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Home My WebLink About102 Crown Colony Way 03-2473 COPERMIT ADDRESS X® CONTRACTOR ADDRESS PHONE NUMBER l� Maronda Homes Inc. of Florida 1101 N Keller Rd. Ste. F Orlando, FL 32810 CRC058496 407-475-9112 PROPERTY OWNER ._RST1910 PHONE NUMBER ELECTRICAL CONTRACTO: MECHANICAL CONTRACT( PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT h03 V) DATE?A-10 ,am PERMIT DESCRIPTION V. PERMIT VALUATION 71 .171 SQUARE FOOTAGE d ty U CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 102 CROWN COLONY WAY for which permit 03-00002473 has heretofore been issued on .7/30/03 has been completed according to plans and specifications filed in the office of the Buildin Off'ial 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 BUILDING: Finaled ZONING: Inspected UTILITIES: Water Lines In Meter Set Reclaimed Water Subdivision Regulations Apply: Yes DATE APPROVAL FIRE: Inspected ENGINEERING: Street Drainage1 cS Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs q Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES O1-APPLCTN FEE -ELECTRIC O1-APPLCTN FEE -BUILDING O1-APPLCTN FEE -MECHANIC O1-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES O1 -FIRE IMPACT - RESIDENT 01 -LIBRARY IMPACT FEE O1 -OPEN SPACE PERP PAM DATE DATE AMOUNT 7/30/03 7/30/03 7/30/03 7/30/03 7/30/03 7/30/03 7/30/03 7/30/03 10.00 10.00 10.00 10.00 10.00 59.27 54.Ob 279.61 No APPROVAL Sewer Lines In Sewer Tap ENGINEERING: Street Drainage1 cS Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs q Lights Storm Sewer Driveway Street Work DESCRIPTION WATER -SEWER IMPACT FEES O1-APPLCTN FEE -ELECTRIC O1-APPLCTN FEE -BUILDING O1-APPLCTN FEE -MECHANIC O1-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES O1 -FIRE IMPACT - RESIDENT 01 -LIBRARY IMPACT FEE O1 -OPEN SPACE PERP PAM DATE DATE AMOUNT 7/30/03 7/30/03 7/30/03 7/30/03 7/30/03 7/30/03 7/30/03 7/30/03 10.00 10.00 10.00 10.00 10.00 59.27 54.Ob 279.61 No APPROVAL PAGE: CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 102 CROWN COLONY WAY for which permit 03-00002473 has heretofore been issued on 7/30/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01 -PLAN RESTAMP/RECERTIFY 11/17/03 85.00 01 -POLICE IMPACT - RESID 7/30/03 91.93 01 -RADON GAS TAX FEE 7/30/03 10.33 01 -ROAD IMPACT FEES 7/30/03 847.00 01 -RECOVERY FD/CERT. PGM. 7/30/03 10.33 01-8CHOOL IMPACT FEE 7/30/03 1384.00 WD IMPACT:SINGLE FAMILY 7/30/03 650.00 SD IMPACT:SINGLE FAMILY 7/30/03 1700.00 O R BU ING OFFICIAL DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL, INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: l - S� - 03 PERMIT ADDRESS: 1 v �,� CONTRACTOR: MQ_rn PHONE #: ytijl — y� 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. gineering 0 K Q, 5v-�tr =Public Works Utilities ❑ Fire V\ O Zoning; O Licensing V� CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) 14 e_KMV_ wf A t I I I I I i CERTIFCATE OF OCCUPANCY E., Q � yJ `l � REQUEST FOR FINAL INSPECTIO?9 **** SINGLE FAMILY RESIDENCE**** I I I I ! I � O � DATE: �- S� -03 _jMIU , M11 PERMIT #: C)� a�1�;� 3 H E o V .j� r '^ ! I W v r •�I 1 vr' OwlC ADDRESS: `C� a aon ° o t7 C CONTRACTOR: to � I PHONE #: y0--) 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 Public 'Works ,1 tilities ❑ Fire ❑ Zoning OLicensing V� I CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: i �- S� -03 PERMIT ADDRESS: \ C) CONTRACTOR: PHONE #: LACj1- L\ r) J --Q\\a bo*. 9.5-7 /Z) 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 OFire V\ �'ublic Works 1^410'n-3Zoning Utilities 0Licensing V\ I CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) r A CITY OF SANFORD. FL F UTILITIES DEPARTMENT REQUEST FOR FINAL REINSPECTION DATE Z9115--103 03 ADDRESS (9 Z �-r-- . CONTRACTOR S THE BUILDING DEPARTMENT HAS PREPARED A C.OF 0. FOR THE ABOVE LOCATION AND THE INITIAL INSPECTION WAS ` DENIED DUE TO. UTILITY RE! Y=,T r -D ITEMS. THE CONTRACTOR 1S REQUESTING REINSPECTION OF RELATED ITEMS AND IS iNOV,, FOLLOWS. r 0 300 SOUTH RONALD REAGAN BLVD. LONGWOOD. FLORIDA 32750-5499 LAW TELEPHONE: (407) 830-9080 FAX (407) 339-3636 LAND SURVEYORS MAPS E -MAL: GAVONE@GFL.RR.GOM CERTIFICATE OF ELEVATION Address: 102 Crown Colony Way Legal Description: Lot 1 , CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 1 , CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). 4411 'Y Y- iDo,-iir j'ck r : CwonC �'or- is Surveyor Mapper Reg. No. 2005 L'ic ensL&Business ?umber 5073 Date Fieldwork Completed 12-9-2003 W.O. # 2003-16706 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM ELEVATION CERTIFICATE Important: Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION BUILDING OWNER'S NAME MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. 102 Crown Colony Way O.M.B. No. 3067-0077 Expires December 31, 2005 For Insurance Company Use: Policy. Number Company NAIC Number CITY STATE ZIP CODE SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 1 -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): ( ##° - ##'- ##.##" or ##.####t#°) ❑ NAD 1927 ❑ NAD 1983 1❑ USGS Quad Map ❑ Other. SECTION B -fLOOD INSURANCE RATE MAP (FIRM) INFORMATION' B1. NFIP COMMUNITY NAME & COMMUNITY_NUMBER B2. COUNTY NAME B3. STATE CROWN COLONY 1 120294 SEMINOLE FL B4. MAP AND PANEL X a) Top of bottom floor (including basement or enclosure). B7. FIRM PANEL CU B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREVISED DATE B8. FLOOD ZONE(S) (Zone A0, use depth of flooding) 12117C 0045 E 4117195 4117195 X servidng the building (Describe in a Comments area) B10. Indicate the source of the Base FloodElevation (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 69: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrer Resources System (CBRS) area or Otherwise Protected Area (OPA)7 ❑ 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, V1 -V30, V (with BFE), AR, AR/A, ARAE, AR/A1-A30, AR/AH, AR/AO Complete Items C3. -a -i below according to the building diagram specified in Item C2. Statethe datum used. If the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Secfion G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments NIA Elevation reference mark used WA Does the elevation reference mark used appear on t FIRM? ❑ Yes ❑ No X a) Top of bottom floor (including basement or enclosure). 0.7Jft (m) CU o b) Top of next higher floor o c) Bottom of lowest horizontal structural member (V zones only) _. J(m) o 0 o d) Attached garage (top of slab) 1 o e) Lowest elevation of machinery and/or equipment W CU servidng the building (Describe in a Comments area) ft.(m) X f) Lowest adjacent (finished) grade (LAG) 4 5- .;k ft. m Z' o g) Highest adjacent (finished) grade (HAG) _. o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade 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, 8, and C on this certificate represents my best efforts to interpret the data available. I understand that env false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIER'S 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 corresponding information from+ Sediion•A. For Insurance Company use: BUILDING STREET ADDRESS (Including Apt, Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Policy Number,, CITY STATE ZIP CODE I Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. COMMENTS ❑ 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. 9 the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. E1. Building Diagram Number _(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.) 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.(cm) ❑ 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 FEMA�issued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, 8, Q and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVE'S NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SUITE F ORLANDO FL 32810 SIGWATURE DATE/ TELEPHONE 407475-9112 OMMENTS ❑ 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 FEMA4ssued or community4ssued BFE) or Zone A0. G3. ❑ The following information (Items G4 -G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER G5. DATE PERMIT ISSUED G6. DATE CERTIFICATE OF 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 FEMA Form 81-31, January 2003 Check here if attachments Replaces all previous editions REVISION (CHANGES TO BUILDING PLANS TO PERMITS ALREADY ISSUED) PERMIT NUMBER: ADDRESS: 1 02 GKOWN 60l-ONY WAY I -OT- 1 CONTRACTOR: Maronda Homes Inc,., of fl orida CONTRACTOR FAX: 407-667-055-3 DATE SUBMITTED: 'iridal, Oaobc►- 24, 2003 INFORMATION SUBMITTED (SHORT DESCRIPTION) DVE TO I -OST- 51-UEPKINT5 PI,fASE SEC- ATTR -G, tF-P FOK IIVIEW ANP APPKDVAL- "i IT vi OF Sj�-INIFORD Ifs -i; i LW2f, � any i, CITY OF SANrRD' OCT 2.7 2003RECEIVED o i J CITY OF SANFORD PERMIT APPLICATION Permit # : ©a 4 all �� Date: June 6, 2003 Job Address: 102 Crown Colony Way Description of Work: Single Family Residence Historic District: Zoning: Value of Work: 593;902-.00- �3�loto Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: '� 90 kA, Construction Type: VI # of Stories: I # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-50S-0000-0010 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407-475-9112 Contractor Name & Address: Russell Keith Summers 1 101 N. Keller Road Suite F Orlando FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 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 govemmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713 6/6/03_ Signatureer/Agent Date Russell Keith Summers nt O ner/Agent's Name 6/6/03 SigFlorida Date nDEBBIE TIME My�m Exp. 2/5[105 No. CC 999378 Owner/Agent is _X_ Personally Known to Me or Produced ID d 6/6/03 Si at re o ntractor/Agent Date Russell Keith Summers Priontractor/Agent's Name /6/03_ Si 9No. �EBBIE TIMMy Comm Exp. 2/5/05 CC 999378 P --"N Known I 1 Otha I.D. Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: BI d ' 'tZoning: Utilities: FD: (Initial & Date) (Initial & Date) Special Conditions: (Initial & Date) (Initial & Date) 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: O01A1/711 Electrical Contractor: DANIEL G. PUGL SI Residential: _ Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. -- -- — — ------------------ p 'cant's Signature E00001663 State License Number Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service /Sd 35'c�O New Commercial: AMP Service Change of Service: From AMP Service to AMP Service Manufactured Building Other: Description of Work: Application Fee: $10.00 TOTAL DUE: 4s. -T, o0 By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. -- -- — — ------------------ p 'cant's Signature E00001663 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: 102 Crown Colony way Lot: 1 Panel: 4 Mechanical Contractor: GARY CARMACK Residential Non -Residential Amount Nature of Work: Job Valuation: Application Fee: $10.00 TOTAL DUE: By signing this application, I am stating that I am in complian e with City of Sanford Mechanical Code. -------- —. g —---------- Applicant Si nature 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 Hones Inc., of Florida ------------------------------- -- Address of Job: 102 Crown Colony_ WaY_Lot: _i_ Panel: 4 Plumbing Contractor: ------- WILLIAM T. --------------SELF ------.......... —.... ---........... -- Residential: _ Non -Residential: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's Sig ature CFC057039 ---------------------------------- State License Number Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: $52.00_ 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: A lication 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 ature CFC057039 ---------------------------------- State License Number Aaronda Homes AN EASILY OBSERVABLE BETTER VALUEI 1101 NORTH KELLER ROAD, SUITE F • ORLANDO, FLORIDA 32810 407-475-9112 • FAx: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑ VOLUSIA► COUNTY p CITY OF SANFORD ❑ 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: 1 102 Crown Colony Way. k"' I � RUSSELL KEITH. SUMMERS, 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. SOF Flo DEBBIE TIME oTARY o My Comm Exp. 2/5/05 PUBLIC > o. CC 999378 L�ly Known I I Other I D. NOTARY PUBLIC C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc U. W 0 U. o°a .0 H oC o .W � W J N X Uj f=FaL 1= o Ce W Z Z Z H O U.1 V4 0 0 v a a� a` MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04856 PG 1565 CLERKIS # 2003097485 RECORDED 06/09/2003 02121102 PM RECORDING FEES 6.00 RECORDED BY L McKinley NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF SEMINOLE TAX FOLIO NO. 25-133-6949 PERMIT NO. s PARCEL NUMBER: 33-19-30-5QS-0000-0010 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. c DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 01 102 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) LfkfifiLb Copp SURETY (Bonding Company) MARY'ANNE MORSE Name and Address N/A -CLERK OF ClRC4IT�CgVRI Amount of Bond LENDER . eE-P1YrT7i1 Name and address Bank of America, NA, 750 S. Orlando Ave #102 Winter Park FL 32789 JUN ® 9 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. 161 St., Sanford FL 32771 Fax: 407-330-5062 Phone: (407) 322-9484 (Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) RUSSELL KEIT HERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this day of , 2003. Notary Public ( DEBBIE TIME OTAR O My Comm Exp. M5 PUBLIC, No. CC 999378 ft -"N Kwtm I I Other I.D. IDA CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 1 Subdivision: CROWN COLONY Property Address: 102 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). 0 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. D b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). M c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. M d. Cross sections of all wall sections to be used in the structure. Bearing non-bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑D 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. Fx-1 h. Square footage table showing footages Garages/Carports 368 'S. F. Porch(s)/Entry(s) 19 S.F. Patio(s) S. F. Conditioned structure 1,625S. F. Total (Gross Area) 2,012S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). ❑x 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: Friday, June 06, 2003 SIGNATURE: ( ner or Authorized Agent) PLOT PLAN for: MARONDA HOME3, INC. DESCRIPPON: LOT 1, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 PAGE(S) 7G thru 78 PUBLIC RECORDS of SEMINOLE COUNTY, FLORIDA 0' 5' 10' 20' GRAPHIC SCALE NOTE: THERE I5 NO DIRECT VEHICULAR ACCE55 FROM LOT 1 TO VIHLEN ROAD. LOT 2 C1 R=25.00' A=90°01'24° ARC=39.28' CH.=35.3G' CH.BRG.= N45°07'01 "W Ge�No 4 O O to T2F2 b 0 to N LOT 35 NEW LIP5ALA PLAT BOOK 1, PGAE, G7 NOO°OG' 19"W 64.99' •5'F.E.� ------(201 ---- —I-- 1 I D.E. I I b O I M 1" bo CONCRETE PATIO 8.0(y 17.01' 40.00' I I I w MODEL: I I b CHESAPEAKE NW (3-2) BLOCK S b FINISHED FLOOR I I w 9 ELEVATION -45.94 DRAINAGE TYPE: 'A WITH 10' x 20' CONCRETE 13 PATIO I fn 1 � I 3' I B.oa i I 16.0' 1 CONCRETE I / DRIVE I / 1 O ILD / I � IaU.E) I (� P.C. I NOO°OG' 19"W 40.03" 'K_ b 0 tn N CROWN COLONY WAY NOO'06' 19'W NOTES: FLOOD CERTIFICATION, L BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS CROWN COLONY WAY BEING NOO'06'19'W. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2: ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: 20' HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN SIDE: 7,5' PLANS FOR THE PROJECT, THE 100 YEAR FLOOD HAZARD AREA, J. BUILDING TIES ARE TO FOUNDATION, THIS STRUCTURE LIES, IN ZONE " X ". SIDE STREET: 15' 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 1 CONTAINS (SUBJECT TO CHANGE) 7,343 SQUARE FEET/0.169 ACRES THE UNDERSIGNED AND CAVONE,INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTE! ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIA TIONS/LEGEND. P.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WALL- EASEMENT F.E.-FENCE EASEMENT S P.1. -POINT OF INTERSECTION LS -LAND SURVEYOR P.R,G-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT ENNBER DP,C.-POINT OF CURVATURE, O.R-OFFICIAL RECORDS D.&U.E.-DRAINAGE & UTILITY EASEMENT U,E.-UT►UTY EASEMENT LENGTHL.B.-LICENSED BUSINESS CH.BRC.-CHORD BEARING W,S.L.1tS.£.-WALL, SIGNAGE, LANDSCAPE RLrNE A/C -AIR CONOrnONER PAD a DELTA (CENTRAL ANGLE) 4 SIDEWALK EASEMENT � T o 1`i� NE THIS SURVEY NOT VALID UNLESS" EMBOSSED WITH THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER REVISION DATE LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REAGAN/BOULEVARD LONGWOOD, FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 DOMINICK F. "CAVONE - PRESIDENT FLORIDA SURVEYOR. & MAPPER NUMBER- 2005 LICENSED BUSINESS NUMBER L.B.5073 PLOT PLAN 1 6/10/2003 LOT by NEIL CADD FILE: CROWNCOL LDWG W-0.2003-7538 COUNTY OF SEMINOLE IMPACT FEE STATEMENT ~ ISSUED BY CITY OF SANFORD STATEMENT NUMBER 103-75566 BUILDING PER COUNTY NUMBER: UNIT ADDRESS: ____________________________________ TRAFFIC ZONE JU��DIC7�YN -O� CITY OF SEC:___ T G PARCEL: SUBDIVISION:_^_�_--____�_ PLAT BOOK: /r� ' F�LAT�BOO�PAGE:v BLOCK: ---_ -�-_ OWNER NAME: y -�.�- -----_--�--_-- ADDRESS: ApPLICANT NA|1E: '' �... ....... ____'_'.... ... ___ ADDRESS: ----�-----------------_------�---__-------_---_---_-----_----_---- _LAND USE CATEGORY: 001 - Single Family Detached House TYPE USEx Residential .- WORK DESCRIPTIONx Single Family House: Detached - Construction _---_----------__-_--_-------_-__-------------------_-----_--_--_-----_--------_ FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL Di]E TYPE DIST SCHEDULE DESC. UNIT OF UNITS � -16166 -------------------------------------------------------------------------- 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 $ 5A. 00 1 $ 54.00 SCHOOLS CO -WIDE O dwl unit $1,384.00 1 $ 1,384.0O � ~ STATEMENT ' RECEIVED BY: AMQUN $ 2,285.00 SIGNATURE: 8�_}/ ____ NOTE TO RECEIVING SI8NATORY/APPLICANT : FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTIONx 1 -COUNTY 3 -CITY AND CITY BUILDING PERMIT NUMBER AT THE TOP 2-APPLJCANT 4 -COUNTY **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PER ARE ALSO ADVISED THAT ANY RIGHTS OF -THE APPLICANT, OR OWNER, TO :APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AHD/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR BAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OA OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUHTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTU PAKK AVENUE SANFORD; FL 32771 ` PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REF[REHCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. X<**THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** PLOT PLAN for: DESCRIPPON: - RECORDED IN PLAT BOOK. MARONDA OMES. INC. E . LOT 1, CROWN COLONY 5UBDIVI5ION G I PAGE(S) 7G thrU 78 PUBLIC RECORDS SEMINOLE COUNTY. FLORIDA LOT 35 m NEW UP5ALA ,� PLAT BOOK 1. PCAE G7 l� Q NOO°06' 19"W 64.99' egeI a 5' la 200 fs V F.E. GRAPHIC SME q5 I 20' D.E. I' a ' NOTEe THERE I5 NO DIRECT VEMICULAR \ y ACCE99 FRAM LOT 1 TO VIMLEN ` — — — —2a— — — — — — ' —1— _ ROAD. ' I o CONCRETE MnO 8.00, I 17.01' O) LOT 2 - 40.Oa ; I p N i 0 3 MODEL: ' b CHESAPEAKE 'K' N nC (3-2) BLOCK tp Z Q b FINI5HED FLOOR ;ui 9 ELEVATION -45.94 5 b DRAINAGE TYPE: ' A' WITH 19 x 2a CONCRETE 13 U 0 PATIO 8.00, I i CONCRETE e. DRIVE / i i I U.E. I P.C. N00°OG' 19'W 40.03' Cl R625.00' A 690°01'24' CROWN COLONY WAY ARC639.28' - - - CH. -35.3G' NOOWIS W CII.BRG.6 N45°OTO 1'W N07ES: FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY BUILDING SETBACKS CROWN COLONY WAY BEING N00106`19"W. MANAGEMENT AGENCY FLOOD INSURANCE FRONT: 25' 2, CLEVA17ONS AND LOT DRAINAGE TYPE SHOWN RATE MAP, THE STRUCTURE REAR: ?0' HEREON ARE BASED ON SITE ENGINEERING MOWN HEREON DOES NOT UE INTHIN REA75, PLANS FOR THE PROJECT. THE 100 YEAR FLOOD HAZARD AREA, d BUILDING TIES ARE TO FOUNDATION. THIS STRUCTURE UES IN ZONE " X ". SIDE STREET: 15' 4, PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED COMMUNITY PANEL NO. 120289 0040 E BUILDING LINE: 60' IN THE FIELD. EFFEC71VE DATE: APRIL 17, 1995. THIS IS NOT A SURVEY. NAP REVISION DATE. LOT 1 CONTAINS (SUBJECT TO CHANGE) 7,343 SOUARE FEET/0,169 ACRES THE UNDERSIGNED AND CAVONE,INC, LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMA1ON REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MAT7ERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIAT IONSALEGEND. NO. -NUMBER P. T. -POINT OF TANGENCY CONC-CONCRETE WE.- WALL EASEMENT F.E.-FENCE EASEMENT R. -RADIUS RI. -POINT OF INTERSECTION L.S.-LAND SURVEYOR PR.C.-POINT OF REVVEURTS�EE�CURVATTUUR�EE D.E.-DRAINAGE EASEMENT ARC ENGTH ORO L'& -LIEN 0 SINESS TURE OfFIRBR p ORD NC U.E.-UTILITY EASEMENT WSBL. SE.-WAI SIGMA ."LAN SCAPET CEN TERUNE A/C -AIR CONDITIONER PAD aDELTA CENTRAL ANGLE) & SIDEWALK EASEMENT t7l'A TONE INC. THIS SURVEY NOT VALID UNLESS EMBOSSED WITH THE SIGNATURE AND RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER �C -.- 7 • REVISION DATE LAND SURVEYMS AND MAPPERS JO0 SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA J2750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 DOMINICK F, CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.8.5073 PLOT PLAN 6 0 3 LOT by NEIL CADO FILE.CROWNCOLI,DWG W-0.2003-7538 4 1 FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: CHES P AKE Builder: MARONDA HOMES Address: Wa COWn �tj10n � Single family -a. Permitting Office: City, State: .� bft`CTRIC 3. Number of units, if multi -family Permit Number: Owner: SEER: 11.00 _ Jurisdiction Number: Climate Zone: Central _ 1. New construction or existing New - 12. Cooling systems 2. Single family or multi -family Single family -a. Central Unit Cap: 35.4 kBtu/hr - 3. Number of units, if multi -family 1 - SEER: 11.00 _ 4. Number of Bedrooms 3 _ b. N/A _ 5. Is this a worst case? Yes 6. Conditioned floor area (112) 1625 fl2 c. N/A 7. Glass area & type _ a. Clear -single pane 133.0 W 13. Heating systems _- b. Clear -double pane OA if - a. Electric Heat Pump Cap: 35.4 kBtu/hr _ c. Tint/other SHGC - single pane 0.0 ft2 - HSPF: 7.40 d. Tint/other SHGC - double pane 0.0 ft2 b. N/A 8. Floor types _ a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft - c. N/A _ b. N/A c. N/A 14. Hot water systems 9. Wall types - I a. Electric Resistance Cap: 50.0 gallons - a. Concrete, Int Insul, Exterior R-4.2, 1033.0 ft- - EF: 0.93 _ b. Frame, Steel, Adjacent R=11.0, 207.0 ft- - ' b. N/A _ c. N/A _ d. N/A _ c. Conservation credits e. N/A (HR -Heat recovery, Solar 10. Ceiling types - DHP-Dedicated heat pump) a. Under Attic R=19.0, 360.0 fie - 15. HVAC credits PT, - b. Under Attic R-19.0, 1272.0 if - (CF -Ceiling fan, CV -Cross ventilation, c. Under Attic R-19.0,97.0 ft' HF -Whole house fan, j 11. Ducts _ PT-ProgrammableThermostat, a. Sup: Unc. Ret: Cou. AH: Garage Sup. R `6.0, 165.0 ft MZ -C -Multizone cooling, b. N/A MZ -H -Multizone heating) Glass/Floor Area: 0.08 Total as -built points: 22345 PASS Total base points: 23862 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. nh PREPARED BY: DATE: 1 hereby certify that this Jukiding, as designed, is in compliance with the or'd Energy Code. a OWNER/AGENT. DATE: JUN 0 f 2003 Review of the plans and specifications covered by this calculation indicates compliance I the Florida Energy Code. efore construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: EnergyGauge® (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I EnergyGauge® DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1625.0 25.78 7540.7 Single, Clear NE 1.0 6.0 16.0 43.65 0.97 679.2 Single, Clear NW 0.6 6.0 16.0 37.74 1.00 601.4 Single, Clear SW 1.0 7.5 40.0 52.82 0.99 2087.8 Single, Clear SW 1.0 6.0 16.0 52.82 0.96 815.6 Single, Clear SE 0.6 3.0 3.0 56.64 0.92 156.6 Single, Clear SE 1.0 11.0 36.0 56.64 1.00 2038.2 Single, Clear SE 1.0 3.0 6.0 56.64 0.81 275.6 As -Built Total: 133.0 6654.3 WALL TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior 4.2 1033.0 1.16 1198.3 Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent 11.0 207.0 1.00 207.0 Base Total: 1240.0 2107.6 As -Built Total: 1240.0 1405.3 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 40.0 4.80 192.0 Exterior Insulated 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 58.0 220.8 As -Built Total: 58.0 235.2 CEILING TYPES Area X BSPM = Points Type R -Value Area X SPM X SCM = Points Under Attic 1625.0 2.13 3461.3 Under Attic 19.0 360.0 2.82 X 1.00 1015.2 Under Attic 19.0 1272.0 2.82 X 1.00 3587.0 Under Attic 19.0 97.0 2.82 X 1.00 273.5 Base Total: 1625.0 3461.3 As -Built Total: 1729.0 4875.8 FLOOR TYPES Area X BSPM = Points Type R -Value Area X SPM = Points Slab 175.0(p) -31.8 -5565.0 Slab -On -Grade Edge Insulation 0.0 175.0(p -31.90 -5582.5 Raised 0.0 0.00 0.0 Base Total: -5565.0 As -Built Total: 175.0 -5582.5 INFILTRATION Area X BSPM = Points Area X SPM = Points 1625.0 14.31 23253.8 1625.0 14.31 23253.8 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:, , , PERMIT #: BASE AS43UILT Summer Base Points: 31019.1 Summer As -Built Points: 30841.8 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 30841.8 1.000 (1.079 x 1.150 x 1.00) 0.310 0.950 11270.5 31019.1 0.4266 13232.7 30841.8 1.00 1.241 0.310 0.950 11270.5 EnergyGaugeTM DCA Form 60OA-2001 EnergyGaugeSMaRES'2001 FLRCPB v3.21 FORM 60OA-2001 -- WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I EnergyGauge® DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Omt Len Hgt Area X WPM X WOF = Point .18 1625.0 5.86 1714.1 Single, Clear NE 1.0 6.0 16.0 12.00 1.00 192.0 Single, Clear NW 0.6 6.0 16.0 12.23 1.00 195.4 Single, Clear SW 1.0 7.5 40.0 9.22 1.00 370.5 Single, Clear SW 1.0 6.0 16.0 9.22 1.01 149.0 Single, Clear SE 0.6 3.0 3.0 8.34 1.04 26.0 Single, Clear SE 1.0 11.0 36.0 8.34 1.01 302.5 Single, Clear SE 1.0 3.0 6.0 8.34 1.09 54.5 As -Built Total: 133.0 1289.9 WALL TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Adjacent 207.0 1.80 372.6 Concrete, Int Insul, Exterior 4.2 1033.0 3.26 3367.6 Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent 11.0 207.0 2.60 538.2 Base Total: 1240.0 2438:6 As -Built Total: 1240.0 3905.8 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 40.0 5.10 204.0 Exterior Insulated 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 58.0 276.0 As -Built Total: 58.0 310.2 CEILING TYPES Area X BWPM = Points Type R -Value Area X WPM X WCM = Points Under Attic 1625.0 0.64 1040.0 Under Attic 19.0 360.0 0.87 X 1.00 313.2 Under Attic 19.0 1272.0 0.87 X 1.00 1106.6 Under Attic 19.0 97.0 0.87 X 1.00 84.4 Bass Total: 1625.0 1040.0 As -Built Total: 1729.0 1504.2 FLOOR TYPES Area X BWPM = Points Type R -Value Area X WPM = Points Slab 175.0(p) -1.9 -332.5 Slab -On -Grade Edge Insulation 0.0 175.0(p 2.50 437.5 Raised 0.0 0.00 0.0 Base Total: -332.5 As -Built Total: 175.0 437.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 1625.0 -0.28 -455.0 1625.0 -0.28 -455.0 EnergyGauge® DCA Form 60OA-2001 EnergyGaugeOFIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I BASE AS -BUILT Winter Base Points: 4681.2 Winter As -Built Points: 6992.6 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 6992.6 1.000 (1.068 x 1.160 x 1.00) 0.461 0.950 3795.7 4681.2 0.6274 2937.0 6992.6 1.00 1.239 0.461 0.950 3795.7 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 CODE COMPLIANCE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms + Heating + Hot Water = Total Points Points Points Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7478,6 E:FPASS EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeORaRES'2001 FLRCPB v3.21 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 13233 2937 7692 23862 1 11271 3796 7278 22345 E:FPASS EnergyGaugeTm DCA Form 60OA-2001 EnergyGaugeORaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: I 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/s .ft. window area• .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; Swimming Pools & Spas 612.1 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 Shower heads 1612.1 from and is sealed to the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss orjoint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter netrations 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; I Common ceiling & floors R-11. 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 cavitv between floors. Additional Infiltration reqts 606.1.ABC.1.3 _ Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residanc&s_1 COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit _- breaker electric or cutoff as must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal _ efficiency of 78%. Shower heads 1612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. I Common ceiling & floors R-11. EnergyGauge"" DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 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: 1�'""_. ��,.c Date: JUN 0 E 2003 Address of New Home: City/FL Zip: *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638-1492 or see the Energy Gauge web site at www.fsec.ucfedu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487-1824. EnergyGauge® (Version: FLRCPB v3.21) ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 84.4 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 Cap: 35.4 kBtu/hr _ 3. Number of units, if multi -family 1 _ SEER: 11.00 _ 4. Number of Bedrooms 3 b. N/A 5. Is this a worst case? Yes -_ 6. Conditioned floor area (ft) 1625 ft' c. N/A 7. Glass area & type _ a. Clear - single pane 133.0 ft' -13. Heating systems b. Clear -double pane 0.0 ft' -a. Electric Heat Pump Cap: 35.4 kBtu/hr c. Tint/other SHGC - single pane 0.0 ft' _ HSPF: 7.40 _ d. Tint/other SHGC - double pane 0.0 ft' b. N/A _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft _ c. N/A _ b. N/A c. N/A 14. Hot water systems 9. Wall types _ a. Electric Resistance Cap: 50.0 gallons _ a. Concrete, Int Insul, Exterior R=4.2, 1033.0 ft' _ EF: 0.93 _ b. Frame, Steel, Adjacent R=11.0, 207.0 ft- _ b. N/A c. N/A _ d. N/A _ c. Conservation credits _ e. N/A (HR -Heat recovery, Solar 10. Ceiling types _ DHP-Dedicated heat pump) a. Under Attic R=19.0,360.0 ft' _ 15. HVAC credits PT, b. Under Attic R=19.0, 1272.0 ft' _ (CF -Ceiling fan, CV -Cross ventilation, c. Under Attic R=19.0,97.0 ft' HF -Whole house fan, 11. Ducts _ PT -Programmable Thermostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 165.0 ft _ RB -Attic radiant barrier, b. N/A MZ -C -Multizone cooling, MZ -II -Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: 1�'""_. ��,.c Date: JUN 0 E 2003 Address of New Home: City/FL Zip: *NOTE: The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPA/DOE EnergyStarmdesignation), your home may qualify for energy efficiency mortgage (EEM) incentives ifyou obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 321/638-1492 or see the Energy Gauge web site at www.fsec.ucfedu for information and a list of certified Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 850/487-1824. EnergyGauge® (Version: FLRCPB v3.21) Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 1005 Vannessa Dr. Oviedo, FL 32765 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL CHESAPEAKE K 3 6CCO0101 1 102 CROWN ORLN-CRC CHEK3 LEFT COLONY WAY This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are desianed for an enclosed huildina_ Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 11-4-02 T 4-21-03 Roof Loads - VT 4-11-01 U 4-21-03 TC Live: TC Dead: BC Live: BC Dead: 16.0 psf 7.0 psf 0.0 psf 10.0 psf HIP 10-20-00 V 4-21-03 A 4-21-03 W 4-21-03 B 4-21-03 W1 4-21-03 61 4-21-03 ✓ Y 4-21-03 Total 33.0 psf C 4-21-03 �,/'� Z 4-21-03 C1 4-21-03 Z1 4-21-03 DurFac- Lbr: DurFac- Plt: O.C. Spacing: 1.25 1.25 24.0" D 4-21-03 Z2 4-21-03 E 4-21-03 Z3 4-21-03 F 4-21-03 Z4 4-21-03 PLANS REVIEW I CITY CF SANIFC G 4-21-03 H 4-21-03 I 4-21-03 J 4-21-03 11 4-21-03 J3 4-21-03 K 4-21-03 K 1 4-21-03 K2 4-21-03 K3 4-21-03 K5 4-21-03 L 4-21-03 L1 4-21-03 L2 4-21-03 L3 4-21-03 M 4-21-03 INV # DESC QNTY JUL 0 6 203 DATE: N 4-21-03 18331 EHUH26 0 4-21-03 18330 EHUH28 P 4-21-03 18360 1 SKH26R 2 Q 4-21-03 18361 SKH26L 2 R 4-21-03 18363 JUS26 16 S 4-21-03 18370 THJ26 2 18336 EHUH28-2 3 SEAT PLATES 138 .:D ARD 40-0 IS CL CL iv z"Iv TiIU i II ;i � T I I I zI _ ( i II[11LIS2qHAN I ERS I I —_ j R l A - 4PLY _ _ /_ _—_i >, j===L2) SKH26 HANGER` B(2) 2 SK HANGERS! I Q! ~i �\ #— \ D -- 12 �\ VOLUME CEILING E 4 1 12 6 J xf X ODD/SPACE 2, — - --J \ - ODP SPACE U) F 12 g \ 8'-Q/CEILING E 4__ D V451 I vr5m % Bl - 1 J3 V�A �I I "c EHUH28-2 HANGER J3 ODD SPACE I� fn _! J1 a > CEILING, i K --- --- 77 5II N I I} N ^� J1 8,0 CEILING �\ KNEEWALL K1 y TO11-0„ i KNEEWALL = — �.-1 i I_ r -2 HANGER J % TO 111-01, 8 VOLUME CEILING I 12 Z4 \� II _ _=K3 �4 N� N - N�' __ _ K5 =STRUCTURAL SCISSOR GABLE FIELD FRAME I THJ26 HANG—,, H 7,\THJ26 HANGER Z 71 I JOB NUMBER: CHEK3 o I i CUSTOMER: REVERSED JOB NAME. CHESAPEAKE K - G I II I I I DRAWN BY: tly DATE: 11-4-02 z I I Y- 2 PITCH: 6/12 & 4/12 �0 H.: 1-0"& 1 4" ..BEARING: B" 3 i � ry 20-0 - 1_ 6-8 1 13-4 J U a ZuuJ HIB -91 Summary Sheet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES sthe responsibNltvofthe insWer(builder, building cc tractor licensed contractor, ectororerectlon contractor) to=perlyreceive minarl store, handle, install and ace metal plate connected wood trusses to protect life and mmperty, The installer ust exercise the same high degree of safety awareness as with any otherstructural ateriai. TPI does not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing id bracing wood trusses for a particular roof or floor. These recommendations are :sed upon the collective experience of leading technical personnel in the wood TRUSS PLATE INSTITUTE 683 D'Onofrio Dr., Suite 200 Madison, Wisconsin 63719 (608)833-6900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer or installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information contained herein by building designers, installers, and others. Copyright ® by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. TORAGE Frame ��1�-¢�lill. °fy o �� 1� yu�° c o7 lj d u 'rti ' u 1-1 o u Tag p SuwRCUN;D=1rus�p+M.ytrkst.�q+;t�,'aKt�wibmkM+�lilj inaFWIN Me; F, Frame 2 71 Plan Typical vertical Pl --End-W-4- ,\ i / I attachment � n , \ Typical horizontal tie member with multiple stakes (HT) {ruse of bra. 'oup of trusse (Ea) 4, I-lo 4 I �,-1-�OI 7 nit y,,, i a 1;�"� t^-mPr^f'mmyll'ry... r �r 4 �. ti ! Cle F 1 7 WyF-1111 ` � � ��f]�A f �C �t l` r `.�,.� t ,1, a it E 3P_! `�,}��:r;. , ��. '..: p ,,,;, h,, �+1P91f�f 't?,� �irqi: i�,$[U� lu�� .� �I.t So-�r�!4.r f 4) 5°! p SuwRCUN;D=1rus�p+M.ytrkst.�q+;t�,'aKt�wibmkM+�lilj inaFWIN Me; F, Frame 2 71 Plan Typical vertical Pl --End-W-4- ,\ i / I attachment � n , \ Typical horizontal tie member with multiple stakes (HT) {ruse of bra. 'oup of trusse (Ea) . 1�e nal bracing, Dl&V8**n*&'I' bracing Sl�ould be nailed N to the underside of the i0l) chmrd when are attached to the 1OPolde of the top chard. Frame 3 Over 60, Seearegi eredprofessionalengIneer :)F : Dotiglas Fir -Larch -IF Hem -Fir SP - Southern Pine SPF - Spruce -Pine -Fir COAUnuous Top Chord Lateral Brace - All lateral braces Required lapped at least 2 10' or Greater Attachment Required -7. 1�e nal bracing, Dl&V8**n*&'I' bracing Sl�ould be nailed N to the underside of the i0l) chmrd when are attached to the 1OPolde of the top chard. Frame 3 lig p �♦v7b u SPAN b p�TC - saw Ml1Mi �" 4! 70rOPt �A CE . f'AGIN(LBS)1N+ ra DF'.:..SPF Up to 24' 3/12 8' 17 12 Over 24'. 42' 3/12 7' 10 6 Over 42'- 54' 3 12 6' g 4 Over 84' See a registered professional engineer ur - Douglas Fir -larch SP - Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. Top chortle that are laterally braced can bus Is togetherand cause collapse inhere luno diago- nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. 12 3 or s, N, greater All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10" or Greater Attachment Required fNSTi'LATICEN 70LERi�+J ' ESa Bow '4da�r. M1„ irM1ey;� mar �eund.n�,".� �� r9�'^4iw n rf iNa i T ±'/Y L(In) Length L(In) Lesser of 0200 or 2" L(1n) i Lesser of L1200 or 2" Frame 6 &UAaVZU MUMS 6W Mwvnda way ficnfW4 FL :2771 (407) 321 • Fns (407) 321.3913 Date: Alarch 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: 'galley Trusses -4jl `'ney�trusses labeled VT -1 thr-u 100 are covered under the general valley sheet provided in the truss Package signed and sealed by the engineer of record. The connections are noted the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. If you have any questions please reel free to call at 407-321-0064. erel Worn s Prince, P.E.1�14�tlEd)talt��•� .1 w,'`� Date: 3 f sas p�/�,�''��`,. No. 00i,0059 �. }TATE GF �'fp,;[9b66ii�4-A5� DESIGN INFORMATION This deslgR Is for an lvdll nal buildfng r Poventaad Ins bets hayed art kd.nnaUoa praYided by Ore d1eoL TTae deigner dtsdatms 'nY resP-"Ib fty for damages as A "..It a bey w famrreet Ioformauo.; spocUiculaas ey and/or destgas Fia.tsbd b the e ( chef er by Uta dtent and the eattee n. ss err. gn or tbfc (afmmatlan as It may relate to a apo- e(Oe Proleet aad .—Fft no —Paaslblu a eYaaYsrs no control Ah regard to labrie- ffan, b—d-S. swpmeoe —d Uwa jgauon or Irma. Thts 111x539 has bccn del es as holt-W—d b.0dtog e«op__t m A.aee..da.ee a.m AHS7/lIM I-1995 and NDS97 to be brmrpoycd %+ Part of the b..W,.g destgn by a B. ndh,g Dclg<fer begbreld Sacb tet or Prornslaaal yeyeerl. wbe. reete.Yed Por app --I by Ore iwildfi9 desigher. the dcsfgtt 6ndlogs'sbo.,o must be ebeekked b be awe that the data shame We I. nh the lovl bunding cads, "c".d3! k-4or—loads. PmJ14 Sp-a—ftmrs or.pedal appUedL . ind; Qalesa.boon, 1111:1 bis not.been d-110101 for � a� Ioads- The drnfpr --ftp or bottom) are ce.,_ «sty braced by Sheathing unless othnaetse Rat � braced hte chords 4 tmsto,r. Ara ngW cotta', prq •bmoaoiyd (�,e ma�Peril ipphd maximum stpe(.g d 10'-R' e.c C.a.cdor . p4te AbaO be mamas dared been 20 dipped gataantrcd strd ST714 A 653. A 653 hot taee[Lng A53- Gude +R.. em/e:s othe,srhe slrana� FABRICATION NOTES Friar'o fafafodtmrr the (fni[alaC Shan RVIR Wts dramt.g to Yerffy that nos. draadng is fi —I---mtth the W -1-1-e. Plaos a.d to Ic ftre \ --dou)og respor-ldhQgi rm Sr h YHI mRoeL Aay dlb < pAAe es Are to beof In "I" bdoey ce cbttfog err fa6f—ub . P phts1-B sort be k.Wf • Wer Imot ' , lawf3 or distorted gntt, Afesnbe shall be f ugbt futang most to mood beat.'. Con -rut auYor plates sbal be6m(a1 on both raees of the blas. vmr —A' xa0y mab<ddd and sbaa be sym- about the mfit mdos ouloMse shoan- A . Sxl phte b S' sdd<x l' Lon'_ 0, fix$ phte B G wide x 9* Ib.g- Slats (hales) rw Gonad to the � 3P eded Dm'W cats 00 web shagaxed At (be oertbeld of the mebA .inks. ouramfse sbome� Connedar ples ate sa are orfutmmr, sties laud on the foree3. sbomn Aud o,ay weed -be t.dcued for �trfafn band - Dog sad/are lfoa srresse. Thb truss Is not to be faL.kated e»tb. fire rehrdaA treated rmteys o(Ireswfse Stmmty. Far addBlooa► nfarmafm. on 9vaiad. t:ontml refer t. ANsit /TPII-(995 °RECAUTIONARY NOTES 'Lb 6--b"N 'rd eredlan �mmeodaetvm arc be E'&- d In sexnnrance -Mb iia.dhog mfalUng R Bradog', HIB -91- h.rsse are to imadkd -th pa U dor � care dwfng Oandfig b'dek ery and IastaHS.unn rn a.wd .mage. Temporary And par.aneat 6lactn :Ir.Iding tames m A atrafght and pfomhg too p— And I— rtaratig lat—I fetors shat( be es190d and fasfalld by others. (aA_Sul band_ Dgds CmeWW and cradjon braclRg 19 .tants n-berL Norm Prmuuomry' acro' for tlssa to"I'm such Itmp0r4T btaclag during --bP-t- 6*ft n bus— I. a.etd topPlmg rd damtoom' The aupdvlslon of A(neteeuma .( ossa B be n.d— the ewtol of Pvson, ga:afcnQd to the (osbLaauoo of hltas s- -f—Ir ver) -a -f— shaft be sought if veeda,. arcmtalfob or—mtllx'U-n Inds gtralcr xn 11 dcllgo 4ads shag no( be appr f to ,tghe duce c,cdanlsball be Appud to Ise rases uAll slier all faslenhrg and brarf.g complctol MONO VALLEY VALLEY TRU3 �— `-n "I J1 CMJ COMMON VALLEY WO: VALLFY SFT IF LESS THEN 3-0-0Inell MOVE DIAGONAL WEB TO NEXT PANEL # 1x4 OR 4x6 DIAGONAL WEBS t 416OR 316 REQUIRED WITH! 'g GREATER THEN 26.0 0 316 2 4 2x4 0-0-4 214 316 214 214 214 2x4 s 316 OR 1 4x6 SUPPO VALLEY TRUSSES (TYP) RTING TRUSS 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: 525 # 1x4 OR 316 416 1114 214 3x6 3x6 on OR 4 1x4 11: V1 QTY -.1 (fl WHEN OIGAOHAL WEB PRESENT USE 4X6 PLATE 16) WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE VALLEY MEMBERS AT 24' O.C. (TYP) 214 3xfi 2x4 --� YARIE9 12 UP TO 1 2x4 2d 3x8 MAX 6.0-0 O.C. (TYP)( 16 # 2[4 MAX TRUSS SPACING MAX 6-0-0 O>C- (TYPI BELOW - 46' O.C. SPANS UP TO 60-0-0 TOP CHORDS: 2X4 SP 02 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP A2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: .2X4 SP #3 PROVIDE ALL NECESSARY TOP CHORD BRACING. VALLEY MEMBERS TO BE SET TIC MUST BE CONTINUOUSLY BRACED BY ROOF PERPENDICULAR TO TRUSSES BELOW. SHEATHING UNLESS NOTED OTHERWISE. WHEN VALLEY MEMBERS ARE HAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 161) NAILS PER INTERSECTION. OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION, OR TWO FEET ON CENTER. 2x4 BRACING NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8. D.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH IOd NAILS STAGGERED 8' O.C, SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t• TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tt EXCE" AS SHOWN PLATES.""", 1120 GA 11S11A PCR ANSUTPI 1-1995 FMaronda Systellis 4005 MARONDA WAY SANFORD, FL_ 32771 (407) 321-0064 I -ax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0(15(1068 1490 aA.EfH.---nr.er 1111 Cont. Support A COPY OF THISDRAWINGTO BEG EN TO ERECTING CONTRACTOR. BRACING WARNING: Bra"shoran va this drawlog Ls not ,LIoO tnaring, wind hmdng. Portal bradrrg or .imam brads Swhich Is A Pati of Ure bUdding d atg.. And which must b, eoresfd_d til` the hmtdty. f g awn Is for Rtes." supPmt of puss members only to reduce bucks i de to ancbor 6t-1 g eylguer• Bratlng tnad.g at cods and speeN,cd b 'tfoes detaa�»od� Prantrfl uo must be Addivanal bracing o[ fhe welaB sbudurz may be rtqubed- ISce HIB -9t d T by DutMarg des/g., R7rus Platc 1nsUa,tc "IPL Is loaded al 583 D'Onofrlo Dttr�e, N..adtsr,R- P.'(aw;atn 5771.1 Studs Cc8 6-0-0 O.c. r. -ng. Tob: Dlvg- Dsgur: TLy cllk- rC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 2.0 psf Truss ID: VT Date: 4-11-01 Durr ac Lbr_ 1 DurFac - Pit: 1.25 O' -C- Spacing: 24.0n Des(gn Caje(ia, TE'I �,upnnurC and l,as 6rcrr lrascd on Odamolbn jtnWeri 6r Urc dicnl. The desimcr dircla ms F mspwnlbwy far dan.es.> da . result or Nror kx-mcct bd rrmu n, sperJllcaUors /or d -Ig— lurnbhed to the I, dr3l�„cr the dict and till, m,(ncss �tx a>;ptracy rhb hdom+Ua... r a b®y .cl.la ro ,. silo- projttl and alx,;pLs na —Po,mariUty os irctr s no —'(-I wHh ,r ,d to faenv_ �IondW.g. sbrp.nent a„d I+tslalhUon e( •+. Th!a t,sa.. I.y bsev ale,6.,<d y sn �Mdoal b -1k I -g wnponcnt M acartLvta nl� �SIfTPI 1-1045 and NUS -9; to be i—np.nta rt d the bulidlnC deign 1,Y a tt.ddin, �!En<r trgt, slcrcd svchU<ct.rr protosbnat i'^ r1. tvlxn re.ae,red lur uppro.:rl br Ux �dh.[ de$,B+Kr, IfK Adt`n 4-adbrea af+onn 1st tic d -.R d to tK sur. Unt UK data $home In'V ma It „IUt the loe,l buadlrlg codes. (14&—Uc rm:mdz Ior..trrd or zI —loads. cct apcdliaibm or zp<dat oppltcd bads. sl.o�tr- truss 11— not been drsl6ncd (or ip c Of eccnpanq- lauds- The dtslgn ass"",,rwb.. d.orJa (top ar (+ettoml arc contbru- bneed by shaU,tng only alhcnebe ttihcre laetton. ctso..ls b tcrgton aaa �UUy braced IaA—Ry br a propvts appoed ecWns. UKy aho,.,hr las t .+sed .i a ltmoo spadrrg or 10--0'o.•. Cnnnccior �f .1.11(x manuract—d hmn 10 Caug_ I,ot d sah„+hed steal .noclh,e ASThtA 65]• e 40_ ..I_ oU.embe zl.oam. UICATiON NOTES ry faM(e Uen. the tuba_ ler shall R.(cs oo-b.R la ,vdr tial U.b ara..r„6 b U +.,oa<a muh U.< tab,tmh,r$ ptuo .ltd to a. ce.ab,..a.s •opa.mmnr r...w..� M ern dbv p.ndes met a be put b before cvrune o, /ab,tcatian_ a1.aa not be btse,Ucd or<r lu.othb(<s_ ., dblorlcd RrnlrL klrn.bcn shy{( be crit t (ILthl- wood b .,00d bcadng. Con- plala a1a4 bs loc t<da.n M(I. m— ( n r,r 4b I-"- hdlg hnbcJded and $11.11 be kboui UK/ob.[ unto$ oU.crnb< al.osn. n, ka4 b rS` aid. a d' bn�. A 6:ra plate b 6' 19- IonF. 5bta (hotel n•n parst4l to �k lo.put spccylsd_ DonlMc m slop mcd .1 rhe —=Id of th, r.cbs , nther.rbe sl+oe,1. Co..n.:l plate sero nlmwn sizes lrsscd oa the fmccs sham ay n-1 Io be 1—eased tor cc.uln J—d. d/or ereelb.. st,v3es. Thb truss b rant si+rrrfed mfu. Urc rela..lant o<a4-d r miles oUaea,rbe shrnen_ For additlenal soon m, Ar,aUy Colt(rul rdcr b /us51/TFt t-1995 CAUTIONARY f•101ES br[ a++d acctbn .econ,mrndauons are 11—:d In vmerdance MU.'Har.dlinC ` A 0rads.�- 7110-91. 7`,vssa y,ele �kd nsth psrrtevbf axe da.b,a tws.dN6 7Itt �'erT sed k,sts4sl/on to .cord stir;• b.a.c> ti . ,la.kla .na phm,b { ror r.sblinf 6r.rral t•,acv s1,.aU be and InalaUcd M o[h<n. C_,j hand- sentkd and --Ucrr b,utn6 b always; .11"mal p(tmUUtnlall acU4n for cgUbo Such lcftrpmary 6ractrlg durbtg an bctncca tnrsscs to amid toppu,,g tnatn(;. the supmban of vcctlon d be land— ttic ca1.tr,4 vt pctso,u :cd In 1)te (nswaliml ld Utlsse.. nal adelcc zf all be soopl l Ir,Ieeded alb„ of cma<t-11— Ioads 8—(- da1g., roams s1,aU not Ir applied to t any thue Nn Fede oq,.cr CI-. the . the rr.•etor�. -6a U Ir .l•pU-.1 Ce nUl alter all laslcnby; aul loaeb,g. ted. HIP GIRDER Zx OF U.- fill, BLOCKING /ADDED TO TOP CHORD STEP '111P TIMI � l lf-(\ Tn c. inn -T r—r. I Wr A l� ..cL �L ( RLOC C 1VU 'UO q��- 7qy- g- g- }}�� L 6E V s �Jl Maucinda Systems 4005 MARONDA WAY SANFIJIU). FL- 32771 (407) 321-0064 Fax (407) 321-39131 TOMAS PONCE P.E. - LICENSE NOG5(]U68 I nao Gnfcnenooa c Uv,rpo.rl_J„5( , 111r),R11111"U: READ ALL fqOTES ON THIS 5HEEf. A COPY OF 11-11S DRAW1fVG TO BE GIVEN TO ERECTIfiG CONTRACTOR- 13RAC1ftG WARNING: s:,m.n lssr r to 1 s+b IUding do-.tQn a d t'hk <u.l bMcon6ld �bc.�j- C.J b 1nL or Gni g ttkb b a "'pFO of lross 1 ,<n.b•r h, bndn oudt to anchor latcnl bracb, s onit to reduce b 1 U bu IdmL d�tencr- 0r,cb.,g .tddlUaoal brarW at —d< uck4 C.In FCl<. fti rasions ,nusC he e of U,c ormU uss Pl l< struefure�in'Y 1xle� 1'xaUar d t nk,<d yf (he bl,b,g dr.rc„cr. U .lustnvtc. TPI. b I—t<a sr. 5a3 a"O ,d. O�+d�_((H 1 ..1.1,991 TF -61. -I1,. Klug. 3vb_ D"Tg: D59ar:7LY ilk_ chic - T -- 7:C Live x6.0 psC 'TC Ilead 7.0 �f 1. z3C hive 0.0 list 13C Oe -ad 111.0 TOTAL _._-1�sr --Mr Truss ID. Hlp Dale: 10-7p7On - - w1.2a Dulfge - PIf_ 1.25 O -C. spuciffg: 2,to', Design Criteria. TPI code C)Qm—, ut51GN INFORMATION This design Is for an frubvldual building component and has been lased on information Provided by the client. The designer disciaans any moo,slbdily for damages as. a result of faulty or incorrect wormation. specifications and/or designs furnished to the truss designer by the client and the CorrMtrrss or accuracy of this Information as R may mist. to a sPe- cifk project and accepts no responsibility or e _ties no control with regard to fabri a - Elan, handling, shipment and instadaUon of t-- This truss has been designed as an individual budding component in accordance with ANSI/TPI 1-1995 and NOS -97 to be incorporated as part of the building design by a Budding Design- tregtstemd .-fixect. - prdesslanal engineer). When reviewed for approval by the budding designer. the design. loadings shown must be checked to be sure that the data shown are on agreement with the local budding codes. local cdm itk records for word or snow lads, Protect -P-MoCatlom or spersat applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are contlnu- ously bracedby sheathing unless otherwise -p died. Where bottom chords to tension are not fully braced laterally by a Properly applied rigid ceiling, they should be braced at a maximum spacing of try -0' o.c Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Gradc 40. unless oth.-Lse 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 responsiblilty for such veri- fleation.. Any discrepancies are to be put in writingbefore cutting or fabrkalbn. Pules shall not be Installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shadbe located on both faces of the truss with roads fully Imbedded and shall be sym. about the joint uniess otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6.8 plate Is 6' wlae x 8' long Slots (holes) run parallel to the plate I-,&- specified. Double cutis on web members shall meet at the centroid of the webs unless otherwise shown.. Connector plate sizes are minknum sizes based on the forces shown and may need to be increased for certain band- iing and/or erection stresses. This. truss Is nes to be fabricated with fire retardant. treated lumber unless otherwise shown. For additional Zormauon on gualRy Control For to ANSI/7P1 1-1995 PRECAUTIONARY NOTES Ad bracuig and erection recormnendanans are to be followed it accordance with 'Handling installing & Bmdng', HIB -91. Trusses are to be handled with Particular are during banding and bundling delivery and tnatsdallan to avoid damage. Temporary and pennane"t bracing for holding trusses In a straight and plumb pos- Man and for resisting lateral force, shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal preauuonary action for trusses requires such temporary bracing during inslalia0on between trusses to avoid toppling and dotrWtolttg, The supervision of erection of trusses shall be under the control of persons experienced In the installetlon of trusses. Pr"(esstonal advice shall be sought If needed. Con cerob'su n Of construction loads greater than the design loads shall not be applied to .cusses at any tome. No loads other than the +eight of the erectors stall be applied to fusses until aft," all fastening and bracing s completed. •�.,r�r �nnc n a Ht-: l U# UFL11 I D.L. TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 BOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2x8 SP #2 2,16 WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I= 1.00, Exp.Cat, B, Kzt= 1.0 Bld Type- Encl L. 58.0 ft W= 40-0 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 L=-0.48" D=-0.51" T=-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.23" RMB = 1.15 WO: CHEIC3 WE: This 4 -PLY Hip Master designed to carry 11, 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC 4 -PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/2" thru-bolts,or WS6 1/4"x 6" wood screw at 24" o.c. shall be installed on TC&BC in addition to nailing, PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1621# Support 2 1621# •-TC...FORCE ... CSI ..BC ... FORCE CSI 1- 2 -13806 0.25 22-21 12242 ... 0.68 2- 3 -16526 0.27 21-20 12998 0.66 3- 4 -20882 0.14 20-19 16654 0.66 4- 5 -20882 0.17 19-18 23651 0.92 5- 6 -24952 0.20 18-17 23651 0.70 6- 7 -24952 0.20 17-16 23649 0.70 7- 8 -20881 0.17 16-15 23650 0.92 8- 9 -20880 0.14 15-14 16653 0.66 9-10 -16525 0.27 14-13 12997 0.66 10-11 -13806 0.25 13-12 12241 0.68 --ti 4 -FLYS REQLIRED F-6.00 8X10 3X6 6X8 10X10 6X8 3X6 4X6 4-4-8 0-6-6 3X4 8X14 4X6 8X10 4X6 8X10 4X6 7- 5X6 1-9-11 Face = 0-2-8 3.00 0-8 4660# 8.00" -- ►a 17 1-0-0 'j (RO-10-10) i i" 1475�J 40-0-0EXCEPT AS SHOWN PLATES ARE T 0 GA TESTED PER ANSIJTPI 1-1945 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32.771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Metrix An&ysis IVAKN[NV: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracbrg shown on this drawing is not erection braeiig. wind bracing. Portal 61-11-,9, or sbnflaf bracing which is a Part of the building design and which must be considered by the building designer. Bracing shmadeown Is for lateral support of truss members only to reduce buckling lengrh. Prm-t tons must be to arrchnr Irteral bracing al ends end specified Iw;atlons detertntn<d by the buddgrg designer. Additional bracing of the overall structure maybe required (See If18-91 d Tpi). (fossa Plate Institute, TPI, Is located at 583 D'Onofrto Drive, Madison. WLs-osm 537191. JOB PATH: C:ITEE-LOKIiIOMEDIB TI: A ==1) 0-=0==0=Joi9) 2) 4- 2-14 32- 8-o0 17) 10) 35- 9- 2 20-=0==0E 3) 7- 4- 0 18) 11) 40- 0- 0 19) 15- 9- 5 11- 6-11 4) 11- 6-11 12) 40- 0- 0 20) 7-10-11 5) 15- 9- 5 6) 20- 0- 0 13) 35- 9- 2 21) 14) 32- 1- 5 4- 2-14 7) 24- 2-11 22) 15) 28- 5- 5 0- 0- 0 8) 28- 5- 5 16) 24- 2-11 10.0 ------------ TOTAL DESIGN LOADS 1.OTAI, Uniform PLP From Pyp -- To -- TC Vert L+D -46 TC Vert L+D -23 -1- 0- 0 -46 7- 4- 0 7- 4- 0 TC Vert L+D -46 -23 32- 8- 0 -46 32- 8- 0 41- 0- 0 BC Vert L+D -20 BC Vert L+D -186 0- 0- 0 -ZO 7- 4- 0 7- 4- 0 BC Vert L+D -20 -186 32- 8- 0 -20 32- g- 0 40- 0- 0 Concentrated LBS Location BC Vert L+D -1475 7- 4- 0 BC Vert L+D -1475 32- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert 0- 4- 0 4660 Hoiiz Uplift Y -Loc Type 39- 8- 0 4660 0 -1621 BOT 0 -1621 PIN BOT H -ROIL 6.00 8X10 4x6 11g0-" T 8X14 3X4 4-2-6 - 5X6 J- -I }I_ I 3.00 Face = 0-2-8 1 -3.00 TC Live 16,0 psf 4660# 8.0fj0", I 1475,E (RO-10-10} scale = 0.1595 Eng. Job: Dwg: Dsgnr: TLY Cidt: TC Live 16,0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf 1.OTAI, 33.0 Dsf Truss ID: A Date: 6-26-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPi Code Desc: FLA HCS: 08.20X2 DESIGN INFORMATION This design is for an Individual bu&twg 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 informatiom spedBcatlow and/or designs furnishedto the tress desst rw by the client and the conedness or accuracy of this information as 9 may n]afe to a spe- cft pmJect and atxepts no resporro68ity, or, exereses no control with regard to fabrics. tion. handling. shipment and installation of trusses. This truss has beendesigned as an Individual building component in accordance wftt ANSI/TPI 1-19% and NDS -97 to be Incorporated " part of the building design by a BufklIng Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. focal ch matie records for windor snow loads. Project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The designassumes compression chords (top m bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rf0d -dingthey should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped Odvanfted 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 real sze a continuing responsibility for such veri- fication. Any dixtepanciesare to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates strait be located on both facesof the truss with naris fully Imbeddedand shall be syn about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4' brig- A 8x8 plate Is 6" wide x 8' long. Slots (holes{ run pan lel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minanum sires based on the form shown and may need to be Increased for certain hand - Ung and/or erection. stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control rder to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Art bracing and erection temarmendatbm are to be followed in accordance with "Handling IrstaBIng @ Bnclug'. HIB -91. Trusses are to be handled withparticular case during bandlog andbundling. delivery and Installation to avoid damage. Temporary and permanent bracing for h*khng tnsasesin a straight and plumb pos- ltton and for resisting lateral form shall be designed and Installed by others. Careful hand. Ong Is essential and eredbn bracing. is always required. Normal precautionary action for trusses requires such temporary bracing during UnAlaDidlon between trusses to avoid topoing and dwnfnoing The supervision of anectlon of trusses stroll be under the control of persons oTesienced In the Installation of t.-. Professional advice stroll be sought If needed. Concentration of construction loads greater than the design bads 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 alp fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WSW 2x4 SP #3 2x4 SP #2 2,6 MULTIPLE LOADS -- This design is the caelwsits result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEFLECTION: L/950 at JOINT # 4 L=-0.49" D.-0.50" T.-0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.23" RMB . 1.15 T 5-0-8 0-6-6 �7T I F-6-.00 WO: CHEK3 WE ®Continuous lateral bracing attached to either edge of web (s) shown. Bracing 14i1ST be positioned to provide equal embraced segments OR 2x4 T -brace nailed flat to edge Of web with w/3"x 0.120" nails spaced 8" o.c Brace aunt extend at least 90% of web length 2x6 Brace required on any web over 14--0". WndLod per ASCH 7-98, CL -C, V. 12 H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type- Encl L. 58.0 ft W= 40.0 €t Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact. Resistant Covering and/or Glazing Req TC ... FORM ... CSI .BC ... FORCE ... CSI 1- 2 -4073 0.52 12-11 3664 0.76 2- 3 -5333 0.59 11-10 3665 0.64 3- 4 -5387 0.42 10- 9 5402 0.83 4- 5 -5372 0.57 9- 8 3664 0.65 5- 6 -4072 0.53 8- 7 3663 0.76 TI: B QTY -.1 -==-.joint Locations •=....==_...: .e a1)6�0- Oa 0 5) 31- 4- 0 9) 22- 8- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 4- 0 1366 55 -988 BOT PIN 39- 8- 0 1366 0 -1007 BOT H -ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULEs Support 1 988# Support 2 1007# 6X8 4X6 RX10 .cries -6 0 Face = 0-2-8 3.00 1 IL ri 10 1366# 8.001' 11-0-0 (Ra10-10) 1 40-0-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSLtTPI 1-1995 LHaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design. Merit Analysis VTAMIKU: 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 simitar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for laterad support of hulas members only to reduce buckling length. Provisions must be made to anchor lateralbracing at ends and specified locations determined by the building designer. Additional bracing of the overall structuremay be required. (See HIB -9 t of TPQ.. (truss Plate Institute. TPI, Is located at 583 D'Onof c Drive. Madison, Wsrnnslu 537191. JOB PATH: C.ITEE-LOKIHOMFDIB 5X6 T j{0-6-6 4-10-6 TT1 I 3.00 Face = 0-2-8 Eng. Job: Dwg: Dsgur: 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 nsf --' l 7 13669 8.00" (Ralalo) scale = 0.1595 Truss ID: B Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS.- 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the client The designer disclaims any respons"Ay for damages as a resuk of faulty or incorrect r Infomation. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as k may relate to a spe- cmc prgcct and accepts 110 responsibility or uertlses ren oanbol wltln regard to fabrica- tion, handling, shipment and installation of tris - This teas has been designed - an Individual budding component In accordance wtl ANSfM 1.1995 and NDS -99 to be incorporated as pan of the budding design by a BuiIiiling Designer iregbtered architect or paofeenkmai engneerJ. When reviewed for approval by the building designer. the design loadings; shown. must be checked to be sure that the data shown are In agreement with the local budding codes. local climatic records for wind or snow loads. pmJea specd!®tions or special applied bads. Unless shown. tris has not been designed for storage or occupancy loads. The design assume compression chords (top or bottomi are conte n. 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 l(Y-0' o.e. Connector plates shad be manufactured from 20 gauge hot dipped galvao&ed steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shadreview this drawing to wer9y thatthis drawing. IS In conformance with the fabricator's plans and to M lise a continuing responsibility for such verf- fication. Arty discrepancies are to be put in writing before cutting or fabrication. plates shall not be installed over knotholes. knots or distorted. gam. Members shad be cut for tight Oiling wood to wood bearing. Con- nector plates shad be located on both face of the truss with nails fully imbedded and shad be sym about the joint unless otherwise shown. A 5x4 plate Is T 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 shad meet at the centroid of the webs unless otherwise shown. Connector plate sties are minhimn sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This ins- 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 ImsbdWng h Bracing'. HIB -91. 'trusses are to be handled with particular care during banding and bundb n& delivery and Inwtallatlon to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for restating lateral force Shad be designed and Installed by others. Carefulhand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during InstaRatkm between trusses to avoid toppling and domfnobng. The supervision of erection of busses shad be under the controi. of persons experienced in the Installation of trusses. Professional advice shadbe sought 9 needed. Concentration of construction loads greater than the design bads shad not be applied to trusses at any time. No lards other than U. -eight of the erectors shad be applied to trusses until after all fastening sand bracing is completed. IB: CHESAPEAKE K 3 AC: 10# UPLIFT TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 HOT CHORDS: 2x6 SP #2 2x8 SP #2 2,3 WEBS: 2x4 SP #3 2x4 SP #2 12 WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type- Encl L- 58.0 ft W- 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/424 at JOINT #15 L--1.09" D- 0.45* T--0.64" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.31" MAX HORIZOi\M LIVE LOAD DEFLECTION: T- 0.53" RMB - 1.15 T 5-10 8 0-6-6 I WO: WE: MULTIPLE LOADS -- This design is the casposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 3 -PLY TRUSSI fasten w/3 -x 0.120- nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 787# Support 2 757# TC ... FORCE ... CSI 1- 2 -7832 0.22 2- 3 -9350 0.24 3- 4 -11397 0.10 4- 5 -11398 0.12 5- 6 -14088 0.16 6- 7 -14092 0.16 7- 8 -12168 0.16 8- 9 -8034 0.20 9-10 -6791 0.18 3-PLYS REQUIRED BC ... FORCE ...CS1 20-19 6968 0.53 19-18 7171 0.54 18-17 8829 0.39 17-16 13169 0.57 16-15 13170 0.59 15-14 12462 0.58 14-13 7594 0.39 13-12 6224 0.47 12-11 6040 0.46 TI: Of -E --- =-= Taint Locations.-:. 0 0 8) 31- 4- 0 15) 20- 8- 0,: 2) 4-10-14 9) 35- 1- 2 16) 16- 2-11 3) 8- 8- 0 10) 40- 0- 0 17) 11- 7- 4 4) 11- 7- 4 11) 40- 0- 0 18) 9- 1-11 5) 16- 2-11 12) 35- 1- 2 19) 4-10-14 6) 20- 8- 0 13) 30-10- 5 20) 0- 0- 0 7) 23- 9- 5 14) 23- 9- 5 ------------ TOTAL DESIGN LOADS -- Uniform PLF From PLF TO TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -20 0- o- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -866 11- 7- 4 BC Vert L+D -1394 20- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- --Loc Vert Horiz uplift Y -Loc Type 0- 4- 0 2656 -28 -787 BOT PIN 39- 8- 0 2334 0 -757 BOT H -ROLL 7 LV 600 -6.00 i 8X10 3X6 6X8 toxin PYA Face = mo-' a - 3.00 1 -2-0 --�j 0-8-0 2657# 8.00" -- - "' aJ 14 40-1 Cd�A (12) 2X413941/ EXCEPT AS SHOWN PLATES ARE TL20 GAa1866# ER ANSI/TPI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. Maronda S -we t11S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing show" on this drawing is not erection bracing. wind bracing. portal bracing or simdu bracing which is a partof the building design and which must be considered by the budding designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Pmoslons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See NIB -9I of Tpil. LICFNSE #0050068 Timm- plate Institute. TPI. Is located at 583 D'Onofdo Drive. Madison, Wisconsin 537191. 1005 VANNESSA DROVIEDO.FL32766 Design. Matrix Analysis JOB PAIN: C.ITEE-LOKIHOMEDIR 5X6 1-3.00 Face = 0-2-8 113 12 ----A 1 233411 8.001, (Ra1a10) scale = 0.1595 Eng. Job: , Dwg: Truss ID: B1 Dsgnr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Dese: TOTAL 33.0 psf ; 9.0 0 _ 21646- 1 46 -HCS: HCS.06.20.02 DESIGN INFORMATION This design Is for an 61d1vklu9 bull&* component and has been based on Information provided by the client The designer dbclatan any responsibility for damages as a. result of faulty or Incorrect Information, specifications ardlor designs furnished to the truss designer by the client and the Correctness or accuracy of this Information as It may relate to a spe- d[( project and accepts no responsibility or exercises no control wHh regard [o fabnca- tion, handling. shipment and installation of trusses. Tbb truss has been designed as an individual building component in accordance with ANSI/7Pt 1-1995 and NDS -97 to be Incorporated as part of the building design by a Budding Designer (registered architector professimud engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are tit agreement with the local bu8durg codes. ,oral eWmLc records ( wind or srrow Toads, project specillcallo nit ar special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes eonpncssfoo chords (top or botiom) are continue ously braced by sheathing urdess otherwise specYkd- Where bottom chords in tension sue not fully braced Int -Ally by a property applied rigid ceUing, they should be braced at a maximum spacing of 101-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that tib drawing Is In confomwnce with the fabricator's plans and to reaflze a continuing responsibility for such verl- fication. Any discrepancies are to be put in writing before cutting m fabrication. Plates shag not be installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood hearing. Con- nector plates shalt be located onbroth faces of the truss with nails fusty imbedded and mull be sym. about the joint unnkss otherwise shown. A 5x4 plate is 5- wide x 4" long. A 6x8 plate is G wide x 8- long Slots (roles) run parallel to the plate krtgth specified. Double cub on web members shall meet at the centreld of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and my need to be increased for certain hand - ting and/or erection stresses. This truss Is not to be fabricated with flee retardant treated [=her unless otherwise shown. For additional Information. m Quality Control refer to ANSI/M 1-19% PRECAUTIONARY NOTES AH bracing and erection recommendations are to be followed in accordance with -Hand]iang Instating t4 Bracing'. H)13-9 d. Tnuses are to be handled with particular care during banding and bundling. delivery and Installation to avold damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ition and for restating lateral force shall be designed and Installed by others. Careful hand - 11" is essential and erection bracing is always requued. Normal precautformry action for trusses requires such temporary bracing during Installation between trusses to avoid. toppling and dominohng. The supervision of erection of trusses shall be under the conbot of persons experienced in 0e installation of trusses. Professional advice shall be sought of needed. Concentration or construction loadas greater than the design toads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be appliedto trusses until after all fastening and bracing Is completed. ............_._ 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. NM LIVE LOAD DEFLECTION: L/999 L--0.42" D=-0.44" T--0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.44" MM HORIZONTAL LIVE LOAD DEFLECTION: T- 0.22* RMB = 1.15 T 5-8-8 -L 0-6-6 6 00 WO: CHEK3 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T -brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace nest extend at least 90% of web length 2x6 Brace required on any web over 141-00. WndLod per ASCE 7-98, C&C, V= 125mph, H: 15.0 ft, I- 1.00, aV.Cat. E, Kzt- 1.0 Bld Type- Encl L- 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Fact Resistant Covering and./or Glazing Req TC...FORCE... CSI . -BC ... FORCE ... CSI 1- 2 -4019 0.55 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3597 0.64 3- 4 -4925 0.57 8- 7 3596 0.64 4- 5 -4018 0.56 7- 6 3614 0.72 TI: QTY.I = --Joint Locations=== --a==-==-1)- 0- 0== -s=. 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 .10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ----MAX. REACTIONS PER BEARnM LOCATION----- X-Loc Vert HorizUplift Y -Loc Type 0- 4- 0 1366 58 -992 BOT PIN 39- 8- 0 1365 0 -1011 BOT H -ROLL PROVIDE UPLIFT OONN3MON PER SCHEDULE: Support 1 992# Support 2 1011# 6X8 8X10 Ove Face = 0 -*&---3 0V-� 4 0.2 3.00 T 0-6-6 5-6-6 5X6 T Face = 0-2-8 ik 9-7-11 19-4-10 1 9 -7 -Ii ) 1366# 8.001, 8 6 1-0-0 1366# 8.0011 CC 40-0-0 EXCEPT AS SHOWN (PLATES ARE TL20 GA TESTED PER ANSI/TPi 1-1995 scale = 0.1595 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.Ft-32766 Design' Marin Analysis r1IHKMINIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members Doty to reduce buckling length. Provisions must be nude to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISee HIB -91 of TPQ. (Truss Plate Institute. TPI. Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). JOB PATH: CATEE-LOKWOMEDIR Eng. Job: Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Truss ID: C Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 DESIGN INFORMATION This designis for an Individual building component and has been based on Information provided by the chem the designer disclaims any responsibility for damages as a result of faulty or Incorrect Information. specifications andlor designs furnished to the truss designer by the client and the correctness or accuracy of this Information - It may relate to a spe- cdk project and accepts no responsibility or esercises ro control .rlth negnrd. to fabrka- lion. handling shipment and butallation of trusses. This truss has been designed as an Individual budding component in accordance will ANSI/TPI 1-19% and NDS -97 to be Incorporated as part of the building desir by a Building Designer (reglstered ashlbect - professional enghwed. When revlened for approval by the building designer. the design Loadings shown most be checked to be sure that the data shown arc to agreement with the burl budding codes, Loral cllnnatic records for wind or snow loads. project specifications or special applied loads. Unless shown.. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top m bottom) are continu- ously braced by sheathing unless otherwise specdfed. Where bottom chords In tension are notfully braced Laterally by a property applied rigid ced(ng, they should be braced at a maximum spacing. of 10'-0' o.e. Connector plates shag be mat u actured from 20 gpuge hot dipped gaivantedsteel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES IMar to fabrication. the fabricator shad review this drawing to verify that this drawing b In conformance with the fabricator's piens and to realize a continuing responsibility for such veri- fkatlon.. Any discrepancies are to be put In writing before cutting car fabrication. Plates shall not be Installed over knotholes. knots or distorted gate, Mernben shad be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both fans a the tress with aids fully Imbedded and shad be sym, about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4' long. A lax$ plate is 6' wide x 8' Long. Slots (holesl run parallel to the piste length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mWmmn afzes based on the fomes shown and may need to be Increased for certain hand- ling and/or erection stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on gnalfty Control refer to ANSI/TPI t-1996 PRECAUTIONARY NOTES All bracingstd erection recommendations ane to be followedin acaotdanoe with -Handling Installing tt Bracing'. HIB -91. Trusses are to be handled with particular are during banding and bundling delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. Rion and for resisting lateral forces stratibe 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 {Bsi;dWiln hdween tlusses to avoid toppiing and dmuramg. The supervision of erection d trusses; trussshbe under the control of persons experienced to the tnstallailcmof trusses. professional advice shad be sought if needed. Concentration of construction Inds greater than the design bads shalt not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to tnnsses uMd atter all fastening and bracing Is completed. JB: FAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS( 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise MAR LIVE LOAD DEFJ=ONt L/999 L=-0.42" D=-0.44" T.-0.86" MAX HORIZONTAL TOTAL LOAD DEFLECTIONt Ta 0.44" MAR HORIZONTAL LIVE LOAD DEFLECTION: Ts 0.22• RMB = 1.15 T WO: CHEK3 WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be positioned to provide equal unbraced segments OR 2x4 T -brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c Brace const extend at least 90% of web length 2x6 Brace required on any web over 141-0". WndLod per ASCE 7-98, C&C, Ver 125mph, Hca 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl. L= 58.0 ft W= 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCOL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -4019 0.55 10- 9 3615 0.72 2- 3 -4925 0.57 9- 8 3597 0.64 3- 4 -4925 0.57 8- 7 3596 0.64 4- 5 -4018 0.56 7- 6 3614 0.72 TI: CI = s s --:sass-===-Joint LocationSseacaasasccsse 1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 ---MAR. REACTIONS PER BBARIW- LOCATION ----- %-Loc Vert HOriz Uplift Y -Loc Type 0- 4- 0 1366 58 -992 BOT PIN 39- 8- 0 1365 0 -1011 BOT H -ROLL PROVIDE UPLIFT CONNECTION PER BCHEDULiCz Support 1 992# Support 2 1011# Ilk 10-0 0 k20.0-0 10-0-0 1 3 6.00 6X8 8X10 6X8 -600 T Face = 0459-3 0VI-0 ---� 0-8-0 F2dn7 1-3.00 Face = 0.2-8 11 9-7-11 19-4-10 9-7-11 it 1 136M 8.00" 8 13667/ 8.00" 1-0-0 40-0-0 1-0-0 CCM A (12) 2X4 l (RO-10.10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSM1 1-1995 scale = 0.1595 Eng. lob: Dwg: Dsgur: TLY WAKNING: READ Alt NOTES ON THIS SHEET. Maronda systeMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING TC Live CONTRACTOR. BRACING WARNING: psf 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or sl n la bracing which is a part of the building design and which must be consklemd by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of tress members only to reduce buckling length. Provisions most be TOMAS PONCE P.E. madeto anchor Lateral bracing at ends and specified Locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB -91 of TPI). LICENSE (X0050068 (encs Plate insmute. TPI. is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1005 VANNESSA DR.OVf MFI-32766 10.0 DesignMatra Analysis JOB PATIP C.ITEE-LOKIHOMFD/R Eng. lob: Dwg: Dsgur: TLY Chk: WO: CH93 Truss ID: C1 Date: 4-21-03 TC Live 16.0 psf DurFac - [Sr 1.25 TC Dead 7.0 par DurFae -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: TOTAL 33.0 psf V: _ MCS 08.20.02 DESIGN INFORMATION This design is for an Individual bullding component and has been based on Information provided by the cllmt. The designer disdains any responsibility for assuages as a result of faulty or Intoned information, specifications and/or designs furnished to the truss destgner by the client and the correctness or accuracy of this Information as it may relate to a ape- cdb project and accepts no responsibility or exercbea no m¢not with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance will ANSI/7R 1-1995 and NDS -97 to be Incorporated as part of the building design by a Building Designer (registered architect - professfanad engineer). When reviewed for approval by the building designer, the designloadings shown most be checked to be sure that the data shown are in agrsernmt with the local building codes. doral c7hnattc records for wind or snow beds, project specifications or specie( applied bads. Unless shown, tress has not been designed for storage or occupancy bads. The design assumes compresslon chorda (top or both) ate 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 bracedat a maximum spacing of 11Y -T mcc Connector plates shall be manufactured from 20 gauge tot dipped galvanmed steel meeting ASPM A 659. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabdcathm, the fabricator shall review this drawing to very that this drawing is it, conformance with the fabricator's pleas and to realize a continuing responsibtiity for such ver- ftmuon. Any discrepancies are to be put in writing before cutting or to ri atlatt Plates shag net be Installed over bmothoW, Imots or distorted gain. Members stall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fatly enbedded and shag be syn. about the)omt undess otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slots (holesl nun parallel to the plate length specified. Double cuts m web members shall meet at the centroidof the webs unless otherwise stows. Connector plate sizes sue mtnfmum sties 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 withfire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES An brads* and erection recommendations are to be followed in accordance with 'Handling hnsta0mg A Bradne, HIB -91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage. Temporary and pemanent bracing for holding treses In a straight and )dumb pos- ttfon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ing is essential and erection. braebg b always requhusf. Norval precautionary action For incases requires such temporary bracing during Installation between losses to avoid toppi ft and daminoing. The supervision of erection of trusses adult be corder the control of persons axperlerrttd in the Installation of:mases. Professional advice shall be sought If needed. Concentration of construction loads greater than the design, loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses =it[ after all fastening and bracing is cornpletcd JB: CHESAPEAKE K 3 AC: 10# UPLIFT TOP CBORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER SCBIDULEt Support 1 975# Support 2 1009# MAX LIVE LOAD DEFLECTION: L/999 Lam -0.35" D=-0.36" T=-0.71" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX flDSIZONFAL LIVE LOAD DEFLECTION: T= 0.21" RMB - 1.15 T 6-4-8 0-6-6 WO CHEK3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, Va, 121h, H- 15.0 ft, 1- 1.00, Sxp.Cat. B, Rzt= 1.0 Bld Type- Enol Le, 58.0 ft W 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI .BC...FORCE... CSI 1- 2 -3949 0.44 14-13 3535 0.78 2- 3 -3824 0.41 13-12 3584 0.71 3- 4 -4342 0.45 12-11 3483 0.58 4- 5 -4342 0.45 11-10 3484 0.58 5- 6 -3825 0.42 10- 9 3584 0.71 6- 7 -3949 0.46 9- 8 3536 0.78 u ==17 =--- ==a=Joint Locations --._ 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0 5) 28- 8- 0 10) 28- 4- 5 ----MAX. REACTIONS PER BSARn G LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 4- 0 1365 88 -975 BOT PIN 39- 8- 0 1366 0 -1009 BOT H -ROLL 11-4-0 17-4-0 11-4-0 i 2 4 6 F-6.00 6.00 6X8 8X10 6X9 Face = 049- 0-8-0 -2E 9 5X6 1300 Face = 0-2-8 P'9 10-11-11 16-8-10 11 10-11-11 1. 1 1366>Y 8.00" 13 11 1 9 8 1,,-0-040-" 1366# 8.000"�-d-4 C�V�9'1bl�fPL��"Pia�14S EXCEPT if (R0-10-10) AS RE TL20GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 VII ING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: C14M Maron a SysteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D CONTRACTOR. Dsgur: TLY Chk: Date: 4-21-03 4005 MARONDAWAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wed bracing, portal bracing or stm8ar bracing which is a part of the budding design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFaC - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown m is for lateral support of truss embers only to reduce budding length. Provisionsmost be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detem,ined by the building designer. Additional bracing of the overall structure ructure may be required. (See Ii16-91 of 7Tl). BC Dead 10.0 psf n Criteria: TPI LICENSE #0050068 (llvss Plate Institute, TPI. Is located at 583 D'Onofrtu Drive, Madison, Wisconsin 53719) ,.t9 Code Dese: 1005 VAMEn8A Da.OVIEDo.l132786 TOTAL 33-0 psf V:09.05.02- - 1 desfgfr Matrix Analysis JOB PAIN: C.UM-LOKIHOMEDIR HC& 0&20.02 DESIGN INFORMATION TIds design Is flu an litdlv(dttal bu&W% component and has been baud onbrformation provided by the clkmL The designer disclaims any responsibility for damages as a result of faulty m incorrect tnfonnatbn. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this b9orn ation as R may relate to a spe- cdk project and accepts no responsiblifty or exercises no control with regard to fabrim- lionn, handling shipmentand installation of trusses. This truss has been designed as an individual building component in accordance with ANSIfM t-1995 and NDS -97 to be Incorporated as pad of the budding design by a Building Designer (registered architect or professional engined. When reviewed for approval by the building designer, the design loadings shown must be checked to be sur that the data shown are In agreement with the local budding codes.. local climatic records for wird or snow bads. project specifications or specialapplied loads. Unless Showa, truss ban not been designed for occupancy or ogancy bads. The design assumes compression chards (top or bottom) are continu- ously traced by sheathing unless otherwise specified. Where bottomchords In tension are not hilly braced laterally by a properly applied rigid ceding. they should be braced at a maximum spacing of 10'-W o.c Connector plates shall be manufactured from. 20 gauge hot dipped galvanked 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 fabttcatoes plans and to realize a continuing responsibility for such veri- fication.. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. khats or distorted grain. Members shall be cut for tight OLLIM wood to wood hearing. Con- nector plates shad be located on both faces of the toss with natio fully imbedded and shill be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6 - wide x W long Slots (holes) run parallel to the plate length. specified- Double cuts on web members shaft meet at the centrold of the webs unless otherwise shown. Connector plate sloes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Au bracing and enation recommendations are to be followed in accordance with -Handling installing Q Bracing". HIB -91- Tosses are to be handled with particular care during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight. andlumb pos- Rion and for restating lateral forces And be designedand installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses Mquires such temporary bracing during hlstallatlmi between trusses to avoid Wppflng and domtnotng. The supervision of erection of [Hasa shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the deafgn bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unit( after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 4,6 PROVIDE UPLIFT CONNECTION PER 5(HEIUI,E: Support 1 974# Support 2 1008# MAX LIVE LOAD DEFLECTION - L/999 L--0.32" D--0.33" Ta -0.650 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION- T- 0.21" RMB a: 1.15 6.00 ff 4&P MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, Vs 125aalph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 58.0 ft W= 40.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI . -BC ... FORCE ... CSI 1- 2 -4002 0.46 14-13 3591 0.79 2- 3 -3689 0.42 13-12 3629 0.69 3- 4 -3880 0.37 12-11 3343 0.53 4- 5 -3880 0.37 11-10 3342 0.53 5- 6 -3689 0.43 10- 9 3629 0.69 6- 7 -4002 0.47 9- 8 3590 0.79 6X8 3X4 6YR TI: E QTY:2 a=.=Joint Locations- ... _a.araara.a 1)s60- 0 _a 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 5) 27- 4- 0 10) 27- 0- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc 0- 4- 0 1365 92 -974 BOT PIIN 39- 8- 0 1365 0 -1008 BOT R -ROLL -6-00 Face = 049 1232 I �{ 0-8 1366# 8.00" Com;41-l)-0 PLA (12) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLITPI Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (4177) 321-3913 TOMAS PONCE P.E. LICENSE #W5W68 1005 VANNESSA DROVIEDO.F'L 2766 Design: Matrfz Affdysts 40-0-0 1-1995 WAMlMG: 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 erectionbracing wand bracing, portal bracing or similar bracing which is a pad of the building design and which must be considered by the building destgrer- Bracing shown is for Intensd support of truss members only to reduce buckling length. provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB -9 i of TPp- nhrss Plate institute, TPI, is located at 583 D'Onofrio Drive. Madison.. Wisconsin 53719). JOB PATH: CATEE-LOKIHOMFDIR 5X8 3.00 Face = 0-2-8 9 -1g 1366# 8.00" -- 1 10) scale scale = 0.1595 Eng. Job: WO: CHEK3 Dwg: Truss ID: E Dsgur: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: TOTAL 33.0 psf V-09,05,02- - 4 HCS: 08.20.02 DESIGN INFORMATION Tib design Is for an Individual building component and has been based on Information W-6ded by the client Ttre designer disclaims any responsibility for damages as a result of fault} or Incorrect tammatim 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 spa clue project and accepts an responslbWty or exercises mo control with regard to fabrim- Uon, handlln& shipment and Installation of brasses. Tib truss has been designed as an Individual budding component In accordance wtt ANSf/7Pf 1-1995 and NDS -97 to be Incorporated as part of the building design by a Building Designer (registered architect - professional engareed. When reviewed for approval by the building designer. the desfgtr loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, bawl cilnatkc records for wind or snow (cads, prged specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chat& (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid telling, they should be braced at a maximum spacing of f0' -W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shat) review this drawing to verify that this drawing is In conformance withthe fabricator's plans and to roil a continuing responsibility for such ver- tication. Any discrepancies are to be put In writing before cuting or fabtlrauon. Plates shall not be Installed over knotholes. knob or distorted grain. Members skull Ie cut for tight fitting wood to wood bearing. Con - nectar plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4- long. A 6x8 plate Is 6" wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate siva are n bilmum sirs based on the forces shown and may reed to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lnnber unless otherwise shown. For addltfomai trdormation on quality Control refer to ANSVTPI 1-1995 PRECAUTIONARY NOTES All bractog and erection rec000n.Watfmrs are to be followed In accordance with 'Handling InstaLLmg d Bracing'. HIB -9 t. Trusses are to be handled particubir and bundling. delivery �tadllauion to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Rion and for resisting lateral forces shall be designed and Isfalled by others. Careful hand- ling is essential and erection bracing is always required. Normal pceeautbrary action for trusses requires such temporary bracing during Wslagatbn between brasses to avdd Wp*g and dommotng. 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. Cmrcentratkm of construction loads greater than the design kinds strati not be applied to trusses "any tone. No loads other thanthe weight of the erectors shall be applied to muses until after all fastening and bracing b completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 HOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4,6,8 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 973# Support 2 1007# MAX LIVE LOAD DEFLECTION: L/999 L--0.30" D--0.31" T=-0.61" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLECTION: To 0.21" RMB - 1.15 7-8-8 0-6-6 T7� I 6.00 A MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. EndLod per ASCE 7-98, C&C, V= 125aph, H- 15.0 ft, I- 1.00, Exp -Cat. B, Rzt- 1.0 Bld Type= Enol Ls 58.0 ft W- 40.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSZ .BC ... FORCE ... CSI 1- 2 -4036 0.47 14-13 3627 0.80 2- 3 -3545 0.43 13-12 3656 0.68 3- 4 -3503 6.33 12-11 3195 0.48 4- 5 -3503 0.33 11-10 3195 0.48 5- 6 -3544 0.44 10- 9 3656 0.68 6- 7 -4036 0.48 9- 8 3626 0.80 6X8 3X4 6X8 - - --Joint Locations ............... =1)- Os 0- -0 6) 32- 5- 2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 5) 26- 0- 0 10) 25- 8- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 4- 0 1365 94 -973 BOT PIN 39- 8- 0 1365 0 -1007 BOT H -ROLL Face = 0-Z'8 12-2 5X8 3.00 Face = 0-2-8 1 13-7-11 114-10 13-7-11 1 1366# 8.00" 13 1 11 9 81 1-0-0 1366# 8.00" c�) A (12) 2x4 EXCEPT EXCEPT 40-0-0d 10) AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems ]I A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: F CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 -) 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFae - Lbc 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing. poral bracing or similar bracing which Is a part of the building design and which most be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 FaX (407) 321-3913 shim is for lateral support of truss members only to reduce buckling length, provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing atends and specified locations determined by the building designer. AddnBC donal bracing d the memo stricture may be mqubxd. (See H1B-9l of TPn. D Dead 10.0 �f Design Criteria: TPI LICENSE #0050068 frruss Plate Institute. TPI. is located at 583 D'Onofno Drove. Madison, Wisconsin 537191. Code Desc: 1005 VAML-ISA DROVIM011.32766 I TOTAL 33.0 QSf V' 9 1 - Design: Mainz AAdfystr !OB PATH: C.ITEE-LOK(HOMFDIR HCS: 08.10.02 DESIGN INFORMATION This design Is for an Individual building component and has been based on Infor ation providedby the client The designer disclaims any, responsibility for damages as a rem& of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of fhb tnfomattom as 9 may relate to a spe- cMc project and accepts no responsibility or exercbea no cornroi with regard to fabrfa:- tion, handling, shipment and installation of trusses- This tress has been designed as an Individual building component In accordance with. ANSI/TPI 1-1995 and NDS -97 to be Incorporated as pat of the building design by a Building Designer (registered architect or professional engmeed. When reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are lin agreement with the local building codes. local climatic records for wind or s oar bads. PwJect specifications or specialapplied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are connmu- o sly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid calling, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured fron 20 gauge trot dipped galvanised steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabriatron, the fabricator shall review this drawing to verify that this drawing b in conformance with the fabricator's pleas and to malls a conumnumg responsibility for such vai- f eatfon. Any discrepancies are to be put in writing before cutttirg or fabrication, Platesshall not be installed over knotholes. knots or distorted grain- Members shall be cut for tight fitting wood to wood bearing Con- nedw plates shall be located on both faces of the tnrss with nags 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 64 wide x 6' king Sots molest run parallel to the plait length specrfkd. Double cuts on web members shall meetat the centroid of the webs unless otherwise shown Connector plate stirs are minimum sties based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This tress is not to be fabricated with Bre retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Au bracing and enation recomnendatfas are to be followed los accordance with -Handling installing & Bracing',. HfB-91. Trusses are to be handled with particular ore during banding and bundhmg, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb Itbn and for resisting lateral forces shall be . designed and installed by others. Careful hand - !mg is essential and erection bracing b always reguir1ed. Normal precautionary action for busses requires such temporary bracing during 1115WHaliott between trusses to avoid tmpphng and domunohrg. The supervision of erection of trusses stall be under the control of persons experienced to the mstallavon of trusses. Professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shall not be applied to trusses at any time. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# ( TOP CHORDS: 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 D.L. WO: 2,4,6 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 970# Support 2 1008# MAX LIVE LOAD DEFLECTION: L/999 L--0.28" D--0.29" T.-0.57" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.42" MAX HORIZONTAL LIVE LOAD DEFLE TION% T- 0.20" RMB - 1.15 600 rW MULTIPLE LOADS -- This design is the composite result of aalltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp -Cat. B, Kzt. 1.0 Bld Type- Encs L. 58.0 ft W- 40.0 ft Truss in INP zone, TCDL- 4.2 psf, B(DL. 6.0 psf Dart Resistant Covering and/or Glazing Req TC ... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -4030 0.48 12-11 3623 0.79 2- 3 -3449 0.40 11-10 3646 0.66 3- 4 -3132 0.57 10- 9 3130 0.56 4- 5 -3451 0.41 9- 8 3645 0.66 5- 6 -4029 0.50 8- 7 3622 0.79 6X8 6X8 TI: G QTYA ---Joint Locations ........ _• ... •- 6 0- 0 5) 31- 7-12 9) 24- 7- 8 2) 8- 4- 4 6) 40- 0- 0 10) 15- 4- 8 3) 15- 0- 0 7) 40- 0- 0 11) S- 6- 8 4) 25- 0- 0 8) 31- 5- 8 12) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X -Loc Vert Horiz Uplift Y -Loc Type 0- 4- 0 1365 105 -970 BOT PIN 39- 8- 0 1365 0 -1008 BOT 11 -ROLL -6.00 Face = 0-a"'-zs 12-2-03 12- 1366# 8.00" �1-0-0 Cdr) P� A40-0-0 EXCEPT AS SHOWN(PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 LHaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE /10050068 Design: Matrix Aa*,sis WPI KIY NU: 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. postai bracing or similar bracing which is a pat of the building design and which must be considered by the building. designer. Bracing shwa Is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor latera( bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required, (See HIB -91 of T PQ. (Russ Plate Institute. TPI, is located at 583 D'Onofro Drive, Madison. Wtsconsln 53719). JOB PATH: CITEE-LOKIHOMEDIR 5X6 I 3.00 Face = 0-2-8 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 rwf 1 7 1366# 8.0011 10) scale scale = 0.1595 Truss ID: G Date: 4-21-03 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc:, HCS: 08.20.02 DESIGN INFORMATION This design Is for an IntiNldual building componem and has been based on inf-tion provided by the client. The designer discial ma any responsibility for damages as a result of faulty or incorrect mfO(IIlatbn, ap=lfkatbrn and/o designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- ctik project and accepts no responsitli ty or. arerctses no control with. regard to fabr(cs- Uon. handling, shipment and installation of tenses. This truss has been designed as an Individual building component inaccordance wal ANSI/TPI 1-19% 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 designloadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local climatic records for wird or snmv loads, project specifications o special applied loads. Unless shown.. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc oonurm- orsly bracedby sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximumspacing of lo'-" mc. Connector plates shall be manufactured frau 20 gauge hot dipped galvanized sleet meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shelf be cut for tight fitting wood to wood. bearing. Con- nector plates shad be located on both faces of the teas with nails fully imbedded andshad be sym. about the joint unless otherwise shown.. A 5x4 plate Is 5' wile x 4' long. A 8x8 plate is 8' wide x it king Slots (holes) run paradel to the plate length specified. Double cub on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sties based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI17R 1-1995 PRECAUTIONARY NOTES All bracing and erection recotmnendations zee to be followed in accordance with -Handling Installing & Bracing'. 1{18-91. Trusses are to be handed with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding tersses In a straight and plumb pos- Iion and for resisting lateral form shad be designed and installed by others. Careful hand- ling is essential and erection bracing is ah_ys required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. professional advice shall be sought if needed. Concentration of construction bads greater than the design bads shad not be applied to trusses at any time, No bads other than the. weight of the erectors shall be applied to Irassas until atter all fastening and bracing is completed JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 2x6 SP #2 2 BOT CHORDSt 2x6' SP #2 WEBS' 2x4 SP #3 2x4 SP #2 3 WndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I. 1.00, EXP -Cat. B, Rzt= 1.0 Bld Type. Encl. L= 58.0 ft W= 20.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 1 -0.06" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02" RMB : 1.00 1 600 CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1 -PLY Hip Master designed to carry 7' 01 open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 559# Support 2 559# ..TC ... FORCE ... CSI 1- 2 -2367 0.50 2- 3 -2302 0.34 3- 4 -2065 0.49 4- 5 -2283 0.34 5- 6 -2348 0.51 ..BC ... FORCE ... CSI 10- 9 2054 0.55 9- 8 2033 0.48 8- 7 2036 0.54 5X10 6x8 H ATY:1 - =Joint Locations ...... ====a..en, 1)�s0aa0- 0 5) 16- 3- 0 9) 7- 0- 0 2) 3- 9- 0 6) 20- 0- 0 lo) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 12- 8- 8 ------------ TOTAL DESIGN LOADS ---------- -- Uniform PLF From PLp To TC Vert L+D -46 -1- 1- 9 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 13- 0- 0 TC Vert L+D -46 13- 0- 0 -46 21- 1- 9 BC Vert L+D -2'0 0- 0- 0 -20 7- 0- 0 SC Vert L+D -43 7- 0- 0 -43 13 0- 0 SC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location SC Vert L+D -429 7- 0- 0 BC Vert L+D -429 13- 0- 0 ----MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 4- 0 1381 0 -559 BOT PIN 19- 8- 0 1368 0 -559 BUT H -ROLL 1381# 8.0011 - a 11-1-9 (Ri-1-7) I 43 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PE ANSUTPI 1-1995 430# Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNISSA DROVIEDOXE-32766 Design: M41ra Andtysis WAKMIIYV: 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 emction bmeing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bmcurg shown is for lateral support of truss members only to reduce buckling length.. provisions must be made to anchor lateral bracing at ends. and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See NIB -91 d Tpd. !Truss plate Institute, TPI. Is located at 583 D'Onolrfo Drive, MadLson. Wisconsin 537191. JOB PATH: C.ITEE-LOKIHOMEDIR 4-0-6 0-6-6 1368# 8.0011 Iia-- 11-9 I (R1-1-7) scale = 0.3010 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 Truss ID: H Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 I DESIGN INFORMATION This design Is for an IndividIual budding component and has been based on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect information. spedf ci tions and/or designs furnishedto the truss desigmtr by the client and the correctness or accuracy of this information as it may relate to a spe- cific project and accepts no responsibility or exerebes no control. with reRpri to falnrim- tion. handling. shipment andinstallation of trusses. This truss has been designed as an Individual building component in accordance with ANSb/TP1 1- 1995 and NDS -97 to be Incorporated as part of the building design by a SuBding Destgner (registered architect or professions( engtneed. When reviewed for approval by the budding designer. the design loadings shown must be checkedto be sure that the datashown are In agreement with the coral budding codes. ism! cknnatic records Cor wind or snow loads.. project specifications or special applied bads. Unless shown, truss has notbeen designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall. review this drawing to Verify that this drawing is in —1cnnance with the f4brlmt0e. pians and to realize a continuing responsibility for such veri- fication. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gall. Members shall be cut for tight fitting wood to wood be"- Con- nector plates shall be located on both faces of the truss with rails fully imbedded and shall be sym. about the joint unless otherwise shown. A < 5x4 plate Is 5" wide x 4" king. A 6x8 plate le 6' wile x 8" king. Slots (holed run parallel to the plate length spedf)ed. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sixes are minimum sizes based on the forces shown and may need to be Increased for certain hand - hug and/- erection stresses. Thio truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown.. For addttbrW Information on Quality Control refer to ANSI/'M 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handling installing & ElradnC. HIB -91. Trusses are to be handled with particular care during banding and bundling, delivery and. Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb p-_ Rion and for resisting lateral forces shallbe designed and Installed by others. Careful hand- ing is essential and erection bracing is always rmpAmd. Normal precautionary action for trusses teWir s such temporary bracing during Wstaltetion between trusses to avoid toppling and domkwing. The supervision of erection of I.— stall be under the controlof persons experienced in the Installation of trusses. Professional advice *hall be sought if needed. Concentration of construction loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until atter all fastening and bracing is completed. K3 AC: 10# UPLIFT D.L. TOP CHORDS[ 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WiMGES: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE., support 1 547# Support 2 496# MAX LIVE LOAD DEFLECTION: L/999 La -0.04" D=-0.04" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTIC2d: T- 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB s 1.15 5-3-15 0-6-6 CHEK3 WE: MULTIPLE LOADS -- This design is the coagosite result of miltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp -Cat. B, Ezt- 1.0 Bld Type= Encl L- 58.0 ft W= 20.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI 1- 2 -973 0.27 2- 3 -791 0.23 3- 4 -667 0.16 4- 5 -787 0.24 5- 6 -972 0.30 BC...FORCE...CSI 10- 9 826 0.40 9- 8 665 0.25 8- 7 825 0.40 Ti: I ATY:1 -===-a ---Joint Locations-=== .==aa=s: j1)=-0 -Oa 0 5) 15- 5- 0 9) 9- 0- 0 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 11- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 4- 0 711 31 -547 BOT PIN 19- 8- 0 659 0 -496 BOT H -ROIs. 9-0-0 2-0-0 L-0-0 1 2 5 6 00 4X8 4X6 -6.0000 010 3X8 0-6-6 i 5X6 i -r 1 1 1 20-0-0 10 9 g 712# 8.00" 1-1-9660# !a 8.001, R1-1 (7) 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSL/TPI 1-1995 scale = 0.3171 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Jab: WO: CHEK3 Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: I Truss ID: I CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 421-03 TC Live 16.0 psf DurFac - Lbc 1.25- 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is riot erection bracing. wind bracing, pores bracing or similar bracing which is a part of the building design and which must be consklered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown. is for lateral support of truss members only to reduce bucking length. Provisions must be BC Live 0.0 p O.C. S 24.0" Spacing: p 9� TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detemnined by the building designer. Additional bracing of the overall structure may be "ubed. (See HIB -9I of M). BC Dead 10.0 psf Design Criteria: TPI LICENSE i/0050068 Cfnss Plate Institute, 7P1, is located at 583 D'Gnofrio Drive. Madison, Wisconsin 537191, ,.a� Code Desc: 1005 VANNEWA M-CMED0.171-32766 I TOTAL 33.0 Psi _ Design: Mmrir Analysis JOB PAIN: CATEEE4,OKIHOMF_D1R HCS: 08.20.02 DESIGN INFORMATION This design is for an btdtvlduaf building component and has been based on Information provided by the client. The designer disclaims I any responslbWty for damages - a result of I faulty or incorrect informaumln spectllcaUoos and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- eft protect and accepts no responsibility or exercises no control with regard to fabrics - non. handlin& shipment and Installation of trases. This toes has been designed — an i.. tndtvidual building component in accordance with ANSl/T'Pf 1-19% and NDS -97 to be incorporated as part of the budding design by a Budding Destgner (registered architect or professional engineers. When reviewed for approval by the kdZ% designer, the design loadings shown sat be checked. to be sure that the data shown j are In agreement with the local building codes, local climatic recordsfor wind or snow loads, protect. specHkatioru or spe- applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottomi are eontlhw ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully brand laterally by a properly applied rigid ceding, they should be braced at a maxim= spacing of I(Y-T o.c. Connector pales shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS(M. A 653. Grade 40. unless otherwise shown.. FABRICATION NOTES Prior to fabrication, the fabrlmtor shall review this drawing to verify that this drawing is In conformance with the fabricator's pians and to realize a continuing responsib8wy for such verl- :: Bwtion. Any discrepancies are to be put In wrAirng. before cutttng or fabrication. Plates shall not be installed over knotholes. knots or distorted. grain. Members shall be cut for tgbt [Hung wood to wood bearing. Con- nector plates shall be located on both faces of the truss nags with fully Embedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate Is 6' wide x 8' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrdd of the webs unless otherwise shown- Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/— erection stresses. This teas Is not to be fabrested with Bre retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All tracing and erection recommendations are to be followed in accordance with "Handling Installing Q Btactng'. HIS -91. Trusses are to '.... be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding thus- len a straight and plumb pos- ition and for misting Intens forces shall be designed and installed by others. Careful hand- ling is essential and erecfbn bracing is always required. Normal precautionary action for trusses requires such temporary bracing during histT➢ation between trusses to avoid topplmg and dmninoing The sup—tsion of erection of trusses shaII be under the control of persons erperenced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design toads shall not be applied to trusses at any time. No loads other than the weight of the erectors shallbe applied to busses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10#UPUFT TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 PROVIDE UPLIFT CODMMCK PER SCHWULE: Support 1 532# Support 2 566# MAX LIVE LOAD DEFLECTION: L/999 L=-0.04■ D=-0.04" T.-0.071 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.03• MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.02, RMB . 1.15 5-9-15 0-6-6 I WO: CHEK3 WE: MULTIPLE LOADS -- This design is the coupoaite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CFeC, V. 125a1ph, H. 15.0 ft, i. 1.00, Exp.Cat. B, Kzt• 1.0 Bld Type. Encs L= 58.0 ft W. 20.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req -TC...PORCE... CSI .BC ... FORCE ... CSI 1- 2 -963 0.26 8- 7 816 0.40 2- 3 -753 0.22 7- 6 816 0.40 3- 4 -753 0.22 4- 5 -963 0.29 TI: J QTY:3 - •••Joint Locations====_....__.., $1) 0- 0 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 ---MAX. RSACTIMS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift y -Loc Type 0- 4- 0 711 60 -532 BOT PIN 19- 8- 0 711 0 -566 BOT H -ROLL 10-0-0 10-0-0 1 2 4 5 0 4X6 6.00 0-6-6 i T 1 20-0-0 8 712# 8.00" 7 6 1-1-9 ( 71214( 8.0011f (R1-1-7) I I� 20-0-0 1-1-9 �---� EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSMI 1-1995 scale = 0.3010 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Jab: WO: CHEK3 MarOnda Systems )I A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J k CONTRACTOR. Dsgnr: TLY Chk: Date: 4-21-03 40 MARON D27 WAY BRACING WARNING: TC Leve 16.0 psf DurFac - Lbr. 1.25 SA SAN FORD. FL. 327 7 t Bncmg shown an this drawing "% not erection braMng, wind bm". portal brachrg or similar bracing which Is a Par of the budding design and which must be considered by the building designer. Bracing TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length.. PtmIstom must be BC Live O.Q psf O.C. Spacing: 24.01' TOMAS PONCE P.E. made to anchor lateral tracing at ends and specified ocatdons determined by the building designer. Additional tracing of the overall structure may be required. (see H113-91 of TPB. BC Dead 1.0.0 psi Deal n Criteria: TPI LICENSE #0050068 rr— Plate institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Code Desc: 1005 vANNE55A °tt° IWO.n-327og TOTAL 33.0 psi V;09.0 2- 21 56- Design: Manu Analysis !OB PAIN: C:l7F.E-17M HCS: 08:20.02 DESIGN INFORMATION TMs design Is for an In "ital building component and has been based on information provided by the client The designer disclaims any responstbgity for damages as a result of faulty or incorrect Information, specifications and/o design furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- c2k project and accepts no responsibility, or exercises no control with regard to fabrka- tion.. handling, shipment and installation of trusses. This truss has been designed as an tadivtdual building component In accordance with ANSI/TPI 1-1995 and NDS -97 to be incorporated as part d the building design by a Building Designer treglstered architect or professional engineer)- When reviewed for approval by the building destgnes. the designloadings shown must be checked to be sure that the data shown are Inagreement with the local building codes, kcal climatic records for wind or snow loads. project specifications or specialapplied bads. Unless shown, truss has not been designed for storage or occupancy loads. The design assrmaes compresslon chords (top m bottom) are continu- ously traced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a mnaxftnum spacing of W -V a.c. Connector plates shall be manufactured from 20 gauge bot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verity that this drawing is in conformance withthe fabricator's plans andto reafte a continuing responsibility for such verl- fkatfon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted. gain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nags 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 (roles) run parallel to the plate knob specified. Double cuts onweb members shag meet at the centroid of the webs unless otherwise shown. Connector plate slits are mi nhmmn sizes based on the forces shown and may need to be increased for certain hand - Mg and/or erection strews. Thta trues is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information ou Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail b -cling and erection rernrnn,erndations are to be followed in accordance with 'Handling installing & Bracing. HIB -91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bnNng for holding trusses In a straight and plumb pos- ition and for reststing lateral forces shag be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always requued. Normalprecautlowy action for trusses requires such temporary bra" during installation between trusses to avoid toppling and dombrdng. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of tresses. Professional advice shall be sought 8 needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No bads other than the weight of the erectors shag be applied to trusses until atter all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES. 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SC30ULS: Support 1 531# Support 2 473# 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 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wndiod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type= Encl L. 58.0 ft W- 19.5 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 -947 0.26 8- 7 801 0.46 2- 3 -737 0.22 7- 6 749 0.45 3- 4 -740 0.27 4- 5 61 0.20 -=- ===Joint Locations ==-==-- _______- 1) 0 -O 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 19- 5- 8 8) 0- 0- 0 3) 10- 0- 0 6) 19- 5- 8 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 4- 0 700 26 -531 BOT PIN 19- 3-12 635 0 -473 BOT H -ROLL 10-0-0 9-5-8 1 11 2 4 F-6 00 4X6 600 6XS 5-6-6 0-9-10 J- 3X4 I R 19-5-8 8 7 700# 8.00" 1-1-9 636fY 3.50" EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANS11TPI 1-199! Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNE53A DROVIEDO.FL32766 Design: Marin Analysis 19-5-8 WAKIVIN4: 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 b—ing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of tress members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additionalbracing of the overall structure may be required. (See HIB -91 of Tptl- frruss Plate Irstnule. TPI, 6 located at 583 D'Cnofrb Drive, Madison. Wisconsin 537191. JOB PATH: CA EE-LOX(HOMFDIR scale = 0.3254 Eng. Job: WO: CHFK3 Dwg: Truss ID: J 1 Dsgnr: TLY Chit: Date: 4-21-03 TC Live 16.0 psf DurFac - Lb[: 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: TOTAL 33.0 psf V:09—.0-5-.02- 21657- 1 16 - HCS. HCS: 08.20.02 DESIGN INFORMATION This destRn is for an hrdfvldual building component andhas been based on Information provided by the client Tie designer dbciatrns any responsibility, for damages as a result of faulty or incorrect hdormation, specif(ratbns and/or designs furnbhed to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spa• cB1c protect and accepts no responsiblbly or exercises no control with regard to fabrica- tion. handling shtpmea and installation of trusses. This truss has been designed as an individual building component in accordance wUf ANSI/TPI 1-19% and NDS -97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional eng earl. When reviewed for approval by the building designer, the design loadings shown must be ducked to be sure that the data shown are In agneeme nt with the local budding codes, beat climatic records for wind or snow leads. project spectilmdans or special applied bads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottoms ate continu- ously braced by sheathing unless otherwise specified, Where bottom chords in tension are not fully braced laterally by ■ Properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.c Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting A.S`IM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review thio drawing to verity that this drawing is in conformance with the fabricator's plea and to realize a continuingresponsibLLtty for such ven- flmtlon.. Any discrepancJe are to be put in writing before cutting or fabrication. Plates shallnot be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearm& Con- nector plates shad be located on bath faces of the truss with nails fully imbedded andstrep be syrabout the joint unless otim-be shown. A 5x4 plate is S wide x 4- krill. A 6x8 plate is 6 - wide x S' long Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sires are minimum sifts based on the forces shown and ray need to be increased for certain hand. Inng 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 1-19% PRECAUTIONARY NOTES All bracing and erection recommendatforn are to be followed in accordance with Handling Imtadimg A Bracing% HIB -91. Trusses are to be handled with particular care during banding and bundling, delivery and hstadation to avoid dattage. Temporary and permanent bracing for holding trusses In a straight and ptrmub pos- ition and for resisting lateral forces shallbe designed and Installed by others. Careful hand- ling is essential and en lion bracing is ahvays required. Normal precautionary action for trusses requites such temporary bracing during meta tbtt bdwen busses to avoid toppling and domluoing. The supervision of erection of trusses shall be under the control of persons orpertenced In the installation d trusses. Professional advice shall be sought if needed. Concentration oC construction hada greater than the design loads stall not be applied to trusses atany tune. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 FORCE...CSI AC: 10# UPLIFT TOP CHORDS': 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHBOQLE: Support 1 515# Support 2 382# MAX LIVE LOAD DEFLECTION: L/999 L--0.07' D=-0.071 T--0.15■ MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.06• MAS HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03' RMB = 1.15 4-5-15 0-6-6 o I 9 1 702# 8.00" 6 00 WO: CHEK3 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. WadLod per ASCE 7-98, C&C, V= 125mpph H- 15.0 ft, I- 1.00, Exp.Cat. B, Szt- 1.0 Bld Type- Enol L- 58.0 ft W- 19.5 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 -1753 0.33 2- 3 -3578 0.30 3- 4 -1383 0.31 4- 5 -1383 0.30 -BC ... FORCE ... CSI 9- 8 1553 0.34 8- 7 1454 0.37 7- 6 113 0.13 TI: J3 QTYA - --=Joint Locations------ j1)� 0- 0 --------- - 0 4) 13- 4-12 7) 13- 6-10 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12 3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert HorizUplift Y -Loc Type 19- 8- 4 645 0 -382 TOP H -ROLL 0- 4- 0 701 168 -515 BOT PIN 4X8 2Xd 3�o 3.00 I 1-1-9 (ill -1-7) I 19-5-8 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0061 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE. #0050068 Design: Mato Aa*sis WAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARN'iNG: Bracing shown on this drawing Is not erection bracing wind bracing portal bracing or similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown Is for lateralsupport of truss members only to reduce buckling length. Prwistons must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall stricture may be required, (See NIB -91 of TP11. rftuss Plate Institute. TPI, is located. at 583 D'Onoftto Drive,. Madison. Wisconsin. 53719). JOB PATH: C.ITEE-LOKIHOMEDIR Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 Psi TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Ds€ 645# 1.50" (io-3-s) scale = 0.3209 ID: J3 4-21-03 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20.02 DESIGN INFORMATION lots design is for an htdfNdual bulldtlg compotrent and has been based on bifom aftm Provided. by the client. The designer, drsr= ln.- any responsibility, for damages as a mutt of faulty or incorrect tnfomm ttom, sped[i atom amt/or desks furnished to tire truss destgocr by the dient and the correctness or accuracy of this information as it may relate to a spe- cNk Fleet and acceptsno responsibility or exerc8es no corntrvl wWr regard to fabrMa- Oon, handling, shipment sodinstallation of trusses. This truss has been designed as an individual building component in accordance with ANST,rTPI 1-1995 and NDS -97 to be Incorpomted - part of the budding design by a Building Designer (registered architect or professional engUreer). When mvksved for approval by the butldlog designer, the design loadings shown most be checked to be sure that the data shown are In agreement with the local bui dbtg codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy bads. The destgn assumes compression chords atop or bottom) aro conunu- ously braced by sheathing unless otherwise specified. Where bottomchords in tension are not fully braced laterally by a property applied rfgtd ceiling, they should be braced at a maxim= spacing of 19-0- o- Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabnicatoes plans and to malhe a continuing responstNtty for such ven- 6catfon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed ova imothoks. knots m distorted grain. Members shall be cit for tight fitting wood to wood hearing, Con- nector plates shatbe located on both faces of the buss with nags 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) nmparallel to the plate length specYied. Double cuts on web members shat meet at the centmld of the webs unless otherwise shown. Connector plate sizes are minimum sim lased on the forces shown and may need to be Increased for attain hand- ling and/or election stresses. This truss Is not to be fabricated with lire retardant treated lumber unless otherwise shown For additional Information on guatty Control refer to ANSI/TPI 1- 1995 PRECAUTIONARY NOTES At bracing anderection recomm endatbns are to be followed in accordance with "Handling Installing & Bracing', HIB -91. Trusses are to be handled with particular care during. banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- mon arab for restating lateral forces shat be designed and Installed by others. Carefrd hand- ling Is essential and erection bracing Is always required. Normal premutbnary action for trusses mquires such temporary bracing during ttstallatbn between trusses to avoidtopplhg and dominohrg. The supervision d erection of buries stat be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought it needed. Concentration of construction loads greater than the design loads shat not be applied to muses at any time. No ]rads other than the weight of the erectors shall be applied to trusses until after at fastening and bracing is completed. K3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES a 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 64# Support 2 1076# MAX LIVE LOAD DEFLECTION: L/999 L--0.07" Da -0.07" T--0.14" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB - 1.15 7-5-15 0-6-6 I CHEK3 WE: 11: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication doctmm�tation. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wndlod per ASCE 7-98, C&C, V. 1251mph, H. 15.0 ft, I- 1.00, EW.Cat. B, Rzt. 1.0 Bld Type. Encl L- 58.0 ft W. 20.7 ft Truss is INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI 1- 2 -37 0.12 2- 3 296 0.30 3- 4 1196 0.44 4- 5 511 0.29 5- 6 235 0.15 6 00 ..BC ... FORCE ... CSI 13-12 7 0.17 12-11 4 0.09 11-10 -323 0.11 10- 9 -430 0.17 9- 8 -174 0.10 8- 7 -170 0.10 4X6 TI: K QTY:3 aer== ===----Joint Locations===a...=a..& 1) 0- 0- 0 6) 20- 8- 0 11) 8- 0- 0 2) 4- 1- 0 7) 20- 8- 0 12) 4- 1- 0 3) 8- 0- 0 8) 16-11- 0 13) 0- 0- 0 4) 13- 4- 0 9) 13- 4- 0 5) 16-11- 0 10) 11- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- --Loc Vert Horiz Uplift Y -Loc Type 0- 4- 0 185 173 -64 BOT PIN 11- 6- 4 1282 0 -1076 BOT H -ROLL 3-4-8 10.80 I � n 8-0-0 3-4-0 13 12 1 185# 8.00" 1283# 3.50 1-1-9 COSINE RTES ) 2X4 20-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 Marondd Systems TWAKMIMU: READ All NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MAR, MAR, WAY S5 FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design andwhich most be considered by the building designer. (407) 321-0064 Fax (407) 321-3913 Bracing shown Is for lateral support d truss members only to red.- bucking length_ Rovisfons must be TDMA$ PONCE P.E. made to anchor lateral bracing at ends and spedrred locations determined by the building designer. Additional bracing of the overall stmcture may be required (See H16-91 of TPI). LICENSE #0050068 frnrss Plate Institute, TPI, Is located at 583 D'Ondrfo Drive, Madison. Wisconsin 53719). 1005 VANNESSA MOVIEDO.FI.32766 TC Dead Design: Matrix Analysis JOB PAIN: C.I7EE-LOKIHOMEDJR Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf 4-2-6 0-6-6 T 3-" 1 CANT: 9-0-0 (119 R1-1-7) scale = 0.2803 Truss ID: K Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 08.20:02 DESIGN INFORMATION Tlib design Is for an individual building canponent and has been based on Infomsatlon provided by the dent- The designer disclaims any responsibdlty for damages as a result of faulty or Incorrect nforastlmr. sp-d mtlons and/or designs furnished to the trussdesigner by the client and the correctness or accuracy of this Information as It may relate to a spr odic project and accepts no responsibility or exercises no controlwith regard to fabrica- tion. handing shipment and Installation of trusses. 'fhb tress has been designed as an Individual budding compormA in accordance with ANSI/TPI 1-19%and NDS -97 to be incorporated as part of the budding design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown. must be checked to be sure that the data shown are In agreement vitt[ the local budding code. local chmatic records for wind or snow bads. project specifications or special applied loads. Unless shown. truss has not been designed far storage or occupancy Ioads. The design assumes compression chords (top or bottoml are ennUnu- ously braced by sheathing unless otherwise specified. Where bottom chords In teneson are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of IT -0 o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is to conformance with the fabricator's plans and to realise a continuing responsibdiy farsuch verb fication. Any discrepancies are to be put in writing berme cutting or fabrication. Plates shalt 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 withnabs fully imbedded and shall be syn. about the join unless otlmwls shown. A 5x4 plate Is 5" wide x V long, A 6x8to is 6" wide x 8" long. Slats (holes) names parallel to the plate length specified. Double cuts on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes base on the forces shown and may neeto be increased far certain hand- ling and/" erection stresses. This truss is not to be fabricated with rite retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES AD bracing and etectlon recommendatlow are to be followed in accordance with 'Handling installing tie Bracing'. HIB -91. Trusses are to be handfed withparticular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent tracing for holding trusses In a straight and plumb pos- nbn and far restating lateral forces shaft be designed and Installed by others. Careful hand- ling Is essential and erection bmcbng Is always requied.. Normal precautionary action for trusses requires such temporary bracing during Installation between hwses to avoid toppling and domnong. The supervision of erection of trusses shad be under the control of persons acperfenced In the installationof trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at airy time.. No loads other than the welght of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2X4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. PROVIDE UPLIFT ACTION PER SCBE: Support 1 56# Support 2 1127# MAX LIVE LOAD DEFLECTION: L/999 L=-0.08" D=-0.08" T=-0.16" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB a 1.15 6-5-15 0-6-6 __ WO: CHEK3 WE: 0. Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS - - This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I= 1.00, Exp -Cat. B, rzt= 1.0 Bld Type. Encl L= 58.0 ft We, 20.7 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI -BC ... FORCE...CSI 1- 2 74 0.17 11-10 -18 0.18 2- 3 291 0.20 10- 9 -350 0.14 3- 4 1142 0.29 9- 8 -256 0.15 4- 5 976 0.28 8- 7 -260 0.19 5- 6 355 0.28 6 00 TL KI QTY -1 = -=Joint Locations=-___ 1) ®=0==0=- ====e===_= 0 5) 15- 4- 0 9) 11- 4- 0 2) 4- 1- 0 6) 20- 8- 0 10) 8- 0- 0 3) 8- 0- 0 7) 20- 8- 0 11) 0- 0- 0 4) 11- 4- 0 8) 15- 4- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc 0- 4- 0 185 181 -56 BUT PIIN 11- 6- 4 1282 0 -1127 BOT H -ROLL 4X6 4X8 3-4-8 10.80 I � 11 i10 186,# 8.00" -11,-1-9-9 � COS�TiC'1PLA (4) 2X4 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI Maronda Systems �[ 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE /!0050068 Design: Mafriz Analysis 1282# 3.50" 20-8-0 1-1995 wAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING Bracing shown on this dmwng is not erection bracing wind bracing portal bracing or similar bracing which Is a part of the building design and whichmust be considered by the building destgner. Bracing shown is for lateral support of truss members only to. reduce buckling length. Provbtons must be made to anchor lateral bracing at ends and specified locations determine by the building designer. Additional bracing of the overall structure may be required. (See HIB -91 of M). rfruss Plate Institute, TPI. is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. JOB PATH: CATEE-LOKIHOMED/R 0-6-6 T 3_"1 T 3-z-6 CANT: 9-0-0 119 scale = 0.2922 Erg. Job: Dwg: Truss iD: K i Dspr: TLY Chk: Date: 4-21-03 TC Live 16.0 psf DurFac - Lir: 1.25 TC Dead 7.0 psf DurFae -Pit: 1.25 BC Live 0.0 Ref O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI - Code Desc: TOTAL 33.0 psf IV:09.06.02- 21660- 1 HCS: 08.20.02 DESIGN INFORMATION Ills design Is for an UxIEvalual buWWg 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 aecutacy of tats bdormation as R may relate to a spe- ci is project and accepts no responsibility or exercises no control wNr regard to fabrics tion, handling, shipment and Installation of trusses. This truss has been designed as an individual budding component in accordance wtth ANSI/TPI 1-1995 and NOS -97 io be incorporated as part of the building design by a Budding Designer (registered anchmect or professional engineerd- When reviewed for approval by the bufidtng designer, the design loadings shown must be checked to be sure that the data shown ate in agreement with the local bW}ding codes, local chaotic records for wind or stnow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords Rol, or bottam) are conllnu- ously braced by sheathing unless otherwise specified. Where bottom chorda In tension are not fully braced laterally by a property applied rigid ceithng, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates snail be manufactured from 20 gauge hot dipped galvanized "teed 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 fabrtntoes pians and to realize a continuing responsibility for such ven- ftcation. Any discrepancies are to be fent In writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted Val n. Members shag be cut for tight fttting wood to wood bearing Con- nector pates shall be located on bothfaces of the tress with nalls fumy imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6' wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members stall meet at the centroid of the webs unless otherwise shown. Connector plate sizes aro minimum sixes cased onthe forces shown and may need to be increased for certain hand- ing ami/or erection stresses. This truss is not to be fabrf®ted with fire retardant treated lumber unless otherwise shown. For addit mesad information on guatmy Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES Ag bracing and erection recomumendatbna are to be followed in accordance with "Handling installing A Bracing', HIB -91. Tresses are to be handled with particular care during banding and bund1m& delivery and msta8atbn to avoid damage- Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for reshM g lateral forces shall be designed and Installed by others. Careful hand- ing is essential and erection bracing is always tequtred. Normal precautionary action for trusses requires such temporary bracing during 6lstallatlon betweenmisses to avoidtoppling and domfnomg. The supervision of erection of trusses shall be under the control of persons experienced in the installation of tresses. Professional advice shag be sought f reeled. Concentration of constructionloads greater than the design bads shall not be applied to trussesat any U ere. No loads other than the weight of the erectors shall be applied to trusses until after allfastening and bracing is completed. K3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 2x8 SP #2 1 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Rxp.Cat. B, Kzt= 1.0 Bld Type- Encl L= 58.0 ft W= 20.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Imapact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.02" D--0.02" T--0.041 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.00 5-5-15 0-6-6 CHEK3 WE: U.- Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. MULTIPLE LOADS -- This design is the couposite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCH®ULE: Support 1 640# Support 2 856# Support 3 356# TC ... FORCE ... CSI -9C ... FORCE ... CSI 1- 2 -806 0.23 13-12 683 0.15 2- 3 -609 0.22 12-11 476 0.21 3- 4 -51 0.44 11-10 -29 0.16 4- 5 -51 0.44 10- 9 -2205 0.27 5- 6 -795 0.22 9- 8 703 0.33 8- 7 693 0.29 QTY: = ==�7oint Locations=====_=====m==>z 1)=L -- 0 0- 0 6) 20- 8- 0 11) 11- 7- 4 2) 5- 0-12 7) 20- 8- 0 12) 9- 2- 4 3) 9- 4- 0 8) 17- 2- 4 13) 0- 0- 0 4) 13- 0- 0 9) 12-10- 4 5) 17- 4- 0 10) 13- 0- 0 ------------ TOTAL DESIGN LOADS------------ IIliform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 13- 0- 0 TC Vert L+D -118 13- 0- 0 -118 17- 4- 0 TC Vert L+D -46 17- 4- 0 -46 21- 9- 9 BC Vert L+D -20 0- 0- 0 -20 13- 0- 0 BC Vert L+D -59 13- 0- 0 -59 17- 4- 0 BC Vert L+D -20 17- 4- 0 -20 20- 8- 0 Concentrated LBS Location TC Vert L+D -120 17- 4- 0 BC Vert L+D -1449 il- 7- 4 BC Vert L+D -79 17- 4- 0 ----MAX. REACTIONS PER BEARING LOCATim----- X-Loc Vert Horiz Uplift Y -Lac Type 0- 4- 0 615 82 -640 BOT PIN 12-10- 0 2435 0 -856 BOT H -ROLL 20- 6- 4 1 546 0 -356 BOT H -ROLL 120# 34-0 1 2 4 6 6 00 5X6 2X4 -6 4X8 616# 8.00" 11-1-9-9 ` (Rl-1-n I le 20-8-0 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 1!0050068 1005 VANNESSA DROVIEDO.Ft-32766 Design: Matra Analysis rni 2435# 4.00" 546#"3.50" 119 09442-10-0 79# Over 3 Supports scale = 0-2922 IIYAMIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgur: TLY Chk: Truss ID: K2 Date: 4-21-03 TC Live 16.0 psf DurFae - Lbe 1.25 Bracing shown on this ng is drawing not erection bracing. wind bracing, portal bracing or sbruiar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 p sf . . OCSpacing: 24.0" A 9: made to anchor lateral bracing at ends and specified locations determined by the building designer. Addttknal bracing d the avemll structure maybe requhed. (See HhB-9l of TPO. BC Dead 10.0 psf ..Design Criteria: TPi Rimes Plate Institute, TPd, is located at 583 D'Onofrb Drive, Madison, Wisconsin 53719). Code Desc: TOTAL 33-0 Psf 1 V:09.05.02- 21662- 1 JOB PATH: C:ITEE-LOKIHOMEDIR HCS: 0&20:02 DESIGN INFORMATION This design Is for an individual budding component and has been based on Information provided by the client The designer discla7nw arty resp"nsibUily for damages u 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 htfonnation as It may relate to a spe- ci[ic project and accepts no responsibility or erc<rctss ro control with rrgatd. to tabrlca.- tton. handling. shipment and Installation of trusses. this taus has been designed — an Individual budding component in accordance with ANSI/TPI 1-1995 and NDS -97 to be incorporated as part of the buf1ding designs by a Budding Designer Registered archned - professional engineerj. Whert reviewed for approval by the building designerthe design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. brat ciinuatk records for wind or srnoro loads. project specltfCatfors or special applied bads. Unless shown. —has not been designed for storage or occupancy loads. The design assumes compression chords (top m bottom) are continu- ously braced by sheathing unless otherwise specified. Whar bottom chords in tension arc not fully braced Iat-.W by a property applied right ceding. they should be braced at a maximum spacing of la -0^ o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASPM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is in conformance with the fabricators plans and to native a continuing responsibility for such vert- . ficattoa Arry discrepancies are to be put In writing before cutting or fabrication. Plates shalt not be installed over knotholes. knots or distorted grant Members stall be cut. for tight !rating wood to wood bearing, Con- nector plates shall be located on troth is of the tress with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4" king. A 6x8 plate Is 6' wide x W long. Stats (hofesf run parallel to the plate length specified. Double cuts on web members; shall meet at the eentrokl of the webs Unless otherwise shown. Connector plate sues are, minimum sties based on the forces shown and may need to be increased for certain hand - ...flog and/or erection stresses. This truss Is not to be fabricated withfire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 149% PRECAUTIONARY NOTES Aft bracing and erection recmmamdatbra are to be followed in accordance with-1hm&dogg lnstaWng & Bracing'. fB8-91. Trusses are to be handled with particular care during banding acrd bundling, delivery and installation to avoid damage. Temporary and permanent bracing for hokiintg trusses in a straight and pl arab pws- abn and for misting latera( forces shall be designed and installed by others. Careful hand - Ung is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation bebsem tntsses to avoid toppling and dommomg. The supervision of erection of trusses shall be under the control of persons experienced in the Installation or tresses. Professional advice shall be sought If needed Concentration of construction loads greater than the design loads shall not be applied to tressesat any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 SLIDERS: 2x4 SP #2 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 493# Support 2 408# MAX LIVE LOAD DEFLECTION: L/999 L--0.03" D--0.03" T--0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.05" MAX HDRIZONTAL LIVE LOAD DEFLECTION: T• 0.03" RMB . 1.15 4-5-15 0-6-6 i -f- WE: MULTIPLE LOADS -- This design is the composite result of alultiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. WndLod Per ASCE 7-98, C&C, Va 125mph, Fla 15.0 ft, Iw 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type= Encl L. 58.0 ft W. 13.0 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCE... CSI .BC ... FORCE ... CSI 1- 2 926 0.30 7- 0 -747 0.16 2- 3 -766 0.32 0- 6 -962 0.21 3- 4 0 0.29 6- 5 -587 0.27 6 00 TI: K3 HTY:1 ----------- a =•-J=.s= Joint Locations....... =-.. al)Oa 0 0 4) 13- 0- 0 7) 0- 0- 0 2) 3- 8- 0 5) 13- 0- 0 3) 7- 4- 0 6) 6- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 4- 0 487 206 -493 BOT PIN 32-10- 0 422 0 -408 BOT H -ROLL PROVIDE HORIZONTAL OONNECTION PER SCHEDULE s Support 1 206# 4X8 2xe JA4 I 1 00 1 -3.00 as -0 _ 1 6-0-0 6-0-0 7 1 487# 8.00" 5 1-1-9 1 423[9 4.00" (R1-1-7) 13-0-0 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 -- WAMIN : READ ALL NOTES ON THIS SHEET. Mtaronda SysteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dsgnr: TLY CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bmcing shown on this drawing Is nut ereWan bracing, wind bracing, ported o bracing similar bracing which Is a part of the budding design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. Amade to anchor lateral bracing at ends and specified locations determined by the budding designer. dditional bra" of the overall structure may be required. (See HIB -91 of TPI). LICENSE !!0050068 flYvss Plate institute. TPI. Is bested at 583 D'Ono(nlo Dive, Aladbon. Wlscvnsin 53719). 1005 VANNMSSA D20VIE.DO.FL32766 10.0 Design. Matrix Awlyds JOB PATH: C.ITEEWKWOMEDIR Eng. JOb: -- Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf scale = 0.4674 Truss ID: K3 Date: 4-21-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: HCS: 06.20.02 DESIGN INFORMATION This design Is for an Individual budding component andhas been based on Information provided by the client. The designer disclaims any responsibility for damages as a result or faulty or Incorrect information. specifications and/or desigrss furnished to the truss designer by the client and the correctness or accuracy of this Information m a may miste to s spe- cote project and accepts no responstla ty or exercises no nwnfrol Milt regard [o Cabrica- non.. handling. shipment. and Installation of trusses. This truss has been designed m an individual building component In accordance Mit ANSI/TPI 1-1995 and NDS -97 to be incorporated as part of the building design by a Budding Designer tregistered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be chocked to be sure that the data shown are Inageement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads- The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum sparing of la -0" o.c. Connector plate" shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabricator shalt review this drawing to verify that this drawing Is In. conformance with the fabricator's plans and to mahze a continuing responsibility for such vert- Ilcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes. (mots or distorted gain. Members shall be cut for tight filling wood to wood hearing. Con- nector plates scrag be located on both faces of the truss with nails fully Imbedded and shall be sym_ about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the weld unless otherwise shown. Connector plate sizes arc minimum size based on the forces sbown and may need to be Increased for certain hand- ling and/or erection stresses. This trs not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPC 1-1995 PRECAUTIONARY NOTES Au bracing and erection recommendauf are to be followed in accordance with 'Handling Instalthrg & Bracing'. HIB -91. Trusses ane to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itbn and for resisting lateral forces shall be designed and installed by others. Careful hand- ing Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced rn the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses unto after ail fastening and bracing is completed. 9131 K3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 GABLE STUD: 2x4 SP #3 All t»PRESSION Chords are assumed to be continuously braced unless noted otherwise MAX LIVE LOAD DEPLECPION: L/999 L=-0.03" D=-0.03" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ta 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.05" RMB . 1.15 WO: CHEK3 WE: 2X4 TRANSVERSE BRACING nailed flat to edge of web with 12d nails at 8" o.c. TRANSVERSE BRACING to extend for center 80% of length. MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-98, C&C, V- 125mph, He, 15.0 ft, I= 1.00, Exp -Cat. B, Xzt 1.0 Bld Type= Enc) L- 58.0 ft We: 13.3 ft Truss in END zone, TCDL= 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 923 0.58 6- 5 789 0.16 2- 3 964 0.59 5- 4 789 0.16 TI: K5 QTY:1 iE==,siciint Locations= .............. 1) =0- 0 3) 13- 4- 0 5) 6- 8- 0 2) 6- 8- 0 4) 13- 4- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- --Loc Vert Horiz Uplift Y -Loc Type 0- 4- 0 491 36 -550 BOT PIN 13- 0- 0 492 0 -589 BOT H -ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 550# Support 2 589# 6-8-0 6-8-0 1 3 F-6.00 4X6 -6.00 6, 3-10-0 sl r 3-10-0 —>( 3.00 JI 3.00 0-6-6 4 0-0 3-10-6 1 1 i 6-0-0 6-0-0 6 492/% 8.00" 4 492# 8.00" 1-1-9 134-0 1-1-9 GABLE (16) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIrrPI 1-1995 Studs ® 2-0-0 o.c. scale = 0.4296 VTJ%Kt 1NU: READ ALL NOTES ON THIS SHEET. Eng. Job: MarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K5 CONTRACTOR. Dsgnr: TLY Chit: Date: 4-22-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bra cing TC Dead 7.0 psf DurFae -Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at. ends and specified locations determined by the building des er. Additional bracing of the overall structure may be requied. (See HIB -91 a TPd. �' BC Dead 10.0 psf D Design Criteria: TPI LICENSE #0050068 FrLsa Plate institute. TPI., s located at 583 D'Onoib Drive, Madison, Wisconsin 53719). ,.lg Co Ct,\.1@ D@SC: FLA es 1005 VANNE88A 10 oVIEDO.F -327aa TOTAL 33.0 psf Q5 F % Design: Maris Anapsis JOB PATH: CATEE-LOK1110MEDIR HCS: 0,05,2 DESIGN INFORMATION This design is for an Individual building component and has been based on Idonnatlon provided by the alcor. The destis-r dtscklais any responsibility for damage as a result of faulty or Incorrect Informatim specifications and/or designs furnished to the thus designer by the client and the correctness or actuary of this Infommatlon as It may, relate to a spe- cific project and accepts no responsibility or exereses no control wnh regard to fabrica- tion, handling. shipment and Installation of trusses. Thistruss has been designed as an ntdivWuaf building component In accordance with ANSI/TPI 1-1995 and NDS -97 to be Incorporated as part of the building design by a Bulking Designer (registered architect or professional engireer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown ane In agreement with the local building codes. local climatic records for who or arrow loads. project specifications or special applied loads. finless shown, truss has not been designed for storage or occupancy loads. The design assume compression chords (top car 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 rxWng, they should be braced at a max(oaum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanised steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator spall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vert - f Catton. Any discrepancies are to be put in wrtttng before cutting or fabrlratkm. Plates shall not be Installed over knotholes. knots or distorted gain. Members shall be cut for tight fitting wood to wood bear". Can - nectar plates shall be located on bothfaces of the truss 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) non parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes arc int -tat— sizes based on the forces shown and :may trete to Le 1— —' for Zemin hand - ting and/or erection stresses This Loss is not to be fabricated with flre retardant treated n lumber unless otherwise show.. For additional information on guahty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection reconumadatfons are to be followed In accordance with "Handling Installing & Bracing. HIS -91. Tosses ace W be handled with particular can during banding and bundling, delivery and installation to amid damage. Temporary and perrmnent bracing for holding trusses In a straight and phumb pos- Mat and for resisting Lateral forces shall be deigned and Installed by others. Careful hand- ling is essential and erection bating Is always required. Norms) precautionary action for tosses require such temporary bracing during bnstallallin between trusses to amid toppling and domW Grin& The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professloral adwke shall be sought :f needed. C. of construction loads greater than the design loads shall at be applied Lo trusses at any time No loads other than the weight of theerectors shall be appbed to trusses until after all fastening and bracing is completed JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: iltlL ATY:2 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 f ® Continuous lateral bracing attached to = _====:r===Joint Locations=====_ ... _____w =1)s WEBS: either edge of web(s) shown, Bracing MAST be 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 2x4 SP #3 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 2x4 SP #2 2 SLIDERS: 2x4 SP #2 segments OR 2x4 T -brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" BC Live BEAR. BLK: 2x8 SP #2 o.c Brace mast extend at least 90% of web length ------------ TOTAL Uniform PLF DESIGN LOADS From - PLF-----To--- Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 All COMPRESSION Chords are assumed to be continuously braced unless noted MULTIPLE LOADS -- This design is the TC Vert L+D -9 -1- 2-15 -9 13- 2-10 otherwise. ecagosite result of multiple loads. BC Vert L+D -10 0- 0- 0 -10 12- 6-10 WndLod per ASCE 7-98, C&C, V. 125mph, Shim or wedge if necessary to achieve full bearing. Concentrated LBS Location H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 PROVIDE UPLIFT CON10CTICK PER SCHEDULE: TC Vert L+D TC Vert L+D -35 2- -87 5- 0- 5 7-10 Bld Type= Eacl L= 58.0 ft W= 12.6 ft Truss in END zone, TCDL= 4-2 psf, BCDL- 6.0 psf Support 1 609# Support 2 591# TC Vert L+D -127 9- 2-14 Fact Resistant Covering and/or Glazing Aeq PROVIDE HORIZONTAL CONNECTION PER SCHEDULS : TC Vert L+D BC Vert L+D -202 12- 2- 0- 1 MAX LIVE LOAD DEFLECTION: L/608 at JOINT # 5 Support 1 262# BC Vert L+D -21 -53 5- 0- 5 7-10 L=-0.24" D= 0.08" T-0.16" 0.16 -.TC...FORCE...CSI--BC...FORCE... CSI BC Vert L+D BC Vert L+D -64 9- -40 12- 2-14 0- 1 MAX HORIZCNTAL TOTAL LOAD DEFLECTION: T= 0.05" 1- 2 1624 0.90 6- 5 -1780 0.31 ----MAX. REACTIONS PER BEARING LOCATION ----- MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.07" 2- 3 1694 1.00 4 -203 0.30 35# 87# X- Vert 11 &JQ 546 Horiz Uplift Y -Loc Type 0 366 2621 �jfJ TOP PIN RMB = 1.00 13-1-14 1 2 3 4-5-10 0-6-1 - 1 3.33 0-6-6 I T 1-7-12 2-6-5 1.6E I 1 11-9-1 6 5 367# 9.56" 4 1-10-9 6 547# 2.50" 4.12-6-10 L 0-8 (► (R1-10-7) 21#54N 64#q f'—(R0-8-5) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/iPI 1-1 5 scale = 0.4437 Lmaronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DFL(MEDO.FL-32766 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 enxtlon bracing. wind bating, portal bracing or sirnlar bracing which Is a. part of the bug" design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made: to anchor lateral bating at ends and sp-Ified locations determined by the building designer. Additional bactng of the overall structure maybe required. (See 1tiB-9I of TPI). O'rtm Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison. Wfsconstn 537191. Eng. Job: Dwg: Dsgur: 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 usf Truss ID: L Date: 4-22-03 DufFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION This designis for an individual budding component and has been based an Information provided by the client The designer disdains 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 the bdorttation as it may fruit to a spe- ck project and accepts no responsibility - exercises no control with regard to fabrica- tion. handing. shipment and installation of trusses. This tress has been designed as an individual building component in accordance with ANSI/1P1 1-1995 and NDS -97 to be incorporated as part of the budding design by a Budding Desigxr (registered architect or professional engimeerl. When reviewed for approval by the building designer, the design badmgs shown must be checked to be sure that the data shown ate in agreement with the local building codas, local climatic records for windor snow loads. project specifications or special applied bads. Unless shown. truss has not been designed for storage oe occupancy loads. The design assumes compresslon chords (top or bottorol are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced Mteralty, by a properly applied rigid kering, they should be braced at a maximum spacing of 10'-0' o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is in conformance with the (abricator's plans and to (intra a continuing responsibility for such veri- fication. Any discrepancies are to be putin writing before cutting or fabrication. Plates shall not. be Installed over knotholes. (mots - distorted grain. Members stall be cut for tight fitting wood to wood hearing. Con- neciar plata shalt be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown- A 5x4 plate Is 5- wide x 4- long A 6x8 plate is 6' wide x it long Slots (hoics) run parallel. to the plate Length speckled. Double cuts on. web members stall meet at the centroid of the webs unless othetwse shown. Connector plate sizes are mintrm= sizes based on the forces shown. and may needto 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 addkiorW tnfomation on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ail tracing and erection recommendations are to be followed In accordance with -Handling Installing A Bracing', HIB -91. Theses are to be handledwith particular care during banding and bundling, delivery and installation to avoid damage.. Temporary and permanent tracing for holding trusses in a straight and plumb Poe - Rion and for restating lateral forces shag be designed and Wtalled by others. Careful laud- ing 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 dwrtnomg. The supervision of erection of tresses shaft be under the controt of persons r perfenced In the installationof trusses. Professional advice shag be sought if needed. Concentration of conshuction 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 fastenl ng and bracing s completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2 -PLY TRUSS! fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT COZ44EMICK PER SCHEDULE: Support 1 397# Support 2 397# MAX LIVE LOAD DEFLECTION: L/999 L--0.10" D=-0.10" T.-0.20" MAX HORIZONTAL TOTAL LOAD DSPLECTIONs T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.03" WE: MULTIPLE LOADS -- This design is the ccuposite result of multiple loads. All C014PRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2 -PLY truss designed to carry lir 4" span framed to BC one face 0' 9" span framed to TC opposite face Wndbod per ASCE 7-98, C&C, V- 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, 1Czt. 1.0 Bld Type= Encl L- 58.0 ft W- 8.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -30 0.02 6- 5 0 0.54 2- 3 0 0.02 5- 4 0 0.48 RMB - 1.00 2-PLYS REQUIRED 3-0-0 Ti: LI == - __=- ===Joint Locations==........====e 1) sO-Oa 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Fran PLF To TC Vert L+D -12 0- 0- 0 -3-2 8-10- 8 BC Vert L+D -182 0- 0- 0 -182 8-10- 8 ----MMX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1-12 866 0 -397 BOT PIN 8- 8-12 866 0 -397 BOT H -ROLL This truss has not been designed for ROOF PONDING. Building designer Bust provide adequate drainage to prevent ponding. (0.25 res. €t. min. slope to drain). Truss must be marked to prevent UPSIDE DOWN erection. 8-10-8 1 2 3 8X10 AVQ eau 5X6 ,F6 866# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Dwg: WARNING: READ ALL NOTES ON THIS SHEET. Maronda SyStBftiS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dsgur: TLY CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawings not erection bracing wind bracing portal bracing or similar bracing which Is a part of the budding design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown Is Cor lateral support of truss members only to reduce buckling length. Provision must be TOMAS PONCE P.E. made to anchor lateral bracing. at ends and specified locations determined by the budding designer. Additional bracing of the overall structure nay be required. (See HIS -91 of TPP. LICENSE #0050068 (Truss Plate institute, TPI, is located at 583 D'Onofrto Dine, Madison. Wisconsin 53719). 3005 VANNESSA MOVIEDO.FL32766 o.o Design: Matrix Analysis JOB PATH: C.ITEE-LOXIHOMEDIB 1 4 866# 3.50" scale = 0.7000 Eng. Job: WO:_ CHEK3 Dwg: Truss ID: Li Dsgur: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: i -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 Cade Desc: FLA TOTAL 33.0 mf v -no nr no_ 7777 A l HCS.- 08.20,02 DESIGN INFORMATION Tfits design is far an individual building canponerd and has been based on fnformation provided by the client. The designer disclafras any respmrsibafty for damages as a result of faulty or Irnconect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy Of this warmatlon asit may relate to a spe- cific project and accepts no mponsfbli(ty or exercises no curtml with regard to fabrica- tion. handling, shipment and inst"allonof trusses. This truss has been designed as an individual building component in accordance with ANSI/TPI 1-4995 and NOS -97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engbuerl. 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. oral ciknatfc rermds for acrid or srww bads. project specifications or specialapplied loads, Unless draw". truss has not been destgred for storage or occupancy loads. The design assumes compression chards (top or bosom) ate continu- ously braced by sheathing unless otherwise specl(W. Where bottom chords in terWon are not fully braced laterally by a properly applied rigid ceding they should be braced at a maxim= spa" of IQ4- o.c. Connector plates shall be manufactured from 20 gauge hot. dlpPed gahaniud steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shaft review this drawing to verify that this drawing is in conformance withthe fabricators plans and to realize a continuing responsibility for such vert- fkatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to woad bearing. Con- nector plates shalt be located on bothfaces 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. Sleds (holes)run parallet to the plate length specified. Double cams on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sous are minimum sues based onthe form shown and may need to be Increased for certain hand- ling and/or erecum stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Cont" refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with "HandWmg installing & Bradng'. NCB -91. Trusses are to be handled with particular mare during banding and bundling, ddwery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- ltlon and for resisting lateral form shag be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary bracing during hatallatbn between trusses to avoid toppling and dondn l g. The supervision of erecuaa of trussesshall be under the contrl of persons experienced in the installation of trusses. Profes ilonah advice shall be sought If needed. Concentration of construction bads greater than the design bads shall not be applied to messes atany there. No loads other than the weight of tho erectors stall be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 SLIDERS: 2x4 SP #2 BEAR. BLit: 2x8 SP #2 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Enci L= 58.0 ft Wa 12.6 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/577 at JOINT # 5 L=-0.25* D= 0.00* T. -0.25 - MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.06" II MAX HORIZONTAL LIVE LOAD DEPLECPI+31# T- 0.06" iii RNB . 1.00 4-5-10 0-6-1 1 ['1 e WE: Continuous lateral bracing attached to either edge of web(s) shown. Bracing MUST be Positioned to provide equal unbraced segments OR 2x4 T -brace nailed flat to edge of web with w/3* 0 -- L2 QTY:2 __-- ===Joint IAcationsw=====a===as==d 1)=a0a 0- 0 3) 12- 6-10 5) 6- 3- 5 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 x . nails spaced 8- o.c Brace 1181st extend at least 90% of web length ------------ Uniform TOTAL DESIGN LOADS --___-- 2x6 Brace required on any web over 141-0-. TC Vert L+D PLF From PLF To -46 -1-10- 9 -46 13- 2-10 MULTIPLE LOADS -- This design is the composite result of multiple loads. BC Vert L+D -10 0- 0- 0 -10 12- 6-10 Shim or wedge if necessary to achieve full Concentrated TC Vert L+D LBS Location a lift Y -Loc 0591 -31 1- 4- 4 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -48 3- 9- 1 -70 6- 1-15 Support 1 609# Support 2 591# TC Vert L+D _gig 8_ 6-10 PROVIDE HORIZONTAL OOi�IIZSCTICkr PER SCl�III,E TC Vert L+D BC Vert L+D -127 10-i1-10 Support 1 263# BC Vert L+D -6 1- 4- 4 .TC ... FORCE...CSI ..BC ... FORCE ... CSI 1- 2 -2252 0.81 6- 5 2129 0.52 2- 3 J06 0.92 5- 167 0.47 48# 170# r 3.33 BC Vert L+D -19 -44 3- 9- 1 6- 1-15 BC Vert L+D -60 8- 6-12 BC Vert L+D -76 10-11-10 MAX* PER SHARING LOCATION ----- 9-3Loc Ve a lift Y -Loc 0591 - 0-10 71 BC Dead TOP H -ROLL 0- 4-13 678 263 -609 BpT PIN 1.68 I a1 -o T 1-77-7 1 I L _ill 6 67817 9.56" 5 4 1-10-91 719A� 2.50" (R1-10--10- 7)12}6-10 L 0-8-0 EXCEPT AS SHOWN PLATES ARE 0 GA TESTED JER ANSI/TPI 1-1995 t 44# 60 7 # scale = 0.4437 WARNING: READ All NOTES ON THIS SHEET. Eng. Job: Ms1COtldd SySteI11SA COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L2 CONTRACTOR. Ds�: TLY Chet: Date: 4-22-03 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psi SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal brads g or sting r bracing wblch as a part of the building design and which must be amsdered by the building deslgxr. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 shown ns for lateral support of truss members only to reduce buckling length. PrwtMons must be BC Live 0.0 psf TOMAS PONCE P.E. made fo anchor lateral b-dng at ends and. specified locations determined by the building desiger. Additional bracing of the overall structure may be required. !see HIB -91 of TPiI. BC Dead 10.0 psf LICENSE #0050068 1005 VANNE nR. rhVlCnn r as Baa Cause Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Design: Matrix Analysis JOB PA7TI: C17EE-LOKIHOUEDIR TOTAL 33.0 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA NCS- 08.20.02 DESIGN INFORMATION This design is for an tndWual building component and has been based on information provided by the client. The designer disetahns any responsibility for damage as s reui of faulty or Incorrect Information. specifications and/a designs furnishedto the truss designer by the client and the correctness or accuracy. of this information as n may miate to a spe- cdk "ea and accepts no responsibility or exercise no corn[rol with regard to fabrMs- tion. handling. shipment and Installation of tosses. This truss has been designed as an individual building component In accordance wttl ANSI/TPI. 1-19% and NDS -97 to be incorporated as part of the building design by a Budding Designer (registeredarchitect or professional engfneal. When reviewed for approval by the building designer. the design loadmgs shown must be checkedto be sure that the data shown are in ag ement with, the kcal building codes, local climatic records for wird or snow loads. prolat specifications a special applied loads. Unless shown, truss has not beendesigned for storage or occupancy (cads. The design assumes compression chords (top or bottam) 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 bracedat a maximum spacing of 10'-0- o.c. Connector plates shallbe manufactured from 20 gauge hat dipped galvantted 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 in confomnanee with the fabri ester s plans and to realize a continuing responeribil ty for such vert - fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed over knothole, knots or distorted grain. Members shaft be cut for tight fitting wood to wood bearing. Con - nectar plate shall be locatedon both face of the truss with nal s fully imbedded and shall be sym. about the lotnt unless otherwise shown. A 5x4 plate Is 5' wide x V long. A 6xS plate s 6" wide x it long. Slots (hole! run parallel to the plate length specified. Double cuts an web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum "tris based an the forces shown and may need to be Increased for certain hand- ling and/a erection stresses. This truss is not to be fabricatedwith fire retardant treated lumber unless otherwise shown. For additional infatuation on Quality Control refer to ANSIrM [AM PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Handling Installing h. 8mcffW. HIB -91. Trusses are to be handled with particular care during banding and bundling, dell—y and Instnlin8w to avoid damage. Temporary and permanent bracing for holding. trusses in a straight and plumb pos- ttlon and for resisting lateral force shaft be deigned and installed by others. Careful bard - ling is essentialand erection bracing is always required- Normal precautionary action for trnsse8 requires such temporary bracing during installation betweentrusses to avoid toppling and daNnotng. The supervision d erection of tosses shalt be under the control d persons expederwed in the installation of trusses. Professional advice shaft be sought if needed. Concentration of construction bads greater than the design loads shad not be applied to trusses at any time. No keds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 104# UPUFT D.L. TOP CARDS: 2x12 SP #2 BOT CHORDS: 2x8 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2 2 -PLY TRUSS( fasten w/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CDHIJECTION PER SCHEDULE; Support 1 594# Support 2 594# MAX LIVE LOAD DEFLECTION: L/634 at JOINT # 3 L:-0.16" D=-0.17" T=-0.32" MAX SCIRIZONTAL TOTAL LOAD DEFLECTION: T. 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.04" CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All GRESSION Chards are assumed to be continuously braced unless noted otherwise. This 2 -PLY truss designed to carry 191 4" span framed to BC one face 01 0" span framed to TC opposite face WndLod per ASCE 7-98, C&C, V= 125nph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type= Encl L. 58.0 ft W. 8.9 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 -26 0.01 6- 5 0 0.88 2- 3 0 0.01 5- 4 0 0.75 RNB - 1.00 2-PLYS REQUIRED 3-0-0 TI: L3 QTY:2 =__=__=__==re==Joint Locations ... ==.....=w... 1) 0- 0- 0 3) 8-10- 8 5) 6- 4-12 2) 6- 4-12 4) 8-10- 8 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To BC Vert L+D -314 0- 0- 0 -314 8-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 1-12 1394 0 -594 BOT PIN 8- 8-12 1394 0 -594 BOT ' H -ROLL This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ t. min. slope to drain). Truss must be marked to Prevent UPSIDE DOiN erection. 8-10-5 1 2 3 sxu 5X6 1394# 3.50" 14 8-10-5 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Lt4aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OViEDO.FL32766 n..r--, ria...:., ,.--x. UIIAKNINV: 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. portalbracing or similar bracing whichis a part of the building design and which mustbe considered by the building designer. Bracing shown is far lateral support of truss members only to reduce buckling length. Prwsions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB -91 of TPi). rr u4s Plate institute, TPI, s located at 583 D'Onofrlo Drive, Madison, Wisconsin 53719). F_4 I 4 1394# 3.50" HCS: 08.20.02 scale = 0.7000 Eng. Job: HEI Dwg: Truss ID: L3 Dsgur: TLY Chk: Date: 4-22-03 TC Live 16.0 Psf DUfFac - Lbc 1.25 TC Dead 7.0 psf DurFae -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Psf V:09.05.02- 21716- ; HCS: 08.20.02 DESIGN INFORMATION This design is for an individual building component and has been based on information Provided by the client The designer disclaims any nesponsAdity For damages as a mutt of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this informationas R may relate to a spe- cific project and accepts no respo-Ability, or exercises no control with regard to fabrica- tion. handling, shipment and Installation of trusses. This tiros has been designed as an Individual building component In accordance with ANS1/TPI 1-1995 and NDS -97 to be Inc"po:-ated as part of the building design by a Building Designer (registered architect or profeaskaw engineers. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes, local climatic records for wind or snow loads. proled specglcatloro or special applied loads. Unlessshown. [rasa has not been designedfor storage or occupariry loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specNied. Where bottom chards in tension are notfully braced laterally by a properly applied rigid ceding, they should be braced at a mwdrmmn spacing of 10'-0" O.C. Connector plates shaft be manufactured from 20 gauge hot dipped galvantred steel meWng ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabrlcstor shallreview this drawing to verify that. this drawing is in cmdomamce.tth the fabricators pians and to realize a continuing responsibility for such verl- flcation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight ratting wood to wood bearing Con- nector plates shall be located on both faces of the truss with nags fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate Is T wide x V long. A 6x8 plate Is 6' wide x 8' king Skits (hofs) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sifts arc minimum stars based on the f— shown and may need to be Increased for certain hand - Ung and/or erection. stresses. This truss is not to be fabricated with fire reWdant treated (umber unless otherwise shown. For addttt.W Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ail bracing aid erection recmmmnendatkins are to be followed in axrndamce with 'Handling Installing Q Bractne. 1-11591. Trusses are to be handled with particular rare during banding WW bundling. delivery and installation to avow damage. Temporary and permanent bracirng for holding trusses In a straight and plumb pca- Mon and for resisting lateral forces shag be designed and Installed by others. Careful hand - Ong is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during insta0atlon between trusses to avoid topphng and domhwing. The supervision of erection of ttusso shall be under the control of persons experienced In the installation of trusses. Professional advice 8 shall be sought needed. Concentration of construction loads greater than the design loads shalt not be applied to anuses at any time. No bads other than the weight of the erectors shall be applied to busses until after all fastening andbracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2X4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BLK: 2x4 SP #3 WndLod per ASCE 7-98, C&C, V. 125mph, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type- Encl L- 58.0 ft W. 10.7 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION.- L/999 EFLECTION:L/999 L.-0.08" D= 0.02" T=-0.07" MAX BORIZONTAL TOTAL LOAD DEFLECTION: T. 0.02" MAX BORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RMB = 1.15 WO: CHEK3 WE: TI: MQTY.12 Analysis based on Simplified Analog Model. =e:_=f=::___====,Toint Locations=...===.s=II:a,e:=ase MULTIPLE LOADS -- This design is the 1)0- 0- 0 3) 10- 8- 8 5) 5- 4- 4 composite result of multiple loads. 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 All COMPRESSION Chords are assumed to be ----MAX. REACTIONS PER BEARING LOCATION ----- continuously braced unless noted otherwise. X -Loc Vert Horiz Uplift Y -Loc Type Shim or wedge if necessary to achieve full 10-10-12 357 0 -518 TOP H -ROLL bearing. 0- 4- 0 432 243 -448 BOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: PROVIDE HORIZONTAL CONNECTION PER SCHIMULE : Support 1 448# Support 1 243# Support 2 518# .TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -1003 0.54 6- 5 924 0.23 2- 3 -92 0.41 5- 4 924 0.29 11-0-0 1 2 3 Q 0-1-8 T 1-8-1 1 2-6-5 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.PL32766 Design: Matrix Analysis VWAKMINI is READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wind bracing portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown is far lateral support of truss members only to reduce buckling length. Provisions must be trade to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB -91 of TPII. (Truss Plate institute. T%, Islocated at 583 D'Onofrio Drive. Madison, Wisconsin 537191. !OB PATH: C:ITEE-LOKWOMED/R Eng. Job: Dwg: Dsglr: TLY 2.00 1 0-80 TC Live 16.0 psf DurFac - Lir: 1.25 I I 7.0 15d 0-3-8 DurFac -Pit: 1.25 10-0-8 0.0 65 433# 8.00" O.C. Spacing: 24.0" 4 L 1-7-2 1 psf 358/ 2.50" 10-8-8 L 0-3-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSMI 1-1995 TOTAL 33.0 psf V:Q - 21717- 1 scale = 0.4694 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DROVIEDO.PL32766 Design: Matrix Analysis VWAKMINI is READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wind bracing portal bracing or similar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown is far lateral support of truss members only to reduce buckling length. Provisions must be trade to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB -91 of TPII. (Truss Plate institute. T%, Islocated at 583 D'Onofrio Drive. Madison, Wisconsin 537191. !OB PATH: C:ITEE-LOKWOMED/R Eng. Job: Dwg: Dsglr: TLY Chit: Truss ID: M Date: 4-22-03 TC Live 16.0 psf DurFac - Lir: 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:Q - 21717- 1 HCS: (78.2(1.02 DESIGN INFORMATION '[itis design is for an kxhMual building componentand has beenbased on information provided by the client The designer disclaims any responsibility for damages as a result of faulty or incorrect infonnanon. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as it may relate to a spe- cific project and accepts no responsibility or exercises no control with zzgatd to fabrtra- tion, handling shipment and installation of trusses. This tress has been designed as an individual building cmnponent In acoordauee with ANSI/TPI 1-1995 and NDS -97 to be Incorporated as part of the building design by a "ding Desfgaer (registered architect or professional engineer)- When reviewed for approval by the building designer. the design loadings shown must be checkedto be sure that the data shown. are in agreement with the local building coda, tical dineric records for rind oc srwnv loads. project specifications or special applied loads. Uniess shown. truss has not been designed for storage or occupancy leads. The design assumes compression chords (top or bohom) are connnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid c dt(nl , they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured. from 20 gauge hot dipped gahantud steel meeting ASPM 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 comforrmana with the fabricators plans and to nil a continuing responsibility for such vert- fkatlan. Any discrepancies are to be put in witting More cutting or fabrication. Pates shall not be Installedover knotholes, knots or distorted Calm Members shall be cut for tghht fitting wood to wood bearing Con- nector plata shaft be located on both faces of the tress with nails fully imbedded and. shall be sym. about the jobnt milers otherwise shown. A 5x4 plate is 5' wide x 4" king A 6x8 plate is 6' wide it 8" king. Slor3 (holesl run parallel to the plate length specified. Double cuts on web members shaft meet at the centrold of the webs unless otherwise shown. Connector plat. stzes are mWmum sires based on the forces shown and may need to be Increased for certain hand- ling and lor erection stresses. This truss is not to be fabricated with lire retardant treated lumber unless otherwise shown. For additional bdormation on Quality Contml refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES A8 bracing and erection recommendations are to be followed in accordance with "Handling Installing A Bracing• HIS -91. Trusses aro to be handled with particular ears during handig and bundling delivery and installation to avow damage. Temporary and permanent bracing for holding trusses in a straght sant plumb pos- mion and (or resisting sterol forces stall be designed and instaned by others. Careful hand- ling s essential and enation bracing is always required. Normal precautionary action for trusses requites such temporary bracing during installation between tnnsxs to avoidtoppling and domihdng. The supervision of erection of busses shall be under the control of persons expertmttd in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads gnats than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V. 125aph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Rzt= 1.0 Bld Type Easel L= 40.0 ft W- 10.2 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 pef Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L--0.07" D- 0.01" T--0.06" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.06" RMB . 1.15 0-6-6 i WO: CHEK3 WE: MULTIPLE LOADS -- This design is the == == ---Joint Locations==== ...... ====s composite result of multiple loads. 1) 0- 0- 0 3) 10- 3- 0 5) 0- 0- 0 All COMPRESSION Chords are assumed to be 2) 5- 1- 8 4) 10- 3- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- Sbim or wedge if necessary to achieve full X -Loc Vert Horiz Uplift Y -Loc Type bearing- 0- 4- 0 417 264 -419 BOT PIN PROVIDE UPLIFT C)NNECTION PER SCHEDULE: 10- 1-12 331 0 -520 BOT H -ROLL Support 1 419# PROVIDE HORIZONTAL CONNECTION PER SCEMMULE : Support 2 520# Support 1 264# -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 983 0.51 5- 0 -904 0.27 2- 3 -103 0.54 0- 4 -1150 0.40 10-3-0 1 2 3 F-4.00 2-4-4 1-7-3 1 2.00 Q'iI-0 B� 1 9-7-0 5 418# 8.00" 41 332# 2.50" (R17-0 10-3-0 ) a�e EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI1TPI 1-1995 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA DR.OVIED0.iL32766 Design: Mrarir Analysis WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or slrnflar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to redo bucklig length Provisions must be made to anchor sten]. bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB -91 of TPq. ffruss Plate Institute. TPI. is located at 583 D'Onofrto Drive. Madison. Wisconsin 537191. JOB PATH: CATEE-LOKIHOMEDIR 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 mf TOTAL scale = 0.4971 Truss ID: N Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.01 DESIGN INFORMATION This design is for an Individual building component and has been based on information provided by the client. The designer disclaims any responsibility for damages " a result of faulty or irtcortecttnimmation. specifications and/&r designs furnished to the truss designer by the client and the correctness m accuracy of this IrJamaum — it may relate to a spe- cific project and accepts no responslbBRy o exercisig es no control with regard to fabrica- tion, handling, shipment and installation of trusses. This truss has been designed as an Individual building component inaccordance will ANSI/TPI I-1995 and NDS -97 to be Incorporated. as part of the building design by a Building Designer (registered architect - prof -al.. -n engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local chrmatic records for wind or snow loads, project specification or special applied loads - Unless shown. truss has not been designed for storage or occupancy leads. The design assume compression chords (top or bottom) are continu- ously traced by sheathing unless otherwise specified. When 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'-W o.c. connector plates shall be manufactured from 20 gauge hot (Upped O&Rnlzed steel meeting ASTM. A 653. 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 fabncater's plans and to realize a continuing trsponsbiiKy for such verl- ficatkat. Any discrepancies are to be put In writing before cutting o fabrication. Plates shall not be Installed over knothoks. keds or distorted grain. Members shall be cut for light fitting wood to wood beating. Con- nector plates shall be located on both faces of the truss with tugs 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' king Slots (hoksl nun parallel to the plate length specified. Double cuts on web members shallmeet at the centroid of the webs unless otherwise shown. Connector plate sizes an minsnum sin based on the forces shown and may need to be Increased for certain hand. ling and/or erection stress". This truss is not to be fabricated with the retardant treated lumber unless otherwise shown. Por additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Ail bracing and erection recomrmendations an to be followed In accordance with "Handling Installing. & Bract;W. H18-91. Trusses an to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral fomes shall be designed and Installed by &then. Careful hand- lingis easentlai and ereAbn bracing is always required. Norval pncautfonary action for truss" requ M such temporary bracing during blstal lion between misses to avoid toppling and dombwtat The supervision of erection of tress" shall be under the control of persons experienced In the installation of truss". Professional advice shag be sought if needed. Concenitratk" of construction leads greater than the design loads shall not be applied to truss" at any time. No leads other than the weight of the enxtons shall be applied to losses until after all fastening and bracing is completed.. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS., 2x4 SP #2 WndLod per ASCE 7-98, C&C, Vve 125mph, Her 15.0 ft, I= 1.00, EsP.Cat. B, Rzt. 1.0 Bld Type. Encl L. 58.0 ft W- 7.2 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L•-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB . 1.15 WO: CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 420# Support 2 446# TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 712 0.26 5- 0 -787 0.14 2- 3 -81 0.29 0- 4 -883 0.18 TI: O QTY. -2 _ __--Joint Locations .............. 1) 0- 0- 0 3) 7- 3- 0 5) 0- 0- 0 2) 3- 7- 8 4) 7- 3- 0 ----MAB. REACTIONS PER BEARING LOCATION----- B-Loc Vert Horiz Uplift Y -Loc Type 0- 4- 0 319 257 -420 BOT PIN 7- 1-12 232 0 -446 HOT H -ROIs, PROVIDE HORIZONTAL CONNECTION PER SCHEDULE s Support 1 257# 7-3-0 1 2 3 F--4.00 2.00 I 6-7-0 5 319A 8.00" 423311 2.50" 1-7-2 l (R1-7-0) 7-3-0 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 Desien: Mafrir A"alvrir WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmdng shown on this drawing is not erection bracing, wind bracing, portal bracing or strdlar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to ancho lateral bracing at ends and specified location determined by the building designer. Additional bracing of the overall strvctun may be required. (.See HI5-91 of TV, (Truss Plate institute, TPI. is located at 583 D'Ondno Drive. Madison. Wisconsin 537191. Pito "Pru. n.��.-.,,.,�............. 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 ncf scale = 0.6513 Truss ID: O Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HC& 0&20.02 DESIGN INFORMATION This design is for Individual budding componentand hes been basad on trdormation provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect trdormatlon, specifkauous and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Irdonnatbn. as 8 may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as son Individual building component In accordance wpt ANSI/TPI 1-1995 and NDS -97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are In agreement withthe local building codes, local climatic records for wind or snow bads. project specifications or special applied loads. Unless shown, tram has not been designed for storage or occupancy loads. The design assumes campreasion chords (top or bottom) are continu- ously braced by sheathing unless otherwise spectliM. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a mazlmrmn spacing of 19-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator aban review this drawing to verify that this drawing is in conformance with the fabricator's plans and to reall- a conttnuing responsibility for such verf- Bcation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes, knots - distorted gram_ Members had be cut for tight Acting wood to wood bearing. Cm- neetor plates shall be located on both faces of the inns with nags fully imbedded and shag be sym. about the joint unless otherwise shown. A 5x4 plate Is T wide x 47 long. A 6x8 plate is 6' wide x 8" long Slots (holes], nm parallel to the plate Length speclno& Double cub an web members shall reed at the centtold of the webs urdesa otherwise shown. Connector plate sizes are minimum suesbaser) cm the forces shown and may need to be increased for certain hand- lingand/or -eetbn stresses. This truss Is not to be fabricated with. fire: relardarrt treated Lumber unless otherwise shown. For additional infomratiom on 9"aldty Control rder to ANSI/li 1 1-19% PRECAUTIONARY NOTES Ali lradng and vection recommendations ate to be followed Inaccordance with -Handling ImtaBing & Bracing'. 1118-91. Trusses are to be handled with particular care during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. cion 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 tnmes requires such temporary bracing during insinuation between trusses to avoid toppling and don{noing. The supervision of erectbrt of trusses shall be under the control of persons experienced In the Installation of trusses. professional advice shalt be sought If needed_ Cmcentnatkm of construction loads greater than the design bads shallnot 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. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCIUMMg: Support 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLBCPION: LJ999 L--0.04" D- 0.00" T=-0.03" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 WO: CHEK3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the couposite result of multiple loads. All COWRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full Field Connection at Support I must be able transfer 82 pounds of horizontal reaction TC ... FORCE ... CSI --SC ... FORCE...CSI 1- 2 -31 0.39 4- 3 -173 0.19 Tie P QTY:2 _ ea =--joint Locations -1)==0--0- 0 3) 4- 3- 0 2) 4- 3- 0 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 4- 1-12 87 82 -225 TOP PIN 0- 4- 0 212 117 -396 BOT PIN 4- I-12 54 0 -42 BOT H -ROLL WndLod per ASCE 7-98, C&C, V= 12SWh, H- 15.0 ft, I= 1.00, Elxp.Cat. B, Rzt- 1.0 Ellin Type= Enol L= 58.0 ft w- 4.2 ft Truss is END zone, TCDL= 4.2 Psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 4-3-0 1 2 F-4.00 0-8-0 14 2126 8.0011 1-7-2 i I (R1-7-0) -F - 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 Drs(gn: MWU Analysis 2.00 I 87# 2.50" — 4-3-0 54# 2 011 Over 3 Supports C/L: 421-12 scale = 0.9442 rrf►[cMIMU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing which Le a part of the bu.8ding design and which must be considered by the building designer. Bracing abeam is for lateral support of truss members only to reduce buckling Length. Provision must be made to anchor lateral bracing at ends and. specified Locations determirted by the building designer. Additional bracing of the overall structure may be required. (.See HIB -91 of TPq. Crum Plate Institute. TPi. is located at 583 D'Onofrlo Drive, Madison. Wisconsin 537191. JOB PATH: C:ITEE-LOKIIIOMEDIR Eng. Jab: Dwg: Dsgur: TLY Chk: { Truss ID: P Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psi Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf _V:09.05.02- 21721- i HCS: 0&X02 DESIGN INFORMATION This design is for an indMdual building component and has been based on mfonmation provided by the client The designer dwaahn any responsibility for damages as a result of faulty or incorrect Information.. spectBcations and/or designs furnished to the tens designer by the client and the correctness or accuracy of this information as a may relate to a spe- cffk protea and accepts ne responsibility or exercise no controt with regard to fabrica- tion, handing, shipment and Installation of trusses. This truss has been designed as an individual building componentin accordance wit ANSIrM t-1995 and NDS -97 to be huxxporated as part of the building dealgl by a Building Designer frcostered architect or ptnfessioeat engtneal. 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 tocol building codas. local cimmtic records for wind or snow loads. prgect speci0ntloos or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assume compression chords (top or botton) are eorntinu- osly braced by sheathing unless otherwise speeiBed. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a muhoum spacing of Ity-O- o.c. Connector plates shall be manufactured from 20 gauge hot dipped gxhmntwd 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 realise a continuing responstirday for such vert- firatfon. Any discrepanaes are to be put in writing before cutting "fabrication. Plates shall not be Installed over knotholes. knotsor distorted gram. Members shall be cut for tight Outing wood to wood bearing: Con- nector plates shall be located on both faces of the truss with nalis fully imbedded and shad 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' king. Slob (holes) run parallel to the plate length specified. Double cub on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate size AIM minhuma sizes based on the form shown and may treed to be increased for certain hand- ling and/or erection stresses. This trans is not to be fabricated with (Ire retardant treated Lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followedIn accordance with. "Handling Insta9hng h Bracing'. 1116-91. Trusses are to be handled with partkvmr ore during landing and bundling, delivery and installation. to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pas, Rion and for resisting lateral form shall be designed and insisted by others. Careful hand- ling is essential and enation bracing Is always required. Normal precautionary action for trusses tequltss such temporary bracing during hlstalhtlrm between trusses to avoid toppling and dominofng The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusao. Professional advice shall be sought If needed. Concentration of coostrucifon loads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SC MULE: Support 1 226# Support 2 125# MAX LIVE LOAD DEFLECTION: L/999 L= 0.00' D= 0.00" T. 0.001 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.001 MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB . 1.15 WO: CHEK3 MULTIPLE LOADS -- This design is the composite result of maltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, C&C, V. 125mph, H= 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. Encl L. 58.0 ft W= 1.7 ft Truss in END zone, TCDL= 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req -TC ... FORCE ... CSI - -BC ... FORCE ... CSI 1- 2 -3 0.01 4- 0 -56 0.01 0- 3 20 0.01 = •.. Joint Locations..=..... 1)===9- 0 0 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 4- 0 137 63 -226 BOT PIN 1- 7- 0 47 0 -125 HOT H -ROLL 1-8-4 1 2 4 2.00 I 0-8-0 Plate Height 14 = 0-2-1 138# 8.00" 48# 2.50" 1-7-2 i I (R1-7-0) -F EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSLiTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNFSSA DhtOViEDO.FL32766 Design: Manx An*sis 1-8-4 VVAKIVIIVV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, Wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. B shown is for lateral support of truss members only to reduce buckling length. Provisions must beco� made to anchor lateral bracing at ends acrd specified locations determined by the building designer. Additional bracing of the overall structure may be required, (See HIB -91 of m (Russ Plate Institute, TPI. Is located at 583 D'Onofrb Drive. Madison, Wisconsin 537191 - JOB PATH: C.I7EE-LOKWOMFD/R scale = 1.5329 Eng. Job: WO: CHEK3 Dwg: Truss ID: Q Dsgnr: TLY chki: Date: 4-22-03 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24,01 BC Dead 10.0 psf Design Criteria: TPI Cade Desc: FLA TOTAL 33.0 psf V:09.05-02- 21722- 1 i 22 - HCS. HCS: 0810.02 DESIGN INFORMATION This designlos for an tndtvUlual building component and has been based on Information provided by rhe cfient The designer disclaims any responsibility for damages as a result of faulty or Incorrect Information, specittcaUons and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Inform ilon as t my relate to a spe- cific project and accepts no responsibility or exercises no control wah regard to fabric.- tion. handling, shipment and installation of tnsses. This truss has bora designedas an individual bug" component in accordance will ANSVM 1-1995 and NDS -97 to be Incorporated as pad of the building design by a Building Designer fregtstend architect or protesstunal engineer). When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local budding codes. locai. cbriatic records far wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage oroccupancy bads. The design assumes compression cords (top m bottom) are contlnu- ously braced by sheathing unless otherwise spec fieri. Where bottom chords in tension are not fully braced laterally by a Properly applied rigid ceiling, they should be bracedat a maximum spacing of Kr -0" o.c. Connector plates Shall be manufactured. from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in aonformarnoe with the fabrlratoes plans and to realize a continuing tespon stibilfty for such veri- fkatkrn. Any discrepancies ate to be put in writing before cutting or fabrication. Plates shall not be totalled over knotholes, knots or distorted grain. Members shalt be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym about the Joint unless otherwlse'showa A 5x4 plate Is 5' wide x 4' long. A 6x9 plate is 6" wide x 6' long. Slots (holes) nun parallelto the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise Shown. Connector plate sizes are minimum Sim based on the forces shown andmay reed to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumberun otherwise shown. For additional mfo.stkm on Quality Control refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES An bracing and erection recornmendatbru are to be followed In accordance wah -Handling Installing & Bracing'. HiB•91. Trusses are to be handled with particular care during banding andbundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. -fou 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 meriah- such temporary bracing during blstallatbn between trusses to avoid toppling and domtroing. The supervision of erection of trusses stall be under the control of persons expenenced lir the installation of trusses. Professional advice shall be sought g needed. Concentration of construction bads greater than the design loads shall notbe 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. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 422# Support 2 303# Support 3 65# MAX LIVE LOAD DEFLECTION: L/419 at Mid -panel # 1 L--0.17" D= 0.02" T.-0.15" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.02" RMB - 1.15 3-10-3 0-6-6 1 WO: CHEK3 - WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccipposite result of multiple loads. All COMPRESSION Chards are assumed to be continuously braced unless noted otherwise. Shim wedge if necessary to achieve full bear Field Connection at Support 1 1m.1st be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCENDULE : Support 1 235# ..TC...FORCE... CSI ..HC ... FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 0.40 TI: R ATY:2 - = ==-------Joint Locations== ............i 1) 0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION----- X-LocVert Horiz uplift Y -Loc Type 5-11- 4 126 166 -303 TOP PIN 0- 4- 0 248 235 -422 BOT PIN 5-11- 4 75 0 -65 BOT H -ROLL ibdLod per ASCE 7-98, CE -C, V. 125atph, H= 15.0 ft, I- 1.00, Exp.Cat. B, Xzt. 1.0 Bid Type. Encl L- 58.0 ft W. 6.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req 6-0-8 1 2 6 00 2-2-8 1-4-2 I Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails 3.00 as� CK 5-4-8 4 Al t 1-1-9 48# 8.00" 127# 2.50" I r 6-0-8 76# 50 (RL -1-7) A C/L: -11-4 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.5459 �---- Maronda Wstems WAKNINts: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown. on this dmwtng is not erection bracing. wind bracing, portal bracing or similar bracing which H a pad of the budding design and which most be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-391.3 shown is for lateral support of truss members only to reduce buckling length. Provisions must be TOMAS PONCE P.E. trade to anchor lateral bracing atends and speed locations deterouned by the building designer. Additional bracing of the overall structure ray be required. (See Hie -9I of TPH. LICENSE #0050068 (truss Plate institute, TPI. is located at 583 D'Onof io Drive. Madison, Wisconsin 537191. 1005 VANNESSA. DRDVI DO.F1.32766 TC live .rVO / RI. n. V: n LG-LVrt lfrVMCJJ/K Eng. Job: - H K Dwg: Truss ID: R Dsgnr: TLY Chk: Date: 4-22-03 TC live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DufFac -Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psi Design Criteria: TPi Code Desc: FLA TOTAL 33.0 HCS: 08.20.02 DESIGN INFORMATION This design Is for an individual building. component and has been based on Information Provided by the client. The deslprer disclaims any responsibility for damages as a result of faulty or incorrect Information, spectllcations and/or designs furnished to the truss designer by the cunt and the correctness or accuracy Of this Information as a may relate to a spe- cific pmlect and accepts no responsibillty or exetWes ao control wltb regard to fabd-- tion. handling, shipment and Installation of tresses. This taus has been designed as an Individual buading component Inaccordance with ANSI/TPI 1-19% and NDS -97 to be incorporated u part of the building design by a Building Designer (registered architect or professional engineer). When reviewed fee 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. &.cal climatic records for wind - snow bads, protect specifications or specfad applied loads. Unless shown, thus has not been designedfor storage or occupancy bads. The design assumes compression chards (top or bottom) are continu- ously braced by sheathing unless otherwise specdW, Where bottom( chords in tension are not fully braced laterally by a properly applied rigid eefikrg, they should be braced at a maximum spacing of Hy4- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantzed steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify, that U s drawing Is In conformance with the fabrtcatoes plans and to realize a continuing responsibility for such veA- ticatlon Any discrepancies are to be put in writing before cutting or fabrication. Nates stat not be installed over knotholes. knots or distorted grain. Members shag be cut for tight titling wood to wood bearing. Con- nector plates stall be located on both faces of the truss with naffi fully Mudded and shall be sym. about the Jointunless otherwise shown. A 5x4 plate is 5' wile x 4' tong. A 6x8 plate is 6' wile x 8' long, Slots (holes) tun parallel to the Plate length specltle-d. Double cutson web membra shag meet at the centroid of the webs unless otherwise shown. Connector plate sizes ane minimum stun based on the forces shown and may need to be increased for certain hand- ling and/or erection sUesves. This truss is not to be fabricated with lobe retardant treated lumber unless otherwbe shown. For additional Information on Qualty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followedin accordance with "Handling installing & Bracing', HIB -91. Trusses are to be handled with particular care duntng banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding busses In a straight and plumb pm - Won and for restating lateral forces shag be designed and Installed by others. Careful hand- ling Is essentWand erection bracing is always required. Normal precautionary action for trusses rNukes such temporary bracing during instaliatbn between trusses to avoid toppling and dorniraamg. The supervision of erection of trusses shag be under the control of persons experienced in the Insiagation of trusses. Puofessional advice shag be sought If needed Concentration of construction loads greater than the design loads shag not be applied to tosses 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. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT COMECTION PER SCM)ULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 L=-0.06" D= 0.01" T=-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.01" RMB - 1.15 EXCEPT 3-2-3 T 0-6-6 WO: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearddC FiConnection at Support 1 must be able transfer 136 pounds of horizontal reaction TC ... FORCE ... CSI ..w ... FORCE ... CSI 1- 2 -48 0.54 4- 3 -269 0.26 ffA __=====Joint Locations===..... _==--=o -1) 0- 0- 0 3) 4- 8- 8 2) 4- 8- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 4- 7- 4 98 136 -249 TOP PIN 0- 4- 0 204 195 -368 BOT PIN 4- 7- 4 59 0 -55 BOT H -ROLL WndLod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Sep -Cat. B, Kzt- 1.0 Bld Type= Enol L= 58.0 €t WP 4.7 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 4-8-8 r 6.00 1 2 3.00 I as -o scale = 0.6603 Eng. Job: 4-0-8 WO: CHRr' 1IF 4 3 205# 8.0011 98# 2.50" 1-1-9 1 4-8-8 60# 50" CIL: 7-d 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 Deign: Matrix Analysis WPJMING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a Part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of thus members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required, (See HIB -91 of TN). (Truss Plate Institute, TN, b located at 563 D'Orofrto Drive, Madison, Wisconsin 53719).. JOB PATH: CATEE-LOKIHOMEDIR Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 Eng. Job: WO: CHRr' Dwg: Truss ID: S Dsgar: TLY Chk: Date: 4-22-03 TC Live 16.0 psf DurFac - Er 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf •09 _ 1 HCS: 08.20.02 DESIGN INFORMATION Ibis design is for an IndNWual building canponent and has been based on Irfonnalion provided by the client. The designer di"I m.... any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the diem and the correctness or accuracy of this information as n. may retate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling. shipment and installation of trusses. This truss has been designed as an individual building cornponent in accordance with ANSI/TPI 1-1995 and NDS -97 to be incorporated as part of the building design by a Building Dmigner (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. brat chmatic records for wind or snow loads, project specifications m special applied bads. thiless shown. thus has not been designed for storage - occupancy loads. The design assumes compression chords (top or bottorni are cominu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rWd "Sing they should be braced at a maximum spacing of 10'-0' o.c. Connector platesshall be manufactured from 20 gauge hot dipped gaivwitmd steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall inview this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a contmuing responsibility for such veri- fication. Any disomies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted gam. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shall be located on both faces of the truss with rudls 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" tong. Sots (hoksl nm parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate shes ate minimum sties based on the form shown and may needto be Increased for certain hand. ling and/or erection stresses. This tress is not to be fabricated with fire retardanttreated lumber unless otherwise shown. Por additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES An. bracing and enation recommendations are to be followed In accordance with 'Handling hsta8mg d Bracing. H1H -9 t. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Won and for resisting lateral 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 loppldng and domWwkrg The supervbton of erection of tuu•.aes shag be under the control of persons experienced in the i sta8allon of tresses. Professional advice shall be sought If needed. Concentration of construction bads greater thanthe design bads shag not be applied to trusses at any time. No loads other than the welgbt of the erectors shall be applied to tmsses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 1 TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTIONT PER SCHEDULE: Support 1 294# Support 2 181# Support 3 41# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB . 1.15 CHEK3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full baring. d FConnection at Support 1 must be able transfer 99 pounds of horizontal reaction TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 35 0.28 4- 3 -112 0.15 T ATY:2 _ _ res a .=Joint Locations a1ia0-0- 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- %-Loc Vert Horiz Uplift Y -Loc Type 3- 3- 4 69 99 -181 TOP PIN 0- 4- 0 161 143 -294 BOT PIN 3- 3- 4 43 0 -41 BOT H -ROLL WndLod per ASCE 7-98, C&;C, V. 125mph, H= 15.0 ft, I. 1.00, Eftp.Cat. B, Xzt. 1.0 Bld Type. Encl L. 58.0 ft W. 3.4 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req 3-4-8 11 1 2 6 00 3.00 I as -o i 2-8-8 4 3 161# 8.00" 70# 2.50" 1-1-9 44# 2 50" 3-4-8 e (R1-1-7) GL: -3-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSLrI'TI 1-1995 Over 3 Supports Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8355 Dwg: Dsgnr: TLY WAKNING: READ ALL NOTES ON THIS SHEET. MarOndd Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING TC Live CONTRACTOR. BRACING WARNING: psf 4005 MARONDA WAY SANF'ORD, FL. 32771. Bracing shown on this drawing is not erection bracing. wind bracing portal bracing or similar bracing which Is a. part of the building design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of truss members only to reduce budding length. Provtslons must be TOMAS PONCE P.E. made to anchor lateral bracing at ends acrd spectned bcallorts determined by the building designer. Addftianal bracing of the overall structure may be required. (See HIB -91 of TPI). LICENSE #0050068 frtuss Plate Institute. TPI, is located at 583 D'Onoriu Drive. Madison. Wisconsin 53719). 1005 VANNESSA DROVIEDOX1.32766 10.0 Design: Mainz Analysis JOS PATH: C.ITEE-LOKIHOMEDIR Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8355 Dwg: Dsgnr: TLY Chk: Truss ID: T Date: 4-22-03 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'0 .02- 21729- 1 HCS: 08.20.01 DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the. client. The desbger disclaims army responsmlilily, for damages as a result of faulty or Incorrect Information, specifications and/or designs furnished to the thus designer by the client and the correctness or accuracy of this Information. as I may relate to a spe- cgic project and accepts m responsibility or eoterrlses no coatrol svittt to ca fabri- tion. handling. shipment and installation of troves. This truss has been designed as an Iodtvidual building component in accordance with ANSI/TPI I-1995 and NDS -97 to be Incorporated as part of the budding design by a Budding Designer kegatered architect or professional eagneer). 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 cool building codes. local climatic records for wind or snow toads. project spectticatWro or special applied loads. Unless shown. boas has not been designed for storage m occupancy Inds. The design assumes compression chords (top or bottom) are contmu- ously braced by sheathing unless otherwise specgkd. Where bottom chords in tension ane not fully braced laterally by a property applied rigid ceding they should be braced at a maximum spacing of 10'-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped gatuantred steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication. the fabricator shall review this drawing to verify that this drawing u in conformance with the fabricator's plans and to realize a continuing responsibility for such vert (lotion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gam. Members shall be cut for tight Btung wood to wood bearing. Con- nector plates shall be looted on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is Y wide x 4" long. A 6x8 plate B 6' wide x 8- long. Slots (hoiesl run parallel. to the plate length specified. Double cats on web members shag meet at the centroid of the webs unless otherwise shown. Connecta plate sties are minimum sizes based on the forces shown and may need to be increased for certain hand- ing and/or erection stresses.. This Lanus is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control trier to ANSI/7M 1-1995 PRECAUTIONARY NOTES M bracing and erection recommendations are to be followed in accordance with -Handling Installing At Bracing'. FIB -9l. Trusses are to be handled with particular care during banding and bundling. delivery and Wtallatbn to avoid. damage. Temporary and permanent bracing for holding trusses in a straightand plumb pos- Ition and for resisting lateral forces Shan be designed and Totalled by others. Careful hand- ing is essential and erection bracing isalways required. Normal precautionary action for Misses requires such temporary bracing during InstaEhthm between trusses to avoid toppling and daminoing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professional advice shallbe sought C 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. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing- PROVIDE eara PROVIDE UPLIFT C14NECTION PER SCHEDULE: Support 1 157# Support 2 191# MAX LIVE LOAD DEFLECTIONt L/964 at TOINT # 2 Le -0.02" D= 0.00" T-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.04" RMB = 1.15 CHEK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-98, CrAC, V. 125sph, H• 15.0 ft, I. 1.00, KV -Cat. B, Kzt. 1.0 Bld Type= Encl Ls 58.0 ft N= 2.0 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 -24 0.20 4- 0 -229 0.05 0- 3 46 0.02 TI: U QTY.2 = ie====. ---Joint Locations ........... 1) 0- 0- 0 3) 2- 0- 8 2) 2- 0- 8 4) 0- 0- 0 ---MAX. REACTIONS PER BEARING LOCATION -_--- --Loc Vert Horiz Uplift Y -Loc Type 0- 4- 0 127 131 -157 BOT PIN 1-11- 4 60 0 -191 HOT H -ROLL 2-0-8 11 1 2 F 6.00 1-2-8 0-4-2 4 3.00 I 0-8-0 s 1-4-8 4 3 L 1-1-9 20-8 127# 8.00" 60# 2.50" e (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VAfstessA MCMEVOXL32766 Design: Matrix Andnis VWAMIN(i! READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GiVEN TO ERECTING CONTRACTOR. BRACING WARNING`. Bracing sbown on this drawing is not erection bracing. wind bracing. portal bracing or simflar bracing which Is a part of the building designand which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Pr visk us must be made to anchor lateral bracing at ends and specMed locations determined by the budding designer. Addttfonab bracing of the overall structure may be required. (See HIB -91 of TPI). flruss Plate institute. TPI. Is located at 583 D'Onoirlo Drive, Madlson, Wisconsin. 53719). OR PA771. r.i=r in--. 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 scale = 1.1370 Truss iD: U Date: 4-22-03 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS, : 09.20.02 DESIGN INFORMATION This design is for an individual budding component and has been based on bdormaum provkled by the client The d-4— dfaelwims any respmadddty for damages as a resuk of faulty or Incorrect brfv tion. specifications and/or designs furnished to the Inas designer by the client and the correctness r accuracy of this information as It may relate to a spa cffle prged and accepts —responsibility or exercises no control with regard to fabrka- tion, handling, shipment and installation of trusses. This truss has been deaWed as an hdlvldual building component In accordance will ANSI/TPI t-1995 and NDS -97 to be incorporated as partof the budding design by a Building Design (registered architect or prfesalonal engloeer6 When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown. are I agreement with the local building codes. local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been desfgned for storage or occupancy fends. The design assumes compression diads ltop or bottom) ate 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 m spacing of l0'4" o.c. Corrector plates shall be manufactured from 20 gauge hot (Upped galmliZed steel meeting AS'IN A 653. Grade 40. -- otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review tads drawing to verify that this drawing is in conformance with the fabricator's plans and to Mine a continuing respomlbWty for such verl- fication Arty discrepancies are to be put to writing before cutting or fabrication. Plates shall not be Installed over imothoks. knob or distorted gram. Members shad be art for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully Imbedded and shad be sym. about the joint unless otherwise shown. A 5x4 plate B 5" wide x 4" long. A 6x8 plate is 6" wide x 8" long. Slob (holes) run parallel. to the plate length specified. Double cuts on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum size based on the forces shower and may need to be Increased for certain hand - Ung and/or erection stresses. This truss is not to be fabricated with lire retardant treated lumber urdess otherwise shown. For additional Information on guadty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Aa bracing and erection recommendations ate to be followed In accordance with 'Handbag Installing & BracftW HIB -91. Trusses are to be handled with particular care during banding and brmd&rg, delivery and Installation to avoid dannW. Temporary and permanent bracing for holding trusses In a straight and plumb pas - Won and for resisting lateral forties shad be designed and Installed by others. Careful hand- dng is essential and erection bracing is always requued. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and domtnotn& The supervision of erection of trusaes shall be under the control of persons experienced In the installation of trusses. Professional advice shad be sought If needed. Concentration of constntcuon toads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the sectors shad be applkd to trusses until after all fastening and bracing m completed. JB: CHESAPEAKE K 3 AC: 10# TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L- 0.00" D- 0.00" T. 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00• MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.15 WO: WE: Analysis based on Simplified Analog Vbdel. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 must be able transfer 27 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I. 1.00, Exp.Cat. B, Kzt= 1.0 B1d Type. Enc l L- 58.0 ft W. 0.8 ft Truss in INT zone, TCDL- 4.2 psf, EcDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 5 0.01 4- 3 0 0.00 QTY:2 _s=••Joint Locations...........=tar 1)f O -s2- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 0- 5- 0 28 27 -77 TOP PIN 0- 3-12 65 16 -111 BOT PIN 0- 8- 4 7 0 -1 BOT H -ROLL, PROVIDE UPLIFT CoNNECTION PER SCREDULE: Support 1 111# Support 2 77# 0-9-0 1 2 F-6.00 0-10-14 S:El 0-9-0 4 3 I-1.9 65# 7.50" 50" 8# 1.501, Zg# (RI -1-7) C//L: 0-5-0 (RO-0-1) EXCEPT AS SHOWN PLATES ARE TLZO GA TESTED PER ANSInPI 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 1008 VANNESSA DItOVMDOXI-32766 Deign: Mainz Armfysts 11UHKIVINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing: portal bracing or similar bracing which Is a part of the butdtng design. and which must be considered by the budding designer. Bra cing shownle for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locathons determined by the budding designer. Additional bracing of the overall structure may be required. ISee HIB -91 of TPI). diets Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. JOB PATH: C:17HE4,0KIH0UE0rR Attach with (1) 10d Toe-Naib Attach with (1) 10d Toe -Nails scale = 1.7484 Eng. Job: Dwg: Dsgnr: TLY Chk: WO: CHEK3 Truss ID: V Date: 4-22-03 TC Live 16.0 psf DufFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live oto psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPi Code Desc: FLA TOTAL 33.0 psf-1 V:09,5.02- 21731. HCS: 08,20.02 DESIGN INFORMATION This destgo is for an bldtvkhuil budding component and has been based on tnfonnatkm provided by the ellent- The designer disclaims any responsibility for damages as a result of faulty or Incorrectinformation, specifications and/or designs furnished to the truss des4p— by the client and the correctness m accuracy of this information as it may relate to a ape- cific project and accepts no responsibility or exercises rw control with regard to fabrka- non. hsndltng, shipment and. installation of trusses. This truss has been designed as an Individual building component In accordance w1U ANSi/TPI 1-19% and NDS -97 to be Incorporated as part of the budding design by a Building Destguer tregisteced architect or professional cogirneed. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the kraal budding codes. local climatic recatds 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 c unpresslon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified- Where bottom. chords In tension are not fully braced laterally by a properly applied rigid ceding. they should be braced at a maxhnrmm spacing of lor-W o.c. Connector plates shall be manufactured frau 20 gauge hot dipped gah-Anized 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 confotmana wnh the fabrtcabor's plain and to realize a continuing responsibility for such ven- ficatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be twulled over lmotholes. tarots or distorted gain. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shad be Located on both fan of the truss with malls fully imbedded and shad be syn about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4- Long. A 6x8 plate is 6 - wide x it long. Slots (holes) run pandle to the plate Length specified. Double cuts on web members shad meet at the centroid of the webs unless otherwise shown. Connector plate stns are mhrtmum sizes based on the forces shown and may need to be Increased for certain hand- ling and1m erection stresses. This toss is not to be fabricated with rare retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSf/TPI t-1995 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be foibwed in accordance with liandting Installing & Bracing'. fiiB-91. Tosses are to be handfed with particular rare during banding and bundling, delivery and installation to avoid damage. Temporary and petaatrent bracing for holding busses in a straight and plumb pos- Lunn and for real -ung lateral forces shall be designed and Installed by others. Careful hand - Hag is essential and erection bracing is always required Normal precautionary action for trusses requires suchtemporary bracing during hsta➢atbn between misses to avoM toppttng and dmnbwbW The supervisdon of erection of trusses shall be under the control of persons experienced in the inch dLation of busses. Professional advice shad be sought If needed - Concentration of construction bads greater than the design loads shat! not be applied to trusses at any (Ime. No bads other than the weight of the erectors shah be applied to trusses until after alt fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WndLod per ASCE 7-98, CRC, V- 125mph, H. 15.0 ft, I- 1.00, RV.Cat. B, Rzt= 1.0 Bld Type- Eocl L- 58.0 ft Was 9.9 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 La -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 0-6-2 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. End vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT COPeIRCTION PER SCHEDULE: Support 1 588# Support 2 331# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 2744 TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 586 0.45 5- 4 -737 0.40 2- 3 -55 0.34 4 — =====a==a=====Joint Locations======aaa=arae 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 0-15 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAR. REACTIONS PER BEARING LOCATION ----- --Loc Vert Horiz Uplift Y -Loc Type 0- 5-11 214 274 -588 BOT PIN 9- 9- 0 417 0 -331 BOT H -ROLL, 3X8 3X4 1 9-10-13 S M 11 2M 11.31" 4 1 1-&2 1�1q 417# 2.50" EXCEPT AS SHOWN PLATES ARE TL -20 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 1003 VANNE WA DR.OVIEDOXI-32766 Design: Mraru Andysis 9-10-13 r11FiKNING: 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, wird bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shownis for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bating of the overall structure may be required. (See HIB -91 f iVd. frruss Plate Institute. Tin, s lasted at 583 D'Onofno Drive, Madison. Wisconsin 537191. JOB PATH: C:ITEE-LoKtHomEDIR scale = 0.4873 Eng. Job: K Dwg: Truss ID: W Dsgar: TLY chit: Date: 4-22-03 TC Live 16.0 psf DurFac - Lir: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psi O.C. Spacing: 24.0" BC Dead lo.o psf Design Criteria: TPI' Cade Desc: FLAV TOTAL 33.0 psi 2- 21743- 3 HCS: 08.20.02 DESIGN INFORMATION '(his designis for an individual budding component and has been basedon haformatkm prwW-d by the relent. The designer dbchlms any nspomsmUlty for damages as a result of faulty or incorrect information. specifications andjor designs furrnbhed to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- came protect and accepts no responsibility or exercises no control wah regard to fabrlca- tion, handling: shipment and installation of treses. This truss has been designed as an individual building component in accordance witi ANSI/TPI 1-1995 and NDS -97 W be incorporated as part of the budding design by a Budding Designer (registered architect or professional englneed. when reviewed for approval by the building designer. the design loadings shown most be checked to be sure that the data shown are in agreement with the local budding codes, hal climatic records for wind or snow bads. protect specifications - special applied bads. Unless shown. truss has not been designed for storage or occupancy bads. The design assn na compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords lin tension are not fully braced laterally by a properly applied rigid ceiling. they should be braced at a maximum spacing of la -Om o.c. Connector plates shall be manufactured from 20 gauge hot dipped gntvanhed steel. meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator sham review this drawing. to verify that this drawing is in conformance with the fabrkatoes plans and to reaHfe a rnrrtlnufng responsibility for such verf- fkation. Any discrepancies are to be put in wrong before cutting or fabrication.. Plates strain not be installed over kn thoks. bests or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates sham be bated on both faces of the truss wnh nags fully imbedded and shall be syn. about the Joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 6x8 plate is 6" wide x 8- long. Slots (boles) run parallel to the plate length. specified. Double cuts on web members sham meet at the centro6d of the webs unless otherwise shown. Connector plate at= are minimum sizes based on the forces shown acrd may need to be Increased for certain hand - Ung and/- erection stresses. This truss b not to be fabricated. with Ore retardant. treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recemmendatlons are to be followed In accordance with "Handbag installing & Bracing'. H133-91. Trusses are to be handled with particular arc during banding and bundling, delivery and bstallstlon to avoid damage Temporary and permanent bracing for holding trusses in a straight and plumb pa - Rion and for resisting lateral forces sham be designed and lnstalkd by others. Careful hand- ling is essentialand erection bracing b always required. Normal precautionary action for trusses requires such temporary bracing during Imstaliatlon between trusses to avoid toppling and dominoft. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice sham be sought if needed. Concentration of construction bads grater than the design toads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing is completed JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CIFJRDS. 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2X4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SC11EDULE: Support 1 375# Support 2 430# Support 3 50 MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTIONt T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.00 2-5-11 0-6-2 CHEK3 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. Field Connection at Support 1 must be able transfer 52 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, B= 15.0 ft, I- 1.00, Emcp.Cat. B, Szt. 1.0 Bid Type. Part L- 58.0 ft W. 4.7 ft Truss it INF zone, TCDL- 4.2 psf, BML. 6.0 psf TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -10 0.42 4- 3 1 0.31 3- 0 0 0.08 TI: WI QTYA _- = -=Joint Locations- ... ==_....... i 1)==Oa 3 2 3) 4- 6- 9 2) 4- 6- 9 4) 0- 3- 2 ------------ TOTAL DESIGN LOADS ------------ Unifom PLF From PLF To TC Vert L+D 0 0- 0- 0 -30 4- 8- 9 BC Vert L+D 0 0- 0- 0 -13 4- 8- 9 ----MAX. REACTIONS PER BEARIM LOCATION----- X-Loc Vert Boriz Uplift Y -Loc Type 4- 6-13 120 52 -430 TOP PIN 0- 2- 8 28 121 -375 BOT PIN 4- 7- 2 240 0 -56 BOT H -ROLL 4-8-9 11 1 2 F 424 28# 4.95" 1 T (R1 -6-l-6- 0) EXCEPT AS SHOWN PLATES ARE TLZO GA TESTED PER ANSI/TPI 1-1995 4-8-9 —K 2-2-2 120# 2.83" 240Am 00" CANT: 0-0-7 C/L: 13 Over 3 Supports �--- Maron ja systeMS YIIAKNINU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erectlon bracing, wind bracing. portal bracing or stmliar bracing which is a part of the budding design and which must be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for lateral support of truss members only to reduce Tackling length. provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional Chk: bracing of the overall structure may be requlred. (See HIB -9I of TPII. LICENSE #0050068 frnm Plate Institute, TPI, Is bated at 583 D'Onofrb Drive. Madison, Wisconsin 53719). 100.5 VANNFSSA DFLOVi£DO.FL37766 TC Dead Dtsim- Mnrrfr Annivd, inn nrrv. i-..T,-.-...�,.,,..,....... Eng. Job: Dwg: Dsgur: 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 Connection by others. Otrfol` r?a 141 scale = 0.8481 Truss ID: W1 Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.01' Design Criteria: TPI Code Desc: FLA NCS: 0810.02 DESIGN INFORMATION This design is for an Individual building component and has been based on 1Dfonnanon provided by the cgenL The designer disclaims any responsibility for darmagesas a result of faulty or Incurred information, specifications and/or designs furnished to the truss designer by the client and the mrrecntess or accuracy of this Information as it may relate to a spe-. cgk project and accepts no responsibility m exercises no control with regard to fabrka- tion. tandkmg, shipment and Installation of trines. This trim has been designed as an Individual building component in accordance wok 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 budding designer. the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. loal ciiffitfc records for wInd or snow bads. project specMcatbns or spetlal applied loads. Unless shown. truss has notbeen designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathtng unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding. they should be braced at a maximum spacing of la-& o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahnrrtred steel meeting ASTM A 653. Grade 40, unless otherwise sham. FABRICATION NOTES Prior to fabriatlon. the fabricator shall review this drawing to ver dy that this drawing Is in conformance withthe fabricator's plans and to realize a continuing responsibility for such verl- fiatbn. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shalt be cut I'm tight fitting wood to wood bearing. Con- nedor plates shall be bated m both facts of the tress with malls fully imbedded and shag be sym. about the Joint unless otherwise shown. A 5x4 plate Is 5' We x 4' long. A 6.8 plate is 6" wide x 8' long Slots (holes) run parallel to the plate length specllkd. Double cuts on orb members shall meet at the centrold of the webs unless otherwise shown. Connector plate sbes are rninknumn sfzes based on. the forces shown and may need to be Increased for certain hared. Ung and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additionalinformation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES An bmcing and erection recommendations are to be followed In accordance with 'Handling Installing h Brading', HIB -91. Trusses are to be handledwith particular on during banding and bundling, delivery and Installation to avoid damage. Temporary and penrament bracing for holding trusses In a atraight and plumb pos- Rimr and for resisting lateral forces shalt be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action rm trusses requires such temporary bracing during htstalla(lon between hussy to avoid toppling and dmnmoing. The supervision of erection of trusses strap be under the controt of persons experienced In the Installation of trusses. Ptotessfanal advice shall be sought if needed. Coneentralkm of construction loads greater than the design loads shall not be appliedto trusses at any time. No bads other than the weightof the electors shag be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP C.OpRDs t 2x4 SP #2 D BOT COARDSi 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or hedge if necessary to achieve full bearing. PROVIDE HORIZONTAL CONNECTION PER SCHEDULE s Support 1 203# MAX LIVE LOAD DEFLECTION: L/254 at Mid -panel #_1 L=-0.33" Ds 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 0-6-6 i WO: CHEK3 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. Field Connection at Support 1 must be able transfer 172 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V= 125mph, H. 15.0 ft, Is 1.00, Exp -Cat. B, Xzt- 1.0 Bld Type= Encl L= 58.0 ft W- 7.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf ITtlpact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI -BC ... FORCE ... CSI 1- 2 -71 1.00 4- 3 0 0.85 TI: Y QTYA aa__nss-------Joint Location==s=aa-=.z=sa-d 1) 0- 2- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 0 -- MAX. REACTIONS PER BEARING LOCATION ----- --Loc Vert Horiz Uplift Y -Loc Type 6-10-12 151 172 -355 TOP PIN 0- 4- 0 280 203 -433 BOT PIN 6-10-12 81 0 -52 BOT H -ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE, Support 1 433# Support 2 355# Support 3 52# 7-0-0 1 2 F_6_00 7-0-0 4 3 281/ 8.00" 151/ 2.50" 1-1-9 I 7-0-0 8211 .50" I C/L: 10-12 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI 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 1005 VANNF-WA DROVIED0.fl-32766 Connection designed by others. Attach with (2) 10d Toe -Nails scale = 0.4854 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Y CONTRACTOR. Dsgar. TLY Chk: I Date: 4-22-03 BRACING WARNING: TC Live 16.0 psf DurFac - Lbr. 1.25 Bracing shown on this drawing is not erectlon bracing. wird bracing. portal bracing or similar bracing which is a part of the building design and which most be considered by the building designer. Bracing TC Dead 7.0 psf DurFac - Pit: 1.25 shown rt is for lateral suppoor tress members only to reduce buckling kngth. P—bi.rs must be BC Live 0.0 psf O.C. Spacing: p Bing: 24.0" made to anchor lateral bracing at ends and specified locations determined by the building designer. Additlomd bracing of the overall structure may be required. (See HIB -91 a TP).. . Bt.. Diad 100 psf Design Criteria: TPI lTmw Plate Institute. TPI. is located at 583 D`Onofrio Drive. Madison. Wisconsin 53719). ,.z �t Code DeSc: FLA TOTAL 33.0 psf V:09.05A2- 21745- 3 ..— HCS: 08.20.02 DESIGN INFORMATION This design is for an tndivldual budding component and has been based on information provided by the client The designer disc4kos any responsibility for damages as a result of faulty or Incorrect kdormatWct specifications and/or designs furnished to the cross dealgner by the client and the correctness or accuracy of this informationas it may relate to a spe- cific project andaccepts no responsibility or ererefses no control with regard to fabrica- tion. handitrrg, shipment and Installation of trusses. This truss has been designed as an 11RUMtal building component in accordance will ANSIrM 1-1995 and NDS -97 to be incorporated as part of the building design by a BuWbV Designer (registered architect - professional eng(neetl. When reviewed for approval by the budding designer. the design loadings shown must be checked to be sure that the data shown atm In agreement with the local budding codes. boa{ fInatfe records [or wInd or show bads. project specifications or special applied bads. unless shown, truss has not. been designed for storage or occupancy loads. The design assume eompransbn. chords Rop m hottam) are continu- ously braced by sheathing unless otherwise specaled. Where bottomchords in tension are not fully braced laterally by a property applied rigid ceding, they shouldbe braced at a maximum spacing of la -(r o.c. Connector Plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrkallon, the labricato shall review this drawing to verily that this drawing is In. conformance with the fabricatWs plans and to realize a continuing responsibility for such verl- fkatimn. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted. gmkL Members shall be cut for if& fitting wood to wood bearing. Con- nector )dates stall be located on both faces of the truss with nits fully imbedded and shall be sym. about the john unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6" wide x 8" long. Sols (holes) run parallel to the plate length specified. Double cuts on web members shag mat at the centred of the webs unless otherwise shown. Connector plate sixes arc minimum er sizes based on the forces show and may need to be increased for mdam hand - brig and/m erection stresses. This truss is not to be fabricated with fie retai lant treated lumber unless otherwise shown. For additional Information on Quality Control reler to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AN bracing and erection recommendations axe to be followed In accoidanee with -Handling Installing & Bracing'. HI35-91. Trusses are to be handled with particular care during banding andbundling, delivery and installation to avoid damage. Temporary and. permanent bracing. for holding trusses In a straight and plumb pos- bion and for resisting lateral forces shall be designed and Installedby others. Careful hand - Ung is essential she erection bracing is always requlm& Normal precautionary action for trusses requires such temporary bracing during bistaDatbn between tftases to avoid Wpp&V and dombroIng. The supervision of erection of trusses shall be ander the control of persons experienced In the Installation of trusses. Professional advice stall be sm ight If needed. Concentration of construction toads greater than the design bads shall not be applied to trusses at any time. No bads other than the welot of the erectors shag be applied to trusses until atter all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CBDRDS.- 2x4 SP #2 BUT CEORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/635 at Mid -panel # 1 L--0.10" D- 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 3-4-11 0-6.6 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. Field Connection at Support 1 most be able transfer 147 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V. 125mph, H- 15.0 ft, I- 1.00, Exp -Cat. B, Kzt- 1.0 Bld Type= Enol L= 58.0 ft W= 5.1 ft Truss in INT zone, TCL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC ... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -51 0.66 4- 3 0 0.51 - --Joint Locations ====>=== =w==� 1) 0 2- 0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 ---MA%. REACTIONS PER BEARING LOCATION ----- %-Loc Vert Horiz Uplift Y -Loc Type 5- 0- 4 110 147 -278 Top PIN 0- 4- 0 219 191 -399 BOT PIN 5- 0- 4 60 0 -44 BOT H -ROLL PROVIDE UPLIFT CONNECTION PER SCBEDULE, Support 1 399# Support 2 278# Support 3 44# 5-1-8 1 2 F6.00 3-1-2 Maronda Systems TVAKNIKU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 5-1-8 4005 MARONDA WAY 4 219,? 8.001, 110# 2.50" 1-1-9 -L5-1-8 61#50" (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends asd spcUlcd locations determined by the building designer. EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI C/L: -04 1-1995 Over 3 Supports BC Dead 1.0.0 psf Maronda Systems TVAKNIKU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Eng. Job: Dwg: Dsgur: TLY Chk: 4005 MARONDA WAY TC Live 16.0 psf SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracin& wind bracing. porta) bracing or similar tracing which is a part of the building designand which must be considerer) by the building designer. Bracing TC Dead 7.0 psf (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends asd spcUlcd locations determined by the building designer. BC Live 0.0 psf LICENSE #0050068 Additional bmdng of the overall atructure may be required. (See HI8-91 d TPQ. Chums Mate Institute, TPI. is located at 583 D'Onofrfo Drive, Madison. Wisconsin BC Dead 1.0.0 psf 1005 VANNEWA. Dn.OVIEDOXI-32766 537191. TOTAL 33.0 psf Design; Mafriz Awlyns JOB PATH: C:ITEE-LOKIHOMEDIR moa Toes- aaib Attach with (1) 10d Toe -Nails scale = 0.6197 Truss ID: Z Date: 4-22-03 r.�.r DurFac -pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION Tbfs design is for an btdblkhai t bufldtag component and has been based on Information provided by the client The designer db trims any responsibility for damages as a result of faulty or Incorrect Information, specifications and/a designs furnishedto the truss destgner by the client and the correctness or acamacy of this Information as it may relate to a spe- ck'k project and accept no responsibility or exercises ro control with regard to fabria- am tundhn& shipment and Installation of trusses. This truss has been designed as an individual Indicting component in accordance wilt, ANSItM 1-1995 and NDS -97 to be mcorpo ited as partof the building design by a Budding Designer (registered archned or professional engineer). When reviewed for approval by the building designerthe design loadings shown must be checked to be sore that the data shown are In agreement with the local building codes. bol cllmafle records for wind or snow bads. project specifications or special applied loads. Unless shown, tnas has not been designed for storage or occupancy bads. The design assumes compression chords (top o bottom) are contirm, ously braced by sheathing unless otherwise spec9kd. Where bottom chords in tension are notfully braced laterally by a Properly applied rigid ceding, they should be braced at a maximum spacing of 19-0" c.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabrkatols plans and to res a continuing responsibility for such veri- Ocatlor. Any discrepancies are to be put in writing before cutting or fabrication. Plates stall not be Installed over knotholes. knots or distorted gnaln. Members shall be cut for tight (Rung wood to wood bearing. Con- nector plates shall be located on both faces of the iters with naffs fully Imbedded and shaft be syn. about the joint unless otherwise shown.. A 5x4 plate s 5- wide x 4" bng A 6x8 plate is 6" wide x 6" bog. Slot (holes) run parallel to the plate length specified. Double cuts an web members shall meet at the cent-ld of the webs unless otherwise shown. Corrector plate sues are nW k"um sues based on the forces shown and rosy need to be Increased for certain hand- ling and/o erection stresses. This toss Is not to be fabricated with We retardant treated lumber unless otherwise shown. For additional h 0o nation on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed Is acomdance with -Handling Installing R. Bracing', HIB -91. Trusses are to be handled with particular care during bending and bundling delivery and installation to avoid damage. Temporaryand permanent bracing for holding trusses in a straight and plumb pos- mfon and for resisting lateral forces shall be designed and tnataZed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for truaaes requires Bach temporary bracing during IssW WIon WWeen trusses to avoid Wpplblg and dominoing. The supervision of erection of trusses stall be under the control of persons experienced. In the installation of trusses. Professional advice shaft be sought if needed. Concentration of construction lands greater than the design bads shalt not be applied to trusses at any time. No loads other than the welght of the erectors shaft be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WED(W: 2x4 SP #2 This truss is designed to bear on mltltiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L--0.01" 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 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the coagosite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 mint be able transfer 91 pounds of horizontal reaction WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I. 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type- Encl L- 58.0 ft W= 3.1 ft Truss in INT zone, TCOL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Reg TC ... FORCE ... CSI .1C ... FORCE ... CSI 1- 2 31 0.25 4- 3 0 0.19 TI: Z1 QTY -4 - ==Joint Locations=...._..>__�.�� 1) OS 2a 0 3) 3- 1- 8 2) 3- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCAmom----- X-Loc Vert Horiz Uplift Y -Loc Type 3- 0- 4 67 91 -176 TOP PIN 0- 4- 0 154 118 -287 BOT PIN 3- 0- 4 36 0 -27 BOT H -BOLL PROVIDE UPLIFT CONKS ION PER SC MMLZt Support 1 287# Support 2 176# Support 3 27# 3-1-811 1 2 6.00 2-1-2 3-1-8 F / 4 3 1-1-9 1 3-1-8 154# 8.00" 37# 2.50" On EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports (Maro'nda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 De iclir Marrir A -1-i, 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 no erection bracing wind bracing. portal bracing o similar bracing which is a part of the budding design and which must be considered by the building designer. Bracing shown is for lateral supportof thus members only to reduce buckling length. Provisions must be made to anchor lateral tracing at ends and specified boutons determined by the building designer. Additional bracing of the overall structure may be required. (See HIB -91 of TPII. (truss Plate tnstitute. TPI, is bated at 583 D'Onofrfo Drive. Madison. Wsconstn 53719). Attach with (3) 10d 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 DO scale = 0.8792 Truss ID: ZI Date: 4-22-03 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 08.20.02 DESIGN INFORMATION 'this design Is for an Indtv(dual building compommt and has been based on Information provided by the client. The designer dtaclatrna any responsibility for damages as a resift of faulty or Incorrect Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cirk protect and accepts no responsibility or exeretses no control with regard to fabrica- tion, handihtg, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance wftt ANSI/TPI 1-1995 and NDS -97 to be incorporated as part of the butidtrrg design by a Bueding Designer (registered architect or professional engtneed. When reviewed for approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement withthe local building codes, local climatic records for wind or skmw roads, project specifications m special applied keds. Unkss shown, thus has not been designed for storage or occupancy toads. The design assumes compression chords (top or bottom) are conUnu- ousdy braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling, they should be braced at a i m udrmmn spacing of h0'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653,. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricatoes plans and to realize a continuing responsibility for such ved- fkatlon. Any discrepancies arc to be put in writing before cutting or fabrication. Plates shalt not be Installed over knotholes. knots or distorted. grain. Members shall be cut for tight fitting wood to wood bearing. Con - hector plates stall be located on Troth faces of the truss with nabs fully imbedded and shalt 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• IDM Slots (holes) run parallel to the plate length specified.. Double cuts on web members stall meet at the centrold of the webs unless otherwise shown. Connector plate sins are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling andlor erection stresses. This thus is not to be fabricated with floe retardant treated lumber unless otherwise shown.. For additional information on Quality Control refer to ANSI/TR 1-1995 PRECAUTIONARY NOTES All bractng and erection recommendatlmn are to be followed In accordance with "Handing Instalurg. d. Bracing'. HIB -91. Trusses are to be handled withparticular care during banding and bundling, delivery and Inst -Ration to avoid damage. Temporary and permanent bracing for holding trusses in a. straight and phmrb Pos lion and for restating lateral forshall be m designed and Im"lled by others. Careful hand- ing Is essential and erectionbracing is always required. Normal precautionary action for trusses requires such temporary bracing during twta8ation between trusses to avoid toppling and dornh.0 g: The supervision of eme-u— of trusses alai be under the control of persons experimced In the installation of trusses. Professional advice shall be sought 9 needed. Concentration of co stnrcllon lads greater than the design (cads shall not be applied to busses at any time. No loads other than the weight of the erectors shall be applied to tnrsses until after all fastening and bracdng le completed. JB: CHESAPEAKE K 3 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. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 1- 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 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ctnposite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 last be able transfer 31 pounds of horizontal reaction WndLod per ASCE 7-98, CBC, V= 125siph, H- 15.0 ft, I. 1. 00, Exp. cat. B, Kzt- 1.0 Bld Type- Encl L- 58.0 ft W. 1.1 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 pelf Impact Resistant Covering and/or Glazing Req TC' ... FORCE ... CSI -BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 TI: Z2 QTY:4 ==-am------==Joint Locations..............� 1)0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 1- 0- 4 24 31 -65 Top PIN 0- 4- 0 88 39 -165 BOT PIN 1- 0- 4 12 0 -7 HOT H -ROLL PROVIDE UPLIFT CONNECTION' PER SCH03ULSs Support 1 165# Support 2 65# Support 3 7# 1-1-8 1 2 6.00 1-1-8 4 3 8911 8.00" 25# 2.50" 1-1-y 1-1-5 13102j rr (R1-1-7) C1L: EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports Maronda Systems WAKNING2 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GiVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shownon this drawing is not ernUou bracing, wind bracing, p -W bracing or similar bracing winch is a part of the building design and which most be considered by the building designer. Bracing (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of tress members only to reduce buckihng length Provisions must be TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations detemdned by the building designer. Additlanal bracing of the overall structure may be required. (See HIB -91 of TP). LICENSE /10050068 (Truss Plate institute. TP4 Is located at 563 D'Ono(rlo Drive. Madison. Wisconsin 53719)- 1005 VANNESSA. DROVfEDO.FL32766 BC Live Design: Matrix Analysis JOB PA 771: C.•ITE£-LOKIHOME•D/R Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.5123 Eng. Job: Dwg: Dsgnr: TLY Chk: WO: CHEK3— Truss ID: Z2 Date: 4-22-03 TC Live 16.0 psr DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24,0" BC Dead 1o.o psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf1109-05,02-4$_ HCS- 08:20:02 DESIGN INFORMATION This design is for an individual hooding component and has been based oninformation provided by the diene The designer disclaims any respomfblitly for damages as a result of faulty or ba—act Information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Imformatbn as it may relate to a ape- calc project and accepts no responsibility or arercfses no control with regard to fabrics - tion, handling, shipment and Installationof trusses. This truss has been designed as an Individual bu8dtng component In accordance with. ANSI/TPI 1-1995 and. NDS -97 to be Incorporated M part of the building design by a Buftding Designer (registered atttnitect or professional engineer). vyhen 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, load cibnatic recrorris for wird. or snow bads. project specification 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 cenunu- ously baud by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiky. they should be braced at a. Maximum spacing of 10'-W o.c. Connector plates shag be manufactured from 20 gauge hot dippedgalvanizedsteel medbng AMU A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Pdor to fabrication. the fabricator shall review this drawing to verily that this drawing is in conformance with the fabiatars plans and to res"m a continuing responsibility for such ved. ftatbn. Any discrepancies are to be put in writing before cutting or fabrtaa#tou. Plates shaft not be Installed over knotholes. knots or distorted gain. Members shag be cut for tight f Mi.9 wood to wood bearing, Con- nector plates shall be bated on troth faces of the Cuss with nags fully Imbedded and shaft be sym. about the joint unless otherwise shown. A 5x4 plate Is 5- wide x 4- long. A 8x8 plate is 6 - wide x $' bug. Slots (boles) run parallel to the plate length speclfkd. Double cuts on web members shag mod at the mrtrotd of the webs unless otherwise shown. Connector plate sires are mlamun apes based on the forces shown andmay 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 Contoi refer to ANSI/TPI 1-19% PRECAUTIONARY NOTES Ag bracing and enxUon retwurerdatkrts are to be followed in accordance with *Handling bntagmg at Bracing". 110-91. Ttusa- are to be handled with particular arc during banding end handling, delver} and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for restating lateral forces shag be designed . and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal preautloomy actionfor trusses requires such temporary bracing during installation between trusses to avoid toppling and dambnotng, The supervision of erection of trusses shag be under the control of persons experlenced In the installation of trusses. Professional advice shag be sought If needed Concentration of constructionloads grater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shall be appliedto trusses until after all fastening and bracing is completed. JB: CHESAPEAKE K 3 D.L. WO: TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D- 0.00" T:-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 2-5-15 7- 0-6-6 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. Field Connection at Support 1 must be able transfer 99 pounds of horizontal reaction Wndi.od per ASCE 7-98, C&C, V- 125ap>h, H. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L. 58.0 ft W- 3.3 ft Truss in I14T zone, TCDL- 4.2 psf, BCDL= 6.0 psf TC...FORCE... CSI .BC...FORCE... CSI 1- 2 -33 0.30 4- 3 -1 0.24 TI: Z3 HTY:3 ==Joint Locations=== = --- _==ata 1)==O$a2- === 1 3) 3- 4- 0 2) 3- 4- 0 4) 0- 2- 1 ---MAX. REACTIONS PER B$SRI?1G LOCATION ----- %-Loc Vert Horiz Uplift Y -Loc Type 3- 2-12 71 99 -190 Top PIN 0- 1-12 160 127 -330 BOT PIN 3- 2-12 63 0 -55 BOT H -ROLL PROVIDE UPLIFT C tRWCTION PER SCHEDULE, Support 1 330# Support 2 190# Support 3 55# 3-4-0 1 2 600 2-2-6 3-4-0 F / 4 161# 3.50" 72# i 50" La 1-1-9 II 34-0 63# 2 50" 1 (81-1-7) I - C/L: 3 2^12 EXCEPT AS SHOWN PLATES ARE 11.20 GA TESTED PER ANSUTPI 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 Design: Mkgrir An*sis 11fIAKNIN4: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shorn an this drawng is not erection bracing. wind bracing, portal bracing or simiar bracing which is apart of the building design and which must be considered by the building designer. Bracing shown s for lateral support of truss members only to reduce buckling length. Pression must be made to anchor lateral bracing at ends end specified lotion determined by the building designer. Additional bracing of the overall structure may be required, (See HIB -91 of TPi). (Truss Plate Institute. TPI, is located at 583 D'Onofrto Drive. Madison, Wisconsin 537191. JOB PATH: C:ITEE-LOKIHOMEOIR Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8424 Eng. Job: Dwg: Dsgnr: TLY Chk: Truss ID: Z3 Date: 4-22-03 TC Live 16.0 psf DurFae - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psr O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf 2- 2 1749- 3 HCS: 0810.02 DESIGN INFORMATION This deskis for an Individual building component and has been based cm Information provided by the client The designer disclaims any responsibility far damages as a resultof faulty or Intoned mformatbn, specifications and/or designs furnished to the tress designer by the client and the correctness or accuracy of this information u a. may relate to a spe- oFlc project and accepts no responsibility or ezeroises to comtroi with regard m fabrlra- tion. handling, shipment and Installation of trusses. This truss has been des4ned as an Individual building component in accordance Witt ANMfM 1-1995 and NDS -97 to be incorporated as part of the twgdtng design by a Building Deslgner lregstered ardraed or Professional engineer). What reviewed for approval by the building designer. the designloadings shown must be checked to be sure that the data shown are In agreement with the local building codes. tonal climatic records roar wind or snow k -ds, project speedlhatbns or special applied loads. unless shown. truss has not been designed for storage or occupancy bads. The design asatmmes compression chords (top or bottom) are contntu- ously braced by sheathing on otherwise sperXled. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceIDng they should be braced at a maximum spacing of la -O' o.c. 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 fabslallon. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to res8ze a continuing responsibility for such vert- fication. Any discrepancies are to be tett in writing befae cutting or fabrication. Plates stag not be installed over knotholes, knots or distorted grain. Members shed be cut for tight fitting wood to wood b-Ang. Con- nector plates stall be located on both faces of the tens with nags fully imbedded and shall be sym. about thcjoint urless otherwise shown. A 5x4 plate is 5' wile x 4- long A 8x8 plate Is 6- wile x 8' long. Slots (holea) run parallel to the plate length. specified. Double cuts nor web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes ane mtabmmnslits based on the form shown and may need to be increased for certain hand- ling and/or erection. stresses. This tress is not to be fabricated with the retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/M 1-1995 PRECAUTIONARY NOTES All bracing and er..tio. relXlm .d ti.— are to be followed in accordance with -Handling Installing a Bactine. HI13-91. Trusses are to be handled with particular care during banding and bundN delivery and bntallationto avoid damage. Temporary and p-mment bracing for holding tosses. bit a straight and plumb poa' araC and for resisting lateral farm shall be designed and lastalied by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requites such temporary bracing during Instauatbtt behimm Utssesto avoid tmpphng and dombwahg. The supervision of erv<rion of tresses shall be under the control of persons experienced In the installation of trusses.. Pro&sskaal. advice stall be sought if needed. Concentration of construction leads greater than the design loads stag not be applied to tnsees at arty time. No loads other than the weight of the erectors shall be applied to trusses until atter all fastening and bracing is completed K3 AC: 10# UPLIFT D.L. WO: TOP CARDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WIGS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLBCTICK: 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 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. Field Connection at Support 1 must be able transfer 32 pounds of horizontal reaction WndLod per ASCE 7-98, CEC, V- 125mph, H- 15.0 ft, I- 1.00, Ecp.Cat. B, Kzt. 1.0 Bld Type- Part L- 58.0 ft W. 1.1 ft Truss in INT zone, TCDL- 4.2 psf, BCDLw 6.0 psf TC ... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 MIT, -r-era--Joint Locations======__=_-__=. 1) 0- 2- 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ---- MAX. REACTIONS PER BRARIM LOCATION----- X-Loc Vert Horiz Uplift Y -Loc Type 1- 0- 4 24 32 -66 TOP PIN 0- 1-12 88 39 -175 HOT PIN 1- 0- 4 21 0 -16 HOT H -ROLL PROVIDE UPLIFT CONNECTION PER SCEDEDULEt Support 1 175# Support 2 66# Support 3 16# L 1-1-8 L 2 F-6.00 !�__ 1-1-8 L � 4 3 89# 3.50" 25# 2.50" tn 1-1-9 211 2. " 1-1-8 (R1-1-7) C/L: 1 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TP1 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 1005 VANNESSA MOVIEDOX1.32766 Design: Metrix Armlytis Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 1.51.23 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Jab: WO: CI4FK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' Truss ID: Z4 CONTRACTOR. Dsgnr. TLY Chk: I Date: 4-22-03 BRACING WARNING: TC Live 16.0 psi DurFac - Lir. 1.25 Bracing shown on [hit drawing is not erection bracing. wird bracing, poral bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 which is a par of the building design and which must be considered by the building designer. Bracing shown is for lateral support of buss members only to reduce buckling length. Provisions must be BC Live 0.0 psi O.C. Spacing: 24.0" made to anchor lateral bracing at ends. and specified locations determined by the building designer. Additional !racing d the overall structure may be required. (See HIB -91 of TP11. BC Dead 10.0 psi Design Criteria: TPI 9 firuss Plate h:staute. TPI. is located at 583 D'Onoftio Drive, Madison. Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psi 50 - JOB PATH: CI EE--IAKWOMFDIR HCS: 0&20_ I Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist 1• Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contract Name & Number: Christopher M Fuertsch —1407) 667--Q-4 . On Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Governmental Product Approval: —Agency Initials/Date Aaencv .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 3126/02 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 PLANS CITY GF S NFORD Created on 02/04102 Page 1 of 2 NORANDEX PAGE 29 d d a d 'dA SEE CHART FOR �4 .4'w FASTENERS _ q W VERTICAL MULLION SCHEDULE OFUM i,�L p - f SINGLE UNIT WINDOW 'TYPE OF MIILLiON TYPE OF CLIP WINDOW t 3/I1-MIN RESIGN PRESSURE F, �) #10 X 3/4" WIDTH HEIGHT NUMBER AND W TEK SCREW t I WINDOW INCH INCH 35 PSF FIA-45 TYPE OF FASTENERS tR v q U f _J1 i HEAD 26" u t �' _ _ _1.0 z 3.0 OK 4 _3 160 z 1-1 2 TAPCONS ` e o t 38_1T4 . 1,0 x 3.0--- --- --- ,.---ir - j 19-1/85U _5 6--- ------OK_-- 4 _3160 x 1-J2" TAPCONS WINDOW i �_ i.0 x 3.0 OK ' T---- ,r------ .. JAM 63 �; --_1.0 x 3.0------OK--- 4 -1 �6 �_z 1_ V TAP[ n_mjS i 7/8" 76-3 4.' 1.0 x 3.0--- --- 4 -31160 x 1-J2 TAPCONS y ti 5/8` OK 4 3 180 x 1-1 2F 7APCONS �. 28' -* --_1_0 x 3.0_ OK 4 _3 180 x 1-1 2 TAPCONS 38_-1j4* LO x 3.0_-----OK--- X IL `g 1x3 MULLION (XFLA-26-1)28-1/2"50-5 8------------ -- 4 3 180 x 1-J" --- _ 7 _-T_ 2 TAPCONS 1x4 MULLION (XFLA-9j 63A1_0 x 3.0_-- ---OK -- 4_J6'_x 1_12= TAPCONS 1.0 $ 3.0--- -- --- 4 -160-` x 1-J2 TAPCONS 76-3 4,. - OK--- W------ FLA-46 n MULLION6ANCHOR V. CLIP 26* __ 10 x 3.0--- -- OK--- 4 3 180'' x 1-1 2" TAPCONS 38_-1 1.0 x 3.0 - aK 4 3 160 _x_ 1_-1 2 TAPCONS SHEET METAL 37" 50-578 - - --- --- 4 _J� x 1-J2" TAPCONS b q 800 LB. MAX CAPACITY - g3p - LO g 3._0 pK ,---- % --- _-- __-- 4 _3f 60 xi_-J2" T_APC_OT►S �hk- WINDOW * _ _ _1_0 x 3.0 OK 4 3j80 x i-1 2� TAPCONS t792 JAMB 7/8 1x3 76-3 4 lA x 4.0`-- `-- .,----- MULLION (XFI,A-26-1) 26" OK--- 4 i 40 x i-1 2 'TAFCONS f4 #10 x 3/4" 1x4 MULLION (XFLA-39) _ LO x 3.0___ ___ OK 4 3 160 x 1-1 2 TAPCONS i 38-174' 1.0 x 3.0 TEX SCREW 53-1/8"50-5Z8�' _`-_ ---- _�`---- t -- �R 4 3f160 x 1-1 2T-TAPCONS " --1.0 x 3.0 -------- „------- 1 i t WINDOW B3 �, _ 1D $ 3.0------OR--- 2 ^1j4o__z_1-1 2 TAPC_ONS 7B=3 4 1.0 g. 4 0' 2 1 40" x 1-1 2" TAPCONS SILL - --- --- f - --- /----- CAULK BOTTOM OK 2 1 4� r x 1-i 2' TAPCONS 1 OF MULL tl Tu------i - 3/8"MIN.+1'.:r.�� . ��.A $.�.A.F• PRECASTED 3 "MIN. wAGTDRER XAm: a SILL _ D - ��Ar`1/oR�Jn11i �� z ♦j p DDD © . 3/4"MAX MASM DILE #- D D t D SEE CHART FOR a D p FASTENERS NOTES: n 1) ALL ALUMINUM ErMUSIONS- ARE OR 6083 T5, ALLAY 6083 T6, CHARLES > P.E 2) N THERE IS ONE TAPCON 1/40 X 1-1/2') ON LE ~A ' F EACH ANGLEG, F4 REG, ENG.. 48121 PLACED ON MULIdON CLIP TCF.RTL COX �' $ E a x } q 2 DA T$ 3/2i/O2 3) CONCRETE COMPRESSIVE STRENGTH n 3.000 PSI k AT 28 DAYS. NORAIMEX PAGE 3D NOTES: i) ALL AL111l1N13M EXTRiJSlONS ARE ALiDY BD69 T8, HORI`�,,,��'�'� MUL��N SCHEDIJI,E • OR B063 i5. 2) NHEN THERE iS ONE TAPCON ((i/40' X 1-i//2" SINGI,� UNIT .Ta'f?E .(}F' lafl<Ti�ON TYPE OF CIdP' oN EAcx ANGLE LEG, T� �'e�coN sHAL[, gE } WINDOW► W: DESIGN PRESSURE q PLACF.b oN Mw raN ciaP RUNE, WIDTH . NUMBER AND 3). CONCRETE COMPRESSIVE IIEIG$T W AT 28 DAYS sTRExGTx s s,000 P,SI INCH 35 PSF gt,A-� TYPE OF FASTENERS � CHARLES A.' I -AG FL REG. ENG. 48121 2B-1/� 1)AT$ 3/21/43 CENTM FLORIDA B.O.A.F. 37" 50- MANMACTUM .NAME: 76f MAS . # �� " 3-8- 53-1/6"50_ 110 x 3/4` TEK SCREW DSV SILL SH HEAD 4' __ 1_(1 x 30 ____0_K___ 0 x 3.0--- 4 _3 160 x 1-1 2 TAPC r s. --- OK 4 3J60-" % 1- J2" TAPS ---` --- 4 .3 160 x 1-1 _-- TAPC 4 ----------- J. x 3:0 OK--- ----- 4 .3. l --b--- -T� x 1_1 TAPC LO x 3io DK 4 3 IBe-x 1-1 2" TAPC _ 1-'_x 3 0--- --- OFC 4 3 160 x 1-1":2-K TAPC -- 30--- --- a-- Qg------- ----- 4 --- 360 _g 1_'J�2TAPC- 1_0 z 3:D_ ---OK --- 4 _3liBtP� x 12A TAPC �' _ I - --- 1.0 x 3:U _ 4 3J 64 x l-J2a TAP0 -'3 1.0 x 3_0_-- OK 4 160b x 1 -1 TAPCi 3' -- _-_OI{ -1-0 _ 3_0_ _ _ 4 4 3 160 "x 1-1 2 TAPCI a-_-- 360 x 1-�2 TAPCI _ ---1.0 1_0 x 3.0 --- OK--- 4 3 160 a 1-f ArC( x 3.fl--- --.OK -- 4BO,►-x i- J2" TAPC( 3,D_-_ Ok_--- 4 3 180. a l-1 2g TAPC( ---f !'_0 - - 1.0 x 3 0 _-- x ----- --- OK---- _4 4 _3J60 3 160 x 1-1 2 _TA_PCi p---- x 1-1 24 T -AP& - - 1.0 3-:0--- -- OK_ 2 _1 T.r- g-1-_1 2�'-TAPC01 _x L1ty x 31) -- OX --- _1 x i-1 2" TAPCOI 1x3 MULLION (XFLA-26-1) 1x4 MULLION (U— 39) (XFLA-26-1) ix3 MULLION DW SH HEAD ' NORANDEX PAGE 24 4 a. �VAC�'UREIB • NATE r (2) /10 x, 1-3/4" PH -SMS 2 x 3/18'0 x 2-3/4" TAPCON THRU ) BY BUCK, (SHOWN) WITH A 1-1/4' MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) 110 x 1-3/4' FR—SMS INTO .2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. (2)10 x 1 9/4' PH -SME 11114 VLH 1-1/2" MIN. E___�_ .,. SEE ELEVATION FOR ANCHOR SPACDiG. I F— WOOD BUCK m%_ PANELS k 60.0 D.P.. AL ty WOOD BUCK x• or I mm or (4) 45 4a 99:5 48 49 57.5 24 l9 24 a 8 0 (s) 80' s (ta) Sal sas SI� 26 � e 0 a �VAC�'UREIB • NATE r (2) /10 x, 1-3/4" PH -SMS 2 x 3/18'0 x 2-3/4" TAPCON THRU ) BY BUCK, (SHOWN) WITH A 1-1/4' MIN. EMBEDMENT INTO MASONRY. SEE ELEVATION FOR ANCHOR SPACING. (2) 110 x 1-3/4' FR—SMS INTO .2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. (2)10 x 1 9/4' PH -SME 11114 VLH 1-1/2" MIN. E___�_ .,. SEE ELEVATION FOR ANCHOR SPACDiG. I F— WOOD BUCK m%_ PANELS k 60.0 D.P.. AL ty WOOD BUCK x• or I mm or (4) 45 4a 99:5 48 49 57.5 24 l9 24 a 8 0 (s) 80' s (ta) Sal sas 547 eaa 26 � e 0 a !6' OB.. (4) 0'10 45 " 5) ON THE RESPONS>Bii127( FOR SELEESTON OFNORANDE% PRODUCTS TO JCW ANY APPL_ICABI$' t()CAL 24 10 10 FO s` se' 41L0 ass 514 49.6 asa 65.4 2t la Is 10 to 10 0e54.6 fes) PA a4.6 20 64.5= ICIN L= RR)1CL= pzR =9 RI 00 Ill Fl=. STEEL RED)F. ALL 10' PANELS do 80.0 D.P. 'SHIM AS REOLURED WOOD SN1M Sx01fN) TYP. JAMB. SECTION IA'' SHIM--� OR MUDD ACK AS REQUIRED IBY 2 BY BUCKlux (2) 3/16'10x 2-1/4' TAPCON OR MIAMI DADE APPROVED CONC. FASTEM SEE LUVATION FOR ANCHOR SPACING. o NOTES 2) ai As REQUIRED MAX SHR[[ STACK 1/4'. j ALUMINUM (li 7tve EXTRUSIONS AU ALIAY 8083—T5• A a 3) U S OR O WM TYPICAL :WAIL TFWKNESS OF • 0.82" QUALITY -CA UL$ HLHIND y � PANEL 'PANEL -- o 7<(HDOW FLANGE. ) 4 GLASS THICKNESS BASED ON TABU E1300 GLASS CHARTS. AND MAY VARY DEPENDING 0 G A g P X PANEL " 5) ON THE RESPONS>Bii127( FOR SELEESTON OFNORANDE% PRODUCTS TO JCW ANY APPL_ICABI$' t()CAL 4 A W � r —� 99.4 90 9D.7 .LAWS BUDIIBVG CODES, ORDDVANCES OR OTHER SAFETY HEADER AND SILL SECTION � REST SOLELY WITH THE ARCHITECT, (4) 89.4 24 00.7 60.4 10 TYP. 1 B BUCK B ING OWNER OR CONTRACTOR. 7) CONCRETE COMPRESsm STRENGTH 9 000 P r� (3) 00.7 77.4 E;4 a0.7 a9.6 18 6a7 AT 28 DAYS 51 mra {2BY2)�1etc4c ai<vuea 114' 't84pERO CLASS 181]DFNC cIASS (li 7tve DOOR kmlL= tAft! Na or 110: or >1 LOAD O �l PANEL 'PANEL ANCHORS AHMMR3 A �01V 94CliG9 11146 A t 96.7 ! 11R M8 4 A W � r �• 99.4 90 9D.7 a (4) 89.4 24 00.7 60.4 10 6 a Cj 03ti (3) 00.7 77.4 E;4 a0.7 a9.6 18 6a7 9 010 SO 0 q ^i ^•f BO' (2.5) 158.7. 7a.3 gO ea7 7a9 19 9 f ' A �.. so ss so 50 It, ;" Cij c, (4) 80 80 1010 O ~ ( •05.9 8a3 24 00.7 71.3 10 10 10 Cxy se' Tse 1a eas 1�7 10 to q 0 (2-5jPO 862 1p x 2-3/4'TN l0 4 y 'g k e OR MIAMI -'— DADEOAPPROVED CONC. FASTENERS. " ' > SEE ELEVATION FOR ANCHOR SPACING. 4 sr ' . .. a m 4u '� 40 In bfy. O • e. C3 w f` ry yy . r � X PANEL A x PANEL PANEL 'PANEL i��a (4BY2)m slsta:tar NORANDEX PAGE 23 (2) $10 x i-3/4" PH -SMS INTO 2 BY BUCK OR SW I A 1-1/4 � MIN.. SYTAPCON 1 � IDM By BMAASONRYHOpN) SEE ELEVATION FOR ANCHOR SPACING. (2) /10 x 1-3/4' FH -SYS IRM 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. L 2 BY OPTIONALVOOOD BUCK 1 3/4' PH -SMS D1f0 2 HY SEB ELEVATION FOR ANC$HR S 3/16" TEMPERED GLASS PANEL .SIZE INCHES DESIGN LOAD CAPACITY—PSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX XXX Ixxx ALL. 301f6` x 59/2" 55.$ 10 16 1B 36116" x 591/2 ` &445 49.8 12 18 6 22 30s x 791!2 " 49.7 10 18 6 20 8 36116` g 791/2 " 12 .18 22 8 SERIES Li00 jimunnnt SiIDiNG GLASS DOOR A I (1PS�aa -ABLE PANELS COURAL FtolMA B.�.A�F. (2) 3/16'0 z 2-3/4' TAPCON OR MLAMI MANe_ wlnTa DF'AC� Nye: 1 : 1loon BU DA13F2AS ENERSS. CONC. t� W1 SEE ELEVATION FOR ANCHOR SPACING. DD TRACK AS REQUIRED L BY (2) 3/1670 x 2-1/4" TAPCON OR MIAMI DADE APPROVED CONC. FASTENER SEE ELEVATION FOR ANCHOR SPACING. NOTES. 11 SHIM A3 REQUIRED. MAX SIM STACK 1/4'. 2 ALL ALUMDIUM EXTRUSiDNS ARE AUTAY 6065-T5 OR T6 9) USE HIGH WITH CAULK ERM WINDOTYPICAL WALL THICKNESS©1FOFLANGIL 4 GLASS THICKNESS BASED ON"TABLE 21300 GLASS CHARTS, AND MAY VARY DEPENDING ON S= . ii) THE RESPONSIRfft" FOR SELECTION :OF NURAND%X PRODUCTS TO MEET ANY APPUICA$Z:E rjD..CAL LAVA BUILDING CODES. ORDINANCES OR OTii$R SAFVM R8S•i 'SOLELY NTH THx ,!RcAffi:& MUTT= 84 BU UT OXNER OR CONTRACTOR. 6) ACONCRETE YS. TRESSIVE STRENGTH - SADO PSI (2BY2) {4BY2) tart-,�zun�m NORANDEX t PAGE 22 r f IU X 1-3/4' P.H- S.M.S W/1-1/2' MIN. EMBEDMENT SEE ELEVAT16H FOR ANCHOR SPACING, f 10 X 1-3/4' P.H. S.M.S: W/1-1/2" MLN. EMBEDMENT- SEE MBEDMENTSEE ELEVATION FOR .ANCHOR SPACING. NOTES; 1) .SLUM AS 2) ALL ALU OR 118: 1 3) USE .-MG 4) GLASS:! CHARTS; 5) 7'FI& � �—�I JI-7jI- WINDOW FASTENER. SCHEDULE HtiiLUIII 11i1l13>DI n�a 6) NOTE ` HEAD.. A ` a SEB NOTE 6 �DLTAIIrC 1z ALT. FIN ATTACHMENT 35 UNDER SHEATM-- NG' 60 F'SF CENTRAL FLORIDA B.O.A.F. 45 60 SF PS ACTURER NAMB: ORgn2>,PX MASTER FILE # 3 2 HEADER -AND SILL SECTION � 10 X 1-3/4' P.H.S.IC /1-1/2' MIN. EMBEDMENT WOODSEE-CLEVATLON FOR FRAME AMeunu ea&rnm MAX SLUM STACK 1/4". USIONS ARE ALLOY 6063-T5 YlpI11 THICKNESS OF 0.62' . �A iBrm WINDOW FLANGE. ABED ON TABLE E3300 GLASS ?IRY D;PENDMG oN SIZB YOR • �7Y —A ABLE IDCAL OF LAVSg `DINANCES DR OTHER SAPZTY WL4Y WITH THE ARCIHTECT •CO R. HAST : UAL.. FASTBNERS AT i /'10 X 1-3/4' klL S.M.S. W/1-1/2' WW. I�iBEDMENT SEE.E1EYAVON FOR ANCHOR SPACING. 1, fil 1f/ 4'MAX SLIIM (TOP AND BOTTOM) CHARLES', •f:, FL REG. � ENG: i 4911'1 DATE:. :3/0q/Q2. IV" IS WINDOW FASTENER. SCHEDULE W _4 ANCHORS NO. ANCHORS JAMB NCC ES SEB NOTE 6 �DLTAIIrC 1z 35 45 PS 60 F'SF 35 PS 45 60 SF PS Q T�1 2 2 2• 2 2 2 fzl . '►�' 25" 2 _733 9 3• 2 2 A V 4• 2r- 2 2' (=,A 2 2 2• 2 3 3 37-1/4 _2 3 2• 3• '�- 34• 3 3 3 3 2co 2 2' 3 3 9 d irl Gl 48-6/8 _2 2 2• 3 3 3 2 '� 3 8 30 4• 3 3 3 3 3 3 r�i 1 62' 2 2 2 ?• .z. 3 D- 44 a 4 4 4' o 3 4• 4 h 2 2• 3'w b 4 5 41 Nw,",b 2 2• 4 6.ppq q:` 4 A: 8 3• 3'— 4 5 R � � � \� DETAIIrA �DLTAIIrC DETAIL -S f�� NORANDEX PAGE 10 i!/1—i/2" MIN. I�,MHED1dENT SEE ELEVATION FOR ANCHOR SPACING. # 10 X 1-3/4' P.H. S.M.S. W/1-1/2' NIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI __ "ACTUM NA +t!i ALT. FIN ATTACHMENT�101X 1-3/4" P.H. BMUENT UNDER SHEATHING SM ELEVATION FOR FOR ANCHOR SPACING.-, 1/4' MAX SHIM (BOTH TYP. JAMB SECTION n WOOD FRAME WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANHORS N� NO. ANCHORS WIDTH INCHES HEIGHT INCHES) SUE NOTE B JAMB 46 PSF PS $0 PS 35 45 60 !L— 13 2 2: 2, 825-1 2. 25' -2 9 1123 9 • 52-1 8" -'3 3' 8 • B=�B' 2 2 2►37-1/4 2 2 • 3 3 3 3 3 3 • 3 3 2 2 2. 3 3 12" 49-5/8 2 2 3 3 1-2 3 38' 3 +.' 3 3 3 2-1 e' 18B=1L8" 2 2 22 3 3 4 26-12' 62" 2 z ' 3 4 18_8" 2 2 2. 4 4 5 12- 8-3/4 2 2 36' 9 3 • 9 3 �:- 4±5 2.437 NOTES. 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4`. 2) ALL ALUMINUM EMUSIONS ARE ALLOY BO63—T5 OR TO. WITH TYPICAL WALL, THICKNESS OF 0.62' . iD X 1-3/4" P.H. 5.115 3) USE- HIGH QUAUff CAULK ,BEHIND WINDOW FLANGE. 4/1-1/2' ISN. EMBEDMENT 4) OSSIC4E0' BASED'ON TABLE E1300 GLASS ® ° � SEE ELEVATION FOR Com. AND -MAY VARY DEPENDING ON SIZE. ANCHOR SPACING. SjRESPRODUCPSPONsaff-'LY FDR SELECTION OF NORANDEx TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING -CIiDE$ ORDINANCES OR OTHER SAFETY HEADER AND SILL SECTION ..REQ nREME= In=i SOLELY WITH THE ARCHITECT. BUILDING' OWkW OR COIR CHARLES A P •!P.E: •6) NOTE ' iNDICATESS• THAT EQUAL FASTENERS AT .WOOD . FRAME FL. REG. ENG. g. t!F9i2b HEAD AND SRI ARE REQUIRED. DATE 302 3 LI 4q Jr um SASHr ff� DETAIL=B . A NORANDEX PAG E 21 NIN 113- TAPCON WITH A - . 1-1/;" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2" WN. EMBEDMENT NOTES: ANCHOR SPACING. SEE ELEVATION FOR 1) SHIM AS REQUIRED. MAX SHIM STACK 1/4". ANCHOR SPACING 2) ALL ALUMINUM .0 a, v • I BY BUCK O 2 BY BUCK )TH TYP. JAMB SECTION )TH JAMBS) • 1 by / 2 BY BUCK SEE NOTE 6 LHEADER AND SILL SECTION TW. 1 BY BUCK • Y CHARIES.d :P p E, FL REG• ENG. DATE: 12/1r/o1, • 1 10 FAL S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVA710H FOR ANCHOR SPACING. IMUN IMEO DNSIONS -TRUSIONS ARE ALLAY 8063-T5 OR TB WITH TYPICAL RAIL THICKNESS OF 0.62" 3 e ' . USE HIGH QUALITY CAULK BEHIND WINDOW FLANGE. 4 GLASS THICKNESS BASED ON TABLE E13M GLASS ` a ' ° r {—� 1 IPRODUCTSMEET • • CHARTS; AND MAY VARY DEP$NDUIG ON SIZE. 5) THE INSILMEET FOR, SELECTION- OF NORANDE% ANY APPUCABiE JAMB WIDTH HEIGHT LOCAL LAVE BUIOR.OTHgR SAFETY RRQUIREMSN SING �RFST 0LBLY�WM THE ARCHITECT, BURRING OWNER OR CONTRACTOIL . 6) A PRESSURE TREAM WOODEX BUCif MARBLE w .OR SILL SHALL BE ADDED UNDER THE ]?RD DLJUL'1CT ' TO FULLY SUPPORT UNIT R g::SgPPORY SBE FIRMLY ATTACHED 1NTo MASOHARY AND BUPI'ORT THE PRODUCT OVER ITSBY FULL LENG'PH (SUPPLIED PSF PSF OTHERS). '~ 7) CONCRETE COMPRESSIVE STRENGTH a AT 28 DAYS. 3.000 PSI ALT. HEADER TYP• 2 BY SECTION 8) NOTE • INDICATES THAT. EUAL FASTENERS AT BUCK B.O.A.F.• 3/16" TAPCON �M an A UFAC'rumm NAw1 MIN. EMBEDMENT _ A%n1(14N.i?Eta (SEE ELEVATION FOR ANCHOR SPACING) MAµ +u•/iS1 r+ti FT'Fi 7T --------- w • a � CALL SIZE WIDTH— — 3; 2 a, v • I BY BUCK O 2 BY BUCK )TH TYP. JAMB SECTION )TH JAMBS) • 1 by / 2 BY BUCK SEE NOTE 6 LHEADER AND SILL SECTION TW. 1 BY BUCK • Y CHARIES.d :P p E, FL REG• ENG. DATE: 12/1r/o1, • 1 10 FAL S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVA710H FOR ANCHOR SPACING. IMUN IMEO DNSIONS FASTENER SCHEDULE N0. ANCHORS NO. ANCHORS HEAD/SILL JAMB WIDTH HEIGHT SEE NOTE 8 (INCHES) (INCHES) 35 45-60 35 45-60 PS PS8' PSF PSF 19–�B' 2 _ 2• 2 2 26" 2 _ — 3; 2 — 2 53–i 8" 3 3' 2 2 19-1/8" 2 2• 2 3 38-1/4" 2 _ 2•_ 2 — 3 4: 2 3 19-1��j8" 2 2•_ 3 3 •L2 50-5/6 2 _ _ 2• _ — $ 2 34 3 3 53-1 B. 3 — 4, 3 — 3 19-�8" 2 2• 3 4 28-i/2 63" 2 2' 3 4 53-i B' 9 •_ 4' 3 — 4 19-1 2 20' 3 4 4. �• 2 — 3` 3 —4 I -i � f u• na � DETAIL -C DETAD—B �. NORANDEX PAGE 9 3 16` TAPCON WITH A . 1-1/4' AUX EMBEDMENT (A SEE ELEVATION FOR ANCHOR SPACING. to F.x SEI. 1-i� SEE ELEq ANCHOR d d 1L S. WITH A MIN. EMBEDMENT IN FOR inn NOTES. 1) SHIM AS REQUIRED. MAX SHIM STACK 1/4•. 2) ALL ALUMINUM EXTRUSIONS ARE ALLOY 806-3-T5 31 OR USE 6 WITHGH TYPICAL WALL THICKNESS OF 0.62' . 4GLASS THICDWS BASED ON TABLE EI�300R LITY CAULK BLIHIND LGE CHARTS, AND MAY VARY DEPENDING ON SIM 5) THE RESPONSIBUM FOR SELBCTidN OF NdRANDEIC PRtIDUCTS TO MEET ANY APPLICABLE LOCAL LAWS, 11UQDING CODES, ORDINANCES OR OTHER SAFyrTy BUILDING OW RER SOLELY WPfH THE ARCg1TECT 7fNER OR CONTRACTOR. 8) A PRESSURE TREATED WOODEN BUCK OR MARBLE Sul, SHALL BE ADDED UNDER THE PRODUCT TO FULLY.SUPPORT UNITTHIS SUPPORT SHALL BE FIRMLY ATTACHED INTO THE PRODUCT AND SUPPORT PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS), 7) CONCRETE COMPRESSIVE STRENGTH a 3.000 PSI AT 28 DAYS. 2 DY BUCK (tAL FLpRiD A B•0•A.F. 3/16• TAPCoN - o A� R NAME: 1►IZ EM' MIN. EMBEDMENT MASTER SEI; ELE\'A?tON FOR FOR ANCHOR SPACING. I a' d' CALL SIZE WIDTH 11 CHARLES A.PAGJW P.R FL REG. ENG: fit' 49121 DATE.` 3/21/()2 Io F.x s.M.s. R/I-1/z• MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. �1 � A V E' r 03 co MM I•DADE 1 NII.AMI-DADS COUNTY. FLORIDA METRO-DADE FL.AGLER BUILDING PRODUCT CONTROL, NOTICE OF ACCEPTANCE Prenidor Entry Systems 911. E. Jefersorl, P.O. Box 76 Pittsburgh ,ILS 66762 BUILDING CODE -COMPLIANCE OFFICE MIi7720-1)AUL' I'I-AGI.HIZ 13UJI.1)IN(; 140 WHS'r FLAGI.L•'it S'I'1ZJili r, St)i'11? J Gtl3 MIAMI, FLOIZI )A 33130-1563 (305)3%7S -29U I FAX (305) 375-2'x13 C ONTR.,1C.TOR LiC:I:NSI`C: tiltC 1'!f)� (JU5} 375.3537 Fa.\ (705) 375.2556 c:a ru,tc~rc)tz r)1%•!s!().N (JUS) 375.3966 FAX (305) 375.2t)a6 t�ttt)UL'CI' C:U�"i'RUI.I)it'tslU� Four application for Notice of Acceptance (NOA) of. (305)375.290, FAX(305)372.6319 Entergy 6-8 S-W/E InsNving Opudue Double w/sidclites Residential Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing the use of Alternate Mliterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dads: County Building Code Compliance Office.(13CCO) under the conditions specified herein. This NOA shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for duality control testing. If this product or material fai'Is to perform in the approved manner, BCCO may revolve, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, if it is determined by BCCO that- this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.; 0.1-031.3.2.1 � EXPIRES: 04/02/2006 Raul KOdrlgucz ChiefProdact Control Division THIS IS TILE COVERSI•iEET SEE ADDITIONALPAGES FOR SPECIFIC AND GENERAI, CON'DIT'IONS BUILDING CODE &•PRODUCT REVIEW COMMITTEE, This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED: 06/0-5/2001 Francisco J, Quintana, R.A. Director Miami -Dads: Comity I3uilding Code Complianncc Office 0.304500011pc2000%emplareAnodce acceptance cove/- pare.dot Internet mail address: postinastcr:ubuild !n hcodeonlinc.com liumclra �o httlla/tirt�titi.buildint'CDdeunIhir-Com Premdor Entry Systems 3. 3.1 3.2 4. 4.1 4.2 a.l 6. 6.1 ACCEPTANCE No.: . 01-031#.24 APPROVED SUN 0 5 2001 EXPIRES 'April Aril 02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS SCOPE This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of'Acceptancc, designed to comply with the South. Florida Building Code (SFBC), 1994 Edition for Miami-Dadc County, for the locations where the pressure r6quirements, as deterniined by SFBC Chapter'23, do not exceed the Design Pressure Rating values indicated in the approved drawings. PRODUCT. DESCRIPTION The Series Entergy 6-8 S-�V/E Inswing Opaque Double Residential Insulated Steel Doors witlt Sidelites-Impact Resistant Door Slab Only and its components. shall be constructed in strict compliance' with the following documents: Drawing No 31-1029-ENNI-I, Sheets 1 through 6 of 6, titled "Prcmdor (Entergy Brand) Double Door with Sidclites i,i Wood Frames witih Bumper Threshold (Inswing)," prepared by manufacturcr,•datcd 7/39/97 %with revision C dated 01/I1 00, bearing the Miami -Dade County Product. Control approval stampwith the Notice of Acceptance number'and-approval date by the Miami -Dade County Product Control Division.. These documents shall hereinafter be referred to as the approvcd drawings. LIMITATIONS This approval applies to single unit applicatiogs of pair of doors and single door only, as shown in approved drawings. Single door units shall indlu.dc ail components described in the active icaf o1' this approval. Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 46 degrees. Unless unit is installed in non -habitable areas where the unit and the arca arc designed to accept water infiltration. INSTALLATION The residential insulated steel door and ii � components shall -be installed in strict conipliance %vith the approved drawings. Hurricane protection system (shutters): 4.2.1 Door: the installation Of this unit will not require a hurricane protection sysicni. 4.2.2 Sidelite: the installation of this unit will reciuire a hurricane protection system. LADLING Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc Counity Product Control Approved". BUILDING PERMIT REQUIREMEN"I'S Application for building permit shall bd accompanied by copies cif the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved cirawings, as identified in Section 2 of this Notice of Acceptance, clearly marked to shc►w the components selected for the proposed installation. 6.1.3 Any other documents required by the Building O ,cial or the South Florid, uilding Codc (SFBC) in order to properly cvaluIate the installation o gni s stem. _ - Manuelr' crcz, P.E. Product Con xamincr Product :' entrol Division 2 Frcmdor Entry SNstems ACCEPTANCE No.:01-0314.24 APPROVED JUN 0 5 2u01 EXPIRES .4 ril 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a 11 renewal application has been filed and the original submitted documentation, including test supporting data,, engineering documents, arc no older than eight (S) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name:, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. 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, including the'corrcct installation of the product. d. The,en gincer who originally prepared, signed and scaled the required documentation initially submitted, is no longer practicing the engineering profession. 4. Any revision or change in t9c materials, use. and/or manufacture of the product or process shall automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal o.l'this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. S. 9. The Notice of Acccptancc number preceded by the words Miami-Dadc County,. Florida, and followed by the expiration date may be displayed in advertising literature. if any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. A copy of this Acceptance as well as approved drawings and other_ documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'available for inspection at the job site at all time. The engineer needs not-rescal the copies. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. This Notice of Acceptance consists of pages 1, 2 and this last Page :3. EIND OF TRIS ACCEPT NCE ti Manuelercz, P.E., Product Ci ontro - . rniner Produc Cor�.trol Division 3 PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD. FRAMES WITH A BUMPER THRESHOLD (INSWING) 1��;tt[• 7/K' KM t� ' N1 •S.1 IR xWl3 i.M. 7 ATTACH ASTRAGAL THROW 80.T 10 x I' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 910 x 1 3/4' NIXES FLATHEAD SCREWS; NOTESs 1J WOOD BUCKS BY OTHERS. MUST BE ANCHORED - 1D z I LONG FLAIFEAD SC PROPERLY,, TO' .TRANSFER -LOADS TO THE STRUCTURE l7iCWS --� �-- 2J THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS Lx INrnNc R.N. INSWING A, WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY wr ArroernEonscc �+:tu�ar.,n w STRUCTURAL WOOD DUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATER R6ry, TRAf10N VA NB fRAI10N OR MASONRY VITT WITHOUT A NON-STRUCTURAL BUTREIIEttf IS NECBED TIS M NEEBEB ONE vY BY WOOD EUU R t 3 ALL ANCHORING SCREWS TO BE 910 WITH �oNTnoLtrnsrc>N ewloe„ tpU,VkEpF�, MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ps ISRMA PFH TAPCONS VTTH i 1/2' MINIMUM EMBEDMENT ACOBPTANCEMo7A 031 Li. tti : INTO MAUNITS SHALL BE INSTALLED ONLY AT LOCAr1UTS FRDIECrEB BT A CANOPY OR MASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE li CANOPY OR OVERHA1Si (. UNIT MUST BE INSTALLED WITH 'MIAMI -DAVE COUNTY TO SILL IS LESS THAN 45 DEGREES. UNLESS UNIT IS INSTALLED IN APPROVED' SHUTTERS NON•HABITARLE AREAS WHERE THE SNIT AND THE AREA ARE DESIGNED iV S. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER INFILTRArIL)L AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD•ON SIDELITES AND M c I $AM MMtT Noova�noas 6. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE JAMBS AND SIDELITES 1 I H • SOT 2o� ntR' DOOR/SIDEUTE HEADER, DOOR/SIDELITI: JAMBS, AND SIDELITE BASEMom �T cw mss millT. :ORNERS ARE COPED AND BUTT JOINER - , B. DOORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST INHIBITIVE PRIMER I FA , PAINT WITH A DRY FILM THICKNESS OF 0.8 TO 62 MIL 1 -I029 -EW -I 9. FRAMES SMALL BE PRE-PArNrED WITH AN ACRYLIC LATEX VATER-BASED/ luL JSP SHEET 1 OF 5 WATER -REDUCIBLE VH17E PRIMER VITH A DRY I-ILM THICKNESS OF U TO L2 MIL DIVn U iit7 GLAZING DETAIL TOW -RED GLM INTERIOR INSWING OTHER CONFIGURATIONS IM� — ij 1 -1029 -EV -1 SLEET 2 ff 6 rn�aenp 1/4' SHIM MAX r— 3/4' 80 11/16' MAX INTERIOR 79 5/16' MAX s SECTICJN B -B 2 BY VUOD BUCK 13 EXTERIOR 31 -1029 -EW -1 SHEE T 3 OF 6 WVISBN UIiED B MA I LKIALS LIST ITEH Na DESCRIPIN PART NUMBER COMMENTS -- 1 2 WOOD WAD JAMB EV -14 1 I/4• X 4 9/16' HTL. TD BE PINE OR EDUIVALENi —[=SET COMPRESSION WEATHERSTRIP Ly: ALUHINLIN ASTRAGAL_ ?5— BRAND I QNSE& (BRONZE) " PREHBOR BRAND OR EOUIVALENT- 5/8' ALUMINUM 4 IN ALUMIN-BLIMPER THRESHiLD EW -15 PREHDOR BRAND OR ElY ASTRA( DUIVALCNT - 1 1/4' 1 1/4' TOP Ew+nB4E1 EV -DB , x 4 9/16• IMEMDOR BRAND - i 11/15' - 20 GA STEEL 7 STEELK 2i Ob7 t!S -!0pill B F IB"11ITRI B B T BASF FDAH - _ NSITY 2.0 TD 25 lbs./ft' r Ass FRAME- OC -1 4 - p1 MASS L TTDN CH L EV -07 PREHOOR BRAND - 1 11/16• - 20 , $TFCC 4 WOOD L CK 14DCK STRIKE STILE EV -09 4• X 9 I/2' HTL TO BE PW �''--'" 4• 11R EDUIvtHLtNI it HINGE STILE EV -B6 15/16' X i 11/16' NIL TO � PiDR ED NE UiVALENJ 2 LDCK PREP FILLER PLATE EV -05 IS/16' X i ii/16' NTL i0 BE P' IK OR EDUTVALENT ITE BASE X 4'HINGE EV -10 2W THICK_ HIL. TO BE POLYETITYLE H4 WOOD HINGE JAMB V� RACIER BRAND. HINGE OR EDOIVALENT - .097 THICK (STEI T fiB x 3/4' fJ4.W.S.lyzLl ) 1/4• X 4 9/15• HIT„ i0 !� PDlE � EgRVAL£NT 1 1/4' X 4 9/16' NTL TO BE PINE OR £DUIVALENT tb IiD X 2' FHW.S• N) SCREVS PER HHAPE INTO DEM - -1643. ODL-2 1B' PalyproPylene by OOL ie E STRIKE JMNI INTO SIKLITE � Ofi 1 1/2"PAN HEAD SCREWS .LINO, ft-ArTER'" mvt fRD4K DL trilSiEAU(SIDELItE 1 .PIN JMNI WTO SIKLIIL r pyN f�a OPNMK b' REMrtER . EV -26 x_IR • PfH IN"a VmW 1 ire EMEVM IKfER in ELFVAJ 31 -1029 -EW -1 SHEE T 3 OF 6 WVISBN UIiED B 1 Bio X 3/4• rHV.S. VIEW' N S USED AND LMATOtS 9 ' ID x 2' rHV.S. (2) SCREWS PER HINGE INTO JAHB —[=SET (2) SCREWS AT EACH STRIKE PLATE IIB % 1 3/4' rHV,$, PIKS T (BRAND 200 LOCK OR HARLpC BRAND 100 LOCK ITE JAMB (2) SCREWS PER HINGE INTO JAMB INGLE PANEL GLASS EV -19 1 1/4' X 4 9/16' NTL TO BE PINE OR EDUIVALENI III TRIM {LAB) r Ass FRAME- OC -1 4 - p1 MASS L 1 1/4' =CASING G EV -21 EW -22 5/16 x 1/2' "MTL. TO BE PINE CIR EOUIVALEN t.e : t n TD P nR Hary ITE HEAD JAMB EV -231 - rT Ns tae u roa •st ar stx swan wK taa:uors ITE BASE 1/4' X 4 9/16' NTL TO BE PINE OR EOUIVALCNT POLYPROPYLENE LITE FRAME EV -24 ) 1/4• X 4 9/15• HIT„ i0 !� PDlE � EgRVAL£NT -1643. ODL-2 1B' PalyproPylene by OOL Ofi 1 1/2"PAN HEAD SCREWS B PER fRAI4ET 1 .PIN VDELITE STILES NAIL EV -26 AFT >< 15!16' X 1 11/16' HT1 TO BE PINE Be EDUiUALEIiT 14, EDS A%L 4- IN r17N END. NMT Ir OL IKWIER, USE) ON MUM AM ' DEW SILICONE 4995 lDOty OIESS iiD[1 F4AC ILL EIiRllllllb+IBiI551tTIn go run (ILS NIIi B DMDE c01A)tT H[IBlr1CATIONS t) A D D PAGE' S {DDDR TIONS) 0-1-1 RO MPi'NVJEO kS cIWPlrrrGIMTH THE: _ xMLYat�6 tuff n 31 -1029 -EW -1 SHEE T 3 OF 6 WVISBN UIiED B 2 BY WOOD DUCK 1/4' SHIM MAX 3/4' -T--FW-5�--�. INTERIOR 79 3/16' MAX BO 11/16' MAX Z BY WOOD BUCK SECTION c' -c EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING #i31 -1029 -EW -1 SHEET 2 OF 6 DOW SILICONE #995 AuYMWHTIM 1 -1029 -EW -1 SHEET A OF 6 R[VI5�1 TITER g OTHER DOOR -'CONTIG URATIONS Ir IT 100 av .a aw r K r /.nK :u 1l' �. i F w ~ T rr f• w Y Mw •16 � 1 1 - Y IT aY Ir >T wt � K YKK o � - r IYII• � •. 1• Yt +• a vl• r K Yba O - 1 04 K r•iq oxxn � w••.7 r�w R W �'�• a' � K W! 1 __r W 1 1 1 K 1 f 1 1 f � 1 r r w on ' l 1011 M W SP Yr Lir R � w W 1 Yr ei a.oc -K Y r IVY• WW � - iYf+a:c K W �y r w �-•! 1•_•• W • X0 .• w R f K fWr. n Yr ram• ` • � � - Kw« 0 1 AFFSOVEO A5 CCtlftr, %M THE SOIJIi1 Pl "Dm Cw Ulu J Pi OFF ACCEFUME1Rt 01-D031y j4 m 31 -1029 -EW -1 SHEET 5 OF 6 n T i ir-n nf-,r-,,. - . a nLK JJuuK rANLL STYLES 36° r -MAX 79 I non Q/1 I7 D00 �� DD Q 04 non Ofl 1100 BLANC TOP b PANEL 4-PANCL 4 -PANEL 9 -PANEL 10 -PAWL 18 -P -WL OTHER SIDELITE. STYLES 36' MAX 79 rr J' SL -10 SL -28 SL -3B �• SL -68 SL -50 ' SL -588 SL -69A SL -69B ❑ D • PDA PD -2 P9-3 PD -4 PD -5 PD -6 PD -7 PD -8 9 PD -19 J 00 Qb 0o i0l 00 g®o 00 00 013 lal ad FLASH a -PANEL CROSSBIB3C 12 -PANEL 4 -PAS 5-pma 5 -PAWL EYEBROV V/SCROLL EYEBROV 5-PANCL 5 -PANEL V/SCROLL CYEROV Q SL -69C SL -25 SL -55 SL -30D SL -40 pp SL -90A tl PD -9 PD -18 PD -11 PD -12 PD -13 li ii i' f' ¢ori'; Ilf 111 !1 II � .i !' I� �itl` Jii 111 iii 111 '�Itdj ill II ,1I { 1111 11f iii 111 �iti�j 111 PD -22 111 Imu A PD -38 PD -39 PD -40 PD -41 PD -42 PO -43 PD -43A SL -98B SL -90C SL -30D SL -30C SL -70 SL -88 fltl cue - as PD -14 PD -15 PD-tb PD -17 c` z t2 PD -31 PB -32 p n i7 Uumm Am Im It, 4111. fI1tI � I f � �PRENDOR a" 1PT11NS P L MD N Y SYS hf 31 -109 -EW -1 PO -430 a11 13: uw S l T b DF 6 ECYISBI 1[1lit • ,. PRODUCT CONTROL NOTICE Or A CCEPTANCE Prcmdor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (N A) of 'MIAN11-DADE COUNTY, FLORIDA b1ETRO-DADS FLAGLER BUILD.I,NG 13UtLD1tN'G CODE COMPLIANCE 0FFICE• M1717ZO-DAIX FLAGIXT: 13UI1.1)lhG 140 ivns*r Fi.Acn.1 R S'17tI:1: r, SUrl-H 1603 MIAMI, FLOIUDA 33130-1503 (305).375-291)l FAX (303) 375-2905 CON'TIt•1C.i'UR I.1 C:1 1S1\C: tiI:G-r1ON 00)375-2527 F.IX(lU5)37<._c1ti co.Nrri?,IC'rUR FNFOItC:ti\II{,\-r 1)1,'ItiION (305)371-2'�GG F.l\"(.tUS)375.29U� 1'RO!)1:CI• C:U\ 1'I2U1.1)l�'151ON (305) 375.2'1U2 1°.1.N (JUS) 372•G3.tg Entergy 6-8 S-SV/E Outswing Opaque Sirlgte m,/sidelites Residential Insulated Steel Door under Chapter S of the Code ofMiami-Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compliance Office (BCCO) under the conditions specified herein. This NOA shall not be valid after the expiration. date stated below. BCCO reserves the right to secure this product or material at, any time from a jobsite or manufacturer's plant i'or duality control testing, if this product or material fails to perform in the approved manner, BCCA may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this zpproval, if it is determined by BCCO that this product or material fails to meet the requirements of the South Florida 'Building Coale. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 >r EXPIRES: 04/02/2006 Raul Koarlguez Chief Product Control Division THIS SIS THE C01'ERSL1j_ET SEE AI)DITIOtNAI, PAGES 1701Z SPECIFIC ND GENERA CONDITIONS BUILDING CODE & PROOLICT REN'IE`N' CO.NINItTTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and. Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. :'-PI'IZOVED: _26/05/2001 11:04s0U011pc2o0o11te,nplatm\.notice acceptance cower page -dot Francisco. Quintana, R.A. Director Miami -Dade CountN• Building Code Compliance 01'rce Irt(crnet nihil address,* pnstm:Istcr'ir,`11t iltlin„!cndcanlittt.corn 11(tr}1Cllaef'• Ittln•.n•tt•,t• hn:lrr:.,,,n.,.l.,.,..l:.,n ,..,... Premdor Entry Systems ACCEPTANCE No.: '01-0314.21 APPROVED • _ JUN Q 5 2Qj EXPIRES : _ A3ril 02,20o6 NOTICE OF ACCEPTANCE; SPECIFIC CONDITIONS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this ' Notice of Ac-ceptancc, designed to comply with the South Florida Building Coder (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as detcrrizined by SFBC Chapter 231. do not exceed the Design Pressure Rating values indicated in. the approved drawings. 2 • PRODUCT DESCRIPTION 2.I The Series Entergy 6-8 S-W/E OutslYlna Opaque Sinald Residential.Insulated Steel Door with Sidelites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31 -1020 -EW -0, Sheets .1 through 6 of b, titled "Premdor (Entergy Brand) Wood Edge Single Door with Sidclites in a Wood Frames %vith Bumper Threshold (Outs-vving)," preparedby manufacturer, dated 7/29/97 with revision C dated 01/15/01, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS I I ' . 3.1 This approval applies to single unit applications ofsingle door only, as shown in approved drawings. 4. INSTALLATION '4.1 The residcntial -insulated steel door and its components shall be installed in strict compliance with the approved drawings. . 4.2 Hurricane protection system (shutters): ' 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidclite: the installation of this unit will_ r_ eguire a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami-Dadc County Product Control Approved". 6. BUILDING PERMIT REQUIREII'lENTS 6.1 Application for building pen -nit shall be accompanied by copies of the hollowing: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of 1.11c approved drawings, as idcntificd in Scction 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed installation. 6.1.3 Any other documents required by the Building Official or the Sot.7th Florida Building Code (SFBC) in order to properly evaluate the installati n of this syslcrz. Manuel Pcrcz, P.E. Product Con roI •xamincr 2 Product ontrol Division Premdor Entry Svstems ACC. EPT.. NCE No.: 0 1-03 14 21 APPROVED JUN 'nro EXPIRES : ADri1 Q2 X006 NOTICE OF ACCEPTANCE• STANDARD ! 2DITIONS l . Renewal of this Acceptance (approval) shall be considered aftcr a renewal application has been filed and the ori.ginaI submitted documentation, including test supporting data, engineering documents, are no older than eight (S) years. ?. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptancc. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with'the code changes. b. The product is no longer [lie same product (identical) as the one originally approved. C. If the Acceptance holder has not'complicd with all rhe requircmcrits of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially " submitted, is. no longer practicing the engineering profession. 4. Any revision or change in [lie mdterials, -use, and/or manufacture of the product or process shal l automatically be cause for termination of this Acceptance, unless prior written approval has been requested (through the filing ora revisi off i cc. on application with appropriate fee) and granted by this S. Any of the following shall also be grounds for removal of this Acceptance: a. Unsatisfactory performance of this product or process. b. Misuse -of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. G. The Notice of Acceptance number preceded by the words Miami-Dadc County, Florida, and followed by the expiration date may be displayed in advcriising literature. if any portion of the Notice of Acceptance is displayed, then it shall be done iri its entirety. 7. A copy of this Acceptancc as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its diistributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this Acceptance sd all be cause for termination and removal of Acccptancc. 9. This Notice of Acceptance consists of pa.gcs 1, ? and this last page 3. END OF'I HIS ACCEPT ,NCE M _ c.l crez, P.E., Product Co tro Examiner Pi C ntrol Division 3' F'KLMIJUK (EN ! E k(I Y BRAND) WUOD EDGE ' SINGLE DOOR WITH• SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD (OUT.SWING) EE p�pn[x c4)EER'AD"t."SITUL", f6) (+ER r TERNAT s 3116' PFH TAPCOHS�ND —� 100' MAX x/f 1/Y MINIMIAI EMBEDH{Ni 4' MAX 4' MAX MAX 4 - MAX MAX 3' MAX M 'C' 3' MAX 3' MAX 14• T MAX MAX MAX 4' MAX IINOi TS) LES - 87/16•( t4� • DB bl 1111 • 15' MAX A iT 0 C. MAX S IT Ig. NAx MAX 43 1 /16' 15' MAX r TOP t>F DOOR � OG a TO � L KV ��y�7pp IXSET DEAt.30. 011 "";T"• MODEL ii0 7:ERICS - DR MAft= VEADIDL I NODCL Ito* 22' x 64' 15' MAX MAX DLO 0C. A Aso 1/16• MAX �\`• j Xvncur Laocstr/ • 15• MAX NOVEL 0.808 SCRICS Lc:Er "0511 Ioo�au 7Li6'f 0110BQS •\,• 15' MAX \'•� OG• \\ I5.' �._ IS' MAX•. A.. \ - 6' AX MAX MAX 1 1'4 MAXryAX iS' ' r 7 4' MAX MAX 3' MAX 3' MAX MAX NOfEA 3' MAX 7• MAX 1.T VCOD SUCKS BY OTHERS. MUST BE ANNSFCHOREO4' MAX--, MAX 4' MAX MAX PROPERLY TO TRANSFER LOADS To THE STRUCRAZE 2l THE PRECEDING DRAVINGS ARE INTENDED TO BB x 4 3/4' F.H.W.S OUALIFT THE MOVING INSTALLATIONS 3) PER SIDE FROM A. VOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM �—j J-- ( JAMB INTO THRESHOLD TVO By WOOD OPENING. L/ v B MASONRY OR CONCRETE CONSTRICTION WERE RX OUTSVING LH OUISVING DUGH SYSTCM IS ANCHORED TO A MINIMUM TVO BY STRUCTURAL VOCID BUCK G MASONRY OR CONCRETE L'ONSTRUCHM WHERE DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE pR NA DN T VIIH OR VITMOUT A NCIH -STRUCTURAL ONE BY V�D BUCK CIC VAI p6 IRATIO! VFE VA CR IRA BII CBDIAOKR�S 11 CI + RCgBRCUENt li MCDED 1 ALL ANCFIdtUHG SCREVS i0 BE BID VItH ` + APPROVED AS COUDLYlt•O III I I MINIMUM 1 I!2' EMBEDHEMi INTO VMD SUBSTRATE OR 3/16' PFH TAPCONS'VITH X - 67-11 aJtITHPIfr DUpDINGtDuF 1 1/2• MINIMUM EMBEDMENT INTO MASONRY. z Will WALL BE IUTALLCI OA, 4. UNIT MUST BE INSTALLED VIIH *MIAMI-DADC COUNTY KY AT MtIW PROiECIED IT A CAvy at DVCRNN4 SUCH MAT 111C MUC ICIVEER INC EV Dr. CANWY OR OVCINv4 By � APPR D' SHUTTERS i0 SILL IS LESS TWIN HS C1:OIC[S. MISS Utit IS IRIN PROM' 7 LTRDICI'AS:O: S. INK STAPLES PER SIDE JAMB INTO HEADER ON SIDELTES AND DDDR. THREE STAPLES PER IAMB INTO BASE ON SIDELiTES WN-HANIAi E AREAS VMCRE TIC UNIT AND IMC ARCA ARC DESIGNEFto ACCEpi YAiCR UItRTRAtIDR Bl1ILDW CODE CQLIPLIA.VCOCffiZ! Acc�PYulcFno.p/. o3iv. L r 6. LAtEX SEALANT TO HHC APPLIED AT SIDE BT SIDE JAMBS AND SIDELIiES lNwromed T. WWSID&ITE HEADER, DOOR/SiDCLITE JANOS, AND SIDELifC BASE CORNERS ARC COPED AND BUfT JOINEI. 1 Y BE INNTPV PR VDRY INHIBITIVE MER AiL TH A flLls i ICKNE SBS TO 12 NR sl 9. FRANCS SHALL BE PRC-PAINrCD VIiH AN ACRYLIC LATEX VATER-BASED/31—IOZO`EW^� VATER-RCOUCIRLE VNITE PRIMER VITN A DRY FiLN THICKNESS DF 4B M12 NIL saL SHEET I ivVLUis;l • -- t / 1 1 GLAZING DETAIL O U ITS W I N G OTHER CONFIGURATIONS SHERvHI V0. LATEX 66 Sia• 6s V4. Eaurr aE t EXT w�K CAL" 65 xa�c �, „r qac —"j EXTERRR I •• s - I. x INTCRIOT . I12` 9t, �,LASS BITE 9 _'MauVB' TEWEREO GLA52 �aotuPuvlC6 mst�R[fR I-�IO2U—EW—II ncCEauiR yp. a�' �3 r v. L� SWET. 2 Q 6 3/4' 80 11/16' MAX EXTERIOR 79 5/16' MAX f SECTION B -B PARI WHO 91.1 T1F1,tNIs V<X}D HEAD JAMB I ry-I3 1._ -- o - - -Lw_,, N X -_ SEAL 50 Y - 1 1/4' X 4 9/16' NTL, TO BE PINE OR EQUIVALENT THRESM0.D EV -13 PRENDOR BRAND OR EQUIVALENT - i I/1` x 4 9/i6' EV -O5 PREMDOR BRAND - ! 11/16' - 20 Ga STEEL li lWl i>Q1wzw a ssrt[ IT BASF FOAM - ANSI TY 0 TO 2.5 Ibs✓r t' EV-04PREMOOR BRAND - 1 11/16' - 20 EV-D8G4 STEEL -- - '" — "^^^u - mu' THICK- MTI- TO BE PQYETNYLEN V-1 NAGER BRAND RL%E OR EQUIVALENT - Qg� F Ex IS 11ELI T 1/4' X 4 9/16' MTL. TO BE'PD4E-OR EQUIVALENT (4) SCREVS PER MTiTGE INTa WEIR a,rr ILL �EACH 310ELifC Jin>f aTTO s!�►lE, r oavn rrta, REFER TO ELCVAtIpR VIEV, FOR ! or LDTAt111TS EV -07 15/16' X 1 11/16' NTL. TO BE PINE OR:.EOUIVALENT (2) SCREVS AT EACH STRIKE PLATE KV SET BRAND 200 LOUOR BRAND. 100 LOCK T s{i+Evs Fg Wp{ kR— JM1 m'u SIBEUtE AA1, jr III rRM rrP /W! I DG AFTER I X 8�•aD.C. iHEREArTER1RE WIR WM SIDELnE JMR. 4' S1 rUM 1 41 SERE�TS IWEACH 1ryl 1I III JRA, V-18 1 1/4''X 4 9/16' MIL. TO BE PINE OR EQUIVALENT V-19 n T -164 - cD - -20 5116 x I/2' MTL. TO BE PINE OR ElA.1VALENT J -2l �pR SIAi 0T .1 1E yIiij 111 111! wrr ,S. lloll, I'll wold Hue - a-22 1 1/4' X 4 9/16' NTL TO PWE !JA EOU1vALENT /-23 1 1/4' X 4 9/16' NFL. TO BE PINE OR EQUIVALENT 643. D0L-2 AP, Polypropylene by ODL B 11 PER FRAME m IlCCE1 4 i AI`i 4' Ldfi RI1a. 4' IN raOR F>RE' I. I IMWIER. ZU ON OU KK MIT TAn, ll 31 -1020 -EW -0 SHEET � OF 6 1EITMW LEIB B V LOCK PREP FILLER•PLA TE 4'x4' HINGE 4 VOOD 1I ,MILD 5 110 x 3/4' F.KVS INTERIOR 6 710—X-2- FAV.S. 17rie v ymax I if wt W moo; 1e SIDELTTE WOOD STILE 9 18 X'2* FRV.S. LOCKSET 110 x 1 3/4' FHV.S. `1 VDOD SIDELITE .IAMB 22' X 64' SINGLE PANEL. GL.AS. SIDELITE TRIM (vWD) iIOOD CASING _ AE %iOUD SIDELITE HEAD .IAMB VOOD SIDEUTE BASE PTAYPRfO'YLENE LITE FRAME 16 X 1 1/2' PAN BEAD SCREVS PIN NAIL DOW SILICONE 4995 17 p—qI>~ -Wm i[BLI, 7lw CtIB6 IHEi4 BB1LB, STL —6 -IQ MPRli12i.(S Cf3FiEYR6 YfIAf tAE �Y IT P EMDQR ENTRY S1 IRYI m L euaoRxTcooR�yy� PI11S R. Ni1� -- - '" — "^^^u - mu' THICK- MTI- TO BE PQYETNYLEN V-1 NAGER BRAND RL%E OR EQUIVALENT - Qg� F Ex IS 11ELI T 1/4' X 4 9/16' MTL. TO BE'PD4E-OR EQUIVALENT (4) SCREVS PER MTiTGE INTa WEIR a,rr ILL �EACH 310ELifC Jin>f aTTO s!�►lE, r oavn rrta, REFER TO ELCVAtIpR VIEV, FOR ! or LDTAt111TS EV -07 15/16' X 1 11/16' NTL. TO BE PINE OR:.EOUIVALENT (2) SCREVS AT EACH STRIKE PLATE KV SET BRAND 200 LOUOR BRAND. 100 LOCK T s{i+Evs Fg Wp{ kR— JM1 m'u SIBEUtE AA1, jr III rRM rrP /W! I DG AFTER I X 8�•aD.C. iHEREArTER1RE WIR WM SIDELnE JMR. 4' S1 rUM 1 41 SERE�TS IWEACH 1ryl 1I III JRA, V-18 1 1/4''X 4 9/16' MIL. TO BE PINE OR EQUIVALENT V-19 n T -164 - cD - -20 5116 x I/2' MTL. TO BE PINE OR ElA.1VALENT J -2l �pR SIAi 0T .1 1E yIiij 111 111! wrr ,S. lloll, I'll wold Hue - a-22 1 1/4' X 4 9/16' NTL TO PWE !JA EOU1vALENT /-23 1 1/4' X 4 9/16' NFL. TO BE PINE OR EQUIVALENT 643. D0L-2 AP, Polypropylene by ODL B 11 PER FRAME m IlCCE1 4 i AI`i 4' Ldfi RI1a. 4' IN raOR F>RE' I. I IMWIER. ZU ON OU KK MIT TAn, ll 31 -1020 -EW -0 SHEET � OF 6 1EITMW LEIB B 1/4' SHIM MAX 3/4' n J i yTERIOR 79 3/16-. MAX 80 11/16' MAX ` 2 BY WOOD BUCK c�rT.TnKi r_r EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 931 -1020 -EW -0 SHEET 2 OF 6 DOW SILICONE 4995 N'FgWC:01o' QkgY1N& LNiH 1}wE ox 4' MX- 1wlox DL u' M11R RL t�• Iwo% Ir MAX OL !]• Wii RE i' ta; V Ma—J r r -LUUI\ I.UIVf IUUNH I IUIv,� J{!Ul{RlfN7ifit), p�q 11 I• Mat �� Br [ PRI itI buvjm CM*w 0 Milli Aa'cfiPf+WCE gp.O t' e� �-- y=� 6• x 31 -1020 -EW -p SHEET 5 OF 6 QMISOI titin U I I ILI\ .Juin rrHINLL S ! YLLS 36• �I C MAX 13 M i — 0� Oa I 101 oo °oaDar0i MASX �� DA onu Q© �0 on aoa as o® UFO, as 101 an C== QQ BLANK TOP 6 -PANEL 4 -PANEL 9 -PANEL 10-PIIHEL d 4-PMEL 18 -PANEL FLUSH 8 -PANEL CRUSSM [4 a ❑ ❑ OTHER S I -PANEL 4 -PANEL s_pA $-PANEEL D E L I T E STYLES EYElROV ,,,L E,�,N 5 -PANEL 3 -PANEL viSCaQL EYEBRBV 30" � IMAX 79 /16` SL -10 SL -20 Sl -JO SL -60 51.-30 51-901 SL -59A SL -691 Sl -69C SL -25 SL -55 Sl-JOD SC -40 SL -904 SL -908 A -90C SL -308 SL -39C SL -70 SL -00 0o an on qd on ao oa o00 �� a as oa as na as a PO -1 PD -2 PD -3 PD -4 PD -5 PD -6 PD -7 ppPD-9 PO -10 a © U a Od ��m O -{I PD -12 PO -14 PO -IS PO -16 p EI �.. _ n U U LU pa i I PD -18 PO -19 P11-20 PD -21 PO -22 PD -23 PO -24 PD-Z5 m P11-5 PO -27 PD -26 PO -29 PO -30 9 PO -71 PO -32 A PO -33 PO-34age m 1891E u lorc pGL ICL g a rE �o a21 1®o n� as ago 0 0 d a j1� 9�T 0 o a Q 1�� aaa • aQQ QQQ a� Q �A l aP PB -3s PO -36 Po -37. PO -47 P1 -43A PD -3B PO -79 PD -40 PO -41 PO -42 11 Comm • ys m 31 -1020 -EW -0 � PO -431 Pill a" SHEET 6 OF 6 �YI�' l(IIQ c0 C14 Ln pq cn C14 ci z Wh9ne WINDL OAD SPECIFICATION 0/09 ]Dalton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 T -O" MAX WIDTH x 14* -0' MAX HEIGHT STYLE: P# RAIqFD PANEL MAXIMUM SECTION WIDTH 21" TEST PRESSURE: POS./NEG, 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES 13 CA HORIZ ANGLE 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN HORIZ TRACK THE TEST SPECIMEN MAY BE .054" DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS — TOP OR (2)1/4-20xg/16"- INTERMEDIATE SECTION, .090 SS8 TRACK BOLT & (2) CLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4, U—BAR TO HAVE A MINIMUM DRILL .281 OR 9/32"0----, HOLE IN TRACK FOR YIELD OF 80 KSI J8—US BRACKET 9 7 ATTACHMENT 5. TRACK, AND DOOR STEEL TO HAVE A MINIMUM YIELD OF 33,000 rI PSI. (1) JB -US BRACKET LOCATED AT EACH ROLLER LOCATION 6. OPTIONAL — .080" (MIN) EXCEPT TOP BRACKET ROLLER ALUMINUM LOUVERS WITH HIGH (P/N 125139). IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF THE BOTTOM SECTION, < 7. LOCK OR OPERATOR IS REQUIRED. i Cz, 5/1.6x1-5/8" 8. THE DESIGN OF THE LAG SCREW SUPPORTING STRUCTURAL AT EACH J8 -US ELEMENTS SHALL BE THE BRACKET RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STF3J,C3�-jRE AND .054" VERT TRACK—, IN ACCORD AN CE. .,w 6A'ir�Vljil Ib BUILDING CODE!,�',F00JI-t. DS s LISTED ON 1/4-20xg/16- TRACK BOLT HEX I & 1/4-20 �el`o P_ NUT AT EACH JB -US Approved:- BRACKET -W:l Wildon , P.F- _x .. .:;.. 'UqS AO01S6N 00-' FLbFuoA' FmnmdAhOptlit GEORGIX 014 NO.'015� 19 j','11' NoRTwtMWtNunndA-A9'N' Nd,`1513-8`36- LIN E Dbte: PA -14 E OP FION CODE. 7' REV- P WY 9' 14' MAX 44 PSF OF 4 4 TRA C!( END HINGE TOP SRA CKET REOUIREMEN TS 1/4-20x9/16" TRACK---__. BOLT do 1/4-20 HEX NUT THROUGH ANY i TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-20x5/8"- TEK SCREWS (P/N 141668) /-1 14 CA NOE BODY HINGE Q° a° i (4) 1/4-20x5/8" SELF-THREAOING SCREWS (P/N 100320) (2) 1 /4-20x5/8" TEV. SCREWS •pe ,pEL ENO HINGES o. r• 00 20 CA 'U -BAR ' WIDE BODY HINGE (P/N SEE BILL OF MAT -L) i ra LH ND HI Oji RH END HINGE �a NYLOVA-kOLLER (P/N 2 70791) ® \ 80TTir' BRACKET \ (P/AH-2.7054 do LH -2-10 5) (31 .1r/4 -2x7/8" �TEK CREWS �(P�N 100507 Approved: Li ---�-— '� Vs Wilson, P.E. I 3395 ADDISON DR.. PENSACOI.A• FL 32514 FLORIDA CERTIFICATION 140. 0048489 GEORGIA CERTIFICATION N0. 016519 —1/2' NORTN CAROLINA CERTIFICATION NO. 023836 .(20 CA CENTER Date: 3 -- o f 16 CA END STILES STILES) OP riON CODE- 0108 REV.- P WM 9' x 14' MAX 44 PSF - v 2 OF 4 ,4 0 NOTE: MAXIMUM SECTION WIDTH IS 21" U -BAR L OCARONS 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 } T-0" THRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U -BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U -BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U -BARS LOCATED AS SHOWN Approved:. vfs, Wibon,AE '�. (1 , w' 33es �6a - D` R.� � iV6a�'3is.� .; Fl OPMA'ZIM71FICATION NO. 0048480 < . C OFE§ik CERTIE)CJ1T10N rORTH-.'440 M CMOMN Nb tpz3a 6. Date: — ':3'-yr�'�.c !•' �' �Z•f' '. OP TION CODE :f� i iS, REV. m WM 9' x 14' MA V Q OF 4 l (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE 'fir. i •, , • • Approved:. vfs, Wibon,AE '�. (1 , w' 33es �6a - D` R.� � iV6a�'3is.� .; Fl OPMA'ZIM71FICATION NO. 0048480 < . C OFE§ik CERTIE)CJ1T10N rORTH-.'440 M CMOMN Nb tpz3a 6. Date: — ':3'-yr�'�.c !•' �' �Z•f' '. OP TION CODE :f� i iS, REV. m WM 9' x 14' MA V Q OF 4 Wind Load Test Report Report # 0108P February 1, 2001 TEST REOUIREMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door ' must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM -E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola; FL. Product was installed with tools and hardware as normally done in the Feld and per specificati$ns outlined in the attached drawing. Two 518" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or l l%o. (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. Waynelviark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u -bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8. .054 vertical and horizontal track. 9. Four JB -US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of 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 All' atm; :QA18(Q127). APPROVED. 60 - bH,�.. Based on o(hec`tes Al"Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: c� ? OD- CE COUNTY UILDING DIINOId W.S. Vildson„ 0 t- M 3395 AdaisoN Dr., PArlsa J4ka' EC 1,4 . , t i " " "r a 4=� �i F " f.N Florida Cectt rr.OA �r,� H , E 1 Georgia Cert'Nb"" 185'•1• AI �, .N/l North Carolina C rr b? 0� 36 WAgno 13a1ton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: W/NDL OA Sf'ECIFICA TION 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX MOTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION MOTH 21" NEG. 29 PSF , 13 GA HORIZ ANGLE —' NOTES: b 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND i REGARDING THE ADEQUACY OR 067" HORIZ TRACK TEST INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN f FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20x9/16" TRACK BOLT & (2), 2. GLAZING OPTIONS — TOP OR 1/4"-20 HEX NUT �`pt sL INTERMEDIATE SECTION, .090 SSB I 71 �1 GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS MUST 5/16"xi-5/8" LAG 6fr OVERLAP TOP AND BOTH ENDS OF SCREW �- JB—US BRR EACHACKET PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/320 HOLE IN TRACK FOR 5. TRACK TO HAVE A MINIMUM J8—US Bm . YIELD OF 33 KSI A653 G-40 ATTACC HMHENENT T 6. 26 CA DOOR FACER STEEL TO 1 /4"-20x9/16" • HAVE A MINIMUM YIELD OF 57 KSI TRACK BOLT & D I 1/4"-20 HEX 7. OPTIONAL — .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH J6—US BRACKET"y IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF (1) JB—us BRACKET 1 THE BOTTOM SECTION. LOCATED AT THE MIDDLE OF B. EACH SECTION EXCEPT TOP . LOCK OR OPERATOR IS " SECTION. ` REQUIRED. i 9. THE DESIGN OF THE SUPPORTING 0 I` STRUCTURAL ELEMENTS SHALL BE o Q0 THE RESPONSIBILITY OF THE .067" VERT TRACK---,, PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ; ccN ACCORDANCE WITH CUPRENT BUILDING CODES FOR'°TH•E LO?D5 z LISTED ON THIS—DRAWING, j (1) JB—US BRACKET LOCATED a Approved: _ 1 li �i AT EACH ROLLER LOCATION �' ;� r � EXCEPT TOP BRACKET ROLLER (P/N 125139)., 3385 'DQ��Qy+9R:� P SSyA��O0��,, FL X2514 J !. F96EIA CF�tA ib "aC►J Obk9t88 -; CMPC14• X11 nF1CAn0N IQ.- 018519 Nd�tTi4 4ta'ult ff? �cA>uwr+ Na. •o d83i�;' J Date: ,—c� OPTION CdD, c�`: �1 ,; 'REV. P1 WM 16 � x14 MAX, +27 -29 PSF 1 OF 4 0 v r: • 1/4"-20x9/16" TRACK BOLT do 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) t/4" -20x5/5 TEK SCREWS (P/N 141668) TRACK END HINGE; TOP BRACKET REQUIREMENTS e nofl �c1r— I Approved: W.S. Wdmn, P.E. 3395 ADDISON M. PENSACOLA, FL 32514 FLORIDA CEFmF)CATION N0. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROLINA CERnFic noN No. 023836 OP 77ON CODE 0110 1 REV- P 1 BOTTOM BRACKET (P/N RH-270354 & LH -270355) 20 GA CENTER STILES `16 GA END STILES WM 16" x 14' MAX, x-27 -29 PSF 1 2 OF 4 C^. �II � ��! i, j1�� 61 7111 fifARRO BODY HINGE r�� (4) 1/4"-20x5/8" �► SELF—THREADING SCREWS .� .'� L �•'� \ „,.v /•'— (2) 1 /4"-20x5/8" •� 2" NYLON RO W/ 4 1/2- S TEK SCREWS ALL / ® ! END HINGES d Q (P/N) 10813° 1 ;"7/16" PUSH NUT AT EACH WIDE BODY HINGE (P/N SI '} ,,,�IROLLER (P/N 243341) BILL OF MAT"L, JV . i LOCATED .25 MAX BETWEEN ,. S, PUSHNUTS AND BRACKETS 3" 20 CA OR HINGES U–BAR �IHO�l_N RH END HINGE (3) 1/4"-20x7/ TEK SCREWS (P/N 100507) Approved: W.S. Wdmn, P.E. 3395 ADDISON M. PENSACOLA, FL 32514 FLORIDA CEFmF)CATION N0. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROLINA CERnFic noN No. 023836 OP 77ON CODE 0110 1 REV- P 1 BOTTOM BRACKET (P/N RH-270354 & LH -270355) 20 GA CENTER STILES `16 GA END STILES WM 16" x 14' MAX, x-27 -29 PSF 1 2 OF 4 C^. U -BAR L OCA ROWS 12'-6" THRU 14' HIGH DOORS--, NOTE: W/ (16) 3" 20 GA 80 KSI U -BARS AAAXIAAI IAA CFC TIr)N wnTw itz 71" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U -BARS LOCATED AS SHOWN 0 t~ 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U -BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U -BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U -BARS LOCATED AS SHOWN (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE �it;th/y. �r7R A roved ` Ate ' 3385,tG�p150N OR;`PEiL%IFG`�Z51S�:�.:_ ur i. v NQi•) -•li,+ ,nj T �r 11QM4i 0 Dote ��• : r r..2�- �/ 'v . '� ,�� ' ��%%'' ,�*�,� R P, t q � opno1v cb§,r,,, f ?1��,;;10' REV P1 WM 16' x 14' MAX x-27 -29 PSF 3 OF .,4 CENTER STILE & INTERUEDIA.TE H/NGE LOCA TIONS 16' 14, 12' Approved: .� W.S. Wilson, P% 3395 ADOISON OR., POGUM" FL 72514 FLORIDA CERTIFMTlON N0. 0046489 GEORGIA CfR1 MATION NO. 018519 NORTH CAROLINA CERTIFICATION NO. 023836 Date: g-z8—ol 10' 1 ORANGE COUNTY BUJLDJ� OPTION CODE- 0110 1 REV P1 I WM 1(5' x 14'-- MAX, 4-27 —29 PSF 1 4 OF 4 t Wind Load Test Report Report # 0110P 1 TEST REOUI1tE1yfENT: February 22, 2001 The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM -E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacoia'l L- Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stilets, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection aper test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February 22, 2001. Temp -71° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u -bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 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 S1Iv1II.ARITY- 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 Jess loading at equivalent pressures due to the decrease in area. Doors heights are aper. ' io 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Questipp•�j ii An'"" .A18(Q127). ;..... SOS:.,. APPROVEIkP X10 t F .,,! `:': �• F Based ono_ er tis b ' ` ukl' "Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. 8s �37 �.�.i�F ' "fir F� � ►►� !'NQL W.S. Wllson, f-.<Q-G?lt` 4�Lr n v�� ¢ ��.7 d 3395 Addisoa.f'3r„`Pgit3dGo1;.F 5 i4 %� , 1”. y' � "" 3 ' Florida Cert Nb'a,�tS 8 'ri.��`'' 's:�� t;,%s �•� 9 Georeia Cert No. RET wan� Dalton • MODEL: STYLE: DESIGN PRESSURE: • v WINDL OA 510MFICA ZION 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 9'-0" MAX WID1H x 14'-0" MAX HEIGH RAISED PANEL MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF SCC # 0, b 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 S. 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. MASTER PLAN _! 13 GA HORIZ ANGLE I 0 I .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 7. OPTIONAL — .080" (MIN) ALUMINUM (1) J8—US BRACKET LOCATED LOUVERS WITH HIGH IMPACT STYRENE AT EACH ROLLER LOCATION FRAME MAY BE LOCATED IN THE END EXCEPT TOP BRACKET ROLLER PANELS OF THE ,BOTTOM SECTION. (P/N 125139). 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONS181LITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. 0 z a Approved: 2� W.S. Wilson, P.E. 3395 AOOISON OR., PENSACOIA. FL 3251♦ FLORIDA CERTIFICATION N0, 0048489 GEORGIA CERTIFICATION N0, 018519 NORTH CAROLINA CERTIFICATION N0. 023836 Date: `1'—z 8 -01 OP7701V CODE O J O8 I REV- P 1 5/16x1 -5/e" I LAG SCREW AT EACH J8—U5 C BRACKET 4 054" VERT TRACK 1/4-20x9/16" TRACK BOLT & 1/4-20 HEX NUT AT EACH J8—US BRACKET • WM 9' x 14' MAX 44 PSF I 1 OF 4 1 TRACK END HINGE. TOP 8RACKET REQUIREMENTS 1/420x9/16" TRACK BOLT & 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET / (P/N 108077) • (5) 1/4-20x5/8" TEK SCREWS (P/N 141668) 14 GA WIDE BODY HINGE 8° (4) 1/4-20x5/8" SELF—THREADING SCREWS (P/N 100320) SCC # o -00 (4 MA i I i I (2) 1/4-204/8" TEK SCREWS • q ALL END HINGES 4 . •0' 3" 20 GA 00' U—SAR k\—WIDE BODY HINGE (P/N SEE BILL OF MAT'L) NYLON ROLLER• (P/N 270791) l BOTTOM BRACKET \ (P/N RH-270354 & LH -270355) (3) 1/4-20x7/8" TEK SCREWS (P/N 100507 Approved: Ws. Www,, P.E. 3395 ADDISON DR„ PQ&MLA. FL 32514 FLORIDA CERIIFIGITION N0. 0048489 GEORGIA CFRIIFICATION NO. OI8519 NOM CAROM CERiM—noN N0, 023838 Date: 4 16 GA END STILES (20 GA CENTER STILES) Op 77ON CODE 0108 1 REV. P1 WM 9'x 14 MAX 44 PSF 2 OF 4 1Z, a] 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'.0�-O TF lqU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U- BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U -BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U -BARS LOCATED AS SHOWN it (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: X& wawn, PZ 3395 AOOISON DR„ PfJ15SMC FL 32514 F10 W CEAI MATION NO. 0048489 GEORCM CE7i11f1CAIM N0. 018519 Nom oftu A commmm N0. 023836 Dote: ? - ,.Z 8 - of OP 17ON CODE-.- 0108 1 REV- P 1 I WM 9' x 14' MAX 44 PSF 3 OF 4 Wind Load Test Report Report # 0108P I •TEST REOUIIZMENT• February 1, 2001 le doormust remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM -E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5I8" 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 5096 pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2-51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1-59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 11 %. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER, 0108 P TEST DATE: January 25, 2001. Temp 64° F. .tODUCT DESCRIPTION: 1. Wayne -Mark Model 8000, 9x7, 4 section. Soo 0 2, Exterior skin '19as minimum of .0175. The minimum yield stress is 33 KSI. ^STAR PLAN 3. Standard bottom astragal and retainer, lvt 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u -bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8. .054 vertical and horizontal track. 9. Four JB -US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based on o=testset. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. .ume: W.S. Wilson, P.E. Z8•ol 3395 Addison Dr.,.Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 • 7, rn CV 0 WarpaIton MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: W/NDL OA 510MF/CA TION 0110 WAYNEMARK 8000 & RAISED PANEL POS. 27 PSF NEG. 29 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). 2. GLAZING OPTIONS - TOP OR INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U -BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD .OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A MINIMUM YIELD OF 57 KSI 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF. THE BOTTOM SECTION. 8. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. Approved: ,, W.S. vma0fi, P.C. 3395 ADDISON OR" PENSACOLA. FL .32514 FLORIDA CERTIFICATION NO. 0048489 GEORGIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION NO. 023838 Date: f- .2 8 -o I 8100 APPROVED SIZES: 16'-0" MAX WOTH x 14'-0" MAX HEIGHT SCC O� . �� MAXIMUM SEC110N WIDTH 21" 1 c p$,, TzE 067" HORIZ (2) 1/4"-204 TRACK BOLT a 1/4"-20 HEX 5/16"xl —5/8" l SCREW AT EF JB—US BRAC!'' DRILL .281 OR 9/3; HOLE IN TRACK F JB—US BRACH ATTACHME 1 /4"-20x9/16" TRACK BOLT & 1/4"-20 HEX NUT AT EACH JS—US BRACKET (1) JB—US BRACKE LOCATED AT THE MIDDLE C EACH SECTION EXCEPT TC SECTIO 067" VERT TRA (1) JB—US BRACKET LOCATI AT EACH ROLLER LOCATI( EXCEPT TOP BRACKET ROLLS (P/N 125135 cPr1oN-&0DE• 0110 1 REV -' EV. P1 I WM 16' x 14' MAX, *27 —29 PSF I 1 OF 4 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4"-20x5 f TEK SCREWS (P/N 141668) SCC # MASTER PLAN NARROW BODY HINGE (4) 1/4 20x5/8" SELF-THREAOING SCREWS ro / Approved: w s wa3W, P.E. 3395 ADOISON OR.. PENSACOIA. F1 32514 FLORIDA COMMATION No. 0048489 GEORGIA CERTFICATION NO. 018519 NORTH CAROLINA CERTIFICJ ION NO. 0=5 Date: 4F-219-0( BOTTOM BRACKET j (P/N RH-270354 & LH -270355) /2" FNT� L 20 GA CENTER STILES 16 GA END STILES uriiUiV cuz: 0170 1 REV P1 I WY 16' x 14' MAX, f27 -29 RSFI 2 OF 4 IN _ 1SCREWS xALL " /'''-' 2" NYLON ROLLER / ® TEK / END HINGES W/ 4 1/2* STEM (P/N) 108135 ®Q 1 \ 7/16" PUSH NUT AT EACH WIDE BODY • HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MAT L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U -BAR LH END HINGE RH END HINGE (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) Approved: w s wa3W, P.E. 3395 ADOISON OR.. PENSACOIA. F1 32514 FLORIDA COMMATION No. 0048489 GEORGIA CERTFICATION NO. 018519 NORTH CAROLINA CERTIFICJ ION NO. 0=5 Date: 4F-219-0( BOTTOM BRACKET j (P/N RH-270354 & LH -270355) /2" FNT� L 20 GA CENTER STILES 16 GA END STILES uriiUiV cuz: 0170 1 REV P1 I WY 16' x 14' MAX, f27 -29 RSFI 2 OF 4 cy U- EAR 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 ScC # ~-62-00 G• MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN m i (2) 1/4"-204/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS, Wilson, P.E 3393 ADDISON DR, PSGkCOU. FL 32514 FLORIDA COMFICATION. N0. flown GEORGIA CE IVICAT10N NO. 018519 NOR1N CAROLINA CER11F1CATION N0. 023838 Date: 4 -.fig- 01 OPPON CODE: 0110 1 REV P1 I WM 16' x 14' MAX, +27 -29 PSF I 3 OF 4 CENTER ST/LE cQc INTERMEDIA TE HINGE L OCA TIONS 4 -V ,s' C # 141 ASTER PLAN - 14' 12' 10, rl Approved: ws. wnw, PZ 3395 ADDISON OR- PENSACOI.` FL =14 FLORIDA CETti1MT10N NO. 0048489 GEORGIA CER11F1C.111oN N0. 018519 NORTH CAROLINA CERTIF1CAl10N N0. 023936 Oate: ?- z 99 -61 ------------ OP 77ON CODE- 0110 1 REV PI ( WY 16 ' x 14 ' MAX, +27 —29 PSF 1 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 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 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 maxdmum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The ma.�dmum 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: February 22, 2001. Temp 71° F. !RODUCT DESCRIPTION: SCC # OZ- co c. 1. WayneMarkModel 8000, 160, 4 section. MASTER P 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. PLAN 3. Standard bottom astragal and retainer. 4. 2" nylon roller %yith 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u -bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8. .067 vertical and horizontal track. 9. Seven JB -US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. 'Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GAIS(Q127). APPROVED OPTIONS Based ono er les b ' a uival . Aluminum Louvers and Styrene Window Frame Assembly per test number 020301. dame: . W.S. Wilson, P.E. y -2:Q -off -- 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0048489 Georgia Cert No. 018519