.E.-UTILITY EASEMENT D.U.&S.E.-DRAINAGE, UTILITY & CENTERLINE A/C -AIR CONDITIONER PAD DELTA (CENTRAL ANGLE) D.&U.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT t7*A VONE5 INC. THIS SURVEY NOT VALID UNLESS EMBOSSED WFL TNTsDA SIGNA AND RAISED SEAL OF A FLORlJA LICENSED SURVEYOR AND MAPPER W _c_"L REVISION DA TE DRAWN LAND SURVEYORS AND MAPPERS 300 SOUTH D. FLORIDAR327 BOULEVARD LONGLEPH FLO? 330-90 0 TELEPHONE4007) 39-3636 FAXNo. (407) CFL. R . E-MAIL: CAVONE O CFL.RR.COM DOMINICK F. CAVONE - PRESDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.507J PLOT PLAN 6-5-2003 1 C8 LOT by CHIP W.0.2003-7214 CARDFILE:CROWNCOL45.OWC c'` o U. 0 oCo W V4 W J N X Y rn LU' L of Q 1uZZZ m2o pfV40 v nv a NARYt E HORSE, CLERK OF CIRCUIT COURT SENINOLE COUNTY BK 04848 PG 1610 CLERK'S tt 2003093913 RECORDED 06/03/2003 04sPsO PN RECORDING FEES 6.09 RE[OFM BY N Noldm NOTICE OF CO1V AUNCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO. 25-133-6949 PERMIT NO. PARCEL NUMBER: 33-19-30-5QS-0000-0450 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 45 157 Crown Colony Way: Subdivision: CROWN COLONY 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 Amount of Bond LENDER Name and address Bank of America, NA, 750 S. Orlando Ave., #102. Winter Park, FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax 407 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. Iot St., Sanford, FL 32771. Fax: 407-330-5062. Phone: 407) 322-9484. Name and address) In addition to himself, Owner designates 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.) Sworn to and subscribed before me this Notary Public RUSSELL K MERS Maronda Homes, Inc. of Florida Vice President - Construction day of or Ica DEBBIE TIME oT gr o MY Comm Exp. Y/9d05 a vusuc No. CC 999378 P—aly K— I I Other I U. 2003. mARYANNE MORSECLERKOFCIRCUITCOURTSEUIINOLECOUNTY• FLORMA JUN 0 3 2003 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 45 Subdivision: CROWN COLONY Property Address: 157 CROWN COLONY WAY 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). x 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). O c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 0 d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. 0 f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. 0 h. Square footage table showing footages: Garages/Carports 420 S.F. Porch(s)/Entry(s) 26 S.F. Patio(s) Conditioned structure Total (Gross Area) 3. Three (3) sets of completed 4 TO FOLLOW N/A 5. N/A N/A N/A 6. 1. 2. 3. 4. 5. 6. 7. 8. 9. 10 11 12 13 14 15 S.F. 2,223 S.F. 2,669s.F. 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 Lintel — tie beams — columns — cells Rough electrical Rough mechanical Rough plumbing Tub Set Framing Tenant Separation/firewall Insulation, walls and/or ceilings Electrical final, mechanical final and plumbing final Building Final Other DATE: Friday, June 20, 2003 SIGNATURE: Ty By Owner or Authorized Agent) FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs* Residential Whole Building Performance Method A Project Name: SUNBURY Builder: MARONDA HOMESAddress: , i , • - , - I Permitting Office: City, State:. t !, ( Permit Number: Owner: ELECTRIC Jurisdiction Number: Climate Zone: Central I. New construction or existing New 12. Cooling systems2. Single family or multi -family 3. Number of units, if multi -family Single family — I a. Central Unit Cap: 40.5 kBtu/hr 4. Number of Bedrooms 3 — b. N/A SEER: 11.00 — 5. Is this a worst case? Yes 6. Conditioned floor area (RI) 2223 W c. N/A 7. Glass area & type a. Clear - single pane 267.0 fP 13. Heating systemsb. Clear - double pane C. Tint/other SI-IGC - single pane 0. 0 ft, — a. Electric Heat Pum I Cap: 40.5 kBtu4ir d. Tint/other SI-IGC - double pane O . 0 ft, 0. 0 reb. N/A HSPF: 7.- 20 8. Floor types a. Slab -On -Grade Edge Insulation R-0.0, 136.0(p) ft c. N/A b. N/A c. N/A 9. Wall types 14. riot water systems a. Concrete, lilt Insul, Exterior R=4.2, 720.0 ft , — a. Electric Resistance Cap: 50.0 gallons _ b. Frame, Wood, Exterior R=11.0, 992.0 ft' bN/A EF: 0. 93. — c. Frame, Wood, Adjacent R=11.0, 159.0 ft' d. N/ A e. N/ A c. Couservation credits 10. Ceiling types HR-Heat recovery, Solar a. Under Attic R=19.0, 12 00. 0ft2 DHP-Dedicated heat pump) 15. li VAC credits c. N/ A CF-Ceiling fan, CV -Cross ventihation, 11. DllC[ S I -IF -Whole house fan, a. Sup: Unc. 12ct: Con. AFI: Inferior Sup _ R=6.U, 150.0 (t — PT -Programmable ' I7rerwosta1, MZ-C- Multizone cooling, b. N/A MZ-H- Multizone hearing) Glass/Floor Area: 0.12 Total as -built points: 27355 Total base points: 30107 PASS I hereby certify that the plans and specifications covered Review of the plan;. and by thiscalculationareincompliancewiththeFloridaspecificationscoveredbythisEnergy Code. calculation indicates compliance PREPARED BY ) e y 1 with the Florida Energy Code. DATE: JUIN 2 0 2003 Before construction is completed this building will be inspected for I herebycertifythatthisbi 'ng, as designed, is i compliance with Section 553.908 compliance withtheFIrlderCode. Florida Statutes. OWNER/AGENT: BUILDING OFFICIAL: DATE: ,1lf1 ?Q1133 DATE: E=nergyGauge® ( Version: FLRCPB v3.21) 0 STq 0 ion rti5 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , BASE GLASS TYPES 18 X Conditioned X BSPM = Points Floor Area Type/SC 18 2223.0 25.78 10315.6 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 159.0 0.70 111.3 Concrete, Int Insul, ExteriorExterior1712.0 1.90 3252.8 Frame, Wood, Exterior Frame, Wood, AdjacentBaseTotal: 1871.0 3364.1 As -Built Total: DOOR TYPES Area X BSPM Points Type Adjacent 18.0 1.60 28.8 Exterior Insulated Exterior 20.0 4.80 96.0 Adjacent Wood Base Total: 38.0 124.8 As -Built Total: CEILING TYPES Area X BSPM = Points TypelUnderAtticUnderAttic1103.0 2.13 2349.4 PERMIT #: AS -BUILT Overhang Ornt Len Hgt Area X SPM X SOF = Points E 1.o 6.0 16.0 59.31 0.97 920.8 E 1.0 4.0 12.0 59.31 0.92 652.2 E 1.0 4.0 12.0 59.31 0.92 652.2 E 1.0 7.0 30.0 59.31 0.98 1747.1 E 1.0 14.0 16.0 59.31 1.00 945.0 E 1.0 15.0 10.0 59.31 1.00 590.8 W 1.0 16.0 40.0 53.47 1.00 2131.8 W 1.0 15.0 30.0 53.47 1.00 1598.5 W 1.0 13.0 9.0 53.47 1.00 479.3 W 1.0 6.0 16.0 53.47 0.97 830.1 W 1.0 6.0 16.0 53.47- 0.97 830.1 W 1.0 6.0 30.0 53.47 0.97 1556.4 S 1.0 14.0 30.0 44.66 0.99 1330.3 267.0 14264.5 R-Value Area X SPM Points 4.2 720.0 1.16 835.2 11.0 992.0 1.90 1884.8 11.0 159.0 0.70 111.3 1871.0 2831.3 Area X SPM = Points 20.0 4.80 96.0 18.0 2.40 43.2 38.0 139.2 R-Value Area X SPM X SCM = Points 19.0 1200.0 2.82 X 1.00 3384.0 Base Total: 1103.0 2349.4 As -Built Total: 1200.0 3384.0 FLOOR TYPES Area X BSPM Points Type R-Value Area X SPM = Points Slab Raised 136.0(p) -31.8 0.0 0.00 4324.8 0.0 Slab -On -Grade Ed a Insulationg 0.0 136.0(p -31.90-4338.4 Base Total: -4324 8' As -Built Total: 136.0-4338.4 EnergyGauge® DCA Form 60OA-2001 EnergyGauge®/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:,,, PERMIT #: BASE AS -BUILT INFILTRATION Area X BSPM = Points Area X SPM Points 2223.0 14.31 31811.1 2223.0 14.31 31811.1 Summer Base Points: 43640.2 Summer As -Built Points: 48091.7 Total Summer X System Cooling Total X Cap X Duct X System X Credit CoolingPointsMultiplierPointsComponentRatioMultiplierMultiplierMultiplierPoints DM x DSM x AHU) 43640.2 0.4266 18616.9 48091.7 1.00 1.0791.117 x o.90) 0.310 0.950 15816.8 EnergyGaugeiOA DCA Form 60OA-2001 EnergyGauge(D/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES 18 X Conditioned X Floor Area BWPM = Points Type/SC Overhang Ornt Len Hgt Area X WPM X WOF = Point 18 2223.0 5.86 2344.8 Single, Clear Single, Clear E E 1.0 6.0 1.0 4.0 16.0 12.0 9.96 9.96 1.01 1.02 160.8 121.7 Single, Clear E 1.0 4.0 12.0 9.96 1.02 121.7 Single, Clear E 1.0 7.0 30.0 9.96 1.01 300.8 Single, Clear Single, Clear E E 1.0 14.0 1.0 15.o 16.0 10.0 9.96 9.96 1.00 1.00 159.8 99.9 Single, Clear W 1.0 16.0 40.0 10.74 1.00 429.5 Single, Clear W 1.0 15.0 30.0 10.74 1.00 322.1 Single, Clear W 1.0 13.0 9.0 10.74 1.00 96.6 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172.3 Single, Clear W 1.0 6.0 16.0 10.74 1.00 172-3 Single, Clear W 1.0 6.0 30.0 10.74 1.00 323.0 Single, Clear S 1.0 14.0 30.0 7.73 1.00 231.1 As -Built Total: 267.0 2711.7 WALL TYPES Area X BWPM Points Type R-Value Area X WPM Points Adjacent 159.0 Exterior 1712.0 Base Total: 1871.0 1.80 2.00 286.2 Concrete, Int Insul, Exterior 3424.0 Frame, Wood, Exterior Frame, Wood, Adjacent 3710.2 As -Built Total: 4.2 11.0 11.0 720.0 992.0 159.0 1871.0 3.26 2.00 1.80 2347.2 1984.0 286.2 4617.4 DOOR TYPES Area X BWPM Points Type Area X WPM Points Adjacent 18.0 Exterior 20.0 4.00 5.10 72.0 Exterior Insulated 102.0 Adjacent Wood 20.0 18.0 5.10 5.90 102.0 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1103.0 0.64 705.9 Under Attic 19.0 1200.0 0.87 X 1.00 1044.0 Base Total: 1103.0 705.9 As -Built Total: 1200.0 1044.0 FLOOR TYPES Area X BWPM = Points Type R-Vale re Area X WPM Points Slab 136.0(p) Raised 0.0 1.9 0.00 258.4 Slab 0.0 On -Grade Edge Insulation 0.0 136.0(p 2.50 340.0 Base Total: 258.4 As -Built Total: 136.0 340.0 EnergyGauge® DCA Form 60OA-2001 EnergyGF.:uge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT INFILTRATION Area X BWPM = Points Area X WPM Points 2223.0 0.28 -622.4 2223.0 0.28 622.4 Winter Base Points: 6054.1 Winter As -Built Points: 8298.9 Total Winter X System Heating Total X Cap X Duct X System X Credit HeatingPointsMultiplierPointsComponentRatioMultiplierMultiplierMultiplierPoints DM x DSM x AHU) 6054.1 0.6274 3798.3 8298.9 8298.9 1.000 1.00 1.068 x 1.160 x 0.92) 0.474 1.140 0.474 0.950 0.950 4259.6 4259.6 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge&FIaRES-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 = TotalBedroomsVolumeBedroomsRatioMultiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Hot Water Total Cooling Heating + Hot Water = TotalPointsPointsPointsPointsPointsPointsPointsPoints 18617 3798 7692 30107 1 15817 4260 7278 27355 PASS EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge0/FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS Exterior Windows & Doors SECTION 606.1.ABC.1.1 REQUIREMENTS FOR EACH PRACTICE Maximum:.3 cfm/s .ft. window area• .5 cfm/s .ft. door area. CHECK 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 corners; 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 enetrations 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. 6A-22 OTHER PRFSCRIMTIvr: UCAci 1000 COMPONENTS Water Heaters L REQUIREMENTS Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit CHECK Swimming Pools & Spas 612.1 breaker (electric)or cutoff gas) must be provided. External or built-in heat trap required. Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads Air Distribution Systems 612.1 610.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.6 The higher the score, the more efficient the home. ELECTRIC_, 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 I 4. Number of Bedrooms 3 b. N/A 5. Is this a worst case? yes 6. Condi6oned floor area (W) 2223 fe c. N/A 7. Glass area & type a. Clear - single pane 267.0 ft' _ 13. Heating systems b. Clear - double pane 0.0 ft, _ a. Electric I -feat Pump c. Tint/other SHGC - single pane 0.0 ft, d. Tint/othcr Sf-IGC - double pame 0.0 W b. N/A 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 136A(p) ft c. N/A b. N/A c. N/A 14. Mot water systems 9. Wall types a. Electric Resistance a. Concrete, Iut Insul, Exterior R=4.2, 720.0 W b. Frame, Wood, Exterior R=1 1.0, 992.0 fie b. N/A c. Frame, Wood, Adjacent R=1 1.0, 159.0 W d. N/A c. Conservation credits e. N/A I-1R-Beat recovery, Solar 10. Ceiling types DI-IP-Dedicated beau. pump) a. UnderAnic R=19.0, 1200.0IV 15. I-IVAC credits b. N/A CF-Ceiling fan, CV -Cross ventilation, c. N/A HF-Whole bouse fan, 11. Ducts P'r-Prognunmable'fh(.nnostat, a. Sup: Unc. Ret: Con. AH: Interior Sup. R=6.0, 150.0 ft RB-Attic radiant burier., b. N/A MZ-C-Multizone cooliieg, PAZ-H-Mullizoue heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant. features. Builder Signature: "' Date: ,i t Q ?f1L Address of New Home: City/FL Zip: Cap: 40.5 kBtuAir _ SEER: 11.00 Cap: 40.5 kBui/hr _ I-ISPF: 7.20 Cap: 50.0 gallons _ El-: 0.93 P'l', 4 zxE s0rgrFo N„ `o a I, CO0 we vy NOTE': The home's estimated energy performance score is only available through the 1-1, 4 IRES computer program. This is not a Building Energy Rating. Ifyour .s•cor-e is 80 or greater (or 86for a US EPAID( )E EnergyStatrmdesignalion), your home may qualifyfor energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Holline at 321163, -1492 or see the Energy Gauge web site at 1v vw.fsec.ucfedu forinformationandalistofcertifiedRalers. For information about Florida's Energy Eficieru r Code For Building Construction, contact the Department ofCommunih; Afai.r.. at 8501487-1824. - f nergyGauge© (Version: FLRCPB v3.21) a z aa Wtiaync WINDL OAD SPf FICA TION 0/08 l3alton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 9'-0' MAX WIDTH x 14'-0' MAX HEIGHT STYLE: RAISED PANEL MAXIMUM SECTION WIDTH 21" TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 PSI. 6. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 13 GA HORIZ ANGLE t 054" HORIZ TRACK 2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"0 HOLE IN TRACK FOR J8—US BRACKET ATTACHMENT 1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER P/N 125139). 7. LOCK OR OPERATOR IS REQUIRED. 5/16xl-5/8" 8. THE DESIGN OF THE LAG SCREW SUPPORTINGATSTRUCTURAL EACH JB-US rELEMENTSSHALLBETHE6RACKETo« RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STR'fJ- ,C?IJRE AND 054" VERT TRACKINACCORDANCE.•,WIT:i;;I RRENT 6 BUILDING COpE5D FORT T} (p%, LEADS O LISTED ON :rl{('S.D"FiWIL(Cy+'.':;-., 1/4-20x9/16• TRACK BOLT & 1 /4-20 HEX I O NUT AT EACH J8—US Approved:'' BRACKET 3395 ADO150N OR PENS1COlk FIORII)k noNf NO': 0046489. `: : ,; GEORGL (E1iT1FlCAJ10N NO_'Oj8519 i,1% NORM .GIROUNp ,CEp nnE T70N • NCti'-0 3Fi36 Date: 7' OPTION COOE.: 01`08 REV- P WM 9 ' x 14 " MA X 4 4 PSF 1 OF 4 TRA Cff END HINGE TOP BRACKET REQUIREME/V TS 1/4-20x9/16" TRA BOLT & 1/4-20 H NUT THROUGH At TWO ALIGNING HOL TOP BRACKET P/N 108077) 5) 1/Y—cuau u TEK SCREWS P/N 141668) 14 GA WIDE BODY HINGE 4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) 2) I /4-2Ox5/8'• TEK. SCREWS QoL END HINGES t(P/N 20 CA IJ—BAR WIDE BODY HINGE SEE BILL OF MAT'L) LH HI 0 GF RH ENO HINGE NYLOP.-ROLLER P/N 2 70791) \ BOTRf BRACKET \ P/ H-2.70;54 LH-2ZO-'`55) 41, TEK SCREWS F,/N 100507, Approved: W.S. Wilson, P.E r 3395 ADDISON OR.. PENSACOLA, FL 32514 FLORIDA CERTIFICATION NO. 0048489 CEORCLI CERTIFICATION No. 018519 NORTH CAROUNA CERTIFICATION NO. 023836 Date: 3 - 5'- 0 ( 16 GA END STILES 20 GA CENTER STILES) OP riON CODE.. 0103 1 RE V:. P I WM 9 ' x 14 " MAX 44 PSF 12 OF 4 n U-BAR L OCA "TIO1VS 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'—Y HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 9'-0" THRU 10'-6" HIGH DOORS W/ (5) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 7'-6- THRU 8'-9•' HIGH DOORS w/ (4) 20 CA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 CA 80 KSI U—BARS LOCATED AS SHOWN b 2) 1/4-20x5/8' TEK SCREWS ATTACH AT EACH STILE O L • ' 1 , fir. ::A Approved: F 13395A60 •OR:; • 68AC 41?325.1 •1 :.;; FIORIt)A CfRi1FlCAT10N NO. 0048489 CP-D Gk rORTH'.00MNA CERTIFICATION sN0 :O13fl G EoP TiDw REV. P WM 9 x 14 MA 44OF 4 A 75 A ;S6 F, - cllu. N a Wind Load Test Report Report # 0108P February 1, 2001 TES"i REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per 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 L59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to A or t t%. 3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64' F. PRODUCT DESCRIPTION: 1. WayneNtark Model 800Q, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSL 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two l6ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Anveers .GAIS(Q127). APPROVED• OPT3ONSfIL.%r!, -. Based on oQfh'ei Tests ecn qq fgt ':Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: 3 91 tf TYUILJINGDP- 0i iO W.S.;.W son; ES.E'.- 3395. Addisocr•Dr.; PAfi?c4 a_Et;`44,..,:,t c.; ia.` ?. FloridaCert:Tlo.ODrSg$:; . '• ,,• Georgia Cert North Caroling Cyrr t>!d. 0?33e // 1 cfl rq CN 0 a wAgne loatton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OA D SPECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF 13 GA HORIZ ANGLE NL S: 1. GLASS -.DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE 067" HOP.IZ TRACK TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20x9/16"• TRACK BOLT '& (2) 2. GLAZING OPTIONS — TOP OR 1/4"-20 HEX NUT INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS SMUST5/CREW5/8" LAG OVERLAP TOP AND BOTH ENDS OF SCREW EACH JB—US BRACKET PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAP. TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/32"0 HOLE IN TRACK FOR 5. TRACK TO HAVE A MINIMUM JB—US BRACKET ATTACHMENT YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO 1 /4"-20x9/16" HAVE A MINIMUM YIELD OF 57 KSI TRACK SOLT & 1/4"-20 HEX 7. OPTIONAL — .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH J3—US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 1) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP 8. LOCK OR OPERATOR IS SECTION. REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE 067" VERT TRACK PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR`"THE LOADS LISTED ON THIS..DRAWING,;, 1) JB—US BRACKET LOCATED Approved: / t 1 ` , :=" ATEACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER A QiqNIOR Z4 fs' P/ N 125139). Ob i89:14 cImnw,- ruIncAnoN Ka: 018519 - ZRT} i CU J fMQF61. 10N NO. •O213'-E Dote: 4 6 - i E N IN i6I N OPTION CdZ .r,`:F, .REv. P1 I WM 16 " x 14' MAX, f27 -29 PSF I : 1 OF 4 c ra C . Q• TRACK_ END HINGE TOP BRA CKET REOUIREMEN FS 1 /4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET P/N 108077) TEK SCREWS P/N 141668) a ARRON BODY HINGE i k I 4) 1/4' -20x5/8" SELF -THREADING SCREWS T 2) 1 /4"-20x5/8" / \ 2" NYLON ROLLE r W/ 4 1 /2" STEMTEKSCREWSALL / i (P/N) 108135e ! END HINGES i i,.. o WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE LAROLLER (P/N 243341) BILL OF MAT'L) t• - LOCATED .25 MAX BETWEEN PUSHNUTS 3" CAANDBRACKETS 1- ry' OR HINGES AU—BR H ". HIN " RH END HINGE 3) 1/4"-20x7/8" TEK SCREWS P/N 100507) Approved: W.S. mi son, P.E. 3Z95 ADOWN OR., PDGACOLA FL 32514 FLCRICA CEnFrAT10N,NO. 0048489 8 GEORCA CLTrFfC1T10N N0. O1 aSi9 NC M CAROUNA CEFMF1CAnON NO. 023836 / Date: t? SOT_ _...._.._ . P/N RH-270354 LH-270355) m1wim L 20 GA CENTER STILES 6 CA END STILES OPTION CODE. 0110 1 REV' P1 I WM 76'. x 14" MAX, 4_27 -29 PSFI 2 OF 4 U-BAR L OCA TIONS NOTE: MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 0 f _ 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN s I 2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved:,: 3395x/ODISON DFt' -FG`3251ir F3pR10A -Cc +` Iscd f' N4Khl O!ROUt CfJiil GT10NffC 023836OFDoted UH Er %\;4''' , ; sy , c OP TION C'b'prP,0,;, '``f?EV. P 1 WAI1 7 6 ' x 14' MAX, f 27 — 29 PSF 3 OF 4 Y' CENTER STILE & INTERMEDIA.TE HINGE L 0CA TIONS W W V 14' Approved: 9,ORANGE COUTYN 1 E i .mv WS. Wilson, P.` 3395 ADDISON DR.. P£NSAGOLA. FL 32514 FLORIDA CER11FrAT10N N0. 0048489 CEORCtA CE3M ATION NO. 016519 NORTH CAJMNA CfRTIFKAT10N NO. 023836 Date: g- z 8 —0 OPTION COOE.. 0110 1 RE pi I WM 16 ' x 14 ' MAX, f 27 - 29 PSF 4 OF 4 Wind Load Test Report Report # 0110P 1 February 22, 2001 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of bout positive and negative 44 PSF. TEST PROCEDURE: Product is tested to AS7IvI-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola","fL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 518" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic isappliedinamannerthatallowsfullmovementoftheproduct. Permanent deformation is measured with a 50% pre -load before theinitialreading. 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 permanentdeformationcalculatesto .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 mm-cimlun deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanentdeformationcalculatesto .I I or 3%. 3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRA WNG NUMBER: 0110 P TEST DATE: February22, 2001. Temp 71° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom.astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. S.. 067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARJTY• 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 doortested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are appr4yed ,to 3. times the height tested per standard practice accepted in lvliami-Dade Co. Refer to Product Control Division, Questiog'di i• A:ns&s,:,,,GA18(Q127). APPROYEI3`' OPII tf1r S!::::`: Based ono er tes b uiG2ily Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. time: 0 ', W. S. Wilson tl:` _y_• nk% J t„:; Cn C.i1 Fc3' n -• !! ,t7 i!':.Y 1i.4.'..E p `.j G li L' ..t' . C 3395 Addison 13r„ben acop,".rL,?5 f4 7 FloridaCertNcr:,t)Fs4 !it t.i t ry T Georeia CcrNo. 0185,Y,,;;.• z: cD CNI Ln r`'1 cn CN d aa Wayne Balton MODEL S TYLE DESIGN PRESSURE WINDL OAD SPECIFICA %ION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 T-0" MAX WIDTH x 14'-0" MAX HEIGHT RAISED PANEL MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF Scc NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SS8 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080'• (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE .BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING . CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: 5, W.S. Wilson, P.E. 3395 ADOISON OR., PENSACOLA, FL 22514 FLORIDA CERTIFICATION No. 0048489 GEORGIA CERTIFICATION N0. 018519 NORTH CAROLINA CERTIFICATION No. 023836 Date: 4' — 2 R 01 OPTION CODE.- 0108 1 REV- PI MASTER PLAN 13 GA HORIZ ANGLE I I 0 054" HORIZ TRACK 2) 1/4-20x9/16" TRACK BOLT & (2) 1/4-20 HEX NUT I 0 I DRILL .281 OR 9/32"0` HOLE IN TRACK FOR l J8—US BRACKET iATTACHMENT I 1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION I EXCEPT TOP BRACKET ROLLER C P/N 125139). of I i I 5/16x1-5/8" LAC SCREW iATEACH JB—US BRACKET 054" VERT TRACK 4 Hill t/4-20x9/16" TRACK 1 BOLT & 1/4-20 HEX NUT AT EACH JS—UTBRACKE WM 9' x 14' MAX 44 PSF 1 OF 4 TP, A CK, END HINGE TOP BRA CKET REQUIREMEN TS 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET y P/N 108077) 5) 1 /4-20x5/8" TEK SCREWS P/N 141668) 14 GA WIDE BOGY HINGE t1i 4) 1/4-20x5/8" SELF -THREADING SCREWS (P/N 100320) SCC # off.-=. MA F 2) 1/4-2Ox5/8" TEK SCREWS q ALL END HINGES t(P/N 3" 20 GAU-BAR WIDE BODY HINGE SEE BILL OF MAT'L) NYLON ROLLER N. P/N 270791) g i BOTTOM BRACKET \ P/N RH-270354 LH-270355) . 3) 1 /4-20x-7 \ TEK SCREWS P/N 100507 Approved: W.S. Ynson, P.E. 3395 ADDISON DR.. PENSACOIA FL =14 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIRCATION N0. 018519 NORTH CAROUNA CERTIFiCAMON NO. 023U6 Date: 4 -Zg -p/ 20 GA CENTER 16 GA END STILES STILES) OP T/ON CODE.' O 108 REV. P 1 WM 9' x 14 ' MAX 4 4 PSF 2 OF 4 NOTE: MAXIMUM SECTION WIDTH IS 21" U-BAR L OCA TIONS 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN S 9'—b"^FiRU 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 KS) U—BARS LOCATED AS SHOWN 2) 1 /4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: w.s Wilson, P E 3395 ADDISON OR.. PENSACOLA. FL 32514 FLORIDA CSMFrAT10N No. 0048489 GEORM CER11F'ICATION No. 019519 NORTH CRROUNA CMFICATIGN NO. 023836 Date: cj - ,z 8 - of OPTION CODE.' 0108 1 REV- P 1 I WM 9 ' x 1-4' MAX 44 PSF I J OF 4 Wind Load Test Report Report # 0108P 1 February 1, 2001 r'EST REQUIREMENT• to door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The doormustremainintactandsafelyoperableafterenduringtestpressuresofbothpositiveandnegative44PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installedwithtoolsandhardwareasnormallydoneinthefieldandperspecificationsoutlinedintheattacheddrawing. Two 5/8" thick blocks wereplacedunderthedoorattheedge, 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 mannerthatallowsfullmovementoftheproduct. 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 deflectionwasrecordedafteroneminute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of testpressureat44PSFandtheremainderofthetesttimeatthedesignpressureof29.3 PSF or greater. The maximum deflection was recordedat2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31or12%. 2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflectionwasrecordedafteroneminute. 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 wasrecordedat1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformationcalculatestoAorII %. 3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safelyoperable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. vf=UCT DESCRIPTION- 1. WayneMark Model 8000, 9x7, 4 section. SAC 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. p ] 3. Standard bottom astragal and retainer. MASTER [- 4. 2" nylon roller with 5" stems. V 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 orbetterthanthedoorstested. 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 doortested, 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 ControlDivision, Question and Answers, GA 18(Q 127). APPROVED OPTIONS Based on other tests b uivalle t.Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. W.S. Wilson, P.E. 3395 Addison Dr —Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 T w rn al CV d a wagne Balton M ODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPEClf7CA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX WIDTH x 14'-0" MAX HEIGHT POS. 27 PSF SCC # O _ MAXIMUM SECTION WIDTH 21" NEG. 29 PSF 13 v6kCllm$; 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 DRAWING. r Approved: W.S. Wilson, P.E 3395 AOOISON OR., PENSACOLA. FL 32514 FLORMA MITiFlCATION N0. 0048489 GEORcIA CER1F cAnoN No. 018519 NORTH CAROUNA CERnF1CAT10N NO. 023836 Date: f- 2 8 -o I 067" HORIZ 1 2) 1 /4"-20x9 TRACK SOLT d 1/4"-20 HEX 5/16"xI-5/8" L SCREW AT EA JB—US BP,ACk DRILL .281 OR 9/3: HOLE IN TRACK F JIB —US BRACk ATTACHME 1/4"-2Ox9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JB—US BRACKET 1) JB—US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECT10 067" VERT TRA 1) JB—US BRACKET LOCATI AT EACH ROLLER LOCATI( EXCEPT TOP BRACKET ROLL: P/N 12513 OPTION CODE.- 0110 1 REV.- P1 I WM 16' x 14' MAX, 4-27 -29 PSF I 1 OF 4 TRA CK, ENO HINGE TOP BRA CKET • RE-01REMEN %S SCC# MASTER PLAN 1 /4 20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO AUGNING HOLES TOP BRACKET P/N 108077) TEK SCREWS P/N 141668) I I i i I i I I I •m' j I I j .m I I NARROW BOGY HINGE I I p c,I o e I I b I I II .041 j j • m 1 4) 1/4"-20x5/8" o a SELF —THREADING SCREWS 2" NYLON ROLLER 2) 1 /4"-2Ox5/8" W/ 4 1 /2" STEMTEKSCREWSALL / I m Q © END HINGES(P/N) 108135 a ' : • . 7 GO WIDE BODY 7/16" PUSH NUT AT EACH HINGE (P/N SEE °" I ROLLER (P/N 24-3341) BILL OF MAT'L) - LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U-BAR f I > LH 1-ND HINGE PH FND HINGE co, I > , m 3) 1/4"-2Ox7/8" :m TEK SCREWS P/N 100507) r • • Approved: _ • .;•' ws. Wilson, P E ' 1 /2" 20 GA CENTER 3395 AOOISON OR., PENSAM" FL =14 I STILES FLORIDA CEiTiFIGUION N0. 0048489 g GEORGIA COMFICATION NO. 018519 \ BOTTOM BRACKET 16 GA ENO STILESNORTHCAROUNACERTIFICA110NNO. 023836 , (P/N RH-270354 Date: 4•—.Z 9- o & LH-270355) OP TION CODE: 0110 P, EV.' P 1 WM 10 ' x 14 ' MAX, -><-27 -29 PSF 2 OF 4 74113'§ U-BAR L OCA TIONS 12'-6" THRU 14' HIGH DOORSNOTE: W/ (16) 3" 20 GA 80 KSI U—BARS MAXIMUM SECTION WIDTH IS 21 " LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN Scc # 6 MA -TER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN I I 2) 1 /4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: Wa WBzn, P.E 3395 ADDISON DR„ PDGACOLA FL 32514 FLORIDA COMFICKnON. NO. 0048.489 GEORGU CIUMFICA ION NO. 018519 NORTH CAROLINA CC IFICAMON NO. 023836 Date: 9 -28- of OPRON CODE` 0110 1 REV P1 I WM 76' x 14' MAX, 7-27 -29 PSFJ 3 OF 4 CENTER STILE & INTERMEDIA TE HINGE L OCA TIONS O r, 48 16' t ASTER PLAN Ml Approved: W.S. W1130n. P.E. 3395 ADDISON OR., PE NWOlA FL 32514 FLORIDA CERZTIMATION NO. 0046469 GEORGIA CERTIFICATION N0. 016519 NORTH CAROUNA CEiTIM-00N NO. 023636 Date: T- Z 8 —o 1 OPTION CODE-.- 0110 1 REV P 1 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 REQUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 513" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was 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 5091, 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 permanentdeformationcalculatesto .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 ma.Xdmum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. 3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February22, 2001. Temp 71° F. RODUCT DESCRIPTION: S C C If QZ _ &, 6 1. Wayne.MarkModel 8000, 16c7, 4 section. MASTER PLAN 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KS 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 SRAILARITY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on o er test b ' uival . Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. r, Iame: J—• • I W. S. Wilson, P.E. 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georsia Cert No. 018519 Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Reynolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fasteningmethod, if applicable. II. Governmental Product Approval: kqency Initials/Date Agency Initials /Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/15/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page 1 of 2 NORANDEX PAGE 29 a d d CAULK TOP. OF MULL 10 •X 3/4" TER SCREW i J JAMWrNDOW5/ 8" 7/8" 3 MULLION (XFLA-26-1) lx4MULLION (XFLA-19) WINDOW 5/8" JAMB 10 x 3/4" TEX SCREW CAULK BOTTC OF MULL PRECASTED SILL IVww- 7/ 8" C SEE CHART FOR FASTENERS it I1_1/8" L3/ 8"MIN. WINDOW HEAD VERTICAL MULLION SCHEDULE TYPE OF' MULLION TYPE OF CIJP WIDTH HEIGHT U r-rcGJJUHEPSF NUMER INCHINCH35FLA-45 TYPE OF FASTENERS 26" 1_Q_ 3:0 x 3_. 0_-_- pK 4 _ 3 16_ 1-1 2 TAPCON: 19-1/8" 50_ 5Z8;' 1.0 x 3 0 OR--- g 4 - 3J60 x 1-J2" TAPCON' o 26- 1 FLA-45 MULLION ANCHOR CLIP 16 GA - SHEET GALV. 37" 800 LB. METAL MAX CAPACITY lx3 MULLION RFU-39) FU-:26- 1) lx4 MULLIONWINDOWSILL MIN. 3/ 4" MAX SEE CHART FOR FASTENERS- 53- 63' ' 1_ 0 x 3.0 OK--_ 4 3J64'4_s 1_-Lr TAPCON: 76-3q-,:.---1.0 x 3.0--- K--- 4 3 160' x 1- J2" TAPCON; T-.---- 28" x 3.0 4 3 160 x 1-1 2 TAPCON; 38_-1%4 1_0 1.0 3_.0 OR OK -_- 4 3 . - x 1_1 2 TAPCON,< x 4J160 x 1-J2" TA15 63" 3. 0 4 116_0 TA_PCONS 76 4" 1.0 x 3.0 -- 4 x__1_-J2 3J80°_x 1-J2"_TAPCONS 1=0 g 3._0_-- OK OK_ 4 3 160P' x 1-1 2'TAPCON 3_e_28"q" 4- 3 16_0 x 1-1 2 TAPCONS 3.0--- OR --- 4 3J607 x T_APCONS s3' aK_-- 4 1-1 3J60 T_ APC_ONST 7B-341.0 1.0 x 4.0--- 4 x_1_-J2 3 80" TAPCONS 26" x 3.0 OR 4 1 40 x 1-1 2 TAPCONS 30-14° 1_0 OK___ 4 3 160 _x 1-1 2 T_A_PC_ONS5_05Z8' 1.0 x 3_:_0___ K__- 6R--- 4 3J6_0" x 1_1 2_ T_A_PC_0_N_S 63" 2 114 s_1_ 1 2' TAPCONS OK__ OR -- 2 1 40" x i-1 2'_TAPCONS J*' i 4d' 2x1-1 2' TAPCONSI MAMrACTURER NAME: ALE= FX MASTER FR E # - - CHARLES A. ' PA,A rN,' p.E FL REG. ENG.. # 49121 DAM 3/21/02 NOTES 1) ALL ALUM NUM EXTRUSIONS" ARE ALLOY 6063 T6, OR 6063T5. 2) WHEN THERE IS ONE TAPCON (1/40" X 1-1/2') ON EACHANGLELEG, THE TAPCON SHALL BE PLACED ONMULLIONCLIPCENTERURL3) CONCRETECOMPRESSIVESTRENGTH - 3.000 PSI AT 28DAYS. IlUhANDEX PAGE 30 NOTES: 1) ALI, ALUMINUM EXTRUSIONS ARE ALIDY 6083 T6, OR 6083 T5, 2) WHEN THERE IS ONE TAPCON (1/40' X 1-1/ ON EACH ANGLE LEG, THE TApCON SHALL 2`) bEPLACEDONMULLIONCLIPCENTERLINE. 3) CONCRETE COMPRESSIVE STRENGTH = 3,000 PSIAT28DAYS, CRARLES A I'AGE p-EFI. REG. ENG. 9 49121 DATA 3/21/02 CCNTttn FLOR DA B.O.A.F. MANUFACTURER .NAME: . I %n/Pne/n - MASTER F RX 10 x 3/4" TEK SCREW_ DW SILL SH HEAD HORIZONTAL MULLION SCHEDULES]NGL1; UNIT TYPE OF MUI i InN TwG• nnwiwYYlri1N11(1WIT1L+otmr I ' vi CLIP WIDTH I. HEIGHT . rnrJ INCH INCH 35 PSF 26' 3.8_ 1%4- 6. 76-3 4e 26" 30 -1j4' 26-1/2" 38_ 1%•4" 37"--s7ni' 63" 38_ 17•gti' 53-1/8" 50-5Zdb Ix3 MULLION (XFLA--26-1) I.x4 MULLION (XPLA_39) 1.0_ x 30 1_0 x 3: 0 1.0. x 3:0_-- 1.0 x 3:0--- 1:.6 x 3:0 1_0x3.'0 1_-O-x 3.-0 1.0 x 30.--- 1_0 x 30--_-_- x 3.0 1.0x_3_0__ 1_0 x 1.0 g3.0--- 1.0' x 3,0 LO_ x. 3r0. x 3:--0--- 1.0 x_.3.0 -- I NUMBER AND FLA-45 TYPE OF FASTENERS OK 4 TAPC_ONS0_K 4 2"_TAPCONS4 I 3 60 x 1_ J2'TAPCONSOK-- 4 3 6o-' x 1-J2" TAPCONSOKTi3160" x 1-1 2' TAPCONS---- OR 4 3 16 x 1-1 2 T_APCONS3B„-xOR4 1_ J2" _TAPCONSOK_--- 4 K_-- 4 3J3.ji6'x_ 1:: T_APCONS x TAPCONSOK4 6d__ I-J2' 3 16e OK_-_ x i-1 2" TAPCON 4 3 160 'x 1.-1 2 4 T_APCONSS 3 160 x__1_-J2" TAPCONS 3J60'x 1-1------ SOK4-_3TAPCOj16caT_x_1-J2" TAPCONS341Go- x 1-1 2'TAl'CONSOK_ _ 4 3 160 x -i-1 2 TAPCONSOK-- 4_3%160A---- u------- x i-1- 2 TAPCONSOK2j1—.r-------- TAi5OR*_ O_ 2 1 40' x_1_=_1 2"_T_A_PCOTAPCONSOK214j'r x 1-1 2' TAPCOTiS XFLA-26-1) lx3 MULLION DW SILL SH HEAD ME i . PAGE .24 11tA1ViJY+'ACTURER NAM.. T ( 2) ®10 x-1" EMB IN 2 z B ' 3/16'4 x 2-3/4' TAPCON THRU 1 BY BUCK, (SHOWN) 3 16 MWER® GIAssFF__ WITH A 1-1//44' MIN. EMBEDMENTSEEELEVATIONFORANCHORSPACDINC. MASONRY. (I slmtxc cross I100RCCATiV6aNALYSSCHUM Na OF Na OFA*. WIKUOW DESIGN IDLDnunmtON8CAPACRY-PRP AIIMF3 ANCHORSc Dilm2) 10 z 1-3/4' M-SMS INTO 2 z BUCK t 1Frr'os t1 A 1sRt I ciDr SEE ELEVATION FOR -ANCHn17 SDAmun 201' 18 ) F d 2) Q10 x 1 3/4' PN-SMS DM 2 BYBUCKWITH1-1/2' MIN. EMBEDMENT. SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK STEELALL ' PANES k 60.0 D.P... 80• 4) 46 46 48 90 24 6 6 48 49 19 9 HO• la) 67.6 67.fi 67.6 g7_g 24 la a 6 67.5 57.5 19 e Ito, Ea) 50.7 SSB 60.7 Saxe 20 Ip B e 9a" 4) 45 45 45 4s 24 10 10 OPTIONAL ftt.sn6. 119 qa ase ru 2 BY i11 (B) 19 to WOOD RUCK IQ6- 6S4 66'4 le l0 9e' 54.5 at.6 20 10am826 (2.6) 64.5 fi4.6 10 toPARMMMMCALL. S17.F. tOfnry IIWN:LTF9 PANS, a1ZE NM As REQUIRED TYP. JAMB. SE( OD SHD1 (SHOWN) MUDD TRACK AS REQUIRED 1 BY 2 BY2) 3/16'0 x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTEIIERSEEELEVATIONFORANCHORSPACING. NOTES: I) SHIM AS REQUIRED,. MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALWY 8063-T6, OR TO WITH TYPICAL WALL THICKNESS OF•0.62' . 3) USE HIGH QUALITY "CAULI( BEHIND` WINDOW FLANGE. 4) GLASS THICKNESS BASED -ON TABLE FA300 GLASSCHAP. AND MAY VARY DEPENDING ON SIZE. 5) ESPONsIBPRODUCCTSTTo - FOR SELECTION OF HORANDEXMEETANYAPPLICABLE - LOPAL.LAWS, DEADER eE UD2EMENUILDING CODES, R1sS0`1RDSOLEEIC.YY WTH THE AOTHER RCHITECT, AND. SECTION BUMMING OWNER OR CONTRACTOR TYP• 1 BY BUCK 7) CONCRETE COMPRESSIVE STRENGTH = 3,000 PSI AT28DAYS. 1/ 4' SHIM -- MAX 1 4 TEIIP1a1Ep CLASS SlnDlC CLLSS DWIt CO ARATFR LlNppIfL9( 0}H LMLLYM clam Ha OF DESIGN LOAD INCHO1t5 CAPACNO: OF ANCHOR$ a ~ PBF0W{ CHISPaslnvE NECA a k RAA J" A r^ w 11 a8.7 09.4 SO cc•••• 1 4) 66.7 68.4 24 ae. i ac a 6 k Ba. 7 77.t e4 0083. 6 IB a 8 a CS O V ( 68. 7 ash 1e 9 l BD' 6a-7. 79.3 26) eB.7 6 A 79. 8 t0 eo °0 a NR4 1 95' a° Ba 80 to 4) 14 60 6p ! B 10 10 O 86.aeaa2460.7 71.3 IS a) 10IO C 68. 7i36latoeeea. B eao 20 26) 647 BS2 10 to 10 0 0 qy2) 3/ 16"0 z 2-3/4` N e TAPCON ORM" DADE APPROVED CONC. Q e e FASTENERS- SEEELEVATION FOR o 0 q a a 0 t t a ANCHORSPACING. to 4 Zoo L) a! o o. h 00 z X XXX: X I X aI PAMT4% PANEL PANEL PANEL m, PANEL PANEL a iao u 2HY2) T7PIC4L ntv ,. u (4BY2)ca euvutoN N q NORANDER PAGE 23 e ` WITH°'" ; + /v rtl-bMS INTO 2 BY BUCK OR A 11/4" MINA EBBEDMENT IINTYO B ONRYHO IN) SEE ELEVATION FOR ANCHOR SPACING. 2) 00 z 1-3/4 FH-SMS INTO 2 z BUCKSEEELEVATIONFORANCHORSPACING. 2 BY MOOD DUCKLBUCKWITHI-t2" WIN. ( 2) #10 z 1 3/4' PH-BMS INTO 2 BY NTSEEELEVATION/ LEATION/F6R ANCHOR ®E NG. 2 z WOOD BUCKJFISn 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY-PSF N0. OF ANCHOR SCREWS IN FRAME WIDTH/IIEIGRT HEAD AND SILL JAMB EXTERNAL INTERNAL xx XXX XX)IX ALL 30 6" x 591/2" 53.3 55.8 10361/ia x 591/2 " 49.8 49.8 16 18 _ 6 3014 x 791/2 " 49.7 4 0.7 12 18 22 6 36 6" x 791/2 45 45 IO 16 20 8 SERIES 500 ALUMINUM SLJDTNG CLASS DOOR. FASTENER CHART 12. .18 22 ALL OPERABLE PAIdEIS 8 CM'RAL FJFORIDA B O 2) 3/16"0 z 2-3/q" TAMON OR MIAMI ° MANMA 1 z WOOD BUCK DADE APPROVED CONC. 4 3 WIDTII DER NAi iE s 1 FASTENERS. • y S ; VI) . r 1 SEE ELEVATION FOR : u 1 ANCHOR SPACING. SHIM AS' RE UD2ED) ' TYP. HORIZI OROMUDD TRACK A5 REQUIRED 1 BY O (2) 3/1670 z 2-1/4` TAPCON OR WWI DADE APPROVED CONC. FASTENERSEEELEVATIONFORANCHOR -SPACING. NOTES: 1 SHIM AS REQUIRED, MAX SHIM STACK 1/42; ALL ALUMINUM ETRHSIONS ARE ALLAY 6063—T5AAORT6WITHTYPICALWALLTHICKNESSOF .0.62" P 3) USE IHGH .QUALITY CAULK BEHIND WINDOWp' a 4) GLASS THICKNESS BASED ON TABLE E1300 GLASS E. CHARTS, AND MAY VARY DEPENDING ON SIZE. 6) THE RESPONSIBRJTY FOR SELECTION .OF NORANDEX SPRODUCTSTOMEETANYAPPLICABLELOCAL .LAWS, HEADER AND SILL SECTION BUILDING REQUIREMENTS RESTDSOLELYSWITH' THE -ARCHITECT. EF - Tn'• 1 BY BUCK CRNGOWNER SSENNG6)COETECOMPREIVSTREH - 3,600 PSI AT 28DAYS. q 4 Eli O b V y^ W F, aGGGGG Y V0N N o A Eli iv U tCJl1V U1+:X PAGE 22 10 X 1-3/4" P.H. S.M-S W/1-1/2" MIN. EMBEDMENTSEEELEVATIONFOR ANCHOR SPACING. OUBIB z f0 X 1-3/4' P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT' SEE ELEVATION FOR ANCHOR SPACING. O oq ALT. FIN ATTACHMENT UNDER SHEATHING CENTRAL FLORMA B:O:A.F. MJV ACTOREII NAME: MASTER FILE 3 NOTES: 1) :SIHM AS REQUMED. MAX SHIM STACK 1/4". 2) ALL ALUMINUW,;ExTRUSIONS ARE ALLOY 8089-T5OR:'PB: 14ITIf-TYPICAL. WALI4 THIC[OIESg OF 0.82" . 3) USE :iUGH.:@T3AUTY'•CWVIJ{ IBEIIIND WINDOW FLANGE. 4' HfGLASS: C!{Tf'ISS..13'ASED ON TABLE E1300 GLASScHARTs; AND.: Y'VARY DEPENDING ON 8I2K1iE5PONSI[LIT'1'.YOR SELECTION OF NORANDEXPRODUcnjTU`. ANY :APPLICABLE LOCAL LAWSHUII1)1I1G fC01]ES;=OVDINAN¢ES .OR OTHER SApl-ryRE@UEMENTS.•3kEST'SOLE,Y WITH THE ARCHITECT. B0'II31TNG OvNtlf J0 Y'COWI CTOR. 6) NOTE HEAD "I'INDICATES THAT jUAL FASTENERS ATHEAD' AND :SB1;:i19E- REOumpn U10 X 1-3/4" P.H. S.M.S. W/1-1/2' MIN. EMBEDMENTSEE'.. ELEVATION FORANCHORSPACING. MW TYP. JAMB SECTION WOOD FRAME ' s ial MAX TOP AND BOTTOM) Daum . I ! HEADER ANO SILL SECTION w/1-1/21 MIN. EMBEDMENT CEIARIFS' A _ r? gWOODFRAMEANCHORSpCNGSEE:. EONR FL pQ /0 121 WINDOW DIMENSIONS WINDOW FASTENER. SCHEDULE DTH HEIGHT 0. ANCHORS NOT NO. ANCHORS JAMBHESINCHES) SEF 8 35 4s so y q 18' PSF PSF PSF PSF 2T229 2 2 2 225" 2 a• z 2- q qO IA 12" 37-1/4 2 _2 20 2 _2 2• 2 2 3 3 3 g ai B cd 3 -3• 3 2 3 3 w B. 2e 49-5/8 2 E 2-3 2 2 2• 2 9_ 3 3 9 3 GI 1 8" 3 .3• 3 g q• 3 9 3 3 3 3 8. 2 2 203 .2. 3 4 4 4 4 9" 2 3 30 3 4- 4 2 L8. 2 2 2• 3 4 5 CO b 2. B-3/4` 2 2• 3 4 6 l 8" 3 ; 3 4• 3- 4 4 5 5 b v.. mar tim'ia G1 y4 boK'mF 4 r STALL A DETAM-'C _ o k DETAIL-B 1p. e i NORANDEN PAGE 10 U 10 X 1-3/4" P.11 S r c MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACINGi 0 HEADER AND SILL SECTION WOOD •FRAME - a En I 40 416 P 10 X 1-3/4" P.H. S.M.S. - -- W/1-1/2' 141N. EMBEDMENT SEEELEVATIONFORANCHORSPACING-, Irrn. 191 T REl NnC, : ALT. FIN ATTACHMENT # 10 X 1-3/4" P.H. S.M.S. UNDER SHEATHING W/l-1/2 MIN. EMBEfiMENTSEEELEVATIONFOR FOR ANCHOR SPACING. 1/4 MAX - SHIM (BOTH TYP. JAMB SECTION to, WOOD FRAME NOTES: 1) SHIM AS REQ[IRED,. MAX SHIM STACK 1/4". 2 ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063-T5ORT6. WITH L U3) USE- HFGH QUATY CALK •BEHIND THICKNESSI W/1-1/2' MIN. E19IND0{9 FANCE 10 X 1-3/4" P.1t S.1,iS. )EMBEDMENT4 GLASS THICKNEMS.BASED ON TABLE E1300 GLASS SEE. ELEVATIONFORCHARTS. AND -MAY VARY DEPENDING ON SPLE. ANCHOR SPACING. 5) THE. RESPONSIBIIiTY FOR' SELECTION OF . NORANDEX PRODUCT -TOMEETANYAPPLICABLELOCALLAWS, DUH.DINGCODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS 'RESTSOLELYWITHTHEARCHITECT, BURRING' OWNERORCONTRACTORCHARLESAPA .,fp,E 6) NOTE • FL REG. INDICATES -.THAT EQUAL FASTENERS AT ENG. ''• 4912LHEADANDSILLAREREQUIRED. DATE: 3/27/02 u MAX UNIT nms TM IT NE1D a- W D. C.UAX D AIL - A DETAIL-C SASH c N DETAIL= B . I 4 NURANDEX PAGE 21 a.vn oUR A 4" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" MIN. EMBEDMENT NOTES: ANCHOR SPACING. , SEE ELEVATION I S 0 O ME I I FOR ANCHOR SPACING. HIM AS REQUIRED. MAX SHIM STACK 1/4`. 2 ALL ALUMINUM EXTRUSIONS 4 ARE ALLAY 6063-15 3 OR T8 WITH TYPICAL WALL TInCKNFSS OF 0.82' . USE HIGH QUALITY CAULK BEHIND 0 a ° • • WINDOW FLANGE4CLASSTMCKNBSSBASEDONTABLEE1300GLASSCHARTS; AND MAY VARY DEPENDING ON SIZI? 6) PRODUCTSTTpHLIT.iTy FOR SELECTION: OF .NORANDEXMEET 'ANY *APPLIC'ABLE- BUILDING CODES R; -ORDINANCES' OOTHERS SAL AFETYREQUIREMENTS+REST SOLELY WITH THE ARCHITECT.. A P DING OWNE[i 0@ CONTRACTOR B) APRESSURETREATED: WOODEN':BUCK :OR MARBLE SILL. SHALLBE .'ADDED""UNDER- THE. PRODUCT TO FULLY SUPPORTUNCI., TMS 'SUPPORT SHALL. BE FIRMLY ATTACH® 'I1NTA MASONARY'AND SUPPORT THE PRODUCTAVERITSFULLLENGTHBYOTHERS). (SUPPLIED 7) CONCRETE COMPRESSM STRENGTH, ALT. HEADER SECTION Tn' 2 BY BUCK AT 28 DAYS. 3.000 PSI 8) NOTE • INDICATES THAT' E UAL FASTENERS AT H ®ffl *EDB.O. A.F.. 3/18" TAPCON EMBEDMENT AUM11'AC MER NAM: W/1-1/4` MIN. SEE ELEVATION FOR ANCHOR SPACING) 1%1p4r i ru 1L. MASTER t FME # a CI _ CALL SIZE WIDTH . e sum TH SEE NOTE 8 HEADER AND SILL SECTION TYP. 1 BY BUCK HARL3.-N, P.+ FL REG. ENG. ,49121 DATE: 12/if 1 10 F. H. S.ILS. W/1-1/ 2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. IZUtpT1ID14( 24- o.a A DETAIL—C OF64 DL?TAIL — B allcqw k 1. NDRANDRX PACE 9 3/16' TAPCON WITH A MIN. 1-1/4' MIN. EMBEDMENTSEEELEVATIONFORANCHORSPACING.--.. 10 F.IL S.M.S. WITH A MIN. 1-1/2' MfN_ EMBEDMENTSEEELEVATIONFOR ALT. HEADER SECTION TYP. 2 BY BUCK 3/I6' TAPCON W/1-1/4' MLN. EMBEDMENTSEEELEVATIONFOR FOR ANCHOR SPACING. I 1/4- SHJM---J-- MAX (BOTH JAMBS) NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMINUM EXTRUSIONS ARE ALLAY 6083-T5 3 USE II1CHRT6TQALITYACAULLCEHINhDnNDpplFLANGE4; GLASS THICKNESS BASED ON TABLE E1300LASSGCHARTS, AND MAY VARY DEPENDING ONO5) THE RESPONSIBILITY FORSrLFPRODUCTSTOSELECTIONOFNORANDEXMEETANYAPPLICABLELOCALLAWS, BUILDING CODEMEET ORDINANCES OR OTHER SAFETYREQUIREMENTSRESTSOLELYWITHTHEARCHITECT, BUILDING OWNER OR CONTRACTOR, 8) A PRESSURE TREATED WOODEN BUCK OR MARBLESILLSHALLBEADDEDUNDERTHEPRODUCTTOFULLY -SUPPORT UNIT. THIS SUPPORT SHALL BEFIRMLYATTACHEDINTOMASONARYANDSUPPORTTHEPRODUCTOVERITSFULL, BY OTHERS). LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH — 3,o0D PSIAT28DAYS. CENTRAL rT,ORIDA B.O.A,F. M' 'ACTWi R NAME: 0 RASTER FILE 1p CHARLES A- PAG1il Y.E. Fl. REG. ENG: #' 4012! DATE: 3/21/02 10 F.H. S. h[s. W/1-1/2' MIN. EMBEDMENTSEEELEVATIONFOR ANCHOR SPACING. u uc mrrz ymm n nL e' ec o.c m-c — MM 1AM I DADE - 1111AMI-DADE COUNTY. FLORIDAR METRO-DADE FL NGLER BUILDING PRODUCT CONTROL, NOTICE OF ACCEPTANCE Prenidor Entry Systems 911 E. Jefer•son, P.O. Box 76 Pittsburgh ,KS 66762 BUILDINC CODE•CONIPLIANCE OFFICE M1:IR0-!)i1UIs FI.nGI•.1iR llUfl.l)JNU 140 WRST I'LAGI.Ut S't'ltJa'f , tlrlli I Gt,3 MIAM1, l'1.0JUDA 33130-1561 305) 375-29U1 FAX (3U5) 375-2V0S oNi•1LlC.'roJt 1.1C:1d\s1.Nc sEC.-Ylu poi) 37s•2527 1.1+ nos) 37s•sss C:0\r1L%(-ro,tmvis1U.N JUs) 375•2966 I -A\ (305) 37t•'9U,% Pl ODUC-I' C:U:.N-I.wm 1)IN.islo\ Your application for Notice of Acceptance (NOA) of: (3us>a7s29o21 AX'(1us)37_-6339. Entergy G-8 S-W/E Inswing Opaquc Double w1sldelltes ResidcLItI:II Insulated Steel Door - underChapter8oftheCodeofMiami -Dade County govcrnin"I the use orAlternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads; CountyBuildingCodeComplianceOMce.(B000) Linder the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this productormaterialatanytimefromajobsiteormanufacturer's plant for quality control testing. if this productormaterialfailstoperformintheapprovedmanner, BCCO may revolve, modify, or suspend the useofsuch •product or material immediately. BCCO' reserves the right to revoke this approval; if it is determinedbyBCCOthatthisproductormaterialfailstomeettherequirementsoftheSouthFloridaBuildingCode. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 0.I-031.1.24 EXPIRES: 04/02/2006 Raul ltoarigucz Chief Product Control Di%'ision THISIS THE COVERSHEET. SEE ADD.ITIONAL PAGES FOR SPECIFIC AND GE ERAI CO,NDITIOINS BUILDING CODE SC'PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by.the BCCO and approved by the Building Code andProductReviewCommitteetobeusedinMiami -Dade County, Florida under tile- conditions set forth above. APPROVED: OG/ 0j/2001 I•mimisco 1, Quintana. R.A. Director Miami - Dade; County Building Cod%: Corlij)liaulce; Office 1s0450001\pc2000\\ templates\notic' e acceptance coverpage.dot - lntei'f1Ct nlillt : 1f1drCSX' 1)OSt111a1tCr•';I)Ui)di!)gcotfeUn11I1C.CU111 M lI(I11)el)aLrC: httl)itttirturnrlrnnli'r%r rnm Premdor Entry Svsttrns ACCEPTANCE No.: 01-0314.24 APPROVED JUN . 2001 EXPIRES 02.2006 NOTICE OF ACCEPTANCE: SPECIFIC M-NI)ITtO,NS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-032I.26 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Noticc of Acceptance, dcsi ned to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami -DadeCounty, for the locations where the pressure rcquircments, as determined by SFBC Chapter ?3, do not exceed the Design Pressure Rating values indicated in the approvcd draw ins. 2. PRODUCT. DESCRIPTION 2. 1 The Series Entergy 6-8 S-N-V/E Inswing Opaque Double Residential Insulated Stcct Doors witli Sidelites- Impact Resistant Door Slab Only and its componettls shall be constructed in strict compliance with the following documcnts: Drawing No 31-1029-ENV-1, Sheets 1 thro'ugh 6 of 6, titledPtcmdor (Entergy Brand) Double Door with Sidclites iii Wood Frames with Bumper Threshold (Inswing)," prepared by nianufacturcr,-datcd 7/29/97 with revision C dated 01/11 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County.Product Control Division.. These documcnts shallhereinafterbereferredtoastheapprovcddrawings. 3. LIMITATIO.NS 3. 1 This approval applies to single unit applications of pair of doors and single door only, as shown in approvcddrawings. Single door units shall in6lu.dc all comlionents described in the active leaf of thisapproval. 3. 2 Unit shall be installed only at locations protected by a canopy or overhang such that the an,ie betweentheedgeofcanopyoroverhangtosillislessthan-45 degrees. Unless unit is installed in non- liabitable areas where the unit and file area arc designed to accept watcrinfiltrition. 4. ItNSTALLATION 4. 1 The residential insulated siecl door and its componcnts shall be installed in strict compliance %vith theapprovcddrawings. 4. 2 Hurricane protection system (shutters): 4. 2.1 Door: the installation of this unit will not require a hurricane I)rotcclion sysicni. 4.2.2 Sidelite: the installation of this unit «•ill require a hurricane protection systctll. a. LABELING 5. 1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and followingstatement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6. 1 Application for building permit shall be accompanied by copies of the Following: 6. 1.1 This Notice of Acceptance 6. 1.2 Duplicate copies of the approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for -the proposed installation. 6.1.3 Any other documcnts required by the Building, O icial or the South Florid' 3ui Iding Code SFBC) in order to properly evaluate the installatios steal. Manucl crcz, P.E. Product Con r6i' xamincr Product ntrol Division Premdor Entry Systems ACCEPTANCE No.: . 01-0314.24 APPROVED AN O 5 2 01 EXPIRES Anril022006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been tiled andtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, arenoolderthaneight (8) years. Any and all approved products shall be pcmianently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specificallystatedint}le 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-? uildingCode affecting the evaluation of this productandtheproductisnotincompliancewiththecodechanges. b. The product is no longer the same product (identical) as the one originally appnoved. C. IF the Acceptance holder has not complied with all the requirements of this acceptance, includingthe'corcct 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 ttie materials, use, a d/or'manufacture of the product or process shall automaticallybecauseforterminationofthisAcceptance, 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 rcilloval of this Acceptance: a. Unsatisfactory performancc of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, ndvcrtisi or any otherpurposes. G. The Notice of Acceptance number preceded by the words Miami -Dade Co-Lin-ty,, Florida, and' Nfollowed by the expiration date nlay be displaycd in advertising lilciaturc. Ifarty portion ofthe otice ofAcceptanceisdisplayed, then it shall -be done in its entirety. 7. A copy of this Acceptance as well as approved dra%yings and other documents, %vilere it applies, shal.! beprovidedtotheuserbythemanufactureroritsdistributorsandshallbc*availabic for inspection at'the job site at all time. The engineer needs not•rescal the copies. S. Failure - to comply ` p ywithany section of this Acceptance shall be cause for termination and removal of Acccptancc. 9. This Notice of Acccptancc consists of pages 1, 2 and this last page 3. END OF TIiIS ACCEPT NCE ti Manuel crcz, P.E., Product Contro - . iminer Produc Control Division 3 PREMDOR ENTERGY BRAND) DOUBLE " DOOR WITH SIDELITES IN WOOD' FRAMES WITH A BUMPER THRESHOLD INSWING) ALIcw IC, J/16' Pf11 IM t 1I1/r AUIYIUM IMIC PQ II 140 l/r 37 1/1' MAX MAX 71' 137 1/4' MAX MnY 1/[• ] t' ldL ftr,RCX ,, tXC -OTC ] rut MAX 1 MM w,a 4' MAX 3 MAX L MAX ,ut MAX 19' QC. 13, QL MAX MAX Is, CLC IS' QG MAX MAX is' QC. _13' OC. MAX MAX^ 13' QC.,.}.13' O.G MAX MAX 11 C `1J.e. cIIwz 17 1/ MAX O.C.SPACING IB' O.G rn a 3 1 /16' A 17 1/SPACINGMAX ED..IQC. ITO p X it• LV d CN7`YiilA AMI A 22' 64' MAX OLD MAX 1.G SPACING7I/ 'MAX O a w t[.rttmts.trd ortt M 17O.C.1 SPACING O.C. tt: p 4o[iw wcnui — K«6 " ItM1 1. MMI 1—' C_ A VL'rYMrt], (MILmpR 19' O.C. IS' QC. IS' OC IS' CC. 13, cc is, OC_ r—IS' OG IT O.0wiMAXMAXMAXMAXMAXMAX NAIX X MA% ' MAX 3' MAX ems rut MAX Z rut C 3tCC —MOi ATTACH ASTRAGAL THROW BOLT 18 X I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING A14D THRESHOLD WITH BID X 1 3/4, HOLES FLATHEAD SCREWS` NOTES, lJ WOOD BUCKS BY OTHERS. MUST BE ANCHORED - 118 X 1 3/4" LONG PROPERLY, TO'.TRANSFER.LOADS TO THE .STRUCTURE, FLATHEAD SCREWS 2.) THE'PRECEDING DRAWINGS ARE INTENDED TODUALIFYTHEFOLLOWINGINSTALLATIONS. L.H. INSWING RJt INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGALB. MASONRY OR CONCRETE CONSTRUCTION WHERE _ DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY STRUCTURAL 'WOOD BUCK.soUnaFt rRtAn NcC. MASONRY OR CONCRETE CONSTRUCTION VHERE N .0 RATINGS- C, JU TfING coOe T1DOORSYSTEMISANCHOREDDIRECTLYTOCONCRETEv)tx VATER INFILTRATION VHERE VATER IMF IRAORMASONRYWITHORWITHOUTANON-STRUCTURAL OU1RElQN! IS NEEDED 1 I REQUIRE IS NDI NEEDEBar ONE BY WOOD BUCK ivJbIL11 APPRPVFQX_j_+ PROOL' rONTROL6PASION ) 3. ALL ANCHORING SCREWS TO BE 110 WITH o p F X _ BU0.0L,,COGEC_'PLIA ICE O:C2 4INIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACCEPTANCE NoD1v31',. z5 3R3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PROTECTED BY A CANOPY OR NTOMASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANOPY OR OVERHANG I. UNIT MUST BE INSTALLED WITH 'MIAMI-DADE COUNTY TD SILL IS LESS IwW 45 DEGREES UNLESS UNIT IS INSTALLED IN 1PPROVED' SHUTTERS NM -HABITABLE AREAS VHERE THE UIIIT AND Iff AREA ARE DESIGNED TD i. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRATION INODOOR, THREE STAPLES PER JAMB INTO THRESHOLD ON IDELITESANDDOOR. C [ Pr7 MOOIf¢ arlOMi hnvm I - LATEX SEALANTTOBEAPPLIEDATSIDEBY510ELQ0IY1$CiSIDILlrR/L QL : A'4 .: DEPA p qC IAMBS ANDSIDELITES. ()Iaaro6 MISS 10111, Sit M. M i A " 'O.CR' 00[X [b?ICtiaig, g unl DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE F ' vl I a 1 11 ORNEP,S ARE COPED AND BUTT JOINED. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST II ....... r vH1BITIVE PRIMER PAINT VITH A DRY FILM THICKNESS OF 0.8 TO L2 MIL PREM N 1 Y I M 31-1029-EW-1 FRAMES SHALLBEPRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ vl;rilalLr SHEET I OF 5 ATER-REDUCIBLEVHITEPRIMERV17HADRYFILMTHICKNESSOFD.B TO1.2 MIL. kIVTi liiiii2 Ian INTERIOR1V1x 7+• MAX75l/+• Ia 35 a/.- 16 I MAX 35 a/.. Il MAX35 + 7i,• ti+ 5 9 ID N sm Mm MAX 22' KAX 7 , OLD 11 9 4 7i 1 0 ' , EXTERIOR a s'EC Q4ZPG DETA6 SECTION A -A I, INSWING OTHER CONFIGURATIONS 77 la.• 111 1/P GLAZING DETAIL nl 1. MAX>. sHERVIN vnulS Bsontd - MAXQtnDCUUCIIg1t&K EXIERIjR a air. am K& 7, MAx 7+ a/,• 1 MAX INICRIDR _ I I MX 77 v2. a 1Ux GLASS BITE g IgJ_ a 1/8' ILMP CD QASS RaaawEou c1r.DtiyD1„ 1Vi7N tHE SDUTH kp ylMmmm Com FROp{J sm C g hOCEPDIrtCEFA D3 nnM I-IOz9-Eb-1SHEET2Or6 mcatnu [ SHIM MAX r— 3/4' 80 ll/16' MAX INTERIOR 79 5/16' MAX SECTION B'-B 2 BY V000 BUCK EXTERIOR MA I LIZIALS LIST ITCH N0. IIESCRIP110HI PAR=HUHBCR COMMENTS - IO O VDDD ttEAp JAMB COMPRESSION VEATIiERV_ Cv-11 I I/4' X / 9/16' HTL. TO BE PNIE OR CGUIVAJ O ALUMINUM ASTRAGAL LOCKSCRCEN BRAN[LDXSEAI 9650 (BRO.NZE) 4 ALUMINUM -BUMPER T1iREEV-15 V- PREHOUR BRAND OR COUIVALENT- 5/8' ALUMINUM nSIR PRENDOR BRAND DR EOUIVALCNi - 11/4' x 1 9/16' O EV-08 PREHBOR BRAND - 1 11/16' - 20 Ga STEELSTEELSKINSKIN PDLYIIRFIHANr 6 9d (011 ID)1 4m) nll SI FJONItCBB)HD I BWI QD mi 0 pr BOTTOM CHANNEL A R FOAM - p[NSITY 2.0 ID 2.5 IbS./Ft' 10 VDOD LOCK B DCK EV-p7 PREHDOR BRAND - 111/16' - 20 GA STEEL 1D STRIKE SlilC EV-09 4• X 9 1/2' MIL. TD BE PINE OR COUIVnL[NI 11 HINGE STILE Ev-06 15/16' X 1 II/16' NIL TO BE PINE tIR EQUIVALENT 12 LOCK PREP FILLER PLATE EV- I5/16' X 1 II/16' NIL. III BE PINE DR EQUIVALENT 13 4'x4' HINGE EY-10ID _ PREHDOR- BRAND - .050' THICK- NIL. III POLYEIHYL 14 VDDD JAMB EV- 6 HAGER BRAND. HINGE UR EQUIVALENT ..097 THICK (SII IS BID x 3//4'' FH.V,S. 11/4' X 4 9/16' NIL. TO BE PINE BR EQUIVALENT 16 010 X 2' Fxv.i. SCREVS PER HIKE IN70 DOCTR JAH RIO s L r JAH , 1B' tiL Ilr(REAr rC R- SL'QEVS II R-Ut S(RIKE JAHB INTO SIDCLIIL JANe, A• mVil fRpB• CIL IInEAr IC4VS"Cen(EACHSIDELITEr.6) JAHB IHIO SIDELITE, 4' QOVR rRrIS' aC IIIEREAFICR. 17 torux v16' PfH A°ftlS VAU:I lq DIEM RCfER 10 ELEVATION vl[V, rpR a Uf SCREVS USED AND LQA10IB91DX3/q' FH.V.S. 19 ' e8 x 2' FJiV.S. (2) SCREVS PER HINGE INTO JAMB LOCKSET (2) SCREVS AT EACH STRIKE PLATE I B10 X 1 ]/4' FHV.S. SIDELITE JAMB EV-19 64- SINGLE PANEL GLASSfSlnnELIIL EV-2[ TRIM WOOD) EV-21 V[IDD CASING VCO]D EV-22 SIDELITE HEAD JAMB VOOD EV-21 SIDELITE BASE POIYPRITpYLENE EV-24 LITE FRAHE 1617, 46 X 1 I/2' PAN HEAD SCREVS SIDELITE STILES EV-26IPINNAIL DOW SILICONE U995 APPROVED AS CAWLYDIG VAT" THE 5011TH FI.(T T tUTCIA BY JUTV j PR ' HOLOMSiai BUILOOIG CODE CAL:PLIM'CE OFFICE ACCEPTANCE N0.0 1-O ] 1Y. 2.4 I I/4' X 1 9/I6' NIL TO BE PINE DR EQUIVALENT1EGLASSNPBLYpROPYLENRA - DC_164j _ (OD! ILB' fl fAR TFHPFRFD C' ASS 5/16 x 1/2 14TL. TO BE PINE DR EQUIVALCtI/B' I' MIL. ID PirA: aR CDUIVALENI -ITEMS IIpIDINGi 1IllsSIDEBYSIDEJAMLS' AS MULLIONS 11/4' X 4 9/16' NIL. TO BE PINE OR EQUIVALENT 11/4' X 4 9/16' HTL. T BE PINE OR EQUIVALENT HP Polypropylene by DL 8 PER FRAME io KCT D i4 DE 11QQE Af ([R 5/16 X 1 11/16' NIL.. TO BE PINE OR CQUIVALCNT 14' LQIG RAR, 4' DI [MR fee, Ku jr OL IKeAFIER, USTI DN Ie,UDS ARD I 1-1029-EW-I SHEET 3 OF 6 REVISIDI LETTER 9 BY WOOD BUCK 1/4' SHIM MAX INTERIOR I 79MAX16 80 11/16' IMAX MIA J 64' MAX DLO 2 BY WOOD BUCK 4 SECTTON 'C-C EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1029—EW-1SHEET2OF6 1 1/4' D W SILIC NE #99S pREMDOF F%cl nm %I L fffr2D 5MMKGC-ECMwLW=onw PHISBdS,, Ci 64 A='W+CE fl0. 0 f- 0 7 rY: L 4 F"K L RAILMa usr I-1029-EW-I SHEET.4 OF 6 avis+ rrrrrR n OTHER DOM .'CONFIGURATIONS r w V V(• wooOLo 11LL DK4t LL VKIL LC V p 1 I 1 1 p Y 1 L• ... 1 I I 1 1 L• JHLLL Loxxn w LIW Lc Vw ' , c KK L. Liv.uc L1 L wr D v1• ~ ' w roc cc"° u D Lr L -. 1plli Illiss Mo. nxfitRIIS® * alsi Nllro SIR [QR.10.T uG AF'P'•CncDAS COHPLYDIG Lt;IN TILE SONf}I Fl PIM Bt14DUN.i LL.t[_lllr o ay PRIPR= .T aDL DIHSIM 911 L DUq DDIG000E CD1tr'L1"VZ OFF PII I$ ACCEPTANCEP0. 01-0$I_ y•Zym x 31- 1029—EW—I SHEET 5 OF 6 R[ VIRM ttll[R FlT1 Ir—n T,I—,F r u i nLK BUUK FANLL STYLES36" rMAX 79 J/J6"_ Qa O° ®A® oo BOB MAX Q Q goD od aBooga 0 0 0 DDD canBLANKIOP6-PANEL 4-PANEL 9-PANEL 10-PANEL4-PANEL ITPANEL OTHER SIDELITE STY LES 36 I r—MAX 796Q M X SL-10 SL-20 SL-30 I• SL-60 SL-50 ' SL-50B SL-69A SL-69B C7 O on ao on oa o0 oa oa PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PD-8 El 13 o®® DD OD dD d0 OD110Dagoo00ooFLUSHB-PANEL ERp$Sm 12-PAkEL 4-PANEL Q EYEBROV V/SCROLL EYEBRDV 5-P+NIl 5-PANEL V/ SCROLL ETEBROV SL- 69C 'SL-25 SL-55 SL-JOD SL-40 SL-90A SL-901 00 00 00 an o0 PD- 9 PO-10 PD-11 PD-12 PO-13 PD-14 1 9. 1 1 m DO0 I iu 111 illi 111 PO-27 PI PI I 0 Bob 0 0 goo goo 000 0 0 PD-35 PD- 36 PD-37 PD-38 PD-39 PD-4D PD-4I SL-90C SL- 300 SL-30C SL-70 SL-E PD-15 PD- 16 PD-17 r fh--1 N I • n yS Y. la 91 Imll lul u sG PD- 71 PO- 32 P 31-1029-EW- 1 SHEET 6 OF 6 aYam trite 6 ,. MIAMPMADE PRODUCT CONTROL NOTICE Or ACCEPTANCE PI-CI11(IOI' EIttry Systerns 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 NIIAitiII-D.-.DE COUNTY, FLOPIDA METRO -DARE FLAGLER BUILDING TWILDINC CODE CONIPLLANCE OFFICE MJi'I720-DAI)I's FLAGLIsft I3UI1.1)It G 14.0 WIiS'rFI.AGI.filt S-17t1i1ir, SUf1Is 1GU3 MIAMI, F1.0IZIDA 33130-15ci.5 305);75-2901 FAX (305) 375-290S C ONTILIC"I'Ult 303)173.2527 Oerr(,c-r(tnl:N1•'ciltcat nt,-r nit•Islc)N 3U3) J75-29GG 1,L\ (.tU S ;{ 75.29UX PRODULT DIVISION Your application for Notice of Acceptance (NOA) of (cos) 375'2`'°2 t''L1(aus) 372.63.11) Entergy 6-8 S-W/E Outswing Opaque Single w/sidelifcs Residential Insulated Steel Door - under Chapter 8 of the Code of Miami -Dade Count =overningyM tilt, use of Alternate Materials and Types ofConstruction, and completely described herein, has been recommended for acceptance by the Miami -DadeCountyBuildingCodeComplianceOffice (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below, 3CC0 reserves the right to secure thisProductormaterialatanytimefromajobsiteormanufacturer's plant fbr quality control testing. If thisproductormaterialfailsto 'perform in the approved manner, BCCO- njay revoke, modify, or suspend theuseofsuchproductormaterialimmediately. BCCO reserves the right to revoke this .approval, if it isdeterminedbyBCCOthatthisproductormaterial- l"hils to meet the requirements of the South FloridaBuildingCode. The expense ofsuch testing will. be incurred by the manufacturer. kCCE TANCE NO.: 01-0314.21 r EXPIRES: 04/02/2006 Raul xooMttic_ Z , Chi::f Product Control Division TI•IIS'ISTI•IE COVERSIIEf:T, SEE ADDITIO,N;1I, PAGES FO12 S1)ECIFICAND GENERA1, CONDITIONS BCIILDING CODE & PRODUCT RrVIE`V COMiNlITTEE This application for Product Approval has been reviewed by the 13CC0 and approved by the 13uildin Code and -Product Review Committee to be used in lvliami-Dade County, Florida under the conditions setforthabove. APPROVED: 06)0:5/2001 Francisco J. Quintana, R.A. Director t%fianii-Dade County Building Codc Compliance Officc 04500011pc2000UtemplateslnoLice acceptance cover page.dw It'tcrnct maul ac)dress: Premdo-r Entry Systems ACCEPTANCE No.: 01-03I4._ 1 APPROVED JUN 0 5 n1 EXPIRES April 02, 200b NOTICE OF ACCEPTANCE: SPECIFIC CONDITIO.kiS . 1. SCOPE IA This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. Itapprovesaresidential -insulated door, as described in Section 2 of this'Noticc of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -DadeCounty, for the locations whcrc the pressure requirements, as detcrriiined by SFBC Chapter 23. donotexceedtheDesignPressureRatingvalticsindicatedin. the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-1i'/E Outstiving Opaque Sinbld Rtesidentiat Insulated Steel Door withSidelites- Impact Resistant Door Slab Only and its componcnts shall be constructed in strictcompliancewiththefollowingdocuments: Drawing -No 31-1020-ENV-O, Sheets 1 through 6 of 6., titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidelites in a Wood- Frames withBumper .Threshold (Outswing),'' prepared by manufacturer, dated' 7/29/97 with revision C dated01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice ofAcceptancenumberandapprovaldatebytheMiami -Dade County Product- Control Division. Thesedocumentsshallhereinafterbereferredtoastheapproveddrawings. 3. LI11•IITATIONS 3.1 This approval applies to single unit applications ofsinglc door only, -as shown in approveddrawings. 4. INSTALLATION 4.1 The residential -insulated steel door and its componcnts shall be installed in strict compliance withtheapproveddrawings. . 4.2 Hurricane protection system (shutters): ' 4.2.I Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidclite: the installation of this unit will rentiire a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state andfollowingstatement: "Miami-Dadc County Product Control Approved", 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompznicd by copies of the following: 6.1. I This Notice of Acceptance 6.1.2 Duplicate copies of tlic approved drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked. to show the componcnts selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the South Florida Building CodeSFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con rol xamincr Product ontrol Division Premdor Entry Systems ACCEPTANCE No.: OI-03I4:21 APPROVED JUN 0 5 EXPIRES April02 2006 NOTICE OF ACCEPTANCE: ST4NDARD CONDITIONS Renewal of this .Acceptance (approval) shall be considered after a renewal application has been filedandtheoriginalsubmitteddocumentation, including test supporting data, engineering documents, are no older than eight (8) years. I Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami-Dadc County Product Control Approved",'or asspecificallystatedinthespecificconditionsofthisAcceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Codeproductandtheproductisnotincompliancewith'the code cchangcf5cting the evaluation of this b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not 'complicd with all ncc rcquircmcrits of this acceptance, including the correct installation of the product. d. The en.indr who originally prepared, signed and scaled the required documentation initiallysubmitted, is. no longer practicing the engineering profession. 4. Any revision or change in tlic mdterials, -use, and/or manufacture of the product or process shallautomaticallybecauseforterminationofthisAcceptance, unless prior written approval has beenrequested (through the filing ofa revision application with appropriate fcc) and granted by thisoffice. 5. Any of the following shall also be "rounds for rcmoval of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse -of this Acceptance as an endorsement of any product, for sales, advertising or anyotherpurposes. 6. The Notice of.4cceptance number preceded by the words Miami-Dadc County, Florida, andfollowedbytheexpirationdatemaybedisplayedinadvertisingliterature. Ifany portion of the NoticeofAcceptanceisdisplayed, then it shall be done tin its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shallbeprovidedtotheuserbythemanufactureroritsdistributorsandshallbeavailableforinspectionatticjobsiteatalltime. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for teriiiination and- removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last pate 3. END OFTHIS ACCEPT NCE Manuel crez, P.E., Product Cc h-o Examiner Produc "ntro! Division 3' 4' MA 15' MA O . 15' MAA 15' MAX O C. A 15MAX O. C. 15' MAX t- KLMJJUK .. (LN I LHCI Y BHANll) WUOD EDGE SINGLE DOOR VITH- SIDELITFS IN W013D FRAME* WITH. BUMPER . THRESHOLD OUT. SWING) j00' MAX 4' MAX•MAX3'MAX4' MAX — MAX'3' MAX 3' MAX nX T 14' 3' MAX p 4' MAX -IT 11• DIIISL'{'' . L .4•M X,: I III I l9, MAX 43 I /16' TOP OF out TO 4 0 LCI a 1tpTld' KVrXsI Y DEADeI I MDOCL66.0 TCRIC9 I ' HOC ARLDCDCAOlDLI MAX% DLO tCVIXSC lI MDDeL a+ DR MARLm x 7/16• i oDu I A No t5) LES6' YAX15,__ L 16 1 15' MAXMAXMAXNAlTIs' 4' MHAXNOTES, 3' MAX MAX 3' MAX MAX4' BUCKSBYOTANCHOREDMAXMAX4' MAX 3 MMAXVOOD MAX TOE ROPERLY TOTRANSFER ARE THE PRECEDINGCRAVINGSINTENDEDTO AS x 1. 3/4' F.H.V.S UALIFY -THE FOLLOWING INSTALLATIONS. 3) PER SIDE FROM WOOD FRAME CONSTRUCTION WHERE DOOR y-l JAMB INTO THRESHOLD Y31EN IS ANCHOREDTO'A HIMIMUN TWO BY WOOD ENING, MASONRY ORCONCRETE CONSTRUCTION WHERE LK OUTSVING Lx Obr5VING OR SYSTCN ISAktHDREDTuAMINIMUMTWOBYRUCTURALVOODBUCK. MASONRY OR CONCRETE CONST•RUC1•ION WHERE TOR SYSTEM IS ANCHORED DIRECTLYTO CONCRCTE VATCR D50.1RAT1[ NME 11BYY 00BUCORWITHOUTANON -STRUCTURAL DWRORNI ISRCCDCI F ALL ANCHORING SCREWS TO BE LID VITH YIMUMI 1/2' EMBEDMENT INTO WOOD SUBSTRATE ti3/t6' PrH TAPCONS'VITH 1 1/2' MINIMUM EMBEDMENT r0 MASONRY. . LMISSHALLBE DISIALI.CD ONLY AT LOCAtIONS PRO}ECfCD IT A Evian OR UNIT MUST BCINSTALLEDWITH •MIAKI-DADC COUNIT DVERNM6 SUN THAT TIE AhTA( BEIVCEX [HE EDGE Or. CAHDPY OR Mow& PROVED' SHUTTERS 10SILLISLESSTHAN45MCREELIINLCSSUNITISINSIALLEIINTHREESTAPLESPERSIDEJAMBINTOHEADERONSIDELITESNOR•NAIIIABLE AREAS VNERE IIE UNIT AND IH AREA ARE DESTWED'to ' D DOOR. THREESTAPLESPERJAMBINTOBASEONSIOELITES. ACCEPT VAIER 1130tRAI1DK LATEX SEALANT TO - BE APPLIED AT SIDE BY SIDE 48S AND SIDCLIrcLMOR/SIDELITE HEADER, DaM/SIDELITE JANOS, AND SIDELIrr BASE NERS ARE COPEDANDBUTTJOfHEILtrIUD& D + Vl m. MRS SHALL BE PRE -PAINTED. VITH A VAtER-BASED EPDXY RLrS1 BITIVE PRIMER PAINT WITH A DRY FILM THICKNESS OF 09 t0 12 MIL. RAMES SHALL BEPRE -PAINTED WITH AN ACRYLIC LATEX VArER-BASED/ ER-RCDUCIBLE WHITEPRIMERVITHACRYrILMTHICKNESSOr0.8 TO 12MELW!!!ll APPROVED A5 C0M- LYH;G %ill It JnE u^OUTH t• L1DUtLDUJG me OY_ /Ill H PaDOU TC CM0L CI'.15;Wl U eLlI CODECCIPLLLV_E CFF,CE ACCEPrAJICErrO. Or- 03 /Y. 2 f 1020-EV-C SHEET I vaa Un _ N L TT I 0 N A- A GLAZING DETAIL O U T S W I N G OTHER CONFIGURATIONS S1IERVIa VIIIA"l 050AG11CR1@iCBAUELAiCX CAIAX- I168aRixio I{ 6e 3ri4• CXiCR10RC? IRICRID AVPaQra ;;rc0' ralrwc 111Y}tiMEASS $ITE 9 ou- JUN is SflML s. 1/8' 1E1PCRC0 LASS vao r naDCorAsmrl Y - ACCEPW.ICE tA). U 1- a 1 V, L n1RQ i 1-• 1020-EN- p SICEL 2 or bB1IDolulmC 3/4' 80 11/16' Max EXTERIOR 79 5/16' MAX SECTION B-B 1 1/4` INTERIOR WOOD HEAD JAFIB EV-12 CUID+ENrS .-- I I/4' X 4 9/16' NiL TO BE PINECOMPRESSIONWEAT11ERSiRIP4 OR EDUIvkrjii WOOD STRIKE JAMB ALUMINUM -DER THRESHOLD R OX 0 I I/4' X 4 9/16' HiL PINE OR EOUIVALENITOBE iDP CHANNEL EV-13 PRENDOR BRAND OR EOUIVALENi - 1 1/4' x 4 9/16' St CV -OS PREHDOR BRAND - 1 11/16' - 20 GA STEEL Y 26 to/ lmT -mD • still 4aU Rir 6ARI e BDrTUH CHANNEL BASF FDA" - DENSIiY 2.D TO 25 IbsJFt1EV-04 V D 0" BLOCK EV-08 PREHDOR BRAND - I I1/16- - 2D G4 SiECL STRIKE STILE EV-07 4' X 9 1/2' HTL i0 BE pINE COUI VALENFNEHINGESTILE- EV-06 15/16' X I I1/16' HiL id BE PINE OR EDUIVIS/16' LOCK PREP FILLER•PLArE EV-09 X 1 11/16' HTL TO BE PINE OR EOUIVPREHDOgBRAND - ALCNI 4'x4' HINGE' HINGE JAHB v-IS THICK- NiL TO BE PULTEiHYLEBRANDHINGEOREDIIIVALCNT - .097 THICK QIEI10xB10x3/4' FHWS. 1 1/4' GER 1 1/4' X 4 9/16• HTL TO BE FINE.•C!<T CWIVALCN( BID X 2' FHV.S. 1 SCREVS PER BItIGE INTO MR 61 smvs "RJ-Ui EACH Beiaivt++Dm11I SIBEME JAMBO' (IA3 15. Or (HJWiO S AFIERIDEUIC. 4' GM FR@I SIOCUIE WOOD STILE 1V-07 RLUT R TO ELEVAiIiAT ViEV. FOR B OF SCTOVS USCD MD LMAIIDIIS AB' x*2' FJtV.S. IS/16' X I II/16' HiL id BE PINE TiR:.EDUIVALENI LOCKSEi 2T_SCREVS Af EACH stRlrcE PLATE 010 x 1 3/4- FHVS. KVIKSEi BRAND 200 LICK OR HARLOC BRAND I00 LUCK 51SEREvsHmumBINGEJAMBINTOSiOCLIiCJAHg• HA111gOr- TI(E AFTER B Wvn FRB( 11 10) vS It r SrRUM JAMB WTo SIi[LHC 1M 4• 41zSLREVSITITYEAFTERLMm TRm I 140M EACH 14HU uno Barn _ VDOD SIDELITE JAMB B EV- IB 1 1/4••X 4 9/16- NiL i0 BE PK DR EDUIVALCNf . 22' x ("I' SINGLE PANEL GLASS AN SIDELITE iRIN (VDUDT EV-19 UL RUPT F WOOD CASING EV-20 5/16 x 1/2• MTL. T•U BE PINE OR EV-21 1 "' awvAl[ EQl11VALENT HOOD SIDELITE HEAD JAH6 - BY S1= —.. As rLUIDU _ I EV-22 1 1/4- X 4 9/16' HIL TO PINE OR EDUIVALENi WOOD SIDELITEBASEEV-23 1 1/4' X:4 9/16' HTL I IL PIK OR EDUIVALENT POLYPROPYLENE LITEFRAHE -1617. DDL 2 FW Pol r 16 X11/2' PAN YP oPylene by DDL HEAD SCREWSIBPERFRAt4EPINNAIL1UXMDIrDErAirER DOW SILICONE 4995 (wl w ICIQIaNA><8 -REBarriLr6EBQ1 1T(tpa AAB I1u Ti,UcwLY% mrdnsum — OUIH FUr3Tt{ L BY JUfi p UA. OAYI CODE OOlJR1At Yx: oFFlCE GCEPIANCE 31- 1020- EW-0 SHEET OF 6 11VISDH LEiiOI 0 1/4" SHIM MAX 1 3/4• dTERIOR I 71 MAX16'. 80 11/16" IMAX 2 BY WOOD BUCK SECT -ION C-C 1 1/4' EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 1131-1020-EW-0 SHEET 2 OF 6 1 1/4' DOW SILICONE 4995 1PFFWFA a C71J7! i01G %ml" T/1Escum 7qm.v^uyrr jBj(T N.TV 4JBYE ra rr - n nykvoH 911 C 9ULmJG CO!-COUPLKNCE OFMCE Pllli AC% EPLVS,.E Iy. 01-011 V. L. DEC UIE rem,[ L INIEgl4 Lill 1- 1020—EW-0 SHEET 4 OF 5. WLYLTIIm m u D l' I j L,LJLJ . uivi IUUi\N I lUIVJ. lux RFti.Q.iS .'Ot:=.IYWC VAT" THElwrtnm`i ^ Ea• Iwc GrE Vf L IT PRIPAOfA YTRM gyGyypH 7r 1/Z• to r "AX MAX r nax " 1.- nea IY u" PAX rouJ LL 1 13• n f nb llna u• wuOlt 13, FwxOL ice rww 7" IIRI a' eu M1 X 31-1020-EW-EW-oSHEET5OF6 way wit, U I IILI-\ DUUK rOINLL S IYLES- 36 MAX 19 L Dun Fu0aua a11Iiinl 0 mQO1101100 [ lull up UuuIJLANK lop 011 Dun 00 4 -PANEL 6-PANEL 4-PANEL 9-PANEL 10-PANEL le-PAKL Eli Boo FLUSH U-PANEL CROSSBUCK 12-P L 4-PANELp V SCRPANEL 5-PANEL EYEBRUVULLETCBRUW5-PANIL (S-TCPARELOTHERSIDELITESTYLESV/SCRULL BROV 30" MAX 9 F/ o o D _ SL-10 SL-20 SL-30 SL-60 SL-50 S1-508 SL-69A SL-698 SL-69C SL-25 SL-55 SL-30D 51-40 SL-90A -9 tj SL UR SL -90C SL-300 SL-JDC SL-70 W 11B Ir SL_GQ PO - I PD-2 PD-3 PD-4. PD-5 P0_6 pD_? P 0 -0 P0_9 PO-10 FO-11 Pa-12 PO-13 PO-14 PD-15 PD-16• PO-17 u tj r " I pa- 19 P0-19 P11-21 PO-22 PD-23 PO-24 PO-25 PD-26 PD-27 PD-2.0pv_z9 Pp-30 Pp-31 PO-32 PO-33 PD-34 UUM 1011p. TRx L"Istm. Uliss Win sik AWL lk S0 _ 00PO-35 PD-36 PD-37 . PU-39 PO-39 PO-40 p 911 L I RSW N YS M PO-41 PD-12 Po-43 PO-43A 0-43B FIRSW 66162 O-EW-0 SHEET 6 OF 6 van taimi u Maronda Systems Engineer of Record: Design Criteria: TPI Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 6CCO4501 45 157 CROWN COLONY WAY ORLN-CRC SUN13 RIGHT SUNBURY I VAULT 2'-0" @ GARAGE ADD 1 TRUSS "M" 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 7-9R_ Thecp truccpc nrp rlocinnnri fnr nn nnrl^c—1 h.m;1e4; .. Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 33 Layout 11-4-99 A 04 V 6-18-02 L Roof Loads - VT 4-11-01 W 6-18-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 X 6-18-02 A 6-18-02 Y 6-18-02 B 6-18-02 Z 6-18-02 C 6-18-02 Z1 6-18-02 Total 33.0 psf D 6-18-02 Z2 6-18-02 E 6-18-02 Z3 6-18-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" E1 6-18-02 F 6-18-02 F 1 6-18-02 G 6-18-02 G 1 6-18-02 H 6-18-02 H 1 6-18-02 I 6-18-02 11 6-18-02 J 6-18-02 J1 6-18-02 K 6-18-02 L 6-18-02 M 6-18-02 P 6-18-02 P Field Assembled U 6-18-02 INV # DESC QNTY DATE:IIN 18331 1 EHUH26 18330 EHUH28 18360 1 SKH26R 18361 1 SKH26L 18362 SUH26 18370 THJ26 4 SEAT PLATES 38 40-0 s-o 7-4 21-0 JUN t e 200 I B-91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING &t BRACING METAL PLATE CONNECTED WOOD TRUSSES ° 4R'NII G 11Y;',R,NING-w"de5cr bes a condition wlaere` aMiKNtq lI tIA rL c iohsdouldresui tIaS+tri n7'S51 r7 w'irS+ JirWitiMa i .Vu .' ,, c N„r• : wseuere„Perso al n t yyor1 amage to structures . ' TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 608)833-5900 is theresoonsibility of the installer(builder, buildina contractor, licensed contractor,truss industry, but must, due to the nature of responsibilities involved, be ector or erection contractor) to properly receive unload store handle install and presented as a guide for the use of a qualified building designer or installer. Thus, ace metal plate connected wood trusses to protect life and property, The installer the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages ustexercisethesamehighdegreeofsafetyawarenessaswithanyotherstructural arising from the use, application or reliance on the recommendations and aterial. TPI does not intend these recommendations to be interpreted as superior information contained herein by building designers, installers, and others. Copyright the project Architect's or Engineer's design specification for handling, installing © by Truss Plate Institute, Inc. All rights reserved. This document cr any part id bracing wood trusses fora particular roof orfloor. These recommendations are thereof must not be reproduced in any form without written permission of the rsed upon the collective experience of leading technical personnel in the wood publisher. Printed in the United States of America. CAUTION. The 5uildsr, building contractor; licansed contractor, emctororerection contractor is advised to'obtain and read tine entire booklet Commentary P and -I eco;nmendctions for Handling, Installing Bra fng I!c _al °,late Connected Wood i russes. HIB 51" lrorn1. h ,'!"Muss.P{ate Ins it CAUTION:Alltemporar bracirfcrshouldbiii less than '2;.4 grade marked lumber: AII_connections i 3 should! be made with minirniamn of 2-'16d nails: All trusses assumed Z on -center or less. All rn6Iti-7iy trusses should be connected together -in accor- dalic'e'with design drawings Prior to .instarlation.': TRLS S STOW,/; . CAUTION: ii•uisesshoul.dnotba' h n!oadad on rough terrain or un- c en surfac s vwhich could cause damage to the Truss. CAUTION If7; rasesstored'harizontally sho.uld be'1suppartec3,p hlocfKing' o preVet ezaessive7ia erala[tlw 4 . any: °4 " r Ci' 1 ,> m Fn? s , t , dGy d ;,.: • di Er, Iesse t+. k f 1 r ,. h.:t = :. gg mois ureligain h + 9,f i 1 s LtJiivii..r..a, 7511Sr 5 i 9 4R F n Cxfwt'^rv1 -rsxc r 4 1.sr<• t WAR1VIaG fDo o breal'. i alding u ftl instal at art tyryr, . u , 2 5 r +4:;c zr, -y.- 1. ritt.''Sl F': ;'' ,xi`?i-+—*U 7r' • r4eginsCaTesiould, ,e;,ex,c sedwl ,anin eL vu rash M,if46't,n ", 9:ua1t"oa oltl sth Efnglopi nau,il al, us+ses' V w,...,.s s...".yo"—....,. rl w'„rns trj. r ibraced to preu e nAt'tfape lµng oYrrilppo1r, Su;kilar,St J:IF>r:.97I'L'('t;7.Mvv_fxrr r<+DAjNGER ;{CD.a,togstor 7" bundlesutrinlit ttn ies YF 1 es, banbrade'dgwaindbreak -bands untllibunri, re +,, 1r f GA ,( ' diaii's.' ' y 1,Fi+stv1h d5 %. J i e:'%k , ..!,"{' r S . faced;in,a s`ile hgrl an a V;ositior): Frame I 60- . i or less /or less Approximately Approximately Tag truss length / truss length Line Truss spans less than 30'. Will the 1 Spreader Bar attac sling Toe In Top in etc. Less than or equal to 60' Spreader Bar Toe In Less than or equal to 6o' e gg 91114 001, 111 ECHANICALh: I;i,'IhISTAL TIi7N Tag Line Strongback/ SpreaderBar Greater than 60' Typical horizontal tie member with multiple stakes (HT) truss of brae cup of trusse EB) Frame 2 12 7 4 or greater 101M9 . P CHORD TOP CHORDII 1!ij; IArGO-NAL BRAC A C III it SPAClNG(LI%);'111','(l;!1 ruf# sses Up to 32' 4/12 81 20 1 Over 32'- 48' 1 4/12 6' 10 7Over48'.60 1 4/12 1 51 6 1 4 I --- — w-1— Plul—wonat engineer DF - Douglas Fir -Larch SIR - Southern Pine HF - Hem -Fir SPIF - Spruce -Pine -Fir All lateral braces lapped at least 2 trusses. 0, Z y; c o.,, `, , j G ; :;,q.' his , Top chordsthat arelaterally braced canbuckle ritgothern nd cause collapse it thereinno diago- oa: bracing. Diagonal bracing should benalled I ohe underside of the top chord when purling are attached to the topaide of the top chord. A& WARMNG:' Failure to followthese re- comm erndations could resul` in severe personal injury or da,r.,,age to trusses or buildi -I C] TOP CHORD OR" f411NIfdUfWl I„ 6HOR6:!,,,TOID APPitcH. 11;1 I:ii;i iiiij,i:t 4 VERAL! I(D BRACESPAC'I11 B': SPfalJDIFFERENCESPACINGiLB"S)`i!:: V! trues ssPF/HF SPDFSUpto28' 2.5 7' 17 12 Over23'- 42' 3.0 6' 9 6 Over 42'-60' 3.0 51 5 - Over 60' I See a registered professional engineer F - Douglas Fir -Larch SP - Southern Pine IF - Hem Fir SPF - Spruce -Pine -Fir Continuous Top Chord Lateral Brace Required 10' or Greater I Attachment Required - All lateral braces lapped at least 2 trusses. 12 Continuous Top Chord Lateral Brace Required 10" or Gre AttachmE Requirec AM V, e %. c., Topchordelhat are laterally brace C. _T, 0 together and cause co 11 apse if t rerei sn C d! a go. W4qnalbracing. Diagonal bracing l,ould be nailed to the uncle of ftie top cli—i when plin, are attached to the tolobile of file op chord. SCISSORS TRUSS Frame 3 Dotiom C11( at each'iem spacing -,.-as T: a IJ 017. ORD-bl1 lk A 'OR E 9 WICIIIIIIA, Id, I', bnlC s s2. oil P Up to 32' 4/12 20 15 Over 32' - 48' 4/12 1 15' 10 1 7 Over 48'- 60, O4/12 1 15' 1 6- i Fo-yerio, See a registered professional engineer S6` u h tern Pine ON '- 7rhi_7 lateral braces lapped at least 2 Oki . 61 N. T.. Xi Y" It julldina. a Z. v 1E R es PiFIMMS)p Fr/ A C P'm" Up 10 32' 81 16 10 Over 32' - 48' 42" 6. 6 4 Over 48'- 60'1 48" 1 51 4 2 Over 60' 1 See a registered professional engineer DF?bougas-6 LJr- arc SP - Sou HF - HemFirSPF m . Sp lj - i,: v Wi Thy wajagonal brace for , car; If I' e ver etrusses must be placed on verticalYs;l ifs webs, in, line with he supporl Z 7 7,Y. 1I I'llii;oi" Top chorea that are laterally braced can buckle I ogetherand cause collapse if there in nodiago- nal bracing. Diagonal bracingshould be nailed to the underside of the top chord whenpurlins arc attached to the topside of the top chord, Continuous Top Chord Lateral Brace Required a r.l.. IV braced an buckle + j g y.i togetherandcau collapse iftherereis nodiago. or Greater 0 nalbracing. Diagonal bracing should be nail edpurl totheundersideofthetopchordwhenpurlinstop chord r'. aattachedtothetopsideoftherd. A" ac ment Required 2? SS ePF1HF,,- O.c 30" or greater 7 dl d DIU E Continuous ay 11 Top Chord Lateral Brace Required 10" or Greater tit— T Lwi - Atachment Required D pr I ' r l,'II IiII't' i "'' I f ll I qtiuIIII I' ° dl I q + t l drfMtf+l al k' ti+lrlp TOP C OR j i, h TrOP,CFiOFi4 DIAGONA' A`'CEwld tti ;P IIfJIMUMi'IL ATERA°L tIt"P15111 I , I , SPAN' I r qI I PPTCHdIIhII ISPACING Bf ACE L' BISR ICING"" I 111 444 i.,r '• SP DFt:N 'SPFHF+`+ Upto24' 3/12 8' 17 12 Over 24' - 42' 3/12 7' 10 6 Over42' . 54' 3/12 6' 6 Over 54' See a registered professional en Ines r4 ur - vuugtas rlr-I_arcn SN - southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also re luired on end verticals. Top chords that are laterally braced can buckle tope! herand ca unecollapse if thereis no diago- nalbracing. Diagonal bracing should be nailed I the underside of the lop chord when purling are attached to the lopafde of the top chord. MONO TRUSS;'':j 12 7- 7 3 or //_1 greater 41 All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10• or Gre Attach m e Required INSTALLATION TOLERANCES Bo'Al T Maximum Misplacement Plumb Line L( In) L( in)h t L1200 'L(it)"` 50" 1 4" 4.2' 00" 12" 8.3' 150" 3/4" 12.5' Length L( in) Lesser of U200 or 2" L( in) Lesser of L/ 200 or 2" L( in) '' V2o0 L(ft) 200" 1 " 16.7' 250" 1-1 /4" 20.8' 300" 1-1/2" 25.0' s ' I r r ... F 11. 11+,yj •z, m i rl -r l - h I, ' } .' I . tit S. p.§ © WHOM f a 011 e pi IIIr.. ti L rc - "Sri i.o. lr o Y 6 0 o f q»(x d u y hi i, t s 1 P- 9 . 5 s I, # t a r J, tV • "o 11 y, . a o a. a o s' o a s s o - - a A s 605 Ma„da Way sanfor4 Ft ..2771 407) 321.0064 Fir, ('407) 321.3913 Date: Alarch 5, 2003 To: Bitilding Department Froau: Maronda Systems Tomas Ponce Professional Engineer State of Florida. #0050069 Subject: Vadey Trusses All vafley;trusses labeled VT -I thru 100 are covered under the general valley sheet providedinthetrusspackagesignedandsealedbytheengineerofrecord. The coanections are notedonthestructuralinfosheetoftheplans. ,rill criteria of the valley trusses are noted on thegeneralsheet. Ifyou have any questions please feel free to call at 407-321-0064. Vere E. Date: `l dlittbt6tflE•, 3 1 3 i O PS A i ff rFif5p r t STANAL TC G; s ThLs design is for an Individual buUdtrhg• compoaenl and has been Oased on WormaUon Provided by the client. The destgter &,61ms any responsibility for damages as a result of faulty or In"cumt bdi' matron. sp-LIkaUons and/or d-W- funbhed to the truss desbpnertrytheclientandthemrzeetnnsoracton,eYofthistnfmmaUonasItmayrelatetoaapcnkpmJcctandacceptsnornpooslbWtyore —Lrnocontrolwithregardtofabrtm- ton, har.Ub, , sbipmcnt and installation d trus4o. This truss bas been dolpned as an Individual building mmpoarnt in accordance mUANSI/7W 1-1995 and NDS-97 to be IncurpomtedasPartofthebulldingdesignbysUu9dbng0=19u-Iregtstered arcbneet orprofessbnal engmccrl. When reviewed forapproval by thebuildingdesigner. the design Ioadtngs shna,r must be checked to be sure that the data shown are in age®cat with the Inept buUding codes, local cUnralle 1--b for wind or snow loads, Prat-"speeUl-Uom -special applied Inds. Unless Shown, truss has not been deslpred for storage or occupancy I -As. The design assume, mmpre wn clnords (top or bottom) are coutinu- ously braced by sbcathing unless otherwisespedfeaWt— b ttom chords In tension ore not fully braced latmW by a Property, applied91dcelllnGTheyshouldbebracedata masimum spacing of I(r-O- o.e Conneclor Phto shall be manutaeturcd from 20 gauge hot dipped I:afva+niaed steel meeting AMM A 653. Grade 40. unless otherwise shown, FABRICATION NOTES Prior to fabricaUan, the fabric to,sball revinv this drawng to verffy that this dmwbng is inconformancemthUhefabricatorsplansand to realite . conUnumg "sPamlblUtY fo such verf- flcatbn- Any dLsmcparhcles we to be put inwrnbhgbeforeeuttb,gorfalxicaUon. Plates shall not be Installed over knotholes. Imots - distorted pain. Members shall be cutfortlpfrtBitingwoodtowoodbearing. Con. nector plates shall be located on both faces orthetress' -Rii vans fully toiNddcd and shall be sym. about theJoint unless olhercvtso shown. A 5x4 Plate Is 5--Ice x 4- Jong- A fix8 plate is g- We x If long Slots (holes) run param toJieplatekngthSP-Xi.d. Double cuts on webumbersshallmeetattheeenboldof.Lhe webs udcss otherwise shown. Connector plate sUesuemiolohumsUobasedonthefortessbov+nIdrosyneedtobeInctcasoiforcetainhand - log and/or c-,u.. sUo_so, Tlds truss is notobefabllmted -IthOr. refardarht urcated aanber unless otherwise ah, For additionalYurmitioaongualtyControlreferto ANSI/TP1 1-1995 PRECAUTIONARY NOTES All bracing and erection recormncodatoru arctobefollowediu —%dance wlth 7faodit gtnst-ol-9 lx Brac[n(', N111-91. Truss- .re tobetuodiedaiNpartkuhrcareduringbandtngandbundUng• dcllvury and brstaUaton to avoiddar®ge. T=Pmuy and Permanent bracingforholdingtrusaesInastralglrtandplruobpm- Ition and [or —1-Ung literal fn— shall bedesllgncdaedtusedbyoUnm. Careful hand- ingis =MUal and crecUon bracng is alwaysrcTdmd. Normal prmutlomty action for trusses requires such temporary bracing duringImbillatonbbacentrussestoavoidtopplinganddnmmofng. The sup—tiuon of ereU _ cd trusses shall be under the contml ofpersonsapeifeneedInUtelastellatlonofbuSSts. Pro(essbna! .d,lce0a9 be aouglnt Uneeded CaaeenUaUoa ofeomtrucUon loads gresterthanthedesbadsshagnotbeappliedto W"es at any thnc. No IaadS other than the - elot of tire erectors ball be eppaed to trust until after all fastcrUng and bracingUmmpicicd MONO VALLEY VALLEY TRUS U: VALLEY SET IF LESS THEN 3-0.0 THEN MOVE DIAGONAL WEB TO 14EEXT PANEL ES/ 4 2r4 t 214 OR 5x6 OR4x63A6 DIAGONAL WEBS 1 416 316 /x6 14x6 REQUIRED WITH SPANS DR OR GREATER THEN 26.0.0 3x6 2x4 2x4 2x4 I WHEN OIGAONAL WEB PRESENT USE 4X6 PLATE 1) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 2x4 310 VALLEY MEMBERS AT 24' O.C, (TYP) h 0.0•a 2x4 VARIESCOMMONVALLEY224 12 UPTOT 3x6 2x4 2x4 2x4 2x4 110 214 30 2x4 2x4 3x6 3316 •on 16 on aSUPPITINGIRUSSES14xsnr14x6zxa VALLEY TRUSSES(TII •MAX. 6.0.0 O.C. (TYP) 214 MAIL TRUSS SPACING MAX 6-0.0 O.C. (TYP) AREA BELOW4A- O.C. SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP 92 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -2X4SP93PROVIDEALLNECESSARYTOPCHORDBRACING, VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TOTRUSSESBELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDSUSE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ONCENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION , OR TWOFEETONCENTER, 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT W O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILEDTOFACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEBLENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG f• TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCEPT A5 S[101YN 1'LA7TS.A1,LT T7,20 GA TIwMD 'PER ANSUTPl 1-1995 Maronda Syste ns 4005 MARONDA WAY SANFORD, FL- 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 nano citsu+ anoox ccovicoo,rt.a7aca DexiRn_ Afmrir Anafyrir SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES ( TYP.) VALLEY STRAPPING TO TRUSS BELOW USING MSTA12 @4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET, Cont. Suppurt KkAM11y%x: READ ALL NOTES ON THIS SHEET. A COPYOFTHISDRAWINGTOBEGIVENTOERECTINGCONTRACTOR. BRACINGWARNING: Unclog shoc' n on Uts dmmng b nfe 'lot ectlon bmclng, u1 nd bmcbng. portal bracing or abuthr bracing wh1ch is aPartofUhcbuildingdesigntroda1Uchmustbemosldernlbythebulldingdeslgae. Bracbrg Shownis forUteralsupportrattrussmmbelsonlytoreducebucklinglength. PtovLsdmi must be trade to nnchnrLateralbracingatendsandspecgiedlocationsdetetndnetlththeProvisions buffilng dnlgoer. rr-- sal bracing oftheo•enll atruetnremay berequired. (See tilt-9i o(Tell. Rruss P6te ImUtute. TP1. is located at 593 D'Onobtu Drive. Madison. tviscomln 53719). JOB C4771: Cr17EE-6OAUOB3Ca1EE- LOIIUC Stilds ® 6-0-0 o.c. E.g. cob: DTvg: DSgur: 'FLY CLk: TC Live 16-0 p f 1'C Dead 7. 0sr 11C Live 0-0 PSI - BC 1)cad 2. 0 psf ro•rAl 25-0 nsf Truss ID: VT Date: 4-1.1- 01 DurFac - Lbr: 1,25 DurFac - P11: 1.25 O.C. Spacing: 24. 0'r Design Criteria: TPI Code Desc: ym.29. 00= 8302- 37 HIP BLOCKING NIARONDA SYSTEMS DESIGN INFORMATION This drsigii Is for an Indhidi al buildingcomponentandIwobeatbasedonLni.—.Uon provided by the client. The designer dtachbns any reaponsl6mty for danuges ee a .-.tL or faulty or Incorrect btrormotion, spectli atloru and/or designs furnished to Ure truss designer by the clknt and the correctness oraccuracy of Wta hdonrauorr o itcrap rrlate to a ape- cgle prgcet and accepts no tnponsibillly m rscrcfaes I. control with regard to rabrlm- lton. hanAll,g, ahlpmenl anA installation of lruaes. Thb truss Iran be— lest p—d .. an IndMdual building eamponent In accordance with ArISlrM 1-IM and NDS-97 to be Inc n .Led as pan of the building design I,y a BufWtngDesignerIrcglste..If architect - professional e,:;tng—l. 1Vhen reviewed r",,pprmI by the build'.,& designer, the designl.od ,Ip alma nisi be chrrkcd to be sure U,at the data shmm are in agreement wnh the focal building codes, local U..tk records for wind or- arrow leads. proleet apecNoth— wap..bI appned loads. Unless shown, truss has not been designed for storage oroccupancy loads. The design assumes eonrpresslon chords (top or bounm) arc coritt u. 1y braced by sh-Urtng tint— otherwise spec111ed. %Vhe,e b.Uam chonls In teruton ore not fully braced laterally by a property- applied ttgld eeUing, they should be br—d at It tr —h— spaebtg of 10'-Q o— Connector plates shall In tmnufaetured Irani 20 gauge hot dipped gal —feed atcel meeunq AS -Mt A 653. Gmde 40. unless othembe sltoor- FABRICATION NOTES Prior to fabrlollon, the (abrlt tar shall renew this dmobrg to .crny lint this drawing Is in cant manes wlUr the IabrimtrMs pots and to realize It mIlU nYhrg lealaormt arhty for such verl. fteallon. Any dbacparmles are to be put in wtlll,gbefore cuttingt r fabdeotlon. Plates shall not be installed a-er knotholes, knot.' or ellsloned grain. Wm-be" shall In cut for light lilting Brood to woad bearing. Can - nectar plates shall be located an bout film of lire truss wtlh rolls fully bnbedde l and sha11 be sym. about the joint unless 00terwlse shown A 5aII phtc Is S' aide a 4' long. A 6,tS plate ta 6- wide a it tong, Slob lhelesl con parallel to the plate kngth specified. Double cob on web members shall meel at the mrrtrold of the webs uldess otherrebe drawn. Connector plate sizes are minlntwn sties teased on llte fmco shmm and nay need to be Increased for certain fund- Wrg.nd/oreredbn stresses. This taus b not to be labrtoted with fire retairlant treated lurnbcr unless Ot hembe shown For addittonal trdanr u— an Quality Coobvif refer la ANSIrrPI 1-1995 PRECAUTIONARY NOTES All bracing and et`eetbn tcconrmcod.Uons aro to be fonoteed to ve—dare with'NandlingInstallingaBtaNrr, IIIBA 1. Musses ar< to be handled n41t panleular are dmbng banAing aid bundlbr8, delivery and installation to avoid mm damage. Temporary. and penrwrenl bracing farholdingin-- in a st.W.t and plumb pas. 8bn and for restating I.teral Ineees ahsfl be designed and installed M others. Careful hand. ling is essenllal and ueellon btadng Is altraya required. Normal prmullonary action for ruses requires such temporary bncing during bulalh0dn between trusses to avoid toppling rrtde.na.ang. T1wa auper.wntr or erecnan ( tntsscs shall be under the control of persons perfco¢ d in the tnstaflation of trusses. Professbtal advtee shall be sought 0 needed. Coneentrotlmh d const-Wor loads greater than the dnlgth feuds shall not be applied to lntces at any sites, No hods other titan the wcfght of lirecrrxlor. shall Ir a,•pUeA to Irusso rrrntu .1ter ell I.ulenb.g and hr.atng ta c—pkled. HIP GIRDER 2x OF WO: HIPDETAIL TI: HIP OTY-1 BLOCKING ADDED TO TOP CHORD STEP HIP TRUSSES TO SHORTEN. OSB' NOT TO EXCEED 24"O.C. 0 BE NAILED TO TRUSSES w/ @ 12" ON CEN. STAGGERED PRE- ENG'D TRUSS TOP WALL OF BUILDING T ll ICAL BL IL/ CKI V tlJ+ FOR yt,JJt EA THING IVGON S EX HIPS RNING: READ ALL NOTES ON THIS SHEET. Rug' Job: W : IPDETA IL MarondaSystemsACOPYOFTHISDRAWINGTOBEGIVENTOERECTINGDlvg: Truss ID: HIP CONTRACTOR. Dsgur: TLY Chit: Dale: 10-20-00 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: - 1.25 ANf-0RD, FL. 32771 407) 321-0064 Fax (407) 32I-3913 Bracing shoat on UiN drawing is uN Bret (lon bracing, wind bracing. portal btadng ear shnibrbracing whichbapanofthebuildingdesign .tad Much must be considered by the 6ulldhrg dclgner. Umchrg I C DQ;t(] 0 DurFae -'PII: 1.25 TOMAS PONCE P.E. shmm ta (tic btcral supportd inrss mcmbcn only I. reduce bucklbtg length. FTarbfonu trust be trade tom¢hor latct.i bndng.t ends and spee8kd Inca Uons dekrrab-d by Um bulldbrg designer. BC Live 0.0 ),Sr O.C. Spacing: 24.0" LICENSE #GU50068 1880 GREENBROOK CT.OVIEIIO.iI_3276B AddlUnnalbmcb,gor0temeronshucturemayherefulled. ( SaeN1D-91 afTPq, rruss PlateInstRute.IN. b 1—ted.t sea 0.Ommro Ots-e, htadlaa , unaeonII, s?li l. r BC Dead10.0 far Design Criteria: TPI Cede DEiil OTn T L• 33.0 of Dafdn:dimriyNtGlrtitJ08AM]:C:IIFFJ.Xvnatralr-c-,nPunuc 558- 29 DESIGN INFORMATION This design Is for an IndWual building component and has been based on Information provided by the client. The designerdbclabns any responsibility for damages as a result of faulty or Incorrect Informaton. specifications and/or design furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a ape- cifte protect and accepts no responsibility or exeretses no control with regard to fabrto- 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 partof the building design by a BuildingDesigner (registered architect or professional englneerl. When revlewed for approaal the building designer. the design loadings shown must be checked tobe sure that the data shown are In agreement with the local building codes. local climatic records for wind or snow Inds. protect specifications or special applied loads. Unless shown, tnw has not been designed for storage or occupancy bads. The design assumes compression chords (top m bottom) are continu- ouslybraced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigd coWng, they should be braced at a maximum spacing of l0'-0- O.C. Connector plates shall be manufactured from 20 gauge hotdippedgalvanizedsteelmeetingASTMA653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the Fabricator shag reinew, this drawing toverify that this drawing is In conformance with the fabrtcatofs plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put inwritingbeforecuttingorfabrication. Plates shag not be Installed Over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shag be located on both faces of thetruss with =its fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide z 4- long. A 6x8 plate 18 6" wide x 8' long. Slots (holol run parallel totheplatelengthspecNed. Double cuts on web members shall meet at the centrold ofthewebs unless otherwise shown. Connector plate sizesareminimumsizesbasedontheformshown and may need to be increased for certain hand- ling and/or erection stresses. This truss ts not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'HandlingInstallinghBmeing, IiI13-91. Trtwes are to be handled with particular care during bandingandbundling, deBvay and Installation to a%vtd damage. Temporary and permanent bracingforholdingtrussesinastraightandplumbpos- Ition and for resisting lateral forces shag be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dta inising. The supen1slon of erection of trusses shall be under the central of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration ofconstruction bads greaterthanthedesignlordsshagnotbeappliedto trusses at any time. No loads other than the tight of the erectors shag be applied to trusses until after all fastening and bracingIscompleted. JD. OUIVDUKI I Al;: IU# UNLIFr D.L. TOP CHORDS: 2x4 SP 2 2x6 SP 2 2 BOT CHORDS: 2x6 SP 2 WEBS: 2x4 SP 3 2x4 SP 2 2,4 Wind Case- ASCE 7-98, CRC, V= 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W= 30.0.ft TrussinINTzone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing ReqMAXLIVELOADDEFLECTION: L/999 L=-0.21" D=-0.22" T=-0.42" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB - 1.00 T 4-3-2 04-3 1 0 WO: SUNIV WE; MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 920# Support 2 920# TC ... FORCE CSI BC ... FORCE...CSI1- 2 4144 0.63 10- 9 3655 0.612- 3 5241 0.74 9- 8 3691 0.703- 4 5241 0.74 8- 7 3690 0.704- 5 4144 0.63 7- 6 3655 0.61 TI: A QTY:1 Joint Locations===========__ 1) 0- 0- 0 5) 30- 0- 0 9) 7- 0-102) 7- 0- 0 6) 30- 0- 0 10) 0- 0-'03) IS- 0- 0 7) 23- 0- 0 4) 23- 0- 0 8) 15- 0- 0 TOTAL DESIGN LOADSUniformPLFFrom PLFTo--- TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0TCVertL+D -100 7- 0- 0 -100 23- 0- 0TCVertL+D -46 23- 0- 0 -46 31- 0- 0BCVertL+D -20 0- 0- 0 -20 7- 0- 0BCVertL+D -43 7- 0- 0 -43 23- 0- 0BCVertL+D -20 23- 0- 0 -20 30- 0- 0ConcentratedLBSLocationBCVertL+D -429 7- 0- 0BCVertL+D -429 23- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Lox Type0- 1-12 2087 0 -920 BOT PIN29-10- 4 2086 0 -920 BOT H-ROLL 5X10 3X4llr 5X10 0-4d-3 4X6 'AYA ` 4X6OA1V3X4 T. 3-10-3 i A I7 30-0-0 10 2087# 3.50" 9 8 7 11-0-0 2087# 3.50" RO-11-11) I 30-0-0 1-0_-0 EXCEPT AS SHOWN PLATES ARE TL20 G TESTED PER ANSI/TPI 1-1995 430# 1 RO-I1-11) WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: scale = 0.2094 SUMarondaSystemsACOPYOFTHISDRAWINGTOBEGIVENTOERECTINGrDwg: Truss ID: A CONTRACTOR. Dsgnr: TLY Chk: Date: 6-18-02 4005 MARONDA WAY BRACING WARNING: TC Live 16.o psf DurFac - Lbr: 1.25 SA NFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 Bmctng show" on this drawing is not erection bracing, wind bmcUW, portal bracing or similar bracing shown Is a is for la4 rt of thebuilding design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Plt: 1.25 TOMAS PONCE P.E. support of thus members only to reduce buckling length. Provisions must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. BC Live 0.0 psf O.C. Spacing: 24.0" LICENSE #0050068 Additional bmeingofthe merallab„cturemayberequired. (seeH18-91 of TPI). TrussPlateInstitute. TPI• is located at 583 D'Onofrio Dri BC Dead 10.0 psf Design Criteria: TPI 1690 GREENBROOK Cr.OV1EDOXI-32700 e. Madison. Wisconsin 53719). Code DeSC: FLA Deign: Afarrie Analysis OB PATH: C:(TEE-LOA:UOBS1125AfPl11SUNlV TOTAL 33.0 psf V-06.02 02- 37 8- 3 t/ Cs: 06.02.02 Jo: 3U1140URY 1 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 disclatmu any responsibility for damages as a result of faulty or incorrect Information, apeciflmtlons and/or designs furnished tothe truss dodger by the client and the correctness or accuracy of this infornatlon as It may relate to a spe- cific project and accepts no respomfbWty or exercises no control with regard to fabrtea- lion, handling. shipment and Installation of trusses. This truss has been designed as an individual building component in accordance with ANslrM 1-1995 and NDS-97 to be incorporated as par 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 arc in agreement with the local building codes, local ebanatle records for wind or snow Inds. Project spccNcations or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tendon are not fully braced Laterally by a properly applied rigid ceiling. they should be braced at a maximum spacingof IV-O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvaniwd steel meeting ASTMA 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shag review this drawing to verify that this drawing is in conformance with the fabricators plate and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing beforecutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nafis fully imbedded and shall be sym. about the jointunless otherwise shown. A 5x4 plate is 5' wide x 4' long. A (iix8 plate is G wide x it long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are 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 treatedlumber unless otherwise shown. For additional kdormalbn on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling Installing 6 Bracing'. HIB-91. Tnrsses are to be handled with particular care during banding and bundling, delivery and Wta latlon to avoiddamage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral forces shall be designed and trutalled by others. Careful hand- IingisessentialanderectionbracingIsalwaysrequired. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dwitino(ng. The supervision of erection of trusses shall be under the control of Persorp ecperiencedintheWtalbtlonoftrusses. Professional advice shall be sought if needed. Concentration of constructionInds greater than the design bads stall not be applied to trusses at any time. No Inds other than the weight or the erectors shall be applied to trusses unW after allfastening and bracing iscompleted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 734# Support 2 765# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.08" D=-0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB = 1.15 1 5- 3-2 0- 4-3 R 0 WO: SUNIV WE: TI: B QTY:I MULTIPLE LOADS -- This design is the lt of Joint Locations=============== ple A11Pite RESSIONuChords arrelassumeddto be 2) 4- 9 4 6) 25- 2-12 10) 15- 0-'0 continuouslybracedunlessnotedotherwise. 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 WindCase- ASCE 7-98, C&C, V= 125uph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W= 30.0 ft Truss MAX- REACTIONS PER BEARING LOCATION----- in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf X- Loc 0- 1-12 Vert 1036 Horiz 60 Uplift Y-Loc Type Impact Resistant Covering and/or Glazing Req 29-10- 4 1035 0 734 BOT PIN 765 BOT H-ROLL TC ... FORCE CSI 1- 2 1794 0.35 2- 3 1582 0.32 3- 4 1637 0.39 4- 5 1637 0.39 5- 6 1582 0.32 6- 7 1794 0.37 BC ... FORCE ... CSI 12- 11 1568 0.47 11- 10 1371 0.43 10- 9 1371 0.43 9- 8 1568 0.47 4X8 2X4 dxR 12 11 10 1036# 3.50" 1- 0-0 R0- 11-11) I 30-0-0 EXCEPT AS S11OWN 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 Design. Mmrir Analyjil YVAKIV1114W 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 whichisapanofLitebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoftrussmembemonlytoreducebucklinglength. Provisions must be madetoanchorlateralbracingatendsandspecifiedIoctonsdeterminedbythebuildingdesigner. Additionalbracingofthewemllstructuremayberequbed. (See IIIB-91 of TPI). ratsPlateInstitute, TPI, is located at 583 D'Onohlo Drive. Madison. Wisconsin 53719). 0 Eng. Job: Dwg: Dsgtir: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psr BC Live 0.0 psr BC Dead 10.0 Psf TOTAL 33.0 osf 4- 10-3 0- 4-3 Tr In 1036# 3.51j0"" I R0.11-11) scale = 0.2094 Truss ID: B Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA JOB PATH: CATEE-LOKVOBS1123AfPHI5UNIV HCS: 06.02.02 JK: JUNBURY I AC: 10# UPLIFT D.I. DESIGN INFORMATION This design is for an individual buWtng component and has been lased on Information provided by the client. The designer disclaims any responsibility for damages as a result offaultyorIncorrectInformation. specifications and/ordesigns furnished to the trios designer by theclientand the correctness or accuracy of this Information as U my relate to a spe. ciflc project and accepts no responsibility or relses no control with regard to Nbrfm- tion, handling, shipment and installation of asses. 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 Bulldtng 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 ate In agreement with the local building codes. local climatic records forwind or snow lords. Project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. When bottom chords In tension are not fully braced laterally bya properly applied rigid ceWng, they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility forsuch verf- Nation. Any discrepancies we to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots ordistorted grain. Members shall be cut for Ught fitting wood towood bmnng. Con. neetor plates shall be located on both faro of the truss with nulls fully imbedded and shall be sym about thejoint unless otherwiseshown. A Sx4 plate is 5- wide x 4- long. A 6x6 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 ofthe webs unless otherwise shown. Connector plate sl-s are minimum sizes based on the forces shown and may need to be increased for certain hand. hag and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed 1n accordance with'Ifandltng Installing 9 Bracing. HIB-91. Trusses are to be handled with particular care during bandingandbundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ition and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal Precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid topplinganddolnlnollfg. The supervision of erection of trusses shall be under the control ofpersonsexperiencedintheInstallationoftrusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight ofthe erectorsshag be applied to tresses until after all fastening and bracingiscompleted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 727# Support 2 769# MAX LIVE LOAD DEFLECTION: L/999 L--0.07" D=-0.07" T=-0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.15 6-3-2 0-4-3 R f6.00 1036# 3.50" 1-0-0 R0-11-1i) I le EXCEPT AS SHOWN PLATES ARE TL20 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Deiign: Afarrix Analyfu WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, Cr-C, V= 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC... FORCE ... CSI ..BC...FORCE... CSI1- 2 -1777 0.42 13-12 1536 0.402- 3 -1435 0.40 12-11 1534 0.433- 4 -1240 0.25 11-10 1307 - 0.394- 5 -1240 0.25 10- 9 1534 0.435- 6 -1435 0.40 9- 8 1536 0.406- 7 -1777 0.43 4X6 3X4 4X6 30-0-0 GA TESTED PER ANSUTPI 1-1995 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bracingwhichisapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing ofthe Overall structure maybe required. (See HIB-ill ofTPII. Truss Plate Institute. TPI, Is located at 583 D'Onohlo Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0KV0BSl125AIPHISUNIV TI: C BTY:1 Joi.nt Locations============__= 1) 0- 0- 0 6) 23- 7- 4 11) 11- 0- A2) 6- 4-12 7) 30 - 0- 0 12) 6- 4-123) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 04) 15- 0- 0 9) 23- 7- 4 5) 19- 0- 0 10) 19- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc0- 1-12 1035 81 -727 BOT PIIN29-10- 4 1035 0 -769 BOT H-ROLL Eng. Job: DWg: Dsgnr: TLY Cldk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 ash 5-10-3 044-3 I 1036# 3.50" I R10-0 O-11-11) scale = 0.2094 vvr... Truss ID: C Date: 6-18-02 DurFac - Lbr. 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA I1CS.- 06.02.02 DESIGN INFORMATION Ibis design is for an Individual building component and has been based on information Provided by the eLenL The designerdisclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications and/or designs fumbhed to the truss designer by the client and the correctness or accuracy of this bdormauon as It may relate to a spe- ci0c project and accepts no responsibility or exercises no control with regard to fabrtco- 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 engtneerl. When reviewed for approval by the building designer, the dcatgn loadings shown must be checked to be sure that the data shown arc In agreement with the local budding codes, bed 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 Bop 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 cellkrg, they should be braced at a maximum spacing of 10'C' o.e. Connector Plates shall be manufactured from 20 gauge hotdippedgahaniwdsteelmeetingASTMA653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility forsuch vert- fl atlon. Any discrepancies an to be put In writing before cutting or fabrication. Plates shall not be Wtalled over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plate shall be located on both faces of the truss with nails fully imbedded and stall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long, A fix8 plate is 6" wide x 8' long. SW (holes) run parallel to the plate length specified. Double cuts on web member shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mlntmum sizes based on the form shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant mated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection reemnmendations are to be followed In accordance with -HandIDtg Installing @ Bracing'. HIB-91. Trusses are to be handled with particular eve during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding tenses 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 preeauuonwy action for trusses requires such temporary bracing during tnstalauon between leases to avoid toppling and dominotng. The supervision oferection of trussesshall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration ofconstruction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to amain until after all fastening and bracingIscompleted. 1w 1\1 1 MV. stiff VrLiri U.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #2 2x4 SP #3 1,7 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 716# Support 2 752# MAX LIVE LOAD DEFLECTION: L/999 L=-0.06" D=-0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: To 0.07" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.15 7-3-2 0-4-3 R 60 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CaC, V- 125oph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0BldType. Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI1- 2 -1768 0.50 12-11 1525 0.412- 3 -1304 0.47 11-10 1522 0.413- 4 -1107 0.29 10- 9 1105 0.284- 5 -1308 0.48 9- 8 1522 0.415- 6 -1768 0.51 8- 7 1525 0.41 4X6 4X8 1036N 3.50" 1-01-0-0 R041-11) I 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREFNBROOK Cr.0VIED0.FL327G6 Design: Matrix Analysis 11YAKr4lNki: 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 bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bm" shown is for lateral support of truss members only to reduce buckling length. Provisions must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing of the ovetall structure may be required. (See tflB-91 ofTPII. ffruss Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison, Wisconsin 53719). JOB PA777: C:I7E6-LOKU08S1125MPffISUN[v TI: D 9TY:1 Joint Locations=============== 1) 0- 0- 0 5) 23- 0- 0 9) 17- 0- 02) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 1) 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 04) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 1-12 1036 69 -716 BOT PIN29-10- 4 1036 0 -752 BOT H-ROLL 0 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 asf 6-10-3 0-4-3 1036# 3.50" 10-0 RO-11-11) scale = 0.2094 Truss.ID: D Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA HCS: 06.02 02 DESIGN INFORMATION This design isfor an individual building component and has been based on Information provided by the client. The designerdisclaims any responsibility for damages as a result of faulty or Incorrect Information, specNerUons and/ordeslgs furnished to the truss designer bythe client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no responsibility or eserelses no control with reprd to fabrtca- Uon, handling. shipment and Installation of trusses. This muse has been designed as an Individual building eornponent In accordance with ANSI/7PI 1.1995 and NDS-97 to be incorporated as part of the bulking design by a Building Designer (registered architect or professional engineer). When reviewed for approval by thebuildingdesigner. the design loadings shown must be checked to be sure that the data shown are In agreement with the total building modes, local clanatle records for wind or snow bads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy Imds. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Wherebottom chords In tension arc not fully braced ktterallyby a properly applied rigid cegbng, they should be braced at a maximum spacing of I0`0O o.c. Connector plates shall be manufactured from 20 gauge hot dipped gatvaniud steel meetingASTM A 653. Gmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawingtoverify that this drawing is Inconformancewiththerabrlcatoesplansand to realize a continuing responsibility for such verl. fication. Any discrepancies arc to beput Inwillingbeforecuttingorfabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight gllrng wood to wood hearing. Con- nector plates shag be located on both faces of the truss with nags fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5.4 plate b 5' uvtde x 4- long. A 6.8 plate is6' wide x 8' long. Slob (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mirnlmum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This tress is not to be fabricatedwith fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'Handling IrstaWng h Bracing-, HIB-91. Trusses are to be handled with particular care during bandingandbundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding tnrssn In a straight and plumb pos. glon and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppUnganddominoing. The supervision oferection of trussesshall be under thecontrol of persona experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at anytime No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bmctng Is completed. r truvrtr I /it.: 1Ulf UFLIFI U.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 680# Support 2 718# MAX LIVE LOAD DEFLECTION: L/999 L--0.07" D--0.07" T=-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 8-3-2 0-4-3 TT 1 19 12 1036# 3.50" 11-0-0 Res-It-11) I I EXCEPT AS SHOWN PLATES ARE TL20 GA Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis WO: SUNIV WE: MULTIPLE LOADS -- This design is the cofflposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L- 40.0 ft We: 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC ... FORCE ... CSI 1- 2 -1746 0.34 2- 3 -1570 0.31 3- 4 -1144 0.30 4- 5 -1144 0.31 5- 6 -1570 0.32 6- 7 -1746 0.37 BC ... FORCE ... CSI 12-11 1513 0.48 11-10 1291 0.44 10- 9 1291 0.44 9- 8 1513 0.48 4X6 30-0-0 TESTED PER ANSI/TPI 1-1995 TWAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcbhg shown on this thawing b not erection bracing. wind bracing, portal bracing orsimilar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. AddWonal bracing of the m erag structure may be required. (See M8.91 ofTPO. Russ Plate Institute. TPI, is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). TI: E 9TY:3 e:= Joint Locations============--- 1) 0 0- 0 5) 19- 9- 2 9) 21- 0- ,02) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 03) 10- 2-14 7) 30- 0- 0 11) 9- 0- 04) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc e0- 1-12 1036 74 -680 BOT PIIN29-10- 4 1036 0 -718 BOT H-ROLL Eng. Job: Dwg: Dsgllr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psr BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 7-10-3 0-4-3 7_ L I 1036N 3.50" 1-"-0 Rif-till-11) scale = 0.2094 Truss ID: E Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:1TEE-LOKVOB5l125AfP1115UN1V NCS: 06.02.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provided by the chent. The designer disclaims any resPonsibWty for damages as a result of faulty or incorrect Infonnatlon. specglerUom and/or destgs furnished to the thus designer by the client and the correctness or accuracyofthisinformationasnmayrelatetoasp, chic project and accepts no responsibility or e embes no control with regard to fabrica- tion, handling. shipment and wtallatbn of trusses. This thus tan been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated ns pert of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by thebuildingdesigner, the design landings shown must be checked to be sure thatthe data shown are In agreement with the local building codes. local clirnatic rtcords for wind or snow bads. prgcet specifications or apeetal applied lads. Unless shown. true has not been designed for storage or occupancy loads. The design assumes compression chords (lop or baton) are continu- ously braced by sheathing unless otherwisespecified- Where bottom chords In tensionare not fully braced laterally by a properly appliedrigidceding. they should be braced at a maXbnum spacing Of 10'-0- o.c Connector plates shall be manufactured from 20gauge ha dipped gafvantred steel meeting ASTM A 653. Grade 40. unlessotherwise shown. FABRICATION NOTES Prior to fabrtatlon. the fabrt©torshall review this drawing to verify that this drawing is In conformance with the fabncator's plans and to realize a continuing respomfbWty, for such ven. flcamon. Any discrepancies areto be put inwaningbeforecuttingorfabrication. Plata shall no be Installed over knotholes. knots or distorted gain. Members shall be tut for tight fitting wood to woad bearing. Con. nector Plata stall be located on both faces of the truss with nails fully imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6' wide x 8" long. Slots (holes) run parallel totheplatelengthspecified. Double cuts on web members shag meet at the mntrold of the webs unless otherwise shown. Connector plate sizes are minimum attes based on the forces sham and may need to be increased for certain hand. lingand/or erectionstresses. This truss is not to befabricated with fire retardant treated lumber unlessotherwise shown. Foradditional tnf'Llon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and erection recommendations are to be followed in accordance with -HandlinginstallingB8facing'. HIB-91. Trusses are to be handled with particular tare during bandingandbundling, delivery and Installation to avoid damage. Tempomry and permanent bracing for holding trusses In s straight and plumb pos. ition and for resisting lateral form shad be designed and Installed by others. Careful hand- Wng is essential and erection bracing is ahvaysrequired. Nomnal preauttonary action for tresses requires such temporary bracing during installation between train to avoid toppling and dom(noing. The supervtslon oferection of trusses shad 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 shad not be applied to tnssm at any time. No loads other than the weight of the erectorsshag be applied to trusses until after all fastening and bracing b completed. for. JVIVDUKL I AU: IU# UPLIFT D.I. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,4,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 616# Support 2 714# MAX LIVE LOAD DEFLECTION: L/999 L=-0.07" D--0.07" T.-0.13" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.06" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.15 8-3-2 0-4-3 R r12 990N 3.50" 11 WO: SUNIV WE: MULTIPLE LOADS -- This design is the Composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Rzt= 1.0BldType. Encl L= 40.0 ft W. 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC... FORCE ... CSI 1- 2 -1746 0.39 2- 3 -1570 0.34 3- 4 -1144 0.30 4- 5 -1144 0.30 5- 6 -1570 0.32 6- 7 -1746 0.37 BC ... FORCE ... CSI 12-11 1513 0.48 11-10 1291 0.44 10- 9 1291 0.44 9- 8 1513 0.48 4X6 1- 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OV1EDO.PI.32766 Design: Aforir Analysis YVAKI141IIVI,: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmeing shown on this drawing b not erection bracing. wind bracing. portal bracing orsimilar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Prrn4slons must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbytinebuildingdesigner. Additional bra" of the overall structure may be required. (See HIB-91 ofTPI). rrm" Plate ImUtute. TPI. b located at 583 D'Onofrto Or". Madison. Wisconsin 53719). JOB PA771: C.17EE-LOKUOBS112 ifPHLSuviv TI: El Joint Locations=============== 1) 0-0- 0 5) 19- 9- 2 9) 21- 0--02) 6- 3- 7 6) 23- 8- 9 10) 15- 0- 03) 10- 2-14 7) 30- 0- 0 11) 9- 0- 04) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- x-LOC Vert Horiz Uplift Y-LOC Type0- 1-12 990 61 -616 BOT PIN29-10- 4 1036 0 -714 BOT H-ROLL, Eng. Job: Dwg: Dsgur: TLY CU: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 7-10-3 0-4-3 R 1036N 3.5Ij0"" 0-0 RO-I1-ll) Scale = 0.2161 Truss ID: El Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 05.0202 JB: SUNBURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION Ths design Is foran individual building component and has been lased on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specincations and/ordesigns furnished to the truss designer by the client and the correctness or accuracy of this Information os It may relate to a spe. cific project and accepts no responsibility or exereses no control with regard to fabrica- tion, handling• shipmentand Installation of trusses. This tress has been designed as an Individual building component in accordance with ANSI/Tfi 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 destgner. the design kndings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local climatic rcoerds for wind or snow bads. project specifications or special applied loads. Unless ah., truss has not been designed for storage or occupancy (cods. 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 laterallybya properly applied rlgld ceding, they should be braced at a maximum spacing of IU-0' o.e. Connector plates shall be manufactured from20 gaugehotdippedgalvantzedsteelmeetingASTMA653. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this d—A ng to verify that this drawing is in conformance with the fabricator's plans and to restive a continuing responslbWly for such vert- Ballon. Any discrepancies are to be put in writing before cutting or fabricatlon. Plates shad not be Installed Over knotholes. knots or distorted grain. Members shad be cut fortight fitting woodto wood bearing. Con. nector plates shall be located on both faces of the suss with rads fully imbedded and shall be sym. about the Joint unless otherwise sham. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is G wile x 8' long. Slots (holesl run parallel to the plate length specified. Double cuts on acb members shall meet atthe centrold ofthe webs unless otherwse shown. Connector plate sizes arc minimum alas based on the forces shown and my need to be increased for eertaln hand- Iing and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unlw otherrvbe shown. For addlUon rl Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendatloms are to be followed in accordance with -HandlingInstallingABracing. HIB-91. Tnssa are to be handled with particular core during bandingandbundling. delivery and installation to avoid damage. Temporary and permanent bracingforholdingtrusses1nastraightandplumbpos. Ilion and for resisting lateral forces shall be designed and Installed byothers. Careful hand- ling is essential and erection bracing is akvays required. Normal precautionary action for trusses requires such temporary bracing during Installation between Wsses to avoid toppling and donrinotn& The supervision of erection of muses shall be under the control of persons experienced in the installation of louses. Professional advice shad 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 Tight ofthe erectors shad be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D- 0.00" Ter-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.00 0-3-14 1 WU:5UNIV 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. 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0BldType= Encl L= 40.0 ft W. 9.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 635 0.54 5- 4 -782 0.422- 3 -55 0.42 TI: F 9TY:2 Joint Locations=============== 1) 0- 0- 0 3) 9-10-13 5) 0- 0- '02) 5- 4- 1 4) 9-10-13 TOTAL DESIGN LOADS ------------ Uniform PLF Front PLF ToTCVertL+D 0 0- 0- 0 -88 9-10-13BCVertL+D 0 0- 0- 0 -38 9-10-13 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 2- 8 208 275 -580 BOT PIN9- 9- 0 423 0 -340 BOT H-ROLL 9-10-13 1 2 3 r4 24 209# 4.95" 1-6-2 R1-6-0) 1 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSUTPI 1-1995 Mlaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOKCT.OVIEDOXI-32706 Design: Afarrix Analyrit READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drauing is not erection bracing, wind bracing. portal bracing or similar bracingwlrbhisapanofthebuildingdesignandatdchmustbeconsideredbythebuddingdesigner. Bracingshownisforlatemlsupportoftrussmembersonlytoreducebucklinglength. Provisions must be made to anchor lateral bracing at ends and specified bauoru delenntned by the building designer. Additional bracing ofthe Overall structure may be required. (SeeHIB-91 ofMi. frnss Mile Institute. TPI, Is located at 583 60nofrio Drl• . Madsen. Wisconsin 53719). JOB PATH: C:ITEE-LOKV0B51J25AlPHISUN1V 3-9-14 423# 2.50" scale = 0.4873 Eng. ,lob: 7Date: V Divg: F Dsgnr: TLY CU: 18-02 TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf uun-ac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 11CS: 06.02-02 JD. jUIVDUf<Y I AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an individual budding component and has been based on Information provided by the client. The deslgaer 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 accuracyofthisInformationasItmayrelatetoaspe- cific project and accepts no nesponslbidiy orexercisesnocentralwithregardtofabrlca. Uon, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordancee with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as panof the building design by a BuildingDesigner (registered architect or professionalengineer). when reviewed for approval by thebuildingdesigner, the design loadings shown must be checked to be sure that the data shown are In agreement with the local budding codes, local climatic records for wind or snow bads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are mnUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In tensionart not fully braced laterally by a properly applied rigid ceding, they should be braced at a masonum spacing of I0'-0- o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 8.53. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shad review this drawing to veiny that this drawing is inconformancewiththefabricatorsplansand to realize a continuing responsibility for such veri- fieatlon. Any discrepancies are to be put in wrrung before —uL g or fobrseatlon. Pates shad not be Installed over knotholes. knots or distorted grain. Member shag be cut for ught fitting wood to wood bearing. Con. nector pates shag be located on both faces of the true with nails fully imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 pate is 5' wide x V long. A 6c8 pate is 6- wide x B- long. Slats tholes) run parallel to the pale length specified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector pate saes arc minimum sizes based on the forces shown and may need to be Increased for certain hand- Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addluonal Information on Quality Control refer to ANSI/7PI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing r4 Bracing'. HIB-91. Trusses are to be handled with particular core during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm- Iton and for resisting Lateral forces shad be designed and Installed by others. Careful hand- lingis essential and erection bracing is always requbtd. Normal precautionary action for trusses requires such temporary bracing during hutallaton 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. Concenim"on of censtrucuon loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weightof the erectors shad be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 326# PROVIDE HORIZONTAL CONNECTION PER SCHEDULESupport12754 MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.00 0-3-14 NO WO: SUNIV WE: MULTIPLE LOADS -- This design is the ccuiposite result of multiple loads. A11 COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H- 21.0 ft, I= 1.00, Ecp.Cat. B, Rzt= 1.0 Bld Type. Encl L. 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI1- 2 606 0.48 5- 4 -748 0.402- 3 -55 0.38 215# 11.31" 16-2 1-2 1 R1-66-0) 1 9-10-13 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSl1TP1 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Mmri.r Analysis VVHKMI14U: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing ls not erection bracing, wind bracing, portal bracing or sbmdar bracingwhichisapanofthebuddingdesignandwhichmustbeconsideredbythebuddingdesigner. BracingshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Pr-islons must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing ofthe oerad structure may be required. (See HIB-91 ofTPII. rr uss Pate Institute, 7PI. is located at 583 D'Onofro Drive, Madison, Wisconsin 53719). JOB PA77i: C:ITEE-LOKUOBSI125MP1lISUV1V TI: F 1 QTY:2 Joint Locations=============== 1) 0- 0- 0 3) 9-10-13 5) 0- 0--02) 5- 4- 1 4) 9-10-13 TOTAL DESIGN LOADS --------_ Uniform PLF From PLF ToTCVertL+D 0 0- 0- 0 -88 9-10-13BCVertL+D 0 0- 0- 0 -38 9-10-13 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y-Loc Type0- 5-11 214 275 -594 BOT PIN9- 9- 0 417 0 -326 BOT H-ROLL 3-9-14 417N 2.50" scale = 0.4873 Eng. Job: W : S V Dwg: Truss ID: F1 Dsglir: TLY Clik: Date: 6-18-02 TC Live 16.0 psr DUrFOc - LbC 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psr O.C. Spacing: 24.01' BC Dead TOTAL 10.0 33.0 psf psf Design Criteria: TPI Code Desc: FLA V706 02 02- 380 - 4 11CS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION 7h6 design is for an Indlvldml building component and has been based on Infornatlon Provided by the client The designer disclaims any responsibility for damages as a result of faulty or Incorrect tnfonnauon, speeilicotions and/or designs furnished to the truss designer by the client and the correc(ness or accuracyOfthisInformationasItmayrelatetoaspe- cific pmlect and accepts no responsibility orexerelsesnoconuolwithregardtofabAca- Uon. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the budding design by a BuildingDesigner (registered architect or pru(esslonal engineer). When reviewed for approrml by thebuildingdesigner• the design loadings shown must be checked to be sure thatthe data shown are in agreement with the local building codes, local chronic records for wind orsnow loads• pmJect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assWoes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwisespecified. Where bottom chords In tensionare not fully braced laterally by a properly appliedrigidceding, they should be braced at a maximum spacing of 10'4r o.e. Connector Plates shall be manufactured from 20 gauge hotdippedgahanimdsteelmeelingASTMA653. Clade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vnyry that this drawing is inconformancewiththefabricatoYsplansand to realize a continuing responslbWty for such wert- fkatton. Any discrepancies are to be put inwritingbeforecuttingorfabncatoo b Plata shall not be Installed over knoUtaks. knots or distorted grain. Member shall be cut for tight fitting wood to wood besrtng. Con- nector plates shall be located on both faces of the Inns with nails fully Imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel totheplatelengthspecified. Double cuts on web members shall meet at the centrold of the webs unless otherwiseshown. Connector platesizes nmintmum slrm ealasedontheforshownmay need to be increasedfor certain hand- ling and/or erectlon stresses. This truss is not to befabricatedwithfireretardanttreatedlumberunlessotherwiseshown. For addlUonal information oneualtyControlrefertoANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection rccommendatiom are tobe followed In accordance with 'Handling InstaWng 9Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Tranporary and permanent bracing for holdingtrussesInastraightandplumbpos- Itlon andforresistinglateralforcesshadbedesignedand tnstalled by others. Careful hand- Iing is essential and erection bracing la always required. NormalpreeautMnaryactternfortrussesmquIms such temporary bractng during Installation betweentrussestoavoidtopplinganddominoing. The supervision of erection of trusses shall be under the control of persons experienced intheinstallationoftrusses. Professlonaladvice shall be sought If needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No Imds other than the weight of the erectors shall be applied to hisses until aft" all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 D HOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously bracedunlessnotedotherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft Wer 7.0 ft Truss in INTzone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact ResistantCoveringand/or Glazing Req MAX LIVELOADDEFLECTION: L/257 at Mid -panel # 1 L=-0. 33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1. 15 4-3- 15 04-3 i WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This trussisdesignedtobearonnwltiplesupports. Interiorbearinglocationsshouldbemarkedontruss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFTCONNECTIONPERSCI]EDULE: Support 1433# Support 2 355# Support 3 51# TC ... FORCE ... CSI .-BC ... FORCE ... CSI 1- 2690.99 4- 3 -2 0.84 TI: G QTY:9 Joint Locations===—___=== 1) 0- 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X-LocVertHorizUpliftY-LOC Type 6-10-12 151 167 -355 TOP PIN 0- 1-12 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0- 0 1 2 6. 00 3-10- 3 IM 7- 0- 0 4 281# 3. 5011 3 I 1- 1-91 151# 2.50" 7-0- 0 82# .50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Over 3 Supports C/L: -10-12 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afarru Analysis Wyli VIMS: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACINGWARNING: BmtYng shown on this dmwing is not crecllon bracing. % d bracing, portal bracing or similar bracing which Isapartofthebuildingdesignandwhichroustbeconsideredtrytirebuildingdesigner. Bracing shown Isforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must. be made toanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracingofthemerallstructuremayberequired. (See HIB-91of TPI). frruss PlateInstitute. TPI, is located at 563 D'Onoftio Drive. Madison, Wisconsin 53719). JOB PATH: C:ITEE-LOKUOBS1125AIPHISUNIV Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL. 33. Attach with ( 3) 10d Toe - Nails Attach with ( 2) 10d Toe - Nails scale = 0. 4854 Truss ID: G Date: 6- 18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06. 02.02 DESIGN INFORMATION This design is for an Indhldual buildingcomponentandhasbeenbasedonInformation Provided by the client. The designer diselabns 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 conedness or accuracyofthisInformationasItmayrelatetoa "I" arc project and accepts no responsibility or cxeroises no control with regard to fabrica- tion. handling, shipment and InssUatlon of trusses. This truss has been designed as an Indhldual building component inaccordance with ANSI/III1.1995 and NDS-97 to be Incorporated as part ofthe building design by a BuildingDesigner (registered architect or professional cngineeri. When reviewed forapian, al by thebuildingdesigner. the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes• fool climatic records for wind or snow bads, wojed specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are conUnu. ously brand by sheathing unless olhemise slammed. Where bottom chords In tension arenotfullybracedlaterallybyapropertyappliedrigidceiling. they should be braced at a maximum spacing of 10'-O' o.e. Connector Plates shall be manufactured from 20 gauge hotdippedgalvanizedsteelmeetingASTMA653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag re kw this drawing to vestry that this dravdng is to eonfarmanee with the fabricators plans and to realize a continuing responsibility for such vet. fleation. Any discrepancies arc to be put inwritingbeforecuttingorfabrication. Plates shall not be Installed over knotholes, knots or dWorted graln. Members aha8 he cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces ofthetrusswnhnailsfullyImbeddedandstallbe synt. about thejoint unless otherwise shown. A5x4plateis5- wile: 4' long. A 6,x8 plate is 6- wide x 8' long. Slots (holo) run parallel totheplatelengthspecified. Double cuts on web members shall meet at the eentrold of the well. unless otherwise shown. Connector plate sties are minimum size based on the forces shownandmayneedtobeIncreasedforcertainhand. ling and/or erection stresses, This thus is nottobefabricatedwithfireretardanttreatedlumberunlessotherwiseshown. For additionalInformationonQualityControlreferto ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with 'HandlingInstalling & Bracing", HIB.91. Trusses are to be handled with particular cue during bandingandbundling, dcl cry and tmL21btion to amid damage. Temporary and permanent bracingforholdingtrussesinastraightandplumbpos- Itlon and for malb mg Lateral forces shall be designed and Installed by others. Careful hand. Itng is essentW and erection bracing is ahrara required. Normal precautionary action for tnusn requires such temporary bractng during irtslallalbn between trusses to avoid topplinganddominoing. The supervision of erection of trusses shall be under the control of personsexperiencedintheInstallationoftrusses. Professional advice shall be sought If needed Concentration ofmm"clion bads graterthanthedesignloadsshallnotbeappliedto trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracingIscompleted. um I I A(,;: I U# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to becontinuouslybracedunlessnotedotherwise. Wind Case- ASCE 7-98, C&C, V- 125mph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0BldType. Encl L= 40.0 ft W= 7.0 ft TrussinINTzone, TCDL- 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing ReqMAXLIVELOADDEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D= 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 4-3-15 0-4-3 1 0_9 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiplesupports. Interior bearing locations shouldbemarkedontruss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 433# Support 2 355# Support 3 51# TC... FORCE ... CSI 1- 2 69 0.99 BC ... FORCE ... CSI 4- 3 -2 0.84 TI: GI QTY:5 Joint Locations=la==___=___=__ 1) 0- 6- 8 3) 7- 0- 02) 7- 0- 0 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-L.oc Type6-10-12 151 167 -355 TOP PIN0- 4- 0 280 197 -433 BOT PIN6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 6 3-10-3 7-0-0 4 281# 8.00" 3 1-1-9 1 151k 2.50" I (R1-1-7) 7-0-0 82# .50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports CAL: 6-10-12 Faronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1a90 GREENBROOR Cr.OVIEDOXI-32768 Design: Afmric Ana4uis YVAKNI14ti: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTINGCONTRACTOR. BRACING WARNING: Bmdng shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar lancingwhichisapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftausmembersonlytoreducebucklinglength. Provislons must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing ofthe overall structure may be requred. (See HIB-91 ofTPB. rrmss Plate Institute. M. is located at 583 D'Onofrto Drive, htadison. Wisconsin 53719). JOB PATH: C:ITEE-LOKU0831125AIPIfISUNIV Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 war Attach with (3) 10d Toe -Nails Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: G1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damage as a result of faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracyOfthislnfonnatbnasitmayrelatetoaspe- cific project and accepts no respomibWly or exercises no control with regard to fabria- tion, handling, shipment and installation of tntsSel. This Uuss 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 BuildingDesigner (registered architect or professional engneed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data Shawn are In agreement with the local building codes. ban climatic records for wind or snow, bads. project Speculations or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a properly appliedrigidceiling. they should be braced at a maxhnum spaetng of 1(7-0' o.e. Connector plates shall be manufactured from 20 gauge hotdippedgahanUct! steel meeting ASITI A 653, Grade 40. unlessotherwise shown. FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing toverify that this drawing 13 Incanformancewiththefobrtalorsplarsand to mallre a continuing responsibility for such veri- fication. Any discrepancies are to be put Inwritingbeforecashingorfabrication. Plates shall not be Installed over knotholes• knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con• nector plates shall be located on both faces of the truss with nails fully imbedded and shalt be sym. about thejoint unless otherwise shown. A 5x4 plate is 5' wife x 4- long. A 6x8 plate is 6- wide x 8' long. Slots (holes) run paraM to the plate length specified. Double cuu on web members shall meet at the eentrold of the webs unless otherwise shown. Connector plate slz are mmtmum 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 Ilre retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/I" 1-1995 PRECAUTIONARY NOTES All bractng and erection recommendations are to be followed in accordance with -HandlingInstallingdBracing', 1fIB.91. Trusses are to be handled with particular care during bandingandbundling, deliveryand installation to avoid damage. Temporary and Permanent bracingforholdingtrussesInastraightandplumbpos. Ition and for resisting lateral forces shall bedesignedandInstalledbyothers. Careful hand. ling 13 essential and erection bracing is .Mays required. Normal precautionary amion for trusses requires such temporary bracing during installation between trusses to avoid loppinganddominating. The supervtsbn oferection of trusses shall be under the control ofpersons experienced in the installation of truascs. Professional advice shall be sought if needed. Concentration ofconstruction Iwd- greaterthanthedesignIwdsshallnotbeappliedto trusses al any time. No loads other than the weightof the emetom shall be applied to trusses until after all fastening and bracing is completed. vr--AI I Mt-: IUff UYLIH U.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- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0BldType- Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psfImpactResistantCoveringand/or Glazing ReqMAXLIVELOADDEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.01" T--0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 WO: SUNIV WE: Analysis based on SirrPlified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiplesupports. Interior bearing locations shouldbemarkedontruss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# TC... FORCE ... CSI ..BC ... FORCE ... CSI1- 2 50 0.65 4- 3 -2 0.50 TI: H 9TYA Joint Locations=====________ 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 MAX- REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc5- 0- 4 110 141 -278 TOP PIIN0- 1-12 219 184 -399 BOT PIN5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 1 2 0 0-4-3 4 2-10-15 5-1-8 4 3219# 3.50" 1-1-9 110N 2.50" Rl-l-n t+a 5-1-8 61N Son' EXCEPT AS SHOT' PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports C/L: -04 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Marrir Analysis vvHKNINU: 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 orsimilar bracingwhichIsafartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoleducebucklinglength. Provisions must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing ofthe Overall structure may be required. (See HIB-91 of TPI). Truss Plate Institute. TPI. is loaned at 583 D'Onoilo Drive. Madison, %Viscaosin 53719). JOB PATH: C:1TEE-L0KV0BS1126AfPHISUN[v Eug. Job: Dwg: Dsgiir: TLY Clik: TC Live TC Dead BC Live BC Dead TOTAL 16.0 psf 7.0 psf 0.0 psf 10.0 psf 33.0 Dsf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 W: SLINIV Truss ID: H Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V06.02.0 - 13810- 4 HCS: 06.02.01 DESIGN INFORMATION This design is for an individual building component and has been basedon Inlbrmation provided by the client. The designer dtselaons any responsibility for danwgn as a result of faulty or Incorrect Information. specUlc U"M and/or designs fumtshed to the truss designer by the client and the corecmess or accuracyofthisInformationasItmayrelatetoaspa' clf c project and accepts no responsibility or exercises no control with regard to fabrfn- Ban, 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 u part of the building design by a BuildingDesigner (registered architect or professional englrleerh. 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 cUrnatic records for wind or snow (cads. project specifications or special applied bads. Unless shown, truss has not been designed for storageoroccupancy bads. 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 property appliedrigid "ding, they should be braced at a m dmum spacing of 10'-0' o.c Connector plates shad be manufactured from 20 gauge hotdipped9-ha i-d steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to vertfy that this drawing is Inconformancewiththefabrtratoe3plansand to mall, a continuing responsibility for such verl- flcatlon. Any dUerepancl sarc to be put inwritingbeforecuttingorfabrication. Plates shall not be installed over knotholes." knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Can - nectar plates shall be located on both faces of the truss with nalis fully imbedded and shall be sym* about theJoint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A fX8 plate is (rwidex8' long. Slott (holes) run parallel to the plate length specBed. Double cuts on web members shall meet at the centrold of the webs unless otherwise sowhn. Connector plate size, are minimum sizes based on the forces shown and may need to be Increased for "naln hand. ling and/or erection stresses. T11is truss is not to be fabricated with lire retardant treated lumber unless otherwise shown. For additional udorn ltlon on guality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bmctng and erection recommendations arc to be followed In accordance with 'HandlingInstallingRBracing% HIB-91. Trusses ate to be handled with particular care during bandingandbundling. delivery and Installation to avoid damage. Tempomry and permanent bracingforholdingtrussesInastraightandplumbpos- Itlon and for resisting lateral forces shaU be designed and Installed by others. Careful hand. Ung Is essential and erection bracing is alwaysrequired. Normal precautionaryaction for trusses requires such temporary bracing during Installation between troves to avoid topplinganddominoing. The super4slon oferection of trusses shad be under the control of persons experienced In the Installation of tresses. Professional advice shad be sought U needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No toads other than the weight ofthe erectors shall be applied to trusses until after all fastening and bracingIscompleted. JU. JUIVDUK T I AU: I U# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to becontinuouslybracedunlessnotedotherwise. Wind Case- ASCE 7-98, CSC, V- 125mph, H= 21.0 ft, i- 1.00, Exp.Cat. B, Xzt= 1.0BldType= Encl L= 40.0 ft w= 5.1 ft TrussinINTzone, TCDL- 4.2 psf, BCDL- 6.0 psfImpactResistantCoveringand/or Glazing ReqMAXLIVELOADDEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = I.15 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. This truss is designed to bear on multiplesupports. Interior bearing locations shouldbemarkedontruss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# TC ... FORCE ... CSI ..BC...FORCE... CSI1- 2 50 0.65 4- 3 -2 0.50 TI: H 1 BTY:4 Joint Locations============- 1) 0- 6- 8 3) 5- 1- 82) 5- 1- 8 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION-- -- X-Loc Vert Horiz Uplift Y-LOc Type5- 0- 4 110 141 -278 TOP PIN0- 4- 0 219 184 -399 BOT PIN5- 0- 4 60 0 -43 BOT H-ROLL 5-1-8 1 2 0-4-3 1 2-10-15 5-1-8 4 219# 8.00" 1-1-9 Ie 5-1-8 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSI/TP1 1-1995 Over 3 Supports 3 110# 2.50" 61# 50" 0-4 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OV1EDO.i132766 Design: Matrix Analytir TWAKIV1141j: 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 bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuddingdeslguher. meingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Prm'isbru roust bemadetoanchorlateralbmcingatendsandspmffledlocationsdeterminedbythebuddingdesigner. Addltlonal bracing ofthe overall structure may be required. (See HIB-91 ofTPII. Truss Plate Institute. TPI, is located at SW D'Onofrio Drive, Madison, wisconsln 53719). JOB PA771: CATEE-L0KV0BS1125MPHLSUv1v Eng. Job: Dwg: Dsgflr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Truss ID: H 1 Date: 6-18-02 DurFac - pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCs: 06.02.02 DESIGN INFORMATION This design Is for an individual buildingcomponentandhasbeenbasedonInformation 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 cormectnese oraccuracyofthisinformationasItmayrelatetoaspe- cific project and accepts no respom1biBly, or exercises 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 ANSVIVI 1-1995 and NDS-97 to be Incorporated as part of thebuilding design by a Budding Designer (registered architect or professionalengineer). When reviewed for approval by thebuildingdesigner. the design Imdtngs shown must be checked to be sure that the data shown are In agreement with the lord budding codes. lord climatic records for wind or snow Imds.. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compression chords flop or bottom) are conUnu- ously braced by sheathing unless otherwise spccifled. Where bottom chords in tension arc not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of 10`0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped 9-h-Urcd steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawingto veiny that this drawing is In conformance with the fabricatoes plans and to realize a continuing responsibility for such veri- ticaUon. Any discrepancies are to be put Inwritingbeforecuttingorfabrication. Plates shall notbe Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plate shall be 1—ted on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A 6x8 plate is 6- wlde x Ir long. Slots (holes) run parallel to the plate length spectned. Double cuts on web members shall meetat the centmld of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand. lingand/or erectionstresses. This truss s not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on guaely Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recormnendations are to be followed in accordance with -HandlingInstalling & Bracing', HIB-91. Trusses are to be handled with particular care during bandingandbundling, delivery and Inatallalion to avoid damage. Temporary and permanent bracing for hokting (noses N a straight and plumb pos- ition and for rusting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing s always requbcd. Normal precautionary action for trusses requires such temporary bracing during Insta9aUon between trusses to avoid toppling and dominoing. The supelvtslon oferection of trusses shall be under the control of persons expertenced in the tnstallaUon of trusses. Professional advice shall be sought B needed. Concentmuon ofconstrucllon Inds greaterthanthedesignloadsshagnotbeappliedto trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fasteningand bracingscompleted. its: SUNbURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are asstd to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125nph, H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf FactResistantCoveringand/or Glazing Req MAXLIVELOADDEFLECTION: L/ 999 L-- 0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB = 1.15 2- 4-11 0- 4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLELOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should bemarkedontruss. Shim or wedge if necessary to achieve full bearing. PROVIDEUPLIFTCONNECTIONPERSCHEDULE: Support 1 288# Support 2 176# Support 3 26# TC... FORCE ... CSI ..BC ... FORCE...CSI 1- 2 -29 0.25 4- 3 -2 0.19 TI: I QTYA Joint Locations=============== 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-LOC Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 Ill -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL 3- 1-8 1 2 6. 00 3- 1-8 F / 4 3 154# 3.50" 67# 2.50" I37# 2 0" oa3-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321.3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 GREENBROOK Cr-0VIED0.FL027GG Deign: Afmrix Analysis VVIAKnIINU: 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 similarbracing whichsapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdeslger. Bracing shownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be madetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additionalbracingoftheoverallsuuctummayberequired. (See HIB-91 of TPI). TrussPlateInstitute. TPI, Is located at 583 D'Onofrto Drive. Madison, Wisconsin 53719). JOB PATII: C:ITEE-LOKVOBSI125AfP1113UA7V Attach with (3) 10d Toe -Nails Attach with (1) 10dToe -Nails scale = 0.8792 Eng. Job: NIV DWg: Truss ID: I Dsgnr: TLY Clik: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0° BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLAV:06.02.02- TOTAL33.0 psf 138 - 4 HCS.• 06.02.02 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any—P--[bWty for damages - a _.it or faulty or Incorrect Information, specifications and/or designs furnished to the truss designer by the client and the correctness or atturaryofthisWonnalonasItmayrelatetoaspe- clflcproject and occepts no responsibilityor exercises no control with regard to fabrica- tion. handling, shipment and tnstauauon of truss-. This thus has been designed as an Individual building component In accordance withANSI/7PI 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 thebuildingdesigner, 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 orsnow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are conum" 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.e Connector Plates shall be manufactured from 20gauge hot dipped galvant'ed steel meeting AS A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawitrg is in eonfomnance with the fabrlotor's plants and to real e a continuing responsibility for such veri- fkatbo. Any diserepancles are to be put in writing before cutting or fabrication. Plates shall not be miscalled over knotholes. knots or distorted gram. Members shall becut for Light fitting wood to wood bearing. Con. nector plates shall be located on both races oftheleasewithnallsfullyImbeddedandshallbe sym, about the joint unless otherwise shown. A 5x4 plate is Y wide x 4- long. A 6x8 plate is (rwidexS- long. Slots (hot=) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid ofthe webs unless otherwise sham. Connector plate sizes are minimum sizes based on the fore- shown and may need to be Increased for certain hand. ling and/or erection stresses. This truss is nottobefabricatedwithfireretardanttreatedlumberunlessOtherwiseshown. For additionalWonnationonAualityControlreferto ANSI/7PI 1-1995 PRECAUTIONARY NOTES AL bracing and erection recommendations are to be followed In accordance with'HandlingInstalling & Bracing-. HIB-91. Trusses are to be handled with particular care during bandingandbundling, delivery and installation toavoid damage. Temporary and Permanent bracingforholdingtrussesInastraightandplumbpos. Itlon and for misting lateral forces shall be designed and Installed by others. Careful hand- mng Is essential and erection bracing is always required. Normad precautionary action for musses requires such temporary bracing duringInstallaionbetweenIrtusestoavoidtopplinganddominoing. The supuirls(on of erection of trusses shall be under the control of personsexperiencedIntheInstallationoftrusses. Professional advice shall be soughtif needed. Concentrallon of construction loads greater than the design loads shall not be applied to truss- at any time, No bads other than the weight of the erectors shall be applied to truss- until after all fastening and bracingiscompleted. r... .vIVIJVK t I AU: IU# 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= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0BldType= Encl L= 40.0 ft W= 3.1 ft TrussinENDzone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing ReqMAXLIVELOADDEFLECTION: 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: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiplesupports. Interior bearing locations shouldbemarkedontruss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# TC... FORCE ... CSI--BC... FORCE ... CSI1- 2 -29 0.25 4- 3 -2 0.19 TI: 11 9TY: Joint Locations=========_====_ 1)0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc3- 0- 4 67 86 -176 TOP, PIN0- 4- 0 154 111 -288 BOT PIN3- 0- 4 36 0 -26 BoT H-ROLL 3-1-8 1 2 6.00 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails 3-1-8 4 154# 8.001, 9 3. 67# 2.50" 3-1-8 37# 2 Orr EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI TPI 1-1995 C/L: -0-4Over3Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. scale = 0.8792 LMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Job: Dwg: I1/ CONTRACTOR. Dsgtir: TLv Chk: Truss ID: I1 Date: 6-18-02 4005 MARONDA WAY SANFORI), FL. 32771 BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. bracing TIC Live 16.0 psr DurFac - Lbr: 1.25 407) 321-0064 Fax (407) 321-3913 Portal or similarbracing whichisnPartofthebuildingdesignandwhichmostbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoftressmembersonlytobucklingTICDead 7.0 psf DurFae - Pit: 1.25 TOMAS PONCE P.E. madereduce length. Provisions most be anchorurthewemmglatmotionsdeterminedbythebuildingdesigner. s4; ctum m; be BC Live 0.0 psf n O.C. Spacing: 24.0 LICENSE N0050068 1890 OREeN'DROOK re firussPlateInstitute, TPI, is located at 583 yOnofri ouDrive.(MsdlsSee ton 9` of TPI). i5Ca11.1m $3719). BC Dead 10.0 psr Design Criteria: TPI Ct'. OVIEDOXI-327a6 Code Desc: FLA Design: Mmrir Analysis JOB PATH: C:ITEE-LOKVOBSIl2iMPllISUNIV TOTAL 33.0 psf 06.02 02- 138 3- 5 HCS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on information provided by the ekent- The designer disclaim any responsibility for damages as a result of faulty or incorrect information, specifications and/or design furnished to the truss designer by the client and the correctness or accuracyofthisinformationasItmayrelatetoaspe. el is project and accepts no responsibility or eeembes no control with regard to fabrtca. lion, handling, shipment and installation of trusses. This trust 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 mareinagreement with the local buildingcodes. local cumatic records for wind or snow Inds. project speedleations orspecial applied loads. Unless shown, trust has not been designed for storage or occupancy loads. The designassumes compression chords (toporbottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension are no fully braced laterally by a properly applied rigid ceiling, they should be braced at a mandmtar spacing of 10'-O' O.C. Connector plates shall be manufactured from 20gauge hot dipped galvanized steel meeting ASTM A 659, Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwtng to verify that this drawing is inconformancewiththefabricatorsplansand to realize a conwiuing responsibility for such veri- Icatlon. Any discrepancies ore to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for right fitting wood to wood bearing. Con. nectar plates shall be located on both faces of the truss with nalls fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6t8 plate is 6- wide x 9- long. Slots (holes) rim parallel to the plate length specified. Double cuts on web members shall meet at the cent-ld of the webs unless otherwise shown. Connector plate sizesareminimumsizesbasedontheforcesshownandmayneedtobeincreasedforcertainhand- lingand/or erection stresses. TTIB truss Is not to be fabricated with fire retardant treated lumber unlessotherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTESAllbracinganderectionrecommendationswe to be followed in accordance with -HandlingInstalling & Bracing'. HIB-91. Trusses are to be handled with particular care during bandingandbundling. delivery and Installation to avoid damage. Temporary and permanent bracingforholdingtrussesinastraightandplumbpm. Ition and for rnitting lateral forces shall bed-tgned and installed by others. Careful hand - Ling b essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bmctng during 1-tallatlon between trusses to.Vold toppling and domino(ng. The supervlslon of erection of tnuaes stall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought B needed. Concentration ofconstruction loads greaterthanthedesignloadsshallnotbeappliedto trusses at any Ume. No loads other than the weight ofthe erectors shall be applied to trusses until after all fastening and bracingIscompleted. ivrtvcrrt t t R%—: IUFf UFLIFI U.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= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0BldType= Encl L. 40.0 ft W= 1.1 ft TrussinENDzone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing ReqMAXLIVELOADDEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 1-411 0T WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiplesupports. Interior bearing locations shouldbemarkedontruss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# TC... FORCE ... CSI ..BC ... FORCE ... CSI1- 2 -9 0.03 4- 3 -2 0.02 TI: J QTY:4 Joint Locations=========-=-= 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 MAX . REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type1- 0- 4 24 26 -65 TOP PIN0- 1-12 88 31 -166 BOT PIN1- 0- 4 12 0 -6 BOT H-Ralf, 1-1-8 1 2 00 0-10-15 1-1-8 4 3 89# 3.50" 25# 2.50" 1-1-9 1-1-8 13# 2.5 'n EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSUTPI 14995 Over 3 Supports C/L_ 114 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 GREENBROOR Cr.Ol1ED0.FL32766 Derign: Marrix Analysiz rf+KnINU: 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 bmcing, wind bracing, portal bracing or similar bracingwhichIsapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshownIsforlateralsupportoftrussmembersonlytoreducebucklingLength. provisions must bemadetoanchorbtemlbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additional bracing of the rnerall structure may be rNubed. (See ISIB-91 ofTPI). Fruss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-LOKV0BS1/25AlPNISUNIV Attach with (1) LOd Toe -Nails Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 mr scale = 1.5123 Truss ID: J Date: 6-18-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the clknL The designer disclaims any responslbWty for damages as a result of faulty or incorrect Information, specifications and/ordesignsfurnished to the truss designer by the client and the correctnessoraccuracy of this information as It may relate to a epe- cfllc project and accepts no responslbWty or exercises no control with regard to fabrto- tlon, hanciling, shipment and tmtnUaUon of trusses. This truss hu been designed as an Individual building component In accordance with ANSWMI ra1.1995 and NDS-97 to be Incorpoted as part of the building design by a Building Designer (registered architect or professional engnmd. When reviewed for approval by the building designer, the design loadings shown must be checked to be sun that the data shown arc In agreement With the local building codes, local cllmatic records for wind or snow Inds, project specifications or special applied lands. Unlessshown, truss has notbeen designed for storage or occupancy loads. The design assume rnmpresre slonchords (top or bottom) acontinu- ously braced by sheathing unless otherwise specified. When bottom chords In tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maxbnum spacing of 10'-O' o.e Connector Plates shall be manufactured from 20 gauge hot dipped galvanlud steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a conUnuing responsibility for such verl- 0catlon. Any discrepancies arc to be put In writing beforecuttingorfabrication. Plates shallnotbeInstalledoverknotholes, knots or distorted gram. Members shall be cut for tight fitting wood to wood beating. Con- neelor plates stall 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 V long. A 6x8 plate is 6" wide x W long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at thetenlrold of the webs unless otherwise sham. Connector plate sizes an mmbnum sues 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 unless otherwise shown. For additional inform . on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection mcanmendatlons are to be followed In accordance with -Handling installing RBmchW. HIB-91. Trusses an to be handled with particular cue during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holdingtrovesinastraightandplumbpos. ition andforresistinglateralforcesshallbedesignedand Installed by others. Careful hand. ling is essential and erection bracing is always required. Normal precautionary action for trusses requtres such temporary bracing during tnstallation between trusses to avoid toppling and domtnoing. The supervlslon of erecUon of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought if needed. Concentration of constructlon Inds greater than thedesignloadsshallnotbeappliedtotrussesat any time. No loads other than the weight of the ereeton shall he applied to trusses until after all fasteningandbracingIs completed. Jo: JUIVtsuKT I AC: 10 # UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interiorbearinglocationsshouldbemarkedontruss. Shim or wedge if necessary to achieve full bearing, MAX LIVELOADDEFLECTION: L/999 Lw 0. 00" D- 0.00" T- 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0. 00" RMB = 1. 15 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H- 21. 0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in ENDzone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI--BC... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 TI: J 1 QTY:4 a:=Joint Locations=============== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 MAX. REACTIONS PER BEARING LOCATION----- X-LOCVertHorizUpliftY-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 4- 0 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL PROVIDE UPLIFTCONNECTIONPERSCHEDULE: Support 1 166# Support 2 65# Support 3 6# 0-10- 15 1-8 4 3 89# 8. 00" 25# 2.50" 1-1-9 1rr 1-1-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports LMaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 18900REENSROOK Cr. ONEDOXI-32766 Daign: Afmric Andysis WAKNIN4: 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 simllar bracingwhich isapariofthebuildingdesignandwhichmustbeconsideredbythebuddingdesigner. Bracingshown isforlateralsupportoftellsmembersonlytoreducebucklinglength. Provismns must be made toanchorlateralbracingatendsandspectfledlocationsdeterminedbythebuildingdesigner. Additional bracingoftheoverallstructuremayberequired. (See HID-91 of TPO. rrrusa Plateinstitute. TPI. Is located at 583 D'Onofrto Drive. Madhon. Wisconsin 53719). JOB PATH: CATEE-LOKUOBSl125AIP1flSUN1V Attach with ( 1) 10d Toe - Nails Attach with ( 1) 10d Toe - Nails scale = 1. 5123 Eng. Job: WO: UNI Dwg: Truss ID: J 1 Dsgitr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V'06 02 02- 3815- 5 HCS: 06. 02.02 JW-JW111JU(I I At-: DESIGN INFORMATION This design b for an individual building component and has been based on Information provided by the c9enL The designer disclaims any responslbWty for damages as a result of faulty or incorrect Information, speclflatlons and/or dalgro furnished to the truss designer by the client and the correctness or accuracyofthisinformationasItmayrebatetoaspe. ctl)e prolecl and accepts no responslbibty orexercisesnocontrolwithregardtofabrim. Uon, handling. shipment and tmuaLlation of busses. This truss has been designed cos 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 BuildingDesigner (registered architect or professional engtn"d. 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 mcards for wind or snow bads, project specifications or special applied Inds. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chordsItop or bottom) are contlnu- ously braced by sheathing unless otherwise spewed. Where bOUOm chords In tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hotdippedgalvanizedsteelmeetingASTMA653• Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall m1ew this drawing to verify that this drawing is In conformancewith the fabriatols plans and to rcallze a continuing rnponslbWty for such vert- fiatfon. Any discrepancies are to be put InWritingbeforecuttingorfabriallon. Plates shall not be tmtalled Over knotholes. knots or distorted gain. Members shall be cut for tight fitting Wood to wood bmrftq . Con- nector plates shall be located on both faces of the truss with nalb fully imbedded and shall be sym. about the Joint unless othenNee shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6* wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centuoid of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shownandmayneedtobeIncreasedforcertainhand. lung 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 Ali bracing and erection recommendations are to be followed In accordance with -HandlingInstaWngRBracing% NIB-91. Trusses ate to be handled with particular are during banding andbundling, delivery and installation to avoid damage. Temporary and permanent bracing forholdingtrussesinastraightandplumbpos- aimandformisUnglateralfoursshallbedeslgned and Installed by others. Careful hand. ling b essential and erection bracing is always required. Nomul preauttonary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and domt notng. The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professlorul advice shall be sought if needed. Concentration of constructionloads grater thanthedesignloadsshallnotbeappliedtotrusses at any time. No bads other than the weight of the erectors shall be applied to muses until after all fastening and bmetng is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, C&C, V- 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss inINTzone, TCDL= 4.2 psf, BCDL- 6.0 psf InpactResistantCoveringand/or Glazing Req MAXLIVELOADDEFLECTION: L/ 999 L=- 0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.00 T a Q WO: SUNIV WE: MULTIPLE LOADS -- This design is the Composite result of nwltiple loads. AllCOMPRESSIONChordsareassumedtobe continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. Endverticalsthatareextendedabove/below PROVIDEUPLIFTCONNECTIONPERSCHEDULE: Support 1 674# Support 2 674# TC... FORCE...CSI 1- 2 2600 0.28 2- 3 2522 0.42 3- 4 2385 0.68 4- 5 2522 0.42 5- 6 2600 0.28 BC ... FORCE ... CSI 11- 10 2280 0.40 10- 9 2257 0.39 9- 8 2257 0.39 8- 7 2280 0.40 5X10 cxln it 10 1447f18.00" 1- 1-9-9EXCEPT AS SfiOWN PLATES ARE T1.20 GA TESTED R3ANSi/TPI Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 169G GREENBROOK CT.O%1ED0.FL32766 Daign: Matrix Anafyxir TI: K QTY:I Joint Locations===========_ 1) 0- 0- 0 5) 17- 0-12 9) 10- 6- '0 2) 3-11- 4 6) 21- 0- 0 10) 7- 0- 0 3) 7- 0- 0 7) 21- 0- 0 11) 0- 0- 0 4) 14- 0- 0 8) 14- 0- 0 TOTAL DESIGN LOADS --------_ UniformPLFFromPLF To TCVertL+D -46 1- 1- 9 -46 7- 0- 0 TCVertL+D -100 7- 0- 0 -100 14- 0- 0 TCVertL+D -46 14- 0- 0 -46 22- 1- 9 BCVertL+D -20 0- 0- 0 -20 7- 0- 0 BCVertL+D -43 7- 0- 0 -43 14- 0- 0 BCVertL+D -20 14- 0- 0 -20 21- 0- 0 ConcentratedLBSLocationBCVertL+D 429 7- 0- 0 BCVertL+D 429 14- 0- 0 fAx• REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1446 0 -674 BOT PIN 20- 8- 0 1446 0 -674 BOT H-ROLL 0 1447N 8.0011 21- 0-0 ) 1.1_9 1- 1995 43011 scale = 0.2880 W& A 14INU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown m this dmwing b not erection bracing. wind nbmetng, portal bracing or simthr bmMng whichisapaofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. O cing il shownIsforlateralsupportoftrussmembersordytoreducebuckinglength. Provisions must be madaurt etoanchorbtcmlbracingatendsandapccllledlocationsddennlnedbythebuildingdesigner. Addltional bracingoftheoverallstructuremayberequired. (See HIB-91 of TPI). TrussPlateInstitute, TPI, Is bated at 583 D'Onofrio Drive, hladbon, Wiscomin 53719). JOB PA771: C.ITEE•L0KU0B5Tj25MPjjlSUNjV Eng. Job: Dwg: Dsgfir: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 Psf TOTAL 33. 0 Dsf Truss ID: K Date: 6- 18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA 1/CS: 06.0202 DESIGN INFORMATION This design is for an indlvldual building component and has been based on Infom.Uon provided by the client. The destgmer disclaims any responsibility for damages as a result of faulty or Incorrect Infomalon. specifications and/or designs fumbhed to thetruss designer by the client and the correctness or accuracyofthisInformationasItmayrelatetoaspe- cific project and accepts no responsibility or ucmbes no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This tnuss has been designed as an Individual building component in accordance with ANSIfM 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown arc In agreement with the local building codes. localclhnauc recordsfor wind or snow Wads. Project speclIk2llons or special applied Inds. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (lop or buttmn) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords in tension an not fully braced laterally by a properly appliedrfgldceiling. they should be braced at a maximum spacing of l0'-O'• o.c Connector plate shall be manufactured from 20 gauge hotdippedgalvanizedsteelmeetingASTMA653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is inconformancewiththefabrltaloe3plansand to realize a continuing responsibility, for such veri- fication. Any dlscnpaneles are tobe put inwritingbeforecuttingorfabri=Uon. Plates shall not be Installed wetknotholes, knots or distorted grain. Members shall be cut for tight Utung wood to wood bearing. Con. nector phles shag be located on both faces of the truss with nabs fully imbedded and shall be sym. about thejoint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A6x8 plate Is 6' wide x 8- long. Slob (holes) runparallel to the plate length specified. Double tub on web members shag meet at the mntrold or the webs unless otherwise shown. Connector plate sizes are mtnlmum sizes based on the form shown and may need to be increased for certain hand. ling and/or erection stresses. This truss 18 nottobefabricatedwithliremartanttreated hmnber unless oherwtse shown. For addlMnal Information on Quality Control refer to ANSI/TPI 1. 1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with -HandlingInstalling@Bracing-. 11I8-91. Trusses are to be handled with particular can during bandingandbundling, delivery and Installation to avoid damage. Temporary and permanent bracingforholdingtrusscainastraightandplumbpos- Won and for resisting lateral forces shall be designed and installed by others. CarefW hand- ling Is essential and ercttlon bracing b ahaaysrequired. Nontml precautionary action for trusses requtms such temporary bracing during installation between trusses to avoid topplinganddominoW& The supervision of erection of trusses shall be under the control of persons experienced in the Installation oflasses. Professional advice shag be sought If needed. Concentration of construction loads greater than the design Inds shag not be applied to trusses at any time. No loads other than the wetght of the erectors shag be applied to trusses until alter all fastening and bracingiscompleted aUlwuurc I I Fite: IU# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 565# Support 2 597# MAX LIVE LOAD DEFLECTION: L/999 L=-0.03" D=-0.03" T--0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.01" RMB = 1.15 0 5-3-15 0-4-3 TY I WO: SUNIV WE: MULTIPLE LOADS -- This design is the A11 PRESSIONult Chordsnarelassumeddto be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, CSC, V- 125mph, H. 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type. Encl L. 40.0 ft W= 21.0 ft TrussinINTzone, TCDL- 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC ... FORCE CSI 1- 2 1107 0.35 2- 3 896 0.26 3- 4 757 0.19 4- 5 893 0.27 5- 6 1107 0.38 BC ... FORCE ... CSI 10- 9 952 0.39 9- 8 756 0.29 8- 7 952 0.40 4X8 4X6 t10 9 -- - 745# 8.00" 1-11-1-9 l_ RI-1-7) I 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 CA TESTED PER ANSUTPI 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.OytEDO.PL327G0 Derign: Morris Analyzir n wKn1nV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTINGCONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wand bracing. portal bracing or stmLlar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingShownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must bemadetoanchorLateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Addltional bracing of the wemll structure may be required. (See HIB-91 ofTPI). rT` uss Plate Institute. TPI, Islocated at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0KV0B31125AIPHISU VIV TI: L CITY:I Joint Locations=======_=====__ 1) 0- 0- 0 2) 4- 9- 4 5) 16- 2-12 9) 9- 0= 06) 21- 0- 03) 9- 0- 0 10) 0- 0- 0. 7) 21- 0- 04) 12- 0- 0 8) 12- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 4- 0 744 60 -565 BOT PIN20- 8- 0 744 0 -597 BOT H-ROLL 0 4-10-3 0-44-3 P9 745# 8.001r11-9 I scale = 0.2880 Eng. Job: Dwg: Dsgflr: TLY CIIk: TC Live 16.0 psr TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 ticf Truss ID: L Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the cllcnL The designer dtsclatris 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 oraccuracyofthisInformationasItmayrelatetoaspe- cific project and accepts no responsibility or cxemhes no control with regard to fabric. 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 thebuilding design bya BuildingDesigner (registered architect or professional engineer). When reviewed for approval by thebuildingdesigner. the design loading, shownmustbecheckedtobesurethatthedatashown are in agreement with the local building codes. local cllnmtic records for wind or snow loads. Project specircations or special applied Inds. Unless shown, thus 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 temton ale not fully braced laterally by a property applied rigid ailing, they should be braced at a maximum sPaetng of Ifr-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanised steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dmwtng to vertfy that this drawing is in confomance with the fabricators plans and to realize a continuing responsibility for such veri- Ilratton. Anydiscrepancies are tobe put Inwritingbeforecuttingorfabrication. Plates shall not be Installed over knotholes. knots or distortedgrain. Membersshall be cut for tight fitting wood to woof tearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be in. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate is 6' wide x 8' long. Snots (holes) run parallel totheplatelengthspecified. 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 form shown and may need to be increased for certain hand- Itng and/or erection stresses. This truss is nottobefabricatedwiththeretardanttreated lumber unless otherwise shown. For addlllonal Infonoation on Quality Control refer to ANSIffPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection recommendations are to be followed in accordance with 'Handling Instalttng R Bractrtg'. Ii1B-91. Trusses are to be handled with particular care during bandingandbundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Won and for resisting lateral forty shag be designed and Winged by others. Careful hand- ling is essential and ereeWn bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoMg. The supervision oferection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought B needed. Concentration of construction hoods greaterthanthedesignloadsshallnotbeappliedto trusses at any lime. No loads other than the weight of the ereclon shall be applied to trusses until after oil fastening and bmefng is completed. iv: JuNtsuRy I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 549# Support 2 581# MAX LIVE LOAD DEFLECTION: L/999 Lin-0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Te, 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: Te, 0.01" RMB a 1.15 6-0-15 0-4-3 T7 I F9 VVV. JUNIV WE: MULTIPLE LOADS -- This design is the CCagposite 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= 21.0 ft, I= 1.00, FScp.Cat. B, Rzt= 1.0BldType- Encl L- 40.0 ft We: 21.0 ft TrussinINTzone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC... FORCE CSI 1- 2 1083 0.37 2- 3 827 0.27 3- 4 827 0.27 4- 5 1083 0.40 BC ... FORCE ... CSI 8- 7 927 0.50 7- 6 927 0.50 4X6 745# 8.0011 f 1-1-9-9 R1-1-7) I 21-0-0 EXCEPT AS SHORN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.Ow1ED0.1"L92768 Design: Mmrir Analysir rvlk r4INU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwbtg is noterteon bracing, wind bracing. Portal bracingorsandar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebut]" designer. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Prrntsloru must bemadetoanchorlateralbracingatendsandspecNedlocationsdeterminedbythebuildingdesigner. Addltlonal bracing of the overall structure may be required. (See MR-91 of T19). rrruus Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison, Wlsconsin 53719). JOB PATH: C.-ITEE-LOKVOBSI125MPHI5UN1V TI: M 9TY:5 Joint Locations===========-- 1) 0- 0- 0 4) 15- 5-12 7) 10- 6-102) 5- 6- 4 5) 21- 0- 0 8) 0- 0- 03) 10- 6- 0 6) 21- 0- 0 MAX . REACTIONS PER SEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 4- 0 745 60 -549 BOT PIN20- 8- 0 745 0 -581 BOT H-ROLL 5-7-3 0-4-3 F9 745# 8.00" scale = 0.2880 Eng. Job: Dwg: Dsgltr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 PSI` BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: M Date: 6-18-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS, 06.0Z02 V.—Urk 1 1 hV, DESIGN INFORMATION This design Is for an individual budding component and has been based on Information provided by the client. The designer disclaims any responsiblity for damages as a result of faulty or Incorrect Wornalon, spceticluons and/or designs furnished to Wetruss designer by the client and the correctness or accuracy of this Information as It may relate to a ape- cdic project and accepts no responsibility or exercises no commit with regard to fabrka- tlun, handling, shipment and Installation of muses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1. 1995 and NDS-97 to be incorporated as part of the building design by n BuildingDesigner (registered arcfuteet or professional engineer). When reviewed for approval by thebuildingdesigner, 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. pmJect specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy Inds. The design assumes compresslon 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 ceding, they should be braced at a maximum spacing of I(y4r o.c. Connector plate shag manufacturedbemanufacted from 20 gauge hot dipped galvanued steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Priorto fabrication, the fabricatorshag review this drawing to verily that this drawing is in conformance with the fabrlcaloes plans and to manre a continuing rnponsfbddy for such ven. ficatbn. Any dbcrepancles are to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes, knots or dtstorted grain. Members slab be cut for light filling wood to wood bearing. Con. nector plate shall be located on both faces of the taus with nabs fully Imbedded and ohall be sym. about theJoint unless otherwise shown. A 5x4 plate is 5' aide x V long. A6x8 plate is 6' wide x 8' long. Slots (holes) run parallel totheplatelengthspecified. Double cuts on web members shall meet at the cenlroid of the webs unless otherwise shown. Connector plate sires are mtnbnum 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 unlessotherwise shown. Foraddluonal Information 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 R Brocing, HIB-91. Trusses we to be handled wI h particular care during barrelingandbundlingdeliveryandinstallationtoavoid damage. Temporary and peronanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Wta icd by others. Careful hand- ling b essential and erection bracing b always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses toavoid toppling and dommoln& The supenis)on of ereel)on of trussn shall be under the control of personsexperiencedintheInstallationoftnmm. Professional advice shall be sought If needed. Concentration of construction loads greater than the design bads shall not be app8ed to trusshi esatanytime. No loads other thin the weight of theerectors shall be applied to trusses until ancr all fastening and bracing isemnplatd. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) tar lateral forces due to wind or seismic loads onbuildings. CAUTIONIII Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10. 2-2 for maximum reactions and proper MAXLIVELOADDEFLECTION: L/ 999 L- 0.00" D- 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Tel 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB - 1.15 WO: SUNIV WE: 3X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUSTbepositionedtoprovideequalunbracedsegments OR 2x4 "T" brace may be nailed flat toedgeofwebwith12dnailsspaced8" o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLELOADS -- This design is the composite result of multiple loads. WindCase- ASCE 7-98, C&C, V- 125mph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Part L= 31.0 ft W= 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 1 41_ I, 21 r 6.00 8X14 0- 7 4 I T 3- 1-3 1 I v '3-6r 'I65431 1518# 15.00" 144# 1.50" 1- 9-9GABLE STUD PLATES (0) 2X4 (R1-1-7) I 4-1-8 0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 OREENBROON Cr.OV1EDO.il32760 Design: Afatrir Andl)sis WAKNIN( i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown onthis drawing is not erection bracing. wind bracing, portal bracing orsimilarbracingwhichIsapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provbbns must be made to anchor lateral bmeing at ends and specfied locations determined by the building designer. Additionalbracingoftheoverallstructuremayberequired. (See IIIB-91 of T791rfrussPlateInstitute. TPI, is located at 583 D'Onofro Drive, Madison. Wisconsin 53719). JOB PATH: C:17EE-L0KU0BSI125AfP1i1SUNIV TI: P 9TYA Joint Locations====s=======e== 1) 0--0- 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE - Support1246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support1284# scale = 0.1878 Eng. Job: W SUNIV Dwg: Truss ID: P Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13820- 5 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 d=Igner disclaims any responsibility for damages as a mull of faulty or Incorrect information. sped: catsoru and/ordesigns furnished to the truss designer by the client and the correctness or accuracyofthisInformationasitmayrelatetoaape- clBc project and accepts no responsibility or excrelses no control wnh regard to fabrta- tion, handling• shipment and installation of truss=. This truss has been designed as an Individual building component In accordance with ANSI/TP[ 1.1995 and NDS-97 to be Incorporated as part ofthe building design by a BuildingDesigner [registered architect orprof-121. enguneed. When reviewed for approval bythe buildingdesigner, the design loadings shown must be checked to be sure that the data shown are in agt,ment with the local building codes, lonl climatic records for wind or snow loads. project specifi atbru or special applied bads. Unless shown• thus has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) are conBnu. airily braced by sheathing in less otherwtse specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid ceiling• they should be braced at a maximum spacing of 10'-0- o.c Connector plat= shall be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrlcatIon. the fabrlatm shall review this drawing to verify that this drawing is in conformance with the fabricator's pions and to realize a continuing responsiblllly for such veri. fleation. Anydiscrepancies am to be put in writing before culling or fabrication. Plates shall not be installed over knotholes. knots ardistorted gate. Members shah be enl for tight fitting wood to wood bearing. Con. nector pbtes shall be located an both faces of the truss with nalls fully imbedded and shall be sym. about the Joint uuless otherwise shown. A 5.0 plate is 5- wile x 4- long. A 6x8 plate is 6' wide x 8' long. Slots (holm) run parallel to the Plate length specified. Double cuts an web members shall meet at the centroid of the webs unlessotherwise shown. Connector plate sizes are mlubnum sizes based on the fort= shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not to to fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on guanty Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling 1-1-Wn9 A Bracing% HIB-91. Trusses are to be handled with particular are during bandingandbundling, delivery and Installation toavoid damage_ Temporary and permanent bracingforhotdingtrussesinastraightandplumbpas. ItIon and for resisting lateral form Stull be designed and Installed by others. Careful hand- 8ng Is wential and erection bracing is always required. Normal preaullonmy action for trusses requires such temporary bracing during Installation between trusses to avoid topplinganddommoing. The supetvislon of erection of trusses shall be under the control ofpersons experienced In the installation of truism. professional advice Shag be sought If needed. Concenru trationofcorisletionInds greater than the dmtgn bads shall not be applied to trusses at any time. No loads other than the eight of the emctom shall be applied to trusses until after all fastening and bracing iscompleted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x8 SP #2 1 2x4 SP #2 2 1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) nor lateral forces due to wind or seismic loads onbuildings. CAUTIONIII Bearing block ends tmfst meet requirements of ANSI/TPI 1-1995, Table 10. 2-2 for maximmh reactions and proper MAXLIVELOADDEFLECTION- L/ 999 L- 0.00" D- 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 WU: SUNIV WE: IX4 dontinuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUSTbepositionedtoprovideequalunbracedsegments OR 2x4 "T" brace may be nailed flat toedgeofwebwith12dnailsspaced8" o.c. Brace ( mist extend at least 90% of web length 2x6Bracerequiredonanywebexceeding141. MULTIPLELOADS -- This design is -the cociposite result of nwltiple loads. Wind Case- ASCE 7-98, CSC, V. 125mph, He, 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Part Les 31.0 ft W= 4.1 ft Truss inENDzone, TCDL= 4.2 psf, BCDL- 6.0 psf TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 TI: P BTYA Joint Locations- .... =o= 1) 0- 0- 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ' MAX . REACTIONS PER BEARING LOCATION-- =- X-LOC Vert Horiz Uplift y-Loc Type 0- 7- 8 • 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be continuously braced finless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support1246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ; Support1284# 4- 1-8 4-1-8 1 ' 3 CONTINOUS y[ 1 7/ir OSB SHEATHING 7Y. AqVA ' a`. 4(2 0-7-12 IN 0- 7-4 I I 7- i1-8 6 5 4 324N15.ov 324# 15.001, 1-1-9 8- 3-0 ; III. 19 GABLE STUD PLATES (0) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 GREENDROOK Cr.0V1ED0.PL32766 Design: Afafriz Analysis WAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmr.- ingshown on this drawing is not erection bmcing, wind bracing, portal bracing or similar bracing whichisaparofthebuildingdesignandwhichmustbeconsideredby (lie building designer. Bracing shownisforlateralsupportoftrussmembersonlytoreducebucklinglengthProvisionsmustbemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. AdditionalbracingoftheOverallstructuremayberequired. (See HIB-91 of TPII. rrrussPlateInstitute. TPI, is located at 583 D'Onofdo Drtve. Madison, Wisconsin 53719). JOB PA77i. C-ITEE-L0KV0BSI12SA1PNISUA7V NOTE: TRUSS SHIPPED TO FIELD IN TWO SEGMENTS. ATTACH IN FIELD USING 7116' OSB SHEATHING NAILED W/8d NAILS ' B@4. 0- O.C. AT ALL CONTACT SURFACES Eng. Job: Dfvg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 Psr BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.1878 Truss ID: P Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA NCS: 06.02.02 ors: blUNBULCY I AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer dlscLahns 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 spc- clnc project and accepts no responsibility or exembes no control with regard to fabrtca. tion, handling, shipment and Inslallation of trusses. This truss has been dmtgned as an Individual building component in accordance will ANSI/TPI 1-1995 and NDS-97 to be incorporated as part ofthe 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 we In agreement with the local building codes. loot climatic records for wind orsnow loads. project specifications 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 contlnu- owly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 117-T o.c Connector plates shall be manufactured from 20 gauge hot dipped galvrntzcd steel meeting ASIM A 653. Cade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformmce with the fabricators plans and to mall, c a continuing responsibility forsuch verl- ficatlon. Any discrepancies are to be put In writing before cutting or fabrication. Miles shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the taus with nags fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- widex 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specfed. Double cuts on web members shall meet at the centrold of the wcbs unless otherwise shown. Connector plate sizes as 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 bracingand crectlon recommendations sae to be followed In accordance with -Handling Installing R Bating, HIB-91. Trusses are to be handled with particular rate during bandingandbundling. delivery and installation to avoid damage. Temporary and permanent bracingforholdingtrussesInastraightandplumbpos. It1on and for resisting Lateral forces shad be designed and totalled by others. Careful hand- ling is essentialand erection bracing is always required. Nomral precautionary action for trusses requires such temporary bracingdUrLngInstallationbetweentrussestoavoidtopplinganddtmllno(ng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction lmds greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses unto after all fasteningand bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 764# Support 2 803# MAX LIVE LOAD DEFLECTION: L/999 Lr=-0.25" D--0.26" T=-0.51" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.18" RMB e, 1.15 F-6 00 3.00 I 1042k 3.50" 11-1-9-9 RI-1 7) I EXCEPT AS SHOWN PLATES ARE TL20 GA Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.O"F- rn_ saaac Design: Marrix Anofvtil WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of (multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, I= 1.00, Eip.Cat. B, Rzt= 1.0 Bld Type. Encl L= 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psfImpactResistantCoveringand/or Glazing Req TC... FORCE ... CSI--BC... FORCE...CSI1- 2 -3229 0.60 12-11 2925 0.702- 3 -2456 0.56 11-10 2925 0.683- 4 -2156 0.43 10- 9 2158 0.474- 5 -2455 0.56 9- 8 2925 0.685- 6 -3229 0.61 8- 7 2925 0.70 5X6 5X6 30-0-0 TESTED PER ANSVITI 1-1995 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 bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshownisforLateralsupportofbussmembersonlytoreducebucklinglength. Provisions must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Addlllonal bracing of the overall structure may be required. (See IIIB-91 of TPI). Russ Plate Institute, TPI. is located at 583 D'Onofdo DrNe, Madison. Wisconsin 53719). TI: U CITY:I Joint Locations=============== 1) 0- 0- 0 5) 23- 1- 1 9) 16-10--82) 6-10-15 6) 30- 0- 0 10) 13- 1- 83) 13- 0- 0 7) 30- 0- 0 11) 6-10-154) 17- 0- 0 8) 23- 1- 1 12) 0- 0- 0 MAX • REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz uplift Y-Loc Type0- 1-12 1041 77 -764 BOT PIN29-10- 4 1041 0 -803 BOT H-ROLL, 0 13.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 Psf BC Dead 10.0 psf TOTAL. 33.0 usf 6-10-3 0-4-3 TT 1 038 1042N 3.50" I Scale = 0.2077 Truss ID: U Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Plt: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA JOB PA77i: C:ITEE-L0KV0BS1129MP1iISUMv NCS. 06.02.01 JB: SUNBURY I AC: 10# UPLIFT D.L. DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any resporoibWty for damages as a result of faulty or Incorrect Information. specdlcaUora and/or designs fumtshed to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- cific project and accepts no resportslb8lty or exercise no control with regard to fabrlca. mu . handling, shipment and Installation of Dresses. 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 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 speeNmllons or special applied loads. Unless shown, thus his not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottorn>) are conUnu. ously braced by sheathing unless otherwise specified. whim bottom chords in tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of 10•-T o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanl=rl steel meeting ASrM A 653, Crade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review dthisrawing to veiny that this drawing is In Wnfomuance with Uae fabricalofs plans and to realist a continuing responsibility for such vent. ficatlon. Any discrepancies are to be put In artUng before cutting or fabrication. Plata shall not be installed over knotholes, knots or distorted grain. Members shall be cut for tight Uulng wood to wood bearing. Con- nector plates shall be located on both faces of the thus with nags fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wile x 4- long. A 6x8 plate Is 6' wide x 8- long. Slots (holes) rim parallel to the plate length specified. Double cuts on web member shall meet at the centrold of thewebs unless otherwise shown. Connector plate sizes are minimum sDes based on the forces shown and may need to to incressed for cclln hand- Itng and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed in accordance with -Handling Installing & Brocing'. 1-178-91. Trusses are to be handled with particular cue during banding and bundling, delivery and Installation to avoid damage. Temporary and permanentbracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral force shall be designed and installed by others. Careful hand- Iing 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 supervision of erection of trussn shall be under the control of persons experienced in the installation of truss-. Professional advice shall be sought If needed. Concentration ofconstruction bads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 778# Support 2 818# MAX LIVE LOAD DEFLECTION: L/999 L=-0.26" D=-0.26" T=-0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.19" RMB er 1.15 6-3-15 0-4-3 3.00 I a3 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V. 125mph, H= 21.0 ft, 1- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L- 40.0 ft W. 30.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psfImpactResistantCoveringand/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI1- 2 -3245 0.57 13-12 2937 0.74 2- 3 -2719 0.54 12-11 2948 0.703- 4 -2413 0.43 11-10 2536 0.654- 5 -2412 0.43 10- 9 2947 0.70 5- 6 -2718 0.54 9- 8 2936 0.74 6- 7 -3244 0.60 5X6 3X4 5X6 1042# 3.50" " 11-1-9-9 L RI-1-7) I 30-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 Lmaronda Systems 4005 MARONDA WAY f SANFORD, FL. 32771 407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 OREFNBROOK Cr.OV1EDO.R92760 Design: Marrfr Anaouis VVRKNIIIU: 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 slln0.ar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. BracingshownIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Pro'tsloru must bemadetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdnlgner. Additional bracing of the merall structure may be required. (See HID-91 ofTPII. rrnus Plate Institute, TPI. is located at 583 D'Onofrio Drke. Madison. Wisconsin 53719). JOB PATH. C:1TEE-L0KU0B31125AIPH1SUNIV TOTAL TI: V QTY:I Joint Locations===========_=== 1) 0- 0- 0 6) 24- 1- 1 11) 11- 1- 82) 5-10-15 7) 30- 0- 0 12) 5-10-153) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 04) 15- 0- 0 9) 24- 1- 1 5) 19- 0- 0 10) 18-10- 8 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 1-12 1041 100 -778 BOT PIN29-10- 4 1041 0 -818 BOT H-ROLL I 3.00 Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33.0 Dsf 5-10-3 0-14-3 1042# 3.50" scale = 0.2077 W NIV Truss ID: V Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02 02- 13822- 5 11CS: 06.02.02 DESIGN INFORMATION This design is for an indMdual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the thus designer by the client and the eorrectnw or accuracy of this information as It may relate to a spe. clfle p"cet and accepts no responsibility or exercises no control with regard to fabrim. lion, handling, shipment and Installation of trusses. This truss has been designed as an Individual budding component in accordance with ANSI/7PI 1-1995 and NDS-97 to be Incorporated as partof thebudding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by thebuildingdesigner, the design loadings shown must be checked to be sure that the data shown are In agreement with the it-[ building codes. 1=1 climatic records for wind or snow Inds. prgca 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 mnitnu- ously braced by sheathing unless otherwise specned. Where bottom chords In tension are not fully braced laterally by a papery applied rigid ceding, they should be braced at a maxbnum spacing of IO'-0- o.c Connector plates shall be manufactured from 20 gauge hotdippedgalanlredsteelmeetingAS7hIA653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in eonformanee with the fabricator's plans and to realize a continuing respousfbdity for such veri. fixation. Any discrepancies arc tobe put in writing before cutting or fabrication. Plates shot] not be Installed over knotholes. knots or distorted grain. Member, shall be cut fortight fittingwood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fulty imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate is 6* widex 8' long. Slots (holes) run parallel totheplatelengthspecified. Double cuts on web members shag meet at the eentrokl of the webs unless otherwise shown. Connector plate sizes are mtntmum sum based on the forces shown and may need to be inueased for certain hand. ling and/or erecllon stresses. Thistruss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/ TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling Installing & 8mcng-• H18.91. Trusses arc to be handled with particular care during banding andbundling. delivery and Installation to avoid damage. Temporary and permanent bracing forholdingtrussesInastraightandplumbpm - Ilion and for misting lateral forces shall be designed and installed by others. Careful hand. Wag is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid topplingand dominoing. The supervision of erection of trusses shag 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 bads shall not be applied to trusses at any time. No loads other than the weight of theerectors shag be applied to trusses until after allfasteningand bmcbag is completed. ID: JUIVDUKY I AC: 10# UPLIFT D.L TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support1781# Support 2 819# MAX LIVE LOAD DEFLECTION: L/ 999 L=- 0.30" D=-0.31" T=-0.60" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.38" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.19" RMB - 1.15 T 5- 3-15 0441- 3 T71 I 0- 3-8 1042# 3.50" 1- 1-9-9R1- 1-7) I EXCEPT AS SHOWN PLATES 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.FL32760 Design: Matrix Analysis r6 00 3. 00 I WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WindCase- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 BldType= Encl L. 40.0 ft W= 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf ImpactResistantCoveringand/or Glazing Req TC... FORCE CSI 1- 2 3247 0.66 2- 3 2946 0.54 3- 4 3163 0.56 4- 5 3163 0.56 5- 6 2945 0.55 6- 7 3246 0.68 BC ... FORCE ... CSI 12- 11 2955 0.76 11- 10 2629 0.59 10- 9 2629 0.59 9- 8 2955 0.76 5X6 2X4 Cyr 30- 0-0 ARE T120 GA TESTED PER ANS1/TPI 1-1995 TVAK1111riU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dracing shown on this drawing 1s not erection bracing, wind bracing. portal bracing or simllar bracing whichisapartofthebuildingdesignandwhichmustbeconsideredbythebulldingdesigner. Bracing shownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provhlons must be madetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additionalbracingoftheoverallstructuremayberequired. IS" HIB-91 of TW). TrussPlateInstitute. TPI, is located at 583 WOnofrio Drive. Madison. Wisconsin 53719). JOB PATH: C:ITEE-L0KU0BSI1Z5MPlfISUAly TI W QTY:1 Joint Locations=============== 1) 0- 0- 0 5) 21- 0- 0 9) 20-10-18 2) 4-10-15 6) 25- 1- 1 10) 15- 0- 0 , 3) 9- 0- 0 7) 30- 0- 0 11) 9- 1- 8 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1042 92 -781 BOT PIN 29-10- 4 1042 0 -819 BOT H-ROLL 13. 00 Eng. Job: Dwg: Dsgitr: TLY Clik: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 nsf 4- 10-3 04- 3 1042N 3.50" scale = 0.2077 Truss ID: W Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on information prwldtd by the client. The designer disclaims any responslbilty fordamages as a result of faulty orIncorrect information, specifications and/ordesigns furnished to the truss designer by the client and the correctness or accuracy of this Information as It may relate to a spe- ctilc project and accepts no responslbWly or exercises no control with regard to fabrtes- tlon. handling. shipment and trntnUauon of trusses. This truss has been designed as an Individual building component in accordance with ANSI/7PI 1-1995 and NDS-97 to be Incorporated as part of the buildingdesign by a Budding Designer (registered architect or professlonal engneerl. When micuedfor approval by thebuildingdesigner, the design loadings shown must be checked to be sure that the data shown are in agreement with the 1oco1 building codes. local climatic records for wind oran- Inds. Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes e"mpressbn chords (top or bottom) are continu. ously braced by sheathing unless otherwtsespecified. Where bottom chords in tensionare not fully braced laterally by a properly applied rtgid "ding. they should be braced at a matlmum spacing of 1(r-O' o.c Connector plates shall bemanufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Priorto fabrtt2tion. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabrtcotols plans and to realize a continuing responsibWty, for such veri- Notion. Any discrepanUn are tobe put In writing before cutting orfabrication. Plates shall not be Installed over knotholes. knots or distorted grain. Members shag be cutforlightfittingwoodtowoodbearing. Con. nector plates shag be located on both faces of the truss with nails fully imbedded and shag be sym. about tht joint unless otherwise shown. A 5x4 plate is 5- wide x 4- king. A &8 plate is a - widex 8' king. Skits (holes) run pantiel totheplatelengthspecified. Double cuts on web members shag meet at the centrold of the webs unless otherwise shown. Connector plate sizes ant minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This is nottruss to be fabricated with fire retardant treated lumber unless otherwise shown. For additional InfonnaMon on Quality Control rcfer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with "HandlingInstallingQBracing". HIB-91. Trusses are to be handled with particular care during bandingandbundling, delivery and Installation to avold damage. Temporary and permanent bracing for holding trusses in a straight and plumb pas. Ition and for resisting lateral form shag be designed and Installed by others. Careful hand - ding Is essential and erection bracing is always required. Normal precautionary action for tfussm requires such temporary bmctrtg duringInstallationbetweentrussestoavoldtoppling and dodildoing. The supervision of erection of biasses shall be under the control of persons expenenccd in the Installation of trusses. Professional advtce shag be sought if needed. Concentration of construcllon loads greater than the design Indsshag not be applied to trusses Manytime. No bads other than the weight of the erectors shag be applied to trusses until after all fastening and bracingiscompleted. JD. -3UI4DUKT 1 AU: l0# UPLIFT D.L. TOP CHORDS: 2x4 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #1 D WEBS: 2x4 SP #3 2x4 SP #2 2.4 2-PLY TRUSSI fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 766# Support 2 766# MAX LIVE LOAD DEFLECTION: L/707 at JOINT # 8 L=-0.50" D=-0.51" T=-1.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.29" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.14" RMB - 1.00 3-3-15 04-3 0-3-8 I I WO: SUNIV WE: MULTIPLE LOADS -- This design is the compclsite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 2-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/belowWindCase- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 40.0 ft W= 30.0 ft TrussinINTzone, TCDL= 4.2 psf, BCDL- 6.0 psfImpactResistantCoveringand/or Glazing Req TC... FORCE CSI BC ... FORCE CSI1- 2 -6390 0.22 10- 9 5873 0.332- 3 -10679 0.51 9- 8 6405 0.54 3- 4 -10679 0.51 8- 7 6407 0.544- 5 -6391 0.22 7- 6 5874 0.33 2-PLYS REQUIRED TI: X QTY:2 Joint Locations=====-========- 1) 0- On 0 5) 30- 0- 0 9) 5- 3-102) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 , 3) 15- 0- 0 7) 24- 9- 0 4) 25- 0- 0 8) 15- 0- 0 TOTAL DESIGN LOADS ----- --- Uniform PLF FromPLFToTCVertL+D -46 1- 1- 9 -46 5- 0- 0TCVertL+D -77 5- 0- 0 -77 25- 0- 0TCVertL+D -46 25- 0- 0 -46 31- 1- 9BCVertL+D -20 0- 0- 0 -20 5- 0- 0BCVertL+D -33 5- 0- 0 -33 25- 0- 0BCVertL+D -20 25- 0- 0 -20 30- 0- 0ConcentratedLBSLocation BC Vert L+D 195 5- 0- 0BCVertL+D 195 25- 0- 0 MAX. REACTIONS PER BEARING LOCATION ..... X-Loc Vert Horiz Uplift Y-Loc Type0- 1-12 1684 0 -766 BOT PIN29-10- 4 1685 0 -766 BOT H-ROLL O 6.008X10lnxln .._.__ 3.00 I 1685# 3.50" 0 11-1-9 R1-1-7) I 30-0-0 WEXCEPTASS110N PLATES ARE L20 GA TESTED PER ANSUTPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FI_. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 OREENBROORCr.0%1ED0.FL327G9 Design: Marrix Analysis W11KIVINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this dmwing is not erection bracing, wind bracing, portal bracing or similar bracingwhichisapartofthebuildingdesignandwhichmustbeconsideredbythebuddingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Rovtsions must betradetoanchorlateralbracingatendsandspeetnedlocationsdeterminedbythebuildingdesigner. Additional bracing of the overall structure may be required. (See 1118.91 of TPII. n'russ Plate Institute. TPI, is located at 50 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PA771: C:ITEE-L0KU0BSI125MP1flSUNIV 13.00 038 T 0-4-3 2-1bI0-3 1685N 3.50" 011-1-9-9 196// scale = 0.2077 Eng. Job: NI Dwg: Truss ID: X Dsgar: TLY Cldc: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psr DurFac - PIt: 1.25 BC Live 0.0 psi O.C. Spacing: 24.01, BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLATOTAL33.0 psf V'06.0 .0 - 138 - NCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information provided by the client. The designer disciabm 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 coreclness or accumey of this Information as It may relate to a spe- cific protect and accepts no responsibility or exercises no control with regard to fabrim. Uon, handling, shipment and Insallation of trrrsses. Thistruss has been designed w an Individual building cmnponenl 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 orprofessional englncerl. 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. 1=1 climatic records for wind orsnow loads, pmlecl specifications or special applied bads. Unless shown. trnsa has not been designed for storage or occupancy loads. The design assumes compression chords (lop orbottom) arc eonUnu- ous)y braced by sheathing unless otherwise spectned. where bottom chords In tension are not fully braced Iatcmlly by a property appliedrigidceiling, they should be braced at a maxtmumspacing of 10'-(' o.e. connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade40. unless otheralse shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this dmwtng to verify that this dmwmg is In conformance with the fabrtmtoe3 plans and to realize a continuing responalbWty for such verl- fkatlon. Any discrepancies are to be put In writingbeforecuttingorfabrication. Plates shall not be Wtaned over knothole. knots or distorted gram. Members shall be cut For tight fitting wood to wood bearing. Can. nector Plates shall be located on both faces of the truss with rafts fully imbedded and shall be sym. about the Jointunless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrofd of the webs unless otherwise shown. Connector plate sizes are minbnon sizes based on the forces shown and may need to be Increased for certain hand- Iing and/or erection stresses. This taus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on gual ty Control refer to ANSI/ fPi 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with-IlandWg Installing 6 Bracing. NIB-91. Trussesare tobe handled with particular come during banding and bundWngdeliveryandinstallationtoaviddamage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Ilion and for resisting lateral forces shall be designed and tnstalled by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation betweentrussestoavoidtopplinganddominoing. - lilt stiperVlslon of erection of trusses shall be under the central of persons experenced IntheInstalltlonoftrusses. Prolesslonal advice shall be sought. B needed. Concentration of construction loads greater than thedesignloadsshallnotbeappliedtotrussesat any time. No loads other than the weight of the erectors shall be applied to musses until after all fastening and bracing is completed. JO. allIMDUKY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDEUPLIFT CONNECTION PER SCHEDULE: Support 1 512# Support 2 266# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1226# MAX LIVE LOAD DEFLECTION: L/999 Lo-0. 04" D= 0.00" T=-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0. 09" MAX HORIZONTAL LIVE LOAD DEFLECTION: To 0.09" RMB er 1.00 0-3- 15 J_ WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSIONChordsareassumedtobecontinuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, Ver 125mph, Her 15. 0 ft, Ier 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type= Encl L= 40.0 ft W= 7.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -64 0.85 4- 3 -12 0.73 4 4 TI: Y QTY:2 e:Joint Locations=====_========= 1) 0 0 0 3) 7- 0-14 r 2) 7- 0-14 4) 0- 0- 0 a TOTAL DESIGN LOADS ------------ Uniform PLF From pLF TO TC VertL+D 0 0- 0- 0 -56 7- 0-14 BC VertL+D 0 0- 0- 0 -24 7- 0-14 MAX. REACTIONS PER BEARING LOCATION----- X-LocVertHorizUpliftY-LOc Type 0- 2- 8 94 226 -512 BOT PIN 6-11- 1 193 0 -266 BOT H-ROLL 2.12 0-0- 151 6- 7-15 4 95# 4. 95" 3 L 1- 6-2 1 193# 2.50" 1 (R1- 6-0) e1 7-0-14 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0. 6346 fMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321- 0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 CREENBROOK CT.OVIEDOXI-32786Design: Marrix Arrafyrir TWAKNIMIX READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown onthis drawing is not erection bracing. wind bracing, portal bracing or similarbracing whichisafartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shown isforlateralsupportoftrussmembcnonlytoreducebucklinglength. Protslons must be made toanchorlateralbracingatendsandspecllledlocationsdeterminedbythebulkingdesigner. Additional bracingoftheoverallstructuremayberequired. lsce HIB-91 of TPI). fDuss PlateImUtule. TPI. is located at 583 D'Onofro Drive. Madison. Wisconsin 53719). JOB PATH: C:1TEE-L0KV0BSll25MPH1SUVIV TOTAL Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 33.0 nsf vvr.r Truss ID: Y Date: 6- 18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA TICS: 06. 02.02 DESIGN INFORMATION This design is for an Individual building component and has been based an Information provided by the clent. The designer discbirm any responsibility for damages as a result of faulty or incorrect tnfommtlon. specificatinos and/or designs furnished to the truss designer by the clientandthe correctness oraccuracy of this infomwtion as It may relate to a ape- cdic protect and accepts no responsibility orexem"es no control with regard to fabrio Uon. handling. shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professlonal engineer(. When reviewed for approval by the building designer. ahe design loadings shown must be checked to be sure that the data shown arc in agreement with the 1=1 budding codes. local chnuttle records for wind or snow loads. pro)ect speelBcaUona or special applied lards. Unless shown. Uuas has not been designed for storage oroccupancy 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 btemlly by a properly applied rigid cegtng, they should be braced at a maximum spacing of 10'-0- o. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel mccUng AS7Ti A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is in conformance with the fabrtmtor's plans and to realize a continuing responsibility for such veri- fcanon. Any discrepancies are to be put In wrlUng before cutting or fabrication. Plates shad not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fining wood to wood bearing. Con- nector plates shag be located on both faces of the thus with mtb fully imbedded and shag be yrsn. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is E wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erectionstresses. This truss is not to be fabrtmtcd with fie retardant treated lumber unless otherwise shown. For addlUonal Infomtatlon on Quality Control refer to ANSI/ 7PI 1-19M PRECAUTIONARY NOTES AD bracing and erection recommendallons are to be followed in accordance with -Handling lmtaging d Bracing". HIB-91. Trusses are to be handled with particular care during banding andbundling. delivery and inslagaUon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. WonandforresistingLiteralforcesshallbedesigned and installed by others. Careful hand - lung is essential and erection bracing is alwaysrequired. Normal precautionary action for trusses requires such temporary bracing during installation between muses to avoid toppling and donilnoing. The supervision of erectionof trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shag be sought If needed. ConcentmUon of consuucllonloads greater than the design Inds shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. Jt$: JUNWRY I AC: 10## UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 390# Support 2 274# Support 3 43# MAX LIVE LOAD DEFLECTION: L/ 684 at Mid -panel # 1 L=- 0.09" D- 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 3- 3-15 0- 4-3 1 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLELOADS -- 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. WindCase- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.0 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 -49 0.63 4- 3 -27 0.48 TI: Z QTY:11 Joint Locations=============== 1) 0- 9-15 3) 5- 0- 0 r 2) 5- 0- 0 4) 0- 9-15 MAX. REACTIONS PER BEARING LOCATION---- X- Loc Vert Horiz Uplift Y-LOC Type 4-10-12 107 141 -274 TOP PIN 0- 1-12 215 191 -390 BOT PIN 4-10-12 58 0 -43 BOT- H-ROLL 5- 0-U 1 2 Q 3. 00 I 0- 3-8 4- 8-8 4 215N 3.50" 1- 1-9 3 108N 2.50" R1- 1-7) I I 5-0-0 59N 50" EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports C/ L: 4-10-12 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 - 1890 GREENBROOII MOVIEDOSI.32786 Design: Matrix Analysis 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. ponal bracing or similar bracing whichisapartofthebuildingdesignandwhichmustbeconsideredbythebuddingdesigner. Bracing shownisforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be madetoanchorbteralbracingatendsandspecdnedlocationsdeterminedbythebuildingdesigner. AddiUonalbracingoftheoverallstructuremayberequired. (Sce HIB-91 of TPII. floss Plate Institute. TPI, is located at 583 D'Onofrio Drive. 1,ladison. Wisconsin 53719). JOB PATH: CJTEE-L0KV0BSV25MPH1SUN1V Eng. Job: Dwg: Dsgrir: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 1.0.0 psf TOTAL 33.0 psf Attach with (4) 10d Toe -Nails Attach with (t) 10d Toe -Nails scale = 0.6314 Truss ID: Z Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O. C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracyofthisInformationasitmayrotatetoaspe- clflc p"ect and accepts no responsibility or exercises no control with regard to fabnra. son. handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/M 1.1995 and NDS-97 to be Incorporated u part of the building design by a BuildingDesigner (registered architect or professional engineer). When reviewed for approval by thebuildingdesigner, the design loadings sham must be checked to be sure that the data shown we inagreement with the local building codes. lordclimatic records forwind or snowloads. Prefect specifications or special applied loads. UNcv 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 an not fully braced laterally bya properly applied rigid ceiling. they should be braced at a maximum spacing of IO'-O' O.C. Connector plates shall be manufactured from 20 gauge hotdippedgalvanizedsteelmeetingASTMA653. Grade 40. unless otherwise shmvn. FABRICATION NOTES Prior to fabrication• the fabricator stall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibWly for such ven. ficatlon. Any discrepancies are to be put in writing before cutttng or fabrication. Plates shall not be installed over knotholes, knotsordistortedgmfn. Membersshallbe cut for light filling wood to wood bearing, Con. nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the Jointunless otherwise shown. A 5x4 plate is 5- wide x 4- long. A W plate is 6' wile x 8' long. Slots (holes) run parallel to the plate length specified, Double cuts on wtb members shall meet at the eentrofd of the webs unless otherwise shown. Connector plate sizes are mfnhnum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or a Uon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Qwllty Control refer to ANSI/ TPI 1.1995 PRECAUTIONARY NOTES All bracing and erection nxorwnendallons are to be followed In accordance with -Handling Installing A Braci ng% IIIB-91. Trusses are to be handled with particular care during banding andbundling• delivery andinstallation to avoiddamage. Tmporary and permanent bracing for holding Uusses In o 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 at" required. Normal precautionary action for trusses requbes such temporary bracing during InstallationbetweenUossestoavoidtopplinganddominoing. The supervision of erection of trusses shall be under the control of persons experiencedIntheinstallationoftrusses. Professional advice shall be sought If needed. Concentration of constructionloads greater than the design loads shill not be applied to trusses at any time. No (cods other than the weight of the erectors shall be applied to trusses untilafter oil fastening and bracing Iscompleted. v. vr Vvn I I A%-: I Uff UYLIt' I U.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shimorwedgeifnecessarytoachievefullbearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support1163# Support 2 65# Support 3 6# MAX LIVE LOAD DEFLECTION: L/ 999 L. 0.00" D= 0.00" T. 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB = 1.15 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLELOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should bemarkedontruss. Shim or wedge if necessary to achieve full bearing. WindCase- ASCE 7-98, C&C, V= 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 BldType= Encl L- 40.0 ft W= 1.1 ft Truss inENDzone, TCDL- 4.2 psf, BCDL= 6.0 psf ImpactResistantCoveringand/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -6 0.02 TI: Z1 9TYA 9 Joint Locations=========__= 1) 0-9-=5 3) 1- 1- 8 2) 1- 1- 8 4) 0- 9- 5 ` MAX. REACTIONS PER BEARING LOCATION---- X-L.oc Vert Horiz Uplift Y-LA>c Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 21 —' 16. 00 3. 00 I 0- 3-8 0- 10-0 4 3 89# 3.50" 25# 2.501' 1-1-9 13// 2. 7) 1-1-8 EXCEPT AS SUOININ PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/ L. 1- 4 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE # 0050068 11190 OREENBROOR MOVIEDO.FL32766 Design: Afarir A,.dyrir YVAKNING: 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, ponal bracing or similarbracing whichIsapanofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shownbforlateralsupportoftressmembersonlytoreducebucklinglength. provisions must be madetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuildingdesigner. Additionalbracingoftheatrallstructuremayberequired. (See HIB-91 of TPI). TrussPlateInstitute. TPI• is located at 593D'Onofno or". Madison. Wisconsin 53719). JOB PATH: C:ITFE-LOKVOBSIf25AfP/fISUA'/V Attach with (1) 10d Toe -Nails 0- 8-9 0- 2-8 Attach with (1) 10d Toe -Nails Eng. Job: Dwg: Dsgtir: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 1.5123 Truss ID: Z1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O. C. Spacing: 24.01, Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION Thisdesign is for an individualbuilding component and has been based on b9ormatbn provided by the client. The designer disclaim any responsibility for damages as a result or faulty or Incorrect Information. specifications and/or designs furnished to the tress designer by the client and the correctness oraccuracy of this Information as It may relate to a spe- cdk project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and Installationof trusses. This truss has been designed as an individual budding component in accordance with ANSI/7P1 1-1995 and NDS-97 to be Incorporated as pan of the building design bya Buildtng Designer (registered architect or professional engineer). When reviewed for approval by the buildingdesigner. the design loading shown most be checked to be sure that the data sham are in agreement with the local building codes. loal climatic records for wind or snow bads. project specifications or special applied bads. Unless shown. tress has no been designed for storage oroccupancy bads. The design assumes compression chords (lop or bottom) arecontinu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly appliedOWceiling. they should be braced at a maximum spacing of 10--0- o.c. Connector plates shag be manufactured form 20 gauge hot dipped g,hardzed steel meeting ASTM A 653. Cmde 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is inconformancewiththefabricatorsplansand to realize a continuing respomlbWly for such ve1- Ration. Anydiscrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shad be cut fortight fittingwood to wood bearing. Con- nector plates shall be bated on both faces of the truss with malls fully imbedded and shall be sym. about thejoint unless otherwise shown. A Sx4 plate is 5' wide x 4- long. A 6x8 plate is 6- adde x Ir long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the ccntroid ofthe webs unless otherwise shown. Connector plate sizes maremintmusizes based on the forces shown and may need to be increased for certain hand- ling and/or emetlon stresses. This truss 1, 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 InstallingOBracing% I118-91. Trusses are to be handled with particular ore during banding andbundling, delivery and Installation to avoid damage. Temporary and permanent bracing forholdingtrussesinastraightandplumbpos. ItlonandforresistingtoteralfortyshallbedesignedandInstalledbyothers. Careful hand. ling Isessential and erection bracing Is always required. Normal precautionary actionfor trusses requires such temporary bracing during Installation between trusses to avoid toppling and doininoing. The supevtslon of erection of tresses shag be under the control of personsexperienced in the Installation of tresses. Professional advice shall be sought U needed Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JO. - 3U1vDUKT I At:: IU# 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 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/ 999 L-- 0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 24- 11 0- 4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLELOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should bemarkedontruss. Shim or wedge if necessary to achieve full bearing. WindCase- ASCE 7-98, CSC, V. 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 BldType- Encl L- 40.0 ft W= 3.1 ft Truss inENDzone, TCDL= 4.2 psf, BCDL- 6.0 psf ImpactResistantCoveringand/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 47 0.25 4- 3 17 0.19 TI: Z2 QTYA a=== Jo== intLocations============= 1) 0-9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TCVertL+D -46 -1- 1- 9 -46 0-10-11 TCVertL+D -82 0-10-11 -82 3- 1- 8 BCVertL+D -20 0- 0- 0 -20 0-10-11 BCVertL+D -38 0-10-11 -38 3- 1- 8 MAX. REACTIONS PER BEARING LOCATION----- X- Loc Vert Horiz Uplift y-Loc Type 3- 0- 4 114 88 -176 TOP PIN 0- 1-12 198 119 -284 BOT PIN 3- 0- 4 65 0 -27 BOT H-ROLL 3- 1-8 1 2 3. 00 I 0- 3-8 0— F 2-10-0 4 3 n1 i 3. 50 115N 2.50" 1-9 e3-1-8 65# 2 50" R1- 1-7) 1- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: -0 4 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE # 0050068 1890 OREENBROOK CT.OVIEDOXI-327% Deign: Matrix Analysir VVAK1V1r4U: 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 whichisopartofthebuildingdesignandwhichmustbeconsideredbythebuildingdesigner. Bracing shamIsforlateralsupportoftrussmembersonlytoreducebucklinglength. Provisions must be madetoanchorlateralbracingatendsandspecifiedlocationsdeterminedbythebuddingdesigner. Additionalbracingoftheaerallstructuremayberequired. (See H13-91 of TPI). rrrussPlateInstitute. TPI, is looted at 583 D'OnofrioDrive. Madison. Wisconsin 53719). JOB PATH: (717£E-LOKVOBSI/25UPHISUN/V TOTAL Eng. Job: Dwg: Dsgnr: TLY TC Live TC Dead 7.0 psf i3C Live 0.0 psf i3C Dead 10.0 psf 33. 0 Dsf Chk: 16. 0 psf Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: Z2 Date: 6-18-02 Durfac - Lbr: 1.25 DurFac - Pit: 1.25 O. C. Spacing: 24.01' Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 DESIGN INFORMATION This design isfor an Indbridual building component and has been based on Information Provided by the chent. The designer disclaims any responalb(ltly for damages as a mull of faulty or Incorrect Information, spcciftatlons and/or designs furnished to the truss designer by the client and the correctness or accuracyOfIhls ,nformotbn as It tray relate to a ape- eglc project and accepts no responsibility oreserctsesnocontrolwithregardtofabrics - on. handling, shipent and Irutallallon of trusses. This truss has been designed as an individual building component in accordance with ANSVM 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 thebuildingdesigner, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. local climatic records for wind or now loads. proleel 31)"91atio s or speclal 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 arc not fully braced laterally by a pmperly appliedrigidceding, they should be braced at a ma`clmum spacing of ID-O' o.e. Connector plates shall be manuractured from 20 gpuge 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 fabriatoes plans and to realize a continuing responsibility for such verl- gaUon. Any discrepancies arc to be put inwritingbeforecuttingorfabriesuon. Rates shag not be Installed Over knothole, knots or distorted grain. Members shall be cut for tight Biting wood to wood bearing. Cm- nector plates shag be looted on both faces of the muse with nads fully imbedded and shag be sym, about the joint unless otherwise shown. A 5c4 plate is 5' wide a 4' long. A US plate is (rwidex8' long. Slots (holm) run parallel to the plate length specified. Double cuts on web members shag meet at the centroid of the webs unless otherMae shown. Connector plate aloes are minimum at- based on the forces shown and may need to be increased for certain hand - WV and/or erection zt-saes. This tress is not rot be fabricated with (be retardant treated lumber unless otherwise shown. For addltlonal information on Quality Control refer to ANSI/7" 1.1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with-HandgngInstainng & Bractne. If18-91. Trusses arc to be handled with particular are during bandingandbundling, delh-ery and Instagstion toavoid damage. Temporary and permanent bracingforholdingmusesinastraightandplumbpos- Won and for resisting lateral forces shag bedesignedandinstalledbyothers. Careful hand- ing is essential and erection bmctng is allaysrequired. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervislon of erection of trusses shall be under the control of persons ecperlenccd in the installation of tmssm. Professional advice shall be sought if needed. Core, mntuon ofconstruction loads graterthanthedesignloadsshagnotbeappliedto trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracingIscompleted. ors: WNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 3,5 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 797# Support 2 779# MAX LIVE LOAD DEFLECTION: L/859 at JOINT # 4 L=-0.41" D=-0.4'2" T=-0.83" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.40" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.20" RMB = 1.35 T 4-3-15 0-4-3 0 3.00 I 0-3-8 ) ) 1042# 3.50" SX6 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125nph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft We: 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE CSI 1- 2 3239 0.63 2- 3 3152 0.51 3- 4 4083 0.90 4- 5 4083 0.90 5- 6 3152 0.51 6- 7 3239 0.62 BC ... FORCE ... CSI 12-11 2933 0.67 11-10 2840 0.71 10- 9 2839 0.71 9- 8 2933 0.67 2Xd 30-0-0 EXCEPT AS SIIOWN PLATES ARE TL20 CA TESTED PER ANSI/TPI 1-1995 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1990 OREENBRDOK Cr.OV1EDO.fl_32766 Design: Morris Analysis WKKNING: 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 bmeing, portal bracing or Similar bracingwhichisaPartofthebuildingdesignandMuchmustbeconsideredbythebuildingdesigner. Bracingshownisforlateralsupportoftrussmembersonlytoreducebuckinglength. Pm1sions must bemadetoanchorlateralbracingatendsandspeclnedbatlonsdeterminedbythebuildingdesigner. Additional bracing of the overall structure may be required. ISee HIB-91 ofTPI). Truss Plate Institute, TPI, is looted at58.9 D'Onofrio Drive, Madison. Wisconsin 53719). JOB PATH: CATEE-LOKUOBSII25AIPHISUNIV TI: Z3 QTY:I Joint Locations=====_______=== 1) 0 0- 0 5) 23- 0- 0 9) 22-10- s2) 3-10-15 6) 26- 1- 1 10) IS- 0- 03) 7- 0- 0 7) 30- 0- 0 11) 7- 1- 84) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type0- 1-12 1042 -50 -797 BOT PIN29-10- 4 1042 0 -779 BOT H-ROLL 0 3.00 Eng. Job: Divg: Dsgnr: TLY Chit: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psr BC Dead 10.0 psf TOTAL 33.0 psf T 04 A1- 3 3-10-3 1 104 2k{ I 3.50I" 3 I I scale = 0.2077 Truss ID: Z3 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 06.02.02 ol PLOT PLAN for. MARONDA HOME: i, INC. DESCRIPTION: LOT 45, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 I PAGE(S) _ 76 thry 78 PUBLIC RECORDS OF •SEMINOLE COUNTY, FLORIDA 0 41.50 TRACTOD' CONSERVATION AREA 4 5CALEV 20' a 5' 1 O' 20' GRAPHIC SCALE LOT 44 CONCRETE PATIO LOT 46 N 40.00' cP MODEL: 5UN5URY' P TWO STORY 3- 2 1/2) WITH LOFT FINI5HED FLOOR w ELEVATION — 45.15 O DRAINAGE TYPE: ' 5' b 4 WITH 2' GARAGE Od EXTEN5ION to C 1 R- 50.00' b0 S.. O to 21°25'28' z Ir ARC-18.70' CH. - 18.590 t f CM.5RG.- N79019002, E 16.a CONCRDRIVE ate+ 43 L g° Id U.E. , P.C. S89°58' 142E 43.72' G 1 APPRCbIfAAATE INLET LOCATION PER ENGINEERING PlAN5 O O CROWN COLONY WAY 58BOW 14' E P.C. NOTES FLOOD CERnFlCAnON 1. BEARINGS ARE BASED ON THE CENTERLINE OF BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS CROWN COLONYWAYBEINGS8958'1+'E. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2. ELEVATIoNSANDLOTDRAINAGETYPESHOWNRATEMAP, THE STRUCTURE REAR; IO' 2' HEREONAREBASEDONSITEENGINEERINGSHOWNHEREONDOESNOTLIEMIHINPLANSFOR THE PRO.,ECT. THE 100 YEAR FLOOD HAZARD AREA. SIDE: 3. BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE LIES IN ZONE ' X ' SIDE STREET: 20' PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NOL 120289 OD+O E BUILDING LINE: 60' IN THE FIELD. EFFECTIVE DATE: APRIL 17, 1991 THIS IS NOT A SURVEY. MAP REVISION DATE: LOT +5 CONTAINS SUMECT TOCHANGE) 6.9+9 SQUARE FEETIVL160 ACRES t/- THE UNDERSIGNED AND CAVOIYE. INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TOEASEMENTS, RIGHTS OF WAY. SETBACK LINES. AGREEMENTS AND OTHER MATTERS. AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT ORSETFORTHALLSUCHMATTERSSUCHINFORMATIONSHOULDBEOBTAINEDANDCONFIRMEDBYOTHERSTHROUGHAPPROPRIATETITLEVERIFICATION. ABBREVIATIONS/LEGEND: NUMBER P. T.-POINT OF TANGENCY ADIUSPA-POINT OF INTERSECTION CONC-CONCRETE W,E.- WALL EASEMENT F.E.-FENCE EASEMENT L.S-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE O.E.-DRAINAGE EASEMENTCCRD P.C.-PANT OF CURVATURE ARC LENGTH L.B.-LICENSED BUSINESS 35 FO.R-OFFICIAL RECORDS P.CG-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT CH.BRG.-CHORD BEARING S&U.E.-SIDEWALK & UTILITY EASEMENT D.U.&SE.-DRAINAGE. UTILITY &ENTERLINE A/ CONDITIONER PAD DELTA (CENTRAL ANGLE) O.&U.E.-DRAINAGE & UTIUTY EASEMENT SIDEWALK EASEMENT e7*A VONE HNC THIS SURVEY NOT VALID UNLESS EMBOSSED FLO ID SIGNATURE AND RAISED SEAL of A FLORIDLICENSEDSURVEYORANDMAPPER2REVISION DATE ORAMV LAND SURVEYORS AND MAPPERS I 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5+99 TELEPHONE (407) 830-9080 FAX No. ( 407) 339-3636 E-MAIL: CAVONE O CFL.RR.COM OOM N CX F. CAVQNE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.a5073 I PLOT PLAN 6-5-2003 1 CS LOT byCHIP CAM FILE: cLE.CROWNcoL+S.oWC W.0.2003-7214