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Home My WebLink About108 Crown Colony Way 03-1851 COPERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 PROPERTY OWNER 7SQI tv. G,- \ N Yv ADDRESS PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTORv PLUMBING CONTRACTOR t .' U MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISIONl�r� Cam- PERMIT # C) <�" `� DATE PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE (9c)�-Q\o CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 108 CROWN COLONY WAY for which permit 03-00001851 has heretofore been issued on 5/19/03 has been completed according to.plans and specifications filed in the office of the Build' Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, elect al, zo ing and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL DATE BUILDING: Finaled Subdivision Regulations Apply: Yes No APPROVAL `D._T__ tof�, 4le FIRE: Inspected ZONING: Inspected UTILITIES: Water Lines In Sewer Lines In Meter Sewer Set Tap Reclaimed Water ENGINEERING: Street Drainage Paved Maintenance Bond PUBLIC WORKS: Street Name Street Signs q11-7/63 Lights Storm Sewer Driveway Street Work PPPQ DA Tn DATE APPROVAL DESCRIPTION DATE AMOUNT WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 5/19/03 10.00 01-APPLCTN FEE -BUILDING 5/19/03 10.00 01-APPLCTN FEE -MECHANIC 5/19/03 10.00 01-APPLCTN FEE -PLUMBING 5/19/03 10.00 02-ENGNG DEVLPMT FEES 5/19/03 10.00 01-FIRE IMPACT - RESIDENT 5/19/03 59.27 01-LIBRARY IMPACT FEE 5/19/03 54.00 01-OPEN SPACE 5/19/03 279.61 PAGE: 2 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 108 CROWN COLONY WAY for which permit 03-00001851 has heretofore been issued on 5/19/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE.IMPACT - RESID 5/19/03 91.93 01-RADON GAS TAX FEE 5/19/03 10.33 01-ROAD IMPACT'FEES 5V19/03 847.00 01-RECOVERY FD/CERT. PGM. 5/19/03 10.33 O1-SCHOOL IMPACT FEE 5/19/03 1384.00 WD IMPACT:SINGLE FAMILY 5/19/03 650.00 SD IMPACT:SINGLE FAMILY 5/19/03 1700.00 Mai-or'OL 1�o - S 11122S M -7/W63 OWNER BUILDING OFFICIAL / DATE CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: Q-1-7-03 PERMIT #: 3 ADDRESS: ( 0% CYl\-O� CONTRACTOR: MARONDA PHONE #: The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. Engineering -71 Public Works ❑ Utilities oK - D. 50'c'k-, y []Fire ❑Zoning ❑ Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) i CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: P -1 -7 -0 3 PERMIT #: 3 ADDRESS: C 09 Cv-6\�, ( CONTRACTOR: MARONDA PHONE #: 3 -2� 1 -- 1,29 - 00 9 S The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑ Engineering ❑ Fire _ 9/1%'3 Public Works �� ❑Zoning !:]utilities ❑ Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY -REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: Q-1"?-103 PERMIT #: 3 .annREss: [ �`� GYM CONTRACTOR: MARONDA PHONE #: ,3-Z-1 Z29-009 S The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. ❑ Engineering []Fire ❑Public Works ❑Zoning tilities (�(� Pc.��-e. ✓7 ❑Licensing CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) k CAV 1VE,I1VCC. r-� LAND SURVEYORS 300 COUNTY ROAD 427 50UTH LONOW000, FLORIOA 32750-5499 TELEPHONE: (407) 530-9050 FAX: (407) 339-3636 CERTIFICATE OF ELEVATION Address: 108 Crown Colony Way Legal Description: Lot 4, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 4 , CROWN COLONY SUBDIVISION meets or. exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). Dominick F. Cavone Florida Surveyor & 1vlaper Reg. No. 2005 Licensed Business Number 5073 Date Fieldwork Completed 9/11/2003 W.O. # 2003-12552 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.B. No. 3067-0077 NATIONAL FLOOD INSURANCE PROGRAM Expires December 31, 2005 ELEVATION CERTIFICATE Important: Read the instructions on pages 1- 7. SECTION A - PROPERTY OWNER INFORMATION For Insurance Company Use: BUILDING OWNER'S NAME Policy Number MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt., Unit, Suite, and/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 108 Crown Colony Way CITY STATE ZIP SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 4 - 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 ##.❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Other. SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP COMMUNITY NAME & COMMUNITY NUMBER B2. COUNTY NAME B3. STATE CROWN COLONY 1 120294 1 SEMINOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVEIREVISED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) 12117C 0045 E 4117195 4MV95 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in B9: ❑ NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe): B12. Is the building located in a Coastal Barrier Resources System (CBRS).area or Otherwise Protected Area (OPA)? ❑ Yes ❑ No Designation Date SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ❑ Finished Construction 'A new Elevation. Certificate will be required when construction of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, ARIAO Complete Items C3.-a� below according to the building diagram specified in Item C2. State the datum used. if the datum is different from the datum used for the BFE in Section B, convert the datum to that used for the BFE. Show field measurements and datum conversion calculation. Use the space provided or the Comments area of Section D or Section G, as appropriate, to document the datum conversion. Datum NGVD 1929 Conversion/Comments WA Elevation reference mark used WA Does the elevation reference mark used appear on the FIRM? [:]Yes [:]No X a) Top of bottom floor (including basement or enclosure) `%S ft.(m) o b) Top of next higher floor o c) Bottom of lowest hotizontal structural member (V zones only) _. _ft.(m) o 6 o d) Attached garage (top of slab) _. _ft.(m) E 1 o e) Lowest elevation of machinery and/or equipment cc w P servicing the building (Describe'in a Comments area) _ ft.(m) X f) Lowest adjacent (finished) grade (LAG) `�S a ft. m z' m o g) Highest adjacent (finished) grade (HAG) N 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, B, and C on this certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME 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 Section 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 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 ftattachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Elevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. El. Building Diagram Number _(Select the 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 (seepage 7), the nerd 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 owner's authorized representative who completes Sections A, B, C (Items C3.h and C3.i only), and E for Zone A (without a FEMAassued or community - issued BFE) or Zone AO must sign here. The statements in Sections A, 8, C, 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 TELLER ROAD, SUITE F ORLANDO FL 32810 SIGNATURE DATE TELEPHONE `f //c'% 3 407475-9112 ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community- ssued BFE) or Zone AO. G3. ❑ The following information (Items G4-G9) is provided for community floodplain management purposes. G4. PERMIT NUMBER I G5. DATE PERMIT ISSUED I G6. DATE CERTIFICATE OF COMPLIANCE/OCCUPANCY ISSUED G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building is: _. _ft.(m) Datum: G9. BFE or (in Zone AO) depth of flooding at the building site is: _. _ ft.(m) Datum: LOCAL OFFICIAL'S NAME TITLE COMMUNITY NAME TELEPHONE SIGNATURE DATE COMMENTS ❑ Check here if attachments FEMA Form 81-31, January 2003 Replaces all previous editions COiXl7Y OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD " � STATEMENT NUMBER 103-75489 'its BUILDING PERMI \ CI ) COD|I7Y NUMBER: UNIT ' TRAFFIC ZONE: JURISDICIONS �6 CITY -OF' �SANFORD PA --_ ff.f. SUBDIVISIOHo oPLAT,BOOK: PLAT BOOK P�GE:/ OWNER NAME: ^^ f ---`----------- ADDRESS: APPLICANT NAMES NAME: '---------/�--------------------.-_---------_-------------_---- / ADDRESS: ........... __.... .... ............... .... .............. .... ... ... ..... LAND USE CATEOQRYx 001 - Single Family D�tached Hcuse TYPE 7YPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction - -------------------------------------------------------------------------------- FEE BENEFIT RATE FEE UNIT RATE PER # & TYPE TOTAL DU[ TYPE DIST SCHEDULE DESC. UNIT OF UNITS | __________________________________________________________________________ ROADS , -ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 ROABS -COLLECTORS NORTH O dwl unit $ 142.00 1 $` 142.00 LIBRARY CO -WIDE O .-. CO -WIDE D STATEMENT RECEIVED BY: (PL��SE PRINT NAME) dwl unit $ 54.00 1 $ 54.00 dwl unit $1,384.00 1 $ 1,384.00 A!OUNT DUE $ 2,285.00 /l y 8IGNATURE // ' : ��- ��----- DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY / **NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. , PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MU9T MEET THE REIUIREMENTS OF THE COUNTY LAND DEVELOPMENT COPI�� OF/JHE RULES GOVERNING APPEALS MAY BE PICKED UP OR REOVE�TE- FROM , ~ ~' ` PLAN IMPLEMENTATION O�FICE: ` 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE NADE TO: CITY OF SANFORD DUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 ^ PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT******************** CITY OF SANFORD PERMIT APPLICATION ' : Permit No.: d _ Date: 0 103 Job Address: 108 CROWN COLONY WAY Lot: 4 Parcel No.: 33-19-30-5QS-0000-0040 (Attach Proof of Ownership & Legal Description) Description of Work: SINGLE FAMILY RESIDENCE Type of Construction: VI Flood Zone: X Valuation of Work: $72702- 1 Y7 t>L Occupancy Type: X Residential Commercial Industrial Number of Stories: 1 Number of Dwelling Units: Zoning: Total Square Footage: 2M aGA- Owner: MARONDA HOMES INC., OF FLORIDA Address: 1101 NORTH_ KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 Phone No.: 407475-9112 Fax No.: 407475-9115 Contractor: RUSSELL KEITH SUMNERS Address: 1101 NORTH KELLER ROAD, SUITE F City: ORLANDO State: FL Zip: 32810 State License No.: CRC058496 Phone No.: 407475-9112 Fax No.: 407475-9115 Contact Person: DEBBIE TIME Phone No.: Title Holder (If other than Owner): Address: Bonding Company: Address: Mortgage Lender: N/A Address: Architect: TOMAS PONCE #50068 Phone No.: 407-321-0064 Address: 4005 MARONDA WAY, SANFORD, FL 32771 Fax No.: 407-321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 05/07/03 05/07/03 Sr of wn A ent Date g g Sign o ontra for/Agent Date Agent's Signature Owner/A Produced DEBBIE TIME My Comm UP. ?/5M No. CC 999378 APPLICATION APPROVED BY Special Conditions: 05/07/03 RUSSELL KEITH SUMN ERS Print Cyontractor/Agent's Name DEBBIE TIME My Comm EAP. Y/6/t19 No. CC 999378 s� Produced ID 05/07/03 Date to me or Date: 05/07/03 C� . 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 4 Address of Job: Electrical Contractor: DANIEL G. Residential: _ Non -Residential: Number Amount Addition, Alteration, _Repair Residential & Non -Residential New Residential: AMP Service 150 3-p0 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: yS,00 By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. ----- - - -- ------------- p Signature 0001663 -------- ------------------------- State License Number ..s'srrrn��m cstnwn�'1.�.__ �rR t„ a-t sr 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- 108 Crown Colony Way Lot: 4 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 complianc with City of Sanford Mechanical Code. Applicant Signature CAC_043900 State License Number Ai .1 CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owner's Name: Maronda Homes Inc., of Florida Address of Job:--. 108_Crown Colony Wa_y___ Lot: _4_ 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. If,, //,-- - - � 0 1 1 Applicant's Si r ature CFC057039 State License Number Laronda Homes a AN EASILY OBSERVABLE BETTER VALVEI 1101 NORTH KELLER ROAD, SuirE F • ORLANDO, FLoRiDA 32810 407-475-9112 • Fax: 407-475-911 S LETTER OF AUTHORIZATION ❑ CITY OF DELTONA p CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 4 108 Crown Colony Way. RUSSELL ITH 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. pf ria DEBBIE TIME 9 ' w vusiRc > My Cornet Exp. ?!5/'05 No. CC 999378 P«sonsly Known 1 I 011w I.D. NOTARY PUBLIC CADocuments and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc INaINIIla111aNI8alatillllaaaiNNlltaNiNNlIaN MARYANNE MORSEL CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04813 PG 1362 CLERK'S # 2003077979 RECORDED 05/08/2003 03iB$44 PM RECORDINS FEES 6.00 RECORDED BY L McKinley NOTICE OF COMAUNCEMENT TAX FOLIO NO.25-133-6949 PERMIT NO. STATE OF FLORIDA PARCEL NUMBER: 33-19-30-50S-0000-0040 COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 04 108 Crown Colony Way: . Subdivision: CROWN COLONY General Description of Improvement _ Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR Maronda Homes, 1101 North Keller Road, Suite F. Orlando, FL 32810 (Name and address) SURETY (Bonding Company) Name and Address N/A Amount of Bond LENDER Name and address Bank of America NA 750 S. Orlando Ave 0102 Winter Park, FL 32789 ATTN• DAN FINNEGAN Phone_(407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title 200 W. 1`I St., Sanford. FL 32771 Fax.• 407-330-5062 Phone: (407) 322-9484 (Name and address) In addition to himself, Owner designates provided in Section 713.13(2), (b), Florida Statutes. or to receive a copy of Lienors Notice as Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date Is specified.) kl*`A'L�.. RUSSELL KE MMERS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this "444- �- Notary Public _day of , 20 TW D COPY MARYANNE MOROE CLERK OF CIRCUIT COUIF'I' SE OLE COUN F RDA st DE881E TIME � OVARY o My Comm EAp, 24" 1 t.FFPMi PUKIC a- NO CC 999378 I ienmyb waar, I I Ouw 1.0.Y 8 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 4 Subdivision: CROWN COLONY Property Address: 108 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). 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: 0 a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. MR b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part 5). O c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 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. 0 e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. O f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. 0 g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. M h. Square footage table showing footages: Garages/Carports S.F. Porch(s)/Entry(s) 19 S.F. Patio(s) S.F. Conditioned structure 1 Z5 S.F. Total (Gross Area) 2,012S.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). IM 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To Foiuow 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. O 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 v DATE: Wednesday, May 07, 2003 SIGNATURE: (By Owner or Authorized Agent) PLOT PLAN for: MARONDA HOMES. INC. DESCRIPTION: LOT 4., CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 6 I PAGE(S) 76 ftTI•U 76 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA I ME> a 5' Ia 2a GRAPHIC LOT 5 F.HA. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS: E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 7.5' SIDE STREET: 20' BUILDING LINE: 60. LOT 4 CONTAINS 7.632 SOUARE FEET/0.175 ACRES +/- FLOOD cgvnCATfON BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP, THE STRUCTURE SHOWN HEREON DOES NOT LIE WITHIN THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE' LIES IN ZONE X COMMUNITY PANEL NO, 120280 W40 E EFFECTIVE DATE. APRIL 17. 1991 MAP REVISION DATE. - (SUBJECT TO CHANGE) NOTES: I. BEARINGS ARE BASED ON THE SOUTHERLY LINE OF LOT 4 BEING N89B3'41'E. 2. ELEVA17ONS AND LOT DRAINAGE TYPE SHOWN HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PRD,FCT 3. BUILDING TIES ARE TO FOUNDATION. 4. PLOT PLAN ONLY, LOT HAS NOT BEEN STAKED IN THE FIELD. THIS IS NOT A SURVEY. LOT 35 NEW UP5ALA PLAT BOOK 1. PGAE G7 NOOOOGI19%V 60.00' 5' F.E. 20'D.E. _ P-i5.29 -y14.8 F�0------- g 8TE PATIO 1o.oa M 40.00' c6 MCHESAPEAKE MODEL: • K' :� 3' .— (3-2) BLOCK lU q FINI5HED FLOOR b ELEVATION- 45.34 DRAINAGE TYPE: ' A N � " th 0 Z in 4 t� 39 co A 1 O.Oa 10.00' 1c.a CONCRETE DRIVE 91 �d u i � • , 0� O • At38 2� 5� ��°p►3.9 P�G�RG• G'lt 11' _ ,04 C, P �tF LOT 3 THE UNDERSIGNED AND CAVONE, INO 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 FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERInCATION. ABBREVIA 71ONSAEGEND. NQ-NUMBER R.-RADXIS CH, -CHORD P.T.-POINT OF TANGENCY NTERSECTION IL PI,-FON�CHBRG-f P,G-POINCURVATURE CONC-CONCRETE -LAND SURVEYOR W.E - WALL EASEMENT P.R.C-FONT OF REVERSE CURVATURE F.E.-FENCE EASEMENT D.E.-DRAINAGE EASEMENT ARC -ARC LENGTH L.B.-LICEBUSINESS A/C-AIRTIONER PAO O,R-OFFICIAL RECORDS h1ORO BEARING CENTRAL P.GC_POINT OF COMPOUND CURVATURE S.&U.E.-SVEWALK & UTILITY EASEMENT U.E.-UTILITY EASEMENT D.U.d�SE.-ORAINACE.UTILITYCENTERLINE ADELTA ANGLE) D-&U E -DRAINAGE d UTILITY EASEMENT SIDEWALK EASEMENT VONE INC. nRE AND RdNSAD SEAL OF A FLORIDA LICENSED SURVEYOR ANO MAPPER LAND SURVEYMS AND MAPPERS / 300 SOUTH RONALD REAGAN BOULEVARD LONGWOOD, FLORIDA 32750-5499 DOMINICK F. CAVONE - PRESIDENT TELEPHONE (407) 830-9080 FLORIDA SURVEYOR B MAPPER NUMBER 2005 FAX No. (407) 339-3636 UCENSED BUSINESS NUMBER L.B.5073 PLOT PLAN s 003 LOT by VEIL F CAW.0.2003-5635 DD ILE: CRONNCOL4,DWC FORM 60OA-2001 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A Project Name: CHESAPEAKE Builder: MARONDA HOMES Address: I OS utw tl Colon Permitting Office: City, State: �ru R, J Permit Number: Owner: ELECTRIC 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 (111) 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. Tintlother SHGC - single pane 0.0 IP _ _ HSPF: 7.40 d. Tint/other SHGC - double pane 0.0 ft' b. N/A _ 8. Floor types -- a. Slab -On -Grade Edge Insulation _ R0.0, 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 (IIR-Heat recovery, Solar 10. Ceiling types - DHP-Dedicated heat pump) a. Under Attic R=19.0, 360.0 ft' _ 15. HVAC credits PTA 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 "rheamostat, a. Sup: Unc. Ret: Con. AH: Garage Sup. R=6.0, 165.0 ft - MZ-C-Multizone cooling, b. N/A MZ-H-Multizone beating) Glass/Floor Area: 0.08 Total as -built points: 22345 PASS Total base points: 23862 AS I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: MAY 0 9 2003 I hereby certify that this b ilding, as designed, is in compliance with the F rid Energy Code. OWNER/AGENT ' DATE: MAY 0 2003 Review of the plans and specifications covered Iby this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be insfaected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICl/\L: DATE: nergyGauge® (Version: FLRCPB v3.21) FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: I 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 EnergyGauge&FIaRES'2001 FLRCPB v3.21 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 1 BASE AS -BUILT 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) 31019.1 0.4266 13232.7 30841.8 30841.8 1.000 1.00 (1.079 x 1.150 x 1.00) 0.310 1.241 0.310 0.950 0.950 11270.5 11270.5 EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge(DRaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 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 1Y88.9 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 Bass 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 Base 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 1626.0 -0.28 455.0 EnergyGauge(& DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: =681.2 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®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2564.00 7692.0 1 50.0 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.5 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Pointsints ling f1P10271 + Heating + Hot Water = Total Points Points Points 13233 2937 7692 23862 3796 7278 22345 PASS EnergyGaugeTm DCA Form 60OA-2001 EnergyGauge®/FlaRES'2001 FLRCPB v3.21 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details I ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE _ CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3-cfm/sq.ft. window area; .5 cfm/sg.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at comers; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends _ from, and is sealed to. the foundation to the top plate. Floors 606.1.ABC.1.2.2 _ Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, -penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, a1penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested.- Multi -story Houses 606.1.ABC.1.2.5 _ Air barrier on perimeter of floor cavity between floors. Additional Infiltration reqts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVF MFOSIIRFS /m11ct ha mat ~ ----- —A Ma. -11 COMPONENTS .� SECTION t. -��. ... �.�. ..v •."ara Vr VnVvv NVN N q11 16a71Na114Qa'1. REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit _ breaker elecfic or cutoff (gas) mustprovided. External or built-in heat trap _required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically _ attached, sealed, insulated, and installed in accordance with the criteria of Section 610. �,-- Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGauge7m DCA Form 60OA-2001 EnergyGauge@/FlaRES'2001 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 3. Number of units, if multi -family I 4. Number of Bedrooms 3 b. N/A 5. Is this a worst case? Yes 6. Conditioned floor area (ft') 1625 ft2 c. N/A 7. Glass area & type a. Clear -single pane 133.0111 _ _ 13. Heating systems b. Clear -double pane 0.0 ft, _ a. Electric Heat Pump c. Tint/other SHGC - single pane 0.0 ft' d. Tint/other SHGC - double pane _ 0.0 fe 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 a. Concrete, Int Instil, Exterior R==4.2, 1033.0 W 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 Beat pump) a. Under Attic R=19.0, 360.0 flZ _ 15. HVAC credits 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-Multizoue cooling, MZ-H-Multizo ne heating) I certify that this home has complied with the Florida Energy Efficiency Code For Duilding Construction through the above energy saving features which will be installed (or c:xcee ded) in this home before final inspection. Otherwise, a new EPL Display Card will be co,nipleted based on installed Code compliant features. Builder Signature: G�-�'~"�'�"�r' Date: MAI _, Address of New Home: City/FL Zip: Cap: 35.4 kBtu/hr _ SEER: 11.00 Cap: 35.4 kBtu/hr HSPF: 7.40 Cap: 50.0 gallons _ EF: 0.93 PT, *NOTE. The home's estimated energy performance score is only available through t he FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US I ;YA/DOE EnergyStarMdesignation), your home may qualify for energy efciency mortgage (EEAP incentives if you obtai n a Florida Energy Gauge. Rating. Contact the Energy Gauge Hotline at 321163 8-1492 or see. the Energy Gauge web si 7e at www.fsec. ucf edu for information and a list of certified Raters. For • information about Florida s Energy, . fficiency Code For Building Construction, contact the Department of Communih, Affair,, at 8501487-1824. F:nergyGauge9 (Version: FLRCPB v3 ?1) Master File #7 Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist I. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminum Mullions Contact Name & Number: Christopher M Fuertsch -- (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. Governmental Product Approval: Agency Initials/Date Aaency .Initials /Date Brevard, County of Melbourne, City of Cape Canaveral Mt. Dora, City of Cocoa Beach, City of Orange, County of ACP 3/1'5/02 Eustis, City of Port Orange, City of Indialantic, City of Rockledge, City of Indian Harbour, City of Satellite Beach,. City of Lake, County of SN 3/26/02 Seminole, County of Lake Mary, City of RJ 4/05/02 Tavares, City of Leesburg, City of SS 3/26/02 Titusville, City of Maitland, City of West Melbourne, City of Malabar, City of Winter Park, City of LP 3/26/02 Melbourne Beach, City of Scan Date 4-4-02 Created on 02/04/02 Page t of 2 NORANDEX PAGE 29 CAULK TOP OF MULL #10 X 3/4" TEX SCREW - JAM WINDOW lx3 MULLION XFLA-26—I) lx4 MULLION (XFLA-39) WINDOW JAMB #10 x 3/4" TEX SCREW CAULK BOTTOM OF MULL PRESILL ZEX CHART FOR FASTENERS FLA-45 MULLION ANCHOR CLIP 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY W MULLION �XFLA-26-1) lx4 MULLION XFLA-39) D v D N— D v fl L- 3/4"MAX D D fl SEE CHART FOR D p D FASTENERS NOTES. 1) ALL ALUMINUM EXTRUSIONS ARE ALLOY 8083 T6, OR 6063 T5. (( / CHARLES al ' PA LN, I'. $ 2) ON EACH ANGLE LEG, THE EN THERE IS ONE OTAPCON SHALL i13E•) FL REG. ENG.. # 48121 PLACED ON MULLION CLIP CENTERLUME. DATK- 3/21/02 3) CONCRETE COMPRESSIVE STRENGTH = 3.000 PSI AT 28 DAYS. MAWAGrUBM NAME: oRQ�►.n MAffM FRE # �7 WFeb A14 14DRANDRX -PAGE 30 NOTES: 1) ALL AL OR B0E 2) MEN ON EA! a) CONCRIRI AT 28 CHARLES FL Rw, RATE CENT" MAMNA MAS j L11 Dw SILL SH HEAD DW SILL iH HEAD t ivvltA�vi�1Jx PAGE 24 J •' 4 - 17• A .4 o a • WACTURFAI NAM; ILE (2) #10 x t 3/4 PH SMS INTO 2 x B OR 3/16"0 x 2-3/4" TAPCON THRU 1 BY BUCK, (SHOWN) WITH A 1-1/4" MIN, EMBEDMENT INTO MASONRY SEE ELEVATION FOR ANCHOR SPACING. (2)1D z 1-3/4" FH—SMS INTO 2 : BUCK SEE ELEVATION FOR ANCHOR SPACING. (2) /10 x 1 3/4' PH —SUS INTO 2 BY BUC PITH 1-1/2' MK EMBEDMENT; SEE ELEVATION FOR ANCHOR SPACING. WOOD BUCK ffl M, & 60.0 II_P.. 22 BY WOOD BUCK N.• or I Nn or 147.375" 80' (4) 48 24 6 9D.S' 48 48 18 g 13Y.76D' 67 S b7.5 24 0 ULM aD 87.E 67.5 18 R. 13I 57.5 . 57.E 18 0 �• 58.7 6&7 0 8582E 12.5) ".. 10 0 got' 0�' 45 7. 45 0 t0 M7.a75. 14) 45 45 m 45 45 18 8 100 to t52760' 4&0 4&9 24 to 11L37b' 00" (3) 555 le to •ram 354 58 j. t8 10 Ii!8• 08• 54.5 84-5 20 tp f5028 (LB) 64-5 54.E 10 i0 %Lf 1N PAAI Dmr4m PANG! iIZE WIDTH 9faC m FSEP s111M AS R UIRLM TYP. JAMB. SECTION WOOD SHIM11SHOWN) OR MUDD TRACK A5 RF.QUH ED 1 BY 2 BY RUCK (2) 3/16'0 x 2-1/4" TAPCON OR SEE ELEVATION APPROVED FOR ANCHOR SPACING. ,s NOTES: 1 SHIM AS REQUIRED.SHI . MAX M STACK 1/4'. 2; ALL ALUMINUM EXTRUSIONS ARE ALIDY 6063 �� OR TB WITH 'TYPICAL .BALL THIC—T5• KNESS OF 0. T . -- 3 USE HMH QUALITY -CAULK Bi:HIND WINDOW IE. 4 GLASS THICKNESS BASED ON TABLE ffi300 GLASS " CHARTS, AND MAY VARY DEPENDING ON SIZE. PAIti 'r 5) THE RESPD i NSIDHITY FOR SELEC'ITON OF NORArLDE71 `! PRODUCTS To MEET ANY APPLICABLE LOCAL LAWS, DEADER BUHDING CODES. ORDINANCES OR OTHER SAFETY AND SILL SECTION RE4ULREwzm REST SOLELY WITH THE ARCHITECT. TYP. I BY BUCK 7) '_NCUINGTE CNER ORR CONTRA �R. 2B DAYS. 31TiENGTH 3,000 PSI m STEEL RETNF. LL 10" pANEM be 80.0 D.P. 1/4' SHIM MAX 1 4' 18tIPERED GLASS 1 sT IDINc CLASS node 71Ya ANALYSIS C.ARi No. Of n&R{CN No: of LOAD ANCHORS sinus CAP ANCHORS A lair A FEW — n/eae9 Su » �, q 08.7 19.4 30 ( 4) 08.7 09-4 24 eg.7 80.4 18 8 08.7 7Zt 24ow 10&7 8&8 19 017 0 0 tb {vyJ 030 le 0 ^I w 08.7. 7&8 20 1zb1 8&7 7&a 10 so e ZI A -.1 64 �• . gp so � so4 �J �^ 141 � R4 BO Sp to .O •0&9 e&a 24 2 %" ge.7 71.3 18 18I tp tp C 88.7 738 18 t0 86 (2•b) 8&7 86-2 2 10 (2) 3/16'0 x 2-3/4" to lO C y 6 h TAPCON OR MUM DADE APPROVED CONC. FASTENERS. C4 d 44' SEE ELEVATION FOR o p++> a } ANCHOR SPACING. o zooy �oo f 4 yy r[� WW � cz XLn X X PANEL PANEL PANEL // 11 "OR q (4BY2) pyi _ NORANDEX PAGE 23 (2) )10 x 1-3/4' PH -EMS INTO 2 BY BUCK OR 3/113 0 z 2-3/4" TAPCON THRU 1 BY BUCK, EM(SHOWN) 3�16" TEMPEREII GLASS WITH A 1-1/4" MIN. EMBEDMENT INTO MASONRY SEE ELEVATION FOR ANCHOR SPACING. PANEL _SIZE DESIGN LOAD (2) #10 z 1-3/4' FH-SMS INTO z x BUCK INCHES NO. OF ANCHOR SCREWS IN FRAME q SEE ELEVATION FOR ANCHOR SPACING. CAPACITY-PSF HEAD AND SILL JAMB WIDTH/HEIGHT EXTERNAL INTERNAL XX xxx xxxx ALL 30s' x 591/2 " 53.3 55.8 10 lg 36 %j* x 691/2 " 49. 8 18 6 Cb o. 49. (j 12 18 22 li4 h o M4 30 I/is" x 791/2 " 49.7 49.7 10 16 20 8 � ' .. rn 361ma x 791/2 " 45 45 12 18 22 8 Gi OPTIONAL O c 2 BY HOOD BUCK SERIES 600 AilMur�r SIlDING GLASS DOOR 7i OPERABLE PANELS o (2) =10 z 1 5/4" _PH-3N3 Mm 2 BY FASTENER CHART BUCK WI7H 1-1/2 MIN. EIIBED1% SEE ELEVATION FOR ANCHOR SPACING I (2) 3/I6'0 z 2-3/4' AL FF'ORIDA B.O.A•F.. TAPCON OR M["l MjM� DADE APPROVED CONC. 4 F21 x WOOD BUCK 1 x WOOD BUCK FASTENERS. - y c n CALy SIZE WID7TL A "�""` �_ C.S A ELEVATION FOR ANCHOR SPACING. g¢ q b e ,I P.N TRACK AS REQUIRED 1 BY 3/18"0 z 2-1/4' TAPCON OR a DADE APPROVED CONc. FASTENER ELEVATION FOR ANCHOR SPACING. TES. ASM AS REQUIRED. MAX SHIM STACK 1/4•. ALL ALUMINUM EXTRUSIONS ARE aMY B063-T5 OR To 3) USE HIGH QUAlXrY CAULK BEHIND 1'faftl/TYPICAL WALL THICKNESS OF0FLANGE. a) GLASS THICL)IM BASED ON TABLE EI30O GLASS CHARTS. AND MAY VARY DEPENDING ON SM& 5) THE RESPONSIBILITY FOR SEION .OF NNqq PRODUCTS TO MEET ANY APPLICABLE Lilt PRAMEX BUILDING CODES. ORDINANCES OR OTHER SAn?y- MUREQ 1i5 RSst SOLELY WIT$ `LSE . ARCHITECT, MU G DINNER [1R CONTRACTOR. 8) CAT 2ONCRIMPRESSIVE STRENGTH - 3.000 PSI DA MEM"FAMannatl + 1vUKAN111;•X PAGE 22 r i IU X 1-3/4' P,MEH. S.M.S /1-1/2` MIN. EMBEDNT 1 10 X 1-3/4" P.H. S.M.S: 1/1-1/2" MIN. EMBEDMENT. SEE ELEVATION ANCHOR SPACING. FOR SEE ELEVATION FOR .ANCHOR SPACING. ® DW1(i8 ' 2 � • 0 uq 0 ALT. FIN ATTACHMENT UNDER SHEATHING - �AfR ' COAL FLORMA B.O.A.F. p Ai"IO NAMB: oR44o,,i r ; MASTER. FILE # 3 NOTES: 1) :SHIM AS REQUIRED, MAX SHIM STACK 1/4". 2) ALL ALUMINUM.. EXTRUSIONS ARE ALLOY 8063-T5 4; OR T8: WMI `TYPICAL. W THICNESS OF 0.62" . 3 USI3 HIGH QUALITY •CX BEHIND WINDOW FLANGE. GLASS. THICKI[l15S BASED ON TABLE Ei300 GLASS CHARTS, AND.;�Y VARY DEPNffING ON STLE 5) ESPOHSIDiLT!'Y ; OR SELEMON OF NORANDE% PRODUCTS 10 -MEET -ANY APPIICABLE LOCAL LAWS, BP=1HG? 1COi)Ej:ORDINANCES OR OTHER SAFETY R� iiE3T. `30LY..Y WITH THE ARCHITECT, e) NDTE `• INDICATES•.TIIAT EjUAL FASTENERS AT BEAD' AND SUI, ARE REQU ED. 1 10 X 1-3/4" P.H. W/1-1/2' MIN. FkHMMENT SEE .ELEVATION FOR ANCHOR SPACING. i in U U ® TYP. JAMB SECTION WOOD FRAME sa; RAX (TOP AND BOTPOM) ® DouBls „ ' 0 X HEADER AND SILL SECTION S. /1-1/21 MIN. EMBEDMENPCHARLEI WOOD FRAME SEE-ELEVATION R Aec11JGGOR FL REc. ENG. B 49121 DATE:, B/Q7/Q2' WINDOW DIMENSIONS WINDOW FASTENER -SCHEDULE D 0, ANCHORS HEAD/SILT: NO. ANCHORS J W ��) T E a 35 qJ5 ps N PS 80 S 35 BO PSF PSF PS to Tn 11 18� 2 2 2• 2 2 2 .W.. :2 25" 2 2 A 9 �3 3• 40 2 z 2 2 8 2 �.� ILK9 3 3• 4• 3 g 3 g 'g CW �2. 49-6/8 2 2 2 2 2• 2• 3 3 3 3 3 3 Gl v; ti (� 1 B' 9 3 3• 4• 3 3 g —33 g LIP" 12" 62` 2 _2 2 2• .2. 3 j _ 4 4 4 4 _ -2 g 3• W_ 4 4 c �` Af! L 2 6_3/4- 2 2 3 2• 2• 3• 3 3 4 4 5 6 b coft) ti l 8' 73 7-'3— 4 4 5�' 5.� r o. a 4 h f1 •C 3` LDETAn- . DSfAIi.-B NORANDEX PAGE 10 / 10 X 1-3/4" P.H. S. M.S. 1(/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING, 0 I HEADER AND SILL SECTION WOOD _FRAME j 10 X 1-3/4' P.H. S.M.S. W/1-1/2' 141N. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI NAME: rre. EO,aPUFACTUM ALT. FIN ATTACHMENT j;°1A 1— N4"M M;; UNDER SHEATHING SEE ELEVATION FOR FOR ANCHOR SPACING.-_ TYP. JAMB SECTION WOOD FRAME X 1-3/4' P.H. S.M.S. �/2' MIN. EMBEDMENT ELEVATION FOR OR SPACING. CHARLES A q.PA, =P.E YL REG. ENG. $ t4912i DATE; S/2T/A2 NOTES: ASHGI AS REQUIRED, MAX SHIM STACK 1/4', ALL ALUMU M EXTRUSIONS ARE ALIDY sm-75 OR 3) llSE WITH TYPIC $[G UAL WALL AIITY CAULK BEHIND �WINDOW S OF �FLANGE 4)' GLASS; THICiQIF,4S BAgED ON TABLE E1300 GLASS CHATS. AND MAY VARY DEPENDING ON'S1ZE. 5) THE RESPONSIBILITY FOR SELECTION OF NORANDEX PRODUCTS TO 'WE ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, HUiI1)ING OWNER OR CONTRACTOR B) NOTE * INDICATES THAT FASTENERS AT HEAD AND SILL ARE REQUEQiiAL a t4' 4C AIL -A //7 DETAIN -C f/ DETAH,B .1 NORANDEX PAGE 21 3 i6" TAPCON WITH A 1-1/4" MIN. EMBEDMENT # 10 F.H. S.M.S. SEE ELEVATION FOR W/1-1/2' MIN. EMBEDMENT NOTES: ANCHOR SPACING. •-7 SEE ELEVATION FOR 1) SHIM AS REQUIRED, MAX. SHIM STACK i O a e A/e. ANCHOR SPACING. 2 ALL ALUMINUM EXTRUSIONS ARE ALLOY BOB3OR T8 -T'i e 3) U E HIGH QUALITY CAULK. TypICAL WALL THICKNESS C O W FLANGE 4 GLASS THICKNESS BASED ON TABLE E1300 GLASS CHARTS; AND MAY VARY DEPENDING ON SIZE 5) THE MPONSIiBiM FOR 5ELYMON OF NORANDEX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, 1 BUILDING CODES, :ORDWA14CES OR OTHER SAFETY REQUIREMENTS REST SOLISLY 1►!TH THE ARCHITECT, BUILDING OWNER OR CON RACTO&. . B) A PRESSURE TREATED 'WOODEN BUCK ZR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO : FULLY SUPPORT UNIT. 711ig SUPPORT SHALL HE two FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT LIVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH a 3.000 PSI AT 28 DAYS. ALT. HEADER SECTION 8) NOTZ ' INDICATES THAT RQUAA,L FASTENERS AT TYP. 2 BY BUCK A B.O.A.F.- 3/18' TAPCON MANUFAMIMM NAME W W/1-1/4" MIN. EMBEDMENT .`/I%,Q4N.i1•'.t� /eaa �.LEVATION FOR ANCHOR SPACING) MASTER FII,E # � d I CALL SIZE WIDTH 5 rt, A ' 1 BY BUCK O 2 BY BUCK sm--f-- TYP- JAMB SECTION )TH JAMBS) 1 BY / 2 BY BUCK SEE NOTE 8 HEADER AND SILL SECTION TYP. 1 BY BdC A--!�px CHARL&4 �A :P FL MG. ENG. •491,2,1 DATE: 12/1P/01 A• #10F.H.S.MS. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. DfMMENSIONS FASTENER SCHEDULE NO. ANCHORS NO. ANCHORS HEAD/SILL JAMB �NCKHHT ) (INCHES) SEE 5 NOTE 6(IN 460 35 45-60 PS PSF(PSI?) PSF 19-1 8" 2 20 2 2 28--i , 26` 2 — — 2 37` — 3 2 2 53-1 8' g _ 3! 2 2 18-8" 2 2• 2 3 1�2- 38-1/4' 2 _ — 2• 2 _ 3 2 3. 3 3 fi3-1 B. 3 q.-- 2 — 3 18-, ,8• 2 3 3 28-1 2 50-5/8' 2 2• B 3 37` 2 _ 3.-- 3 --3 19-$ 2 24 3 4 3T i 2 83- _ — 2 3 4 3` 3 — 4 3 — 4 19-1/8" 2B-iZ2' 78-3/4" 2 2• 3 4. _ 3 _ .3 4` 3 _ 4 !ux an mmmt �D e- 1 9.1�IMAZI -A //�// IfF . Drum-C II�� DETAIIrB /�// _NORANDEX PAGE 9 W 10 F. X6' TAPCON WITH A SEE EIS . 1-1/4- MIN. EMBEDMENT ANCHOR SEE ELEVATION FOR ° J ANCHOR SPACING. d 1 .750 TYp -T L 940 NOTES: ' 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4-. 2) ALL ALUMINUM EXTRUSIONS ARE OR T6 WITH TypIC ALLOY 6063-T5 3) AL WALL THICKNESS USE HIGH QUALITY CAULK BEHIND WIND0� WOFLANGE 4 GLASS THICKIIESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON 31Zg 5) THE RESPONSIBU ITY FOR SELECTION SlZR EX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, REUBUILDING CODES, ORDINANCES OR OTHER SAFETY BUILDING OWN REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 8) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FFl111RMI.LYY ATSUPPORT UNiP. THIS SUPPORT SHALL BE TACHED INTO lIASONARY AND SUPPORT THE PRODUCT OVER ITS FULL LENGTH (SUPPLIED BY OTHERS). 7) CONCRETE COMPRESSIVE STRENGTH o 3,000 PSI READER -SECTION, AT 28 DAYS P•P. 2 BY BUCK V.S. WITH A MIN. EMBEDMENT 1N FOR T CENTRAL FLORIDA B. 4 A.F MANUFACTUREB NAME: 3/16' TAPCON SON ELEVATIO EMBEDMENT M�sTER FOR ANCHOR SPACING. A• d. CALL SFLE WIDTH O 1/4" SHIM- MAx (BOTH 3 p p p p p D SEE NOTE 6 HEADER AND SILL SECTION TYP. 1 BY BUCK 1 BY BUCK O 2 BY BUCK TYP. JAMB SECTION I BY 2 .BY BUCK ') # 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. CHARLES FL REG. ENG: -#' 49121 DATE: 3/21/02 f e- t�' aC � ~DETAIL—C SASHr /f`/� /D'ETAIIrB 1 MtkMI- ADE MiAh4I-DADECOUNTY. FLORIDA METRO -DADS FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Prenldor Entry Systems 911 E. Jefer•son, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE'COtiiPLIANCE OFFICE MlO�20.1)Ai)Ii 1'I,n(;(.,I;)Z 13U11.1)Il�'t; I40 WEST FLAGI.I:R S'I'K!t1i I', SIJI'!li ► t>c)•; MIAMI, I-'LOJUDA 331.10-I563 (305) 375-29u 1 I"AX (305) 375-290s t.o,N-t1UC.-1,0a t.lC:l-.��tit.Nc: (305) 375.2527 F:1\ (JUS) 375-_SSB (:p\rn,kc7rolt 1iS ?11' I)I%'ltilo (305)175.396C, FAX (305) 375-" )US 1HtUUIX 1' cxx:'1'12()I. l)IN-Islo\ Your application for Notice of Acceptance (NOA) of 005)375.2902 V X(1o5)372•G31v Entergy 6-8 S-NV/E Inswing Op:Ique Double «•/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 (BCCO) under the conditions specified herein. This NOA shall hot be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for quality control testing. if this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval' if it is determined by BCCO that- this product or material fails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. :ACCEPTANCE NO.: 0.1-0314.24 EXPIRES: 04/02/2006 Raul Koangucz Chief Product Control Division THIS IS THE COVERSHEET, SEE ADDITION,IL, PAGES FOR SPECIFIC.- ND GENERAL CONDITIONS BUILDING CODE &-•PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by the BCCO and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the conditions set forth above. APPROVED; 06105/2001 Francisco J. Quintana, R.A. Director Mfian3i-Dade County I3uilding Code Con3pli:tnct; Office \\.10 9500011pc20001\templatexlnotice accepwnce cover pagc.dot IT,ternet mail address:1)oitl3litstbuildin;,Cod Coll linc.com Hon3c 3a htt 3alr��stiv.builtlim� j �c: j „CotJCUnIiTtCCom Premdor Entry Systems ACCEPTANCE No.: 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES April 02. 2006 NOTICE OF ACCEPTANCE: SPECIFIC COINDITIONS I. SCOPE 1.1 This renews the Notice of Acceptance No. 00-032I.26 %which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Notice of 'Aceeptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the. locations where the pressure requirements, as determined by SFBC Chaptcr 23, do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT, DESCRIPTION 2.1 The Series Entergy 6-8 S-W/E Ins%vinb Opaque Double Residential Insulated Steel Doors NF•itli Sidelites-Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1029-EW-I, Shcets I through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper .Threshold (Inswing)," prepared by manufacturer,' dated 7/20/97 with revision C dated 01 /I 1 00, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami-Dadc County Prod uct'Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATION'S 3.1 This approval applies to single unit applications of pair of doors and.singlc door only, as shorn in approved drawings. Single door units shall in6lu.dc all components described in the active Icaf of this approval. 3.2 Unit shall be installed only at locations protected by a canopy or overhang such that the angle between the edge of canopy or overhang to sill is less than 46 degrees. Unless unit is installed in non-habitablc areas where the unit and the area arc designed to accept water infiltration. 4. INSTALLATION 4.1 The residential insulated steel door and its components shall be installed in strict compliance \vith the approved drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection systcni. 4.2.2 Sidelite: the installation of this unit Nvill require a hurricane protection systcni. 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 REQU1REMEN-rs 6.1 Application for building permit shall be accompanied by copics of the following: 6.1.I This Notice ofAcceptance ' . 6.1.2 Duplicate copics of the approved drawings, as idcntilicd in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed i nstallation. 6.1.3 Any other documents required by the Building Official or the South Florid:3uilding Codc (SFBC) in order to properly evaluate the installation o li s stem. Manucl crcz, P.E. Product Con xamincr Product ntroI Division 2 Premdor Entry Systems ACCEPTANCE NO.: 01:-03I4.24 APPROVED : JUN 0 � 2001 EXPIRES Anril02 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I . Renewal of this Acceptance (approval) shall be considered aflcr a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 3. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following statement: "Miami -Dade County Product Control Approved", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a. There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not complied with all the requirements 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 ttie 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 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. Tllc Notice of Acccptancc number preceded by the words Miami -Dade County, Florida, and .followed by the expiration date may be displayed in advertising literature. ifany portion of the Notice of Acceptance is displayed, then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other. documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at'the job site at all time. The engineer needs not,rescal the copies. 8.• Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. E\D OF TIIIS ACCEPT NCE ti Manuel crez, P.E., Product- -ontro - . amino Produc Control Division 3 PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD- FRAMES WITH A BUMPER THRESHOLD (INSWING) :-ifi,c�Wn4aa Mf ATTACH ASTRAGAL THROW BAIT 18 x V LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' HOLES FLATHEAD SCREWS ` N07ES< 1.) WOOD BUCKS BY OTHERS, MUST HE ANCHORED - 1B x 13/4'• LONG PROPERLY, TO:'.TRANSFER.LDADS TO THE STRUCTURE. TL^�AD SCREWS 2J THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS. LA INSWING Rii INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY WOOD' OPENING ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE �l DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY Ap^Rrn�uAscr�:n,+c,eu. inE STRUCTURAL WOOD BUCK. C. MASONRY OR CONCRETE CONSTRUCTION WHERE souTH>:tr�T�rtiA�� r+ccoee p JUry j' j '1(1 DOOR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE VATER IW 1XVIDII OR MASONRY WITH OR WHERE VATER ILIRAIIDN er WITHOUT A NON-STRUCTURAL OUDi KIII IS NEEDED x ONE BY WOOD BUCK 8 REDINRENENI Ilwo NEED Tao coNrROLtrnsroH + IALL ANCHORING SCREWS TO BE 110 WITH x _ euLoe„ cauA+cEa . MINIMUM 1 1/2' EMBEDMENT INTO WOOD SUBSTRATE ACGEFrANCE140.2 1- v 31 W • t ti OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT r UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PROrELrED BT A CANOPY OR INTO MASONRY. OVERHANG SUCH THAT THE ANGLE BETVEEN THE EDGE OF CANDPY OR OVERHANG 1. UNIT MUST BE INSTALLED WITH 'MIAMI-DApE COUNTY TO STU. 1S LESS THAN 15 DEGREES UNLESS UNIT 1S INSTALLED IN APPROVED' SHUTTERS NON-HARITABLE AREAS VHERE PC UNIT AND INE AREA ARE DCSIGNED TO 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT VATER INFILTRAr10N. AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD•ON SIDELITES AND DOOR c I $AM MOOT MWZAfMU mroo S. LATEX SEALANT TO BE APPLIED AT SIDE BY SIDE L�pgIF � NTIC C a JAMBS AND SIDELITES. k1 ACE O1R4lOS SI1 DJrL .00 o1Ntx oow carwna rw: F. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE P c.Ns. uw .w m .,vzua� -ORNERS ARE COPED AND BUTT JOINED. I DDORS SHALL BE PRE -PAINTED WITH A VATER-BASED EPDXY RUST HQUY LNIKJ M r H NHIBITIVE PRIMER PAINT. WITH A DRY FILM THICKNESS OF 0.8 TO L2 MIL 1-1029-EW-1 9. FRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/ %TLC IR SHEE i 1 OF S VATER-REDUCIBLE VH1TE PRIMER VITH A DRY FILM THICKNESS IF U TO 1.2 MIL. RSV k rua r SHIH 141f 11. 9/16• GLAZING DETAIL 112' '! GLASS BITE 1/8' TEMPERED GLASS INTERIOR APPROVED AS CM4PLYM 1KiH IME SOUTH FLQ] 16Dq, m � BY JUPj FF:ODU CO: iAOL OPA" PM CODE COLWMIM OFFICE hCCEPOW.CEfa C/-� 31'I, zy 3/.' 1-1029-Eu-I SHEET 2 or b --Mls c 1/4' SHIM MAX r— 3/4' 80 11/16- MAX INTERIOR 79 5/16' MAX t SECTI[7N B-B MAI IIEH HD DESCRIPTIDH 2 BY WOOD BUCK W ALUMIN4I4-BUMPER THRESHOLD I 1/4' TOP CHANNEL E STEELKa 1 T put CHANNEL 9 VMD LDCK OL13CK i0 STRIKE STILE 11 HINGE STILE LDCK PREP FILLER PLATE 3 4'x4' HINGE VODD HINGE JAMB 1 DID x 3/4' FHV.S. tb 110 X 2' FHV $. EXTERIOR 1" 11 '&RiULR COMMENTS CV-14 l 1/4' X 4 9/16' HTL. TO BE PINE OR EOUIVAL(Ml ry-25 LOCKSCREEN BRAND LQXSEAL( ' .[V-12 PREHDDR BRAND OR EQUIVALENT- 5/8' ALUMINUM ASTRAL CV-15 PREHDOR BRAND OR EQUIVALENT - 1 1/4'.x 4 9/16' EV-08 PREHBOR BRAND - 1 11/16' - 20 GA STECL 9` 1p1 ra RIMS ISI IIQI B B BASF FIIAH -DENSITY 24 TO 25 lbs./fl' EV-07 PREHDOR BRAND - 1 1I/16' - ZD GA STEEL Ev-09 4' X 9 1/2' NIL TO BE PINE OR EQUIVALENI ,-- EY-06 15/16' X 1 11/16' HTL TO BE PINE OR EDUIVALENr EV-fl5 15/16' X 1 HAW HTL. TO BE PINE OR EoUIVALENT Ev-IO PREHDOR- BRAND - YA- (HICK- HTL. TD BE POLYETHYLE V- 6 MAGER BRAND. HI DR EDUIVALENT - B97 (HICK (STEI - 1 1/4' X 4 9/16' HTL TO BE PINE DR EOIVALENT (4) SCREVS PER HT"V IN10 DIM t1Y tiG TfTER .M71 L SEIE THgOFI)i ST IM Juts YiTO S)1C11TE ANI. r c r or1cREAr1r4 am rRM W ScRrvs I I" EACH A' SIITE ANI IK(D SIDELIFE. w' IM fWN �. ►�:' DL ItE4.EU REFER TO FLEYATD7r U 010 X 3/4' FJtV.S. YICV,'u" 1 or SCREVS USED AND LOCATOINS 19 i8 x 2' FILV.S. t2) SCREVS PER HINGE INTO JAMB LOCKSET (') SCREVS AT EACH STRIKE PLATE i1D X 13/4' FlL KV►KSET BRAND 200 LOCK OR HARLOC BRAND 100 SICK JAMB AM (2) SCREVS PER HINGE INTO JAMB 2' X 4' SI G 22' X b4' SINGLE PANEL GLASS EV-19 1 1/4' X 4 9/16' HTL TO BE PINE OR EQUVALENT SIILLITE TRIM (VOOD) EV_20 ASS N r 1 V1BTD CASED, EV-21 5/16 x 1/9' HTL. TO BE PINE OR EQUIVALEN xS16E 1/4' - WOOD S1DELITE HEAD JAMB EV-22 rffi it stet JMttT ei w - i NfKI f tl WOOD S11ELITE BASE EV-23 1 1/4' X 4 9/16' HTL TO BE PINE OR EDUIVALENT PDLYPROPYLENE LITE FRAME EV-24 ) 1/4' X 4 9/16' HTL TO BE PINE OR EDUIVALENT -1643. DDL-2 HP polypropylene by ODL 16 X 1 1/2' PAN HEAD SCREVS 18 PER FRAME D 1 SIDELITE STILES PIN NAIL EY 26 N' r AF1 t 15/16' X 1 11/16' HTL TO BE PINE OR EQUVALENT 4' lOfi Mlt, 4' 1I rru) TAT. HAT r Bt lwvrt01.115(I 0I �I l A91 I DOW SILICONE #995 1BBi5�ItiL55Nli[I IibC IEL CiTIf6Blb+DILESS BDIEI sm Ox t ins flu 8 DADE CDI1r1Tr MDDIFICAImNs v11rn JD IAIIN ' A L DDED PAGE'S (DPI OPTIONS) R AP7HOJEO AS COi1Pl:1GiM)H 111E ........I[ F(VaIS _Y,..,... Iff r 1.L11UUl\ LIV1INI J131LIiJ 31-I029-EW-I 411 L [TTOq nlrrsoll Plit T� SHEET 3 OF 6 ACCEPURCE11o.0t-031Y ey' )SVw 111112 B 2 BY VON BUCK 1/4' SHIM MAX 3/4' T INTERIOR 1 79MAX16' 80 11/16' MAX 2 BY WOOD BUCK SECTInN EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1029—EW-1 SHEET 2 OF 6 DOW SILICONE 4995 APPROM." wso%u,um Bumom cmK: COUPLE" 1-1029-EW-I SHEET 4 OF 6 R[VIS�i tiliER p rwy 11 W 1 w�ll'w Kit Tw t f N W k VtK _ M. 11'RK ° W ltitfr f 1 1 1 1 W rw� T W L w 11r OTHER DOOR RATIONS �, 01 li0UTf1 FIpRRyt gMpNSCDDE MU JUN EMASON PI eutdnceooEco,►x�OFF �yPp ACGEPAKE)n OJ-o3�y•Z OUR � Qyc I I K fKM T4 ° m ♦ 31-1029-EW-I SHEET 5 OF 6 i i nvrun untr i i FOTHER DOOR PANEL ST YLES 36' I —MAX 79 /16 00 Qo (j]� MAX on UU �D no Duo on �e Sao 0o no SDI �� 0 !o' p� flflp I10 �D OCl noa 00 �Q �� U c' o IOP 6 PANEL 4-PANEL 9-PANEL 10-PANEL 18-PANEL © Qn an 4-PANEL FLUSH B-PANEL LRJiSSB11tlC 12-PANEL 4-PANEL 5-PANEL 5-PANEL 5-PANEL 5-PANEL OTHER S I D E L I T E STYLES EYEDRDV u,tERDLL WSCR v [YEBBDv V/SCROLL 36" MAX e 796 d , M X SL-IB SL-20 SL-JB �• SL-(,a SL-SD ' St.-50B A -69a OD SL 598 SL-69C SL-25 SL-55 SL-300 SL-40 SL-9BA SL-9DB SL-90C SL-300 SL-3DC St-70 SL-80 PD-1 Po-2 P111-3 PD-4 PD-5 PD-6 O � � � ❑ ❑ PD-7 PD-B PD-9 PD-I0 PO-11 PD-12 PD-13 PD-14 PD-15 PD-16 PD-17 W � N IN ml o O� t) z A �ry d 1501 IN [H o PD-IB PB 19 PB 2B PD-21 PO-22 PB-23 PB 24 PD-QS PD 26 PD 27, PD 2B PD-29 PD-3t1 PP-31 PO-32 PD-33 PD-34 i a m o x [ 11 DJlbDb unNLtss 11u s 1t'mn. Jai ` NG �y p I BU� ON PAR ePRENDIit Dm DPJIDNSF-MR�YSYS EMS 1� pp-35 PD-36 PO-37 PD-JB 911 L NJR31-1029-EW-I PD-39 PD-40 PD-41 PD-42 PB 47 PD-43A PD-4311 Pill rif61b2 SHEET 6 DF 6 IIYISRM J[fl[f e . MIA M 14 ADE -N11AA11-DADE COUNTY, FLORDA METRO-DADE FLAGLER BUILD.I,`'G PRODUCT CONTROL NOTICE OF ACCEPTANCE Pre)tldor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (NOA) of. BUILDING CODE CONIPLIANCE OFFICE MITTRO-DADr; FLACI.i R BUILDING, 14.0 CV1iS'r r1.ACium S'11U.IN', 1Url"H I Go; MIAMI, FLORIDA 33 130- 1 So,, (303) 375.29a 1 FAX (303) 375-290S C:UYI'1L'kVJ'UJ1 LIC ENSi,NG tiF.L"rJU\ 005)375.2S27 P.1.Y(.1U5)375. <SS C:f).17RLIC701t FSPORC .MIEN-r I IVISJUS (305) 375-2966 I'.ti\'(.IUS).175.39UX 111(c)D :CI' C:U\'i'U01. t)1�'151U\ (30S) 375.29U2 FAX (305) 372•G3.19 Entergy 6-8 S-W/E Outswing Opaque Single w/sidelites Residential Insulated Steel Door under Chapter 8 of the Code ofMiarni-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 ibr quality 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 .approval, if it is determined by BCCO that this product or material- !'tails to meet the requirements of the South Florida 'Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.2i EXPIRES: 04/02/2006 Raul Koarn uez Chief Product Control Division THIS VS TIME COVERSHEET SEE ADDITIOtNA1, PAGES -FOR Si'ECIFIC Ai'M GENERAL CONDITIONS BUILDING CODE rC PRODLJCT REVIEW CO-111tTTEE 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: 0610-5/2001 D Francisco J. Quintana, R.A. Director iMian)i-Dade Count`' Building Code Compliance Office \1s0450001\pc2000\\tempiateslnotice acceptance covor pap.dot Internet mail uddruss: I)ostrnastcr'i;I)uildingcodConlinC.cut1) ' IIantcl)a+„c; ha Conlin Con1 Premdor Entry Systems ACCEPTANCE No.: 01-0314,21 APPROVED JUN 0 5 -��1 EXPIRES Aoril02 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS . 1. SCOPE 1.1 This renews the Notice of Acceptance No. 00-0321.23 which was issued on April 28, 2000. It approves a residential insulated door, as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami-Dadc, County, for the locations where the pressure requirements, as dcterniincd by SFBC Chapter 2;, do not exceed the Design Pressure Rating valties indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Series Entergy 6-8 S-NII/E Outswin; Opaque Sinbld 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 I through 6 of 6, titled "Pre (Enter, Brand) Wood Edge Single Door with Sidclites in a Wood- Frames %vith Bumper Threshold (Outswing),'' prepared by manufacturer, dated 7/29/97 with revision C dated 01115101, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. Thcsc documcnts shall hereinafter be referred to as the approved drawin"s. 3. LIMITATIONS 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 systcm. 4.2.2 Sidclitc: the installation of this unit Nvili require a hurricane protection system. S. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or 10,00, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building permit shall be accompanied by copies of the Following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings, as idcntif.icd in Section 2 of this Noticc 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 South Florida Building Codc (SFBC) in order to properly evaluate the installati n of this system. Manuel Perez, P.E. Product Con •rglxamincr Product ontrol Division- Premdor Entry Systems ACCEPTANCE No.: 1-_03I4:2I APPROVED JCJH 0 5 -, QQ1 EXPIRES Aoril 02, 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS I . Renewal of this.Acceptance (approval) shall be considered after a renewal application has been f led and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the following statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance, 3. Renewals of Acceptance will not be considered if a, There has been a change in the South Florida Building Cade affecting the evaluation of this product and the product is not in compliance with the code changes. b. The product is no longer the same product (identical) as the one originally approved. C. If the Acceptance holder has not'complied with all the requirements of this acceptance, including the correct installation of the product. d. The engineer who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or chan,c in ENe 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 r requested (through the filing ofa revision application Nvith appropriate fcc) and granted by this offs cc. S. Any of th'c following shall also be grounds for removal of this Acceptance: a. Unsatisfactory perforniance of this product or process. b. Misuse- of this Acceptance as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the Notice of Acceptance is displayed, then it shall be done in its entirety, 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer needs not reseal the copies. S. Failure to comply with any section of this ,Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages 1, 2 and this last page 3. END OFTHIS ACCEPT NCE Manuel erez, P.E., Product Co tro of Produc "ntrol Division 3' 4' W 15'� O.C. 15, MA 0 C. 15' MA' O.C. 15' MAA D.C. 15' MAX rKLM1JUN (LN I LHUY HAND) WUOD EDGE SINGLE DOOR WITH• SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD (OUTSWING) EI' MAX >(- 4' MAX 3' MAX MAX 4' MAX MAX ' MA T' 3' MAX 3' MAX IA' 3' MAX A15* 'C MAX 4' MAX- B 7/16' 14' DYislNI MAX X M 13, MAX 1', �' 1S. 14AX MAX i• C 43 1 /16' TOP OF DOOR �•% TO t' ITN' KvUCSC7 DCADBDLi 1 ! %. �a� eR`°t0 L, 22 DO f 5 1 z 1 3/6' ( Mwa too IN iDL IIL PFFbAP ATYp3/16HTN$ MINIMUM EMBEDMENT NOTE T5) LEs A t3D 11/16' MAX'•,, ` 6' AX MAXMAX - Mnx MAX 19' . AM x _ r 7 t5 4' MAX —3' MAX 3' MAX MAX MAX NOTES, 3' MAX 3' MAX > WOOD BUCKS BY OTHERS, MUST BE ANCHORED 4' MAX ' MAX 4' -MAX MAX PROPERLY TO TRANSFER LOADS TD THE STRUCTURE, ) THE PRECEDING DRAWINGS ARE INTENDED TO p8 x 1 3/4' F.H.W.S VALIFY THE FOLLOWIMG INSTALLATIONS. 3) PER SIDE FRi]M WOOD FRAME CONSTRUCTION WHERE FOR +,-�1 I� JAMB INTO THRESHOLD YSTCM IS ANCHORED TO A MINIMUM TWO BY WOOD r� PCNING. MASONRY OR CONCRETE CONSTRUCTION WHERE RA OUTSVING LA OUTSVING MR SYSTEM IS ANCHORED TO A MINIMUM TWO BY TRUCTURAL VO00 p1CK, MASONRY OR CONCRETE CDNSTRUCT•[(N WHERE )OR SYSTEM IS ANCHORED DIRECTLY TO CONCRCTE N VA[CI IRA(IW V![ VAT d0 IRAfldl TEMBY Vp�D TH VIIHIXJT A NON-STRUCTURAL RC V, IS ACCOf6 ■ MICAS' NDI pCC[CD ALL ANCHORING SCREWS TO BE 110 WITH + + NIMUM i I/Z' EMBEDMENT INTO WOOD SUBSTRATE X glqF 3/16' PFH TAPC13RS•VITH 1 1/Z• MINIMUM EMBEDMENT TO MASONRY, aWIIS SMALL BE ILTIALLCI ONLY AI LOCA40NS PRD7ECICD BY A CMWY OR UNIT MUST BC INSTALLED WITH 'MIAMI-DADC CERINIY MR" SUCH MAT 11F ANCLE KIVCEN IHC EDGE Dr.CANOPY OR OVERmiG PROVED SHUTTERS 10 SILL IS LESS' NMR 45 MCREES UNLESS WIT IS IIISIALL[D IN tHREC STAPLES PCR SIDE JAMB INTO HEADER ON SIDELRES NIH'HABITAILE AREAS WHERE THE Wll AHD INE AREA ARE aSIGHED• M D OOOR, THREE STAPLES PER JAMB INTO BASE ON SIDELITCS Als[Pi VAICR IT8 XiRAlIOM LATEX SEALANT TO -BE APPLIED AT SIB BY SIDE NOS AND SIDELITCL DOOR/SIDELITE HEADER, DOOR/SIDELITE JANOS, AND S[OELITE BASE INERS ARC COPED AND BUTT JOlNEL + lft'm IL DOORS SMALL BE PRE-PAINIED WITH A VATER-BASED EPDXY RUST IBITIVT PRIMER PAINT WITH A ORT FILM THICKNESS OF DJ7 TO 1.2 MB„ rRAMES SMALL BE PRE -PAINTED WITH AN ACRYLIC LATEX VATER-BASED/ IER•RCDUCIBLE WHITE PRIMER VITN A DRY FILM THICKNESS OF DD TO 12 NIL BIL.Ulm APPROVED AS COMPLYING 0111 !nE 30VTM 1•1A DUAJXr1G CCv_ DA-Ir- BYYl///IJwj_px . !P�Sln PROM' T C TTAOL CrAS:3`1 BUILDUP CODE COLIPUANCE CPF; .? ACCEPT.WICE NO.01 03 -1020-EW SHEET 1 Q� ma Lm 112' ;LASS BITE GLAZING DETAIL O V I S W I I V G OTHER CONFIGURATIONS EEXTERM GRaIC uiu wxx EXiEl" Max � � �'•� y��(VFOPl/W4i571�0CNE �a ML IMo= APPR&M0 AdCCUnyMVAMTHE GLASS 2EM&T-anH # l Ditl�t ACC—A►TE Mpg t. 03 1 SECTION GCS C(iRIF ym Ydllf Im 1/4' SHIM MAX 3/4' l yTERIOR I 79MAX16' 60 11/16' MAX 2 BY WOOD BUCK SECTION C-C 1 1/4' EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1020-EW-0 SHEET 2 OF 6 1 1/4' DOW SILICONE 4995 �navmra aap! roc �xn� n� - grPi 911 1-1020-EW-0 SHEET 4 OF 6. -.UULJI\ �,UINI IUUr\H f JUJV,� 4F �::;�„iO,u ��wtrxei LWq UNM rau a. rout r�trn tME E4V►:f FL . Duff U tw E j PR h y��Oft builOMCM*CoMpMfmoff Mill +k�CEPAIYCEtMy.O+- O�y=� 6• ts• mx az is RAX u,na U' w1t or_ 1 tY n�u 4• X 31-1P -E p SHEET 5 OF 6 — Ti-stun—ms 1, u I HLK DUUK FANEL STYES 36` [-MAX '9 /16' Elan O0 US Mph 00 0all0 �a au 111131 nDuo on BLANK 6-PANEL 4-PANEL 9-PANEL ID -PAIL 18-P AWL OTHER SIDELITE STYLES 30' -I I¢ MA X pi 79 /16" ''.. p � SL-10 SL-29 SL-30 SL-60 SL_30 SL-301 A-69A SL-691 0o oa QG - an oo an oo � . ao as as ao PA-1 PD-2 PD-3 PD-4 PD-S PD-6 PD-7 PD-8 00 PO {8 PO-19 PD-20 PD Zt PB-22 PD 23 PO-24 pD-25 n n ❑ a U00 d[IQ pp e PO-35 PD-36 PD-37 . PD-38 PP-39 PD-40 PO-41 PO-42 0oF fill p " QaFLUSH 9-PANEL ERSSBUCR 12-PA{El 4-PALL 5-PANEL 5-PANEL EYI&MV W5;P RfilL • V /SCL a U fl SL-69C SL-25 SL-55 SL-30D SL-40 00 oa ao 0 PD-9 PD-10 •PO-11 Pe-12 �} Q 5-PANEL S-PANEL EYEBRRav SL-90A Sl-90D SL_gK, g- D S I l- 30C SL-70 SLAQ ao oa Q ti PO-13 PO-14 PD-15 PI-16 • PO -I] �o PO-30 PO-31 PO-32 $7 g PD-33 PD-34 WOW— DZ f'I�EMDO - Y 3j-}QUO-EW-O R1 L JEI1ERSpt . FIRS 11 a ualt SHEE T 6 OF 6 IM (flu 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 6CCO0401 4 108 CROWN COLONY WAY ORLN-CRC CHEK3 LEFT CHESAPEAKE K 3 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-98. These trusses are desianed for an enclosed buildina_ Truss ID Run Date Drawing Reviewed Truss ID Run Date Drawing Reviewed No. of Eng. Dwgs: 44 Layout 11-4-02 T 10-9-02 Roof Loads - VT 4-11-01 U 10-9-02 (% TC,Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf BC Dead: 10.0 psf HIP 10-20-00 V 10-9-02 A 10-9-02 W 10-9-02 B 10-9-02 W1 10-9-02 f'✓ 131 10-9-02 Y 10-9-02 ,/' Total 33.0 psf C 10-9-02 Z 10-9-02 C1 10-9-02 Z1 10-9-02 G", DurFac- Lbr. 1,25 DurFac- Pit: 1.25 O.C. Spacing: 24.0" D 10-9-02 Z2 10-9-02 E 10-9-02 Z3 10-9-02 �/' F 10-9-02 Z4 10-9-02 G 10-9-02 H 10-9-02 I 10-9-02 J 10-9-02 J 1 10-9-02 J3 10-9-02 K 10-9-02 K 1 10-9-02 K2 10-9-02 K3 10-9-02 K5 10-9-02 L 10-9-02 L 1 10-9-02 L2 10-9-02 L3 10-9-02' M 10-9-02 INV # DESC QNTY ,PR 2 8 2003 DATE: N 10-9-02 18331 EHUH26 0 10-9-02 18330 EHUH28 P 10-9-02 18360 1 SKH26R 2 a 10-9-02 &418361 1 SKH26L 2 R 10-9-02 V 18363 JUS26 16 S 10-9-02 18370 THJ26 2 18336 EHUH28-2 3 SEAT PLATES 138 40-0 v 0 �z I' — - Ig 7 :i- _—_ ,2 z o_ CL T i lu ii I I I i I � i;ui T` l o I IS I S I R i US2 HAN ERS 'I J L 1 R I I 'Lq�� A - 4PLY / x SKH26 HANGERS B 4 (2� 5KH26 HANGERS �; _ \\� J I D I I VOLUME CEILING 12 � I I _ _- _ F \ ODD SPACE \ 8' (�CEILING E 4 i e— -7- t. I � EHUH --� I J3 i u T- / 1 UH28-2 HANGER .. ODD SPACE I — �r o' �=_;_ I s � I K __-_ __.___-_ J1 CEILING u N K 8'-0 C ILING \ KNEEWALL K1 \ J I KNEEEWALL I I- I HUt28-2 HANGERTO 111-01, _ `r —VOLUME CEILING i - Y K5 =-STR CTURAL SCISSOR GABLE FIELD FRAME —I I THJ26 HANG -�HJ26 HANGER —I r — -�, M -� II \ I Z JOB NUMBER: CHEK3 i N IIN1- I16 1 CUSTOMER: REVERSED Y �_ Q - I '1 j ^ I1 JOB NAME: CHESAPEAKE K i i DRAWN BY: by DATE_ 11 ©22 PITCH:611284112 O.H.: 1-0'& -4314" BEARING: 8" LOADING: 33p 20-0 1V 6-8 At n L 0 LUUJ 0 c Tag Line :king i Ground Brace Verticals (GBV) Typical horizontal tie member with multiple atakea (HT) Mrues of bra. cup of trusse (EB) Frame 2 0 Dver 28' - 42' 3. Dver 42' - 60' 3. wer 60' Si F - Douglas Fir -Larch F - Hem -Fir 'ontinuous Top Chord Metal Brace — �\ 1equired I / 10' or Greater attachment Required SP - Southern Pine SPF - Spruce -Pine -Fir Frame 3 F'SQ"IS"05 TRUSS lR iWyai;i k�u;:�x4gr��z�x; a ,h� i SPA CH " LING;LB}g +, �.'r� C�ttuss s] 17 12 Up to 24' 3/12 6' Over 24' - 42' 3/12 7' 10 6 Over 42' - 54' _ 3/12 6' 6 4 Pr \ ur - uougjas rir-Laron UP - Southern Pine 'HF - Hem -Fir SPF - Spruce -Mine -Fir Diagonal brace also required on end verticals. i 12 3 or greater 8' All lateral braces lapped at least 2 trusses. Continuous Top Chord I,!f�5`yLATlCEN TOtERiP1ES Bow i T :tyA' laximum Plumb Ilsplaeement Lin® L(in) �� R k r zovn� � ' n) 5^Vl. 4-1 4 , It 11 ' 150" 3/4" 12.5' Length L(in) Lesser of L/200 or r' L (In) Lesser of L/200 or 2" 200" 1 " 16.7' 250" 1-1/4" 20.8' 300 1-112" 25.0' 1V[aronda systemsJ MA ONDA SYSTEMS 4005 Maronda Way Sanford, FL 32771 (407)3E1•0064 Fax (407) 321-3513 Date: March S, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Subject: Valley Trusses All valley;trusses labeled VT-1 thru 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 on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. 7f you have any questions please feel free to call at 407-321-0064. rt`t�perely Tom s Ponce, P.E. Date: 3 f s(, 3 DESIGN INFORMATION Tltls design IS for as mdnda.ml btdWin mmPOat and Ina b-- b..d OR mfu aem,Uon P—Wed by the Cneoc. The defgner dfdama aRy rtsporn01-ty far dam" as a nsutt. of f uny - Inc—e+et Ir m.a tloq pcuk'Oa IRd/or deslga h-w hol to the oo�a— by Lb. dient and the tarradtaesy or or th" bdo< UOR as it may ml tc to a cBk "—a and .crept. ou r Po fbdvy r t,o, ex ao oaob0l with regard to fiMtcs- Um baadaog, stupo.ent and baranatan or trttssts. This truss has been dtstgued eS au IadrrWaal building eo-pooeat to. aQmdana wnb ANSiful i-19M and NOS-97 la 6c as Part of d- MUWtag de.lgt by a H � 'rated' D61gn-htgb(—d OreWlcd at pwf;G.,10R4 uUDU� deign-. (bee des g' Pq-"d. by the be checked to be s—* that tbbdaalhi iI u a#e-n apt with (Le bepi lRuIding cm�. P specOtallollsI -,. foe?aa+toads. Uoless sbowR. Pe1,1 applied loady truss I— not.beea deigtod rot stor.ge or tar-pan.y Imds- The drsigt asso.ae ""rea Pimt dra<ds Rop of bottom) ate —an,— brac:d by sheathing ualeaa alb 2. not -0 booed La[QapY by a ftm WopaiY as oG pplied . -7 b—M be braa.d .t a rtutdmam apaemg .f 1d-0' ..a CaOaec/ar PI-t., ,ball be m.....r.-b-.d from ail grog^ hot dipped gatrantred rted maettng A57W A 653. Grade 40. ankss atta d— stm..ra FABRICATION NOTES t'nor 1a fabrt -- the fat dfor sb.0 teslaw h'. dtawtag to verify tbat ttds d-.4. b 1. emrlomartee wah the rabrretoe- Plans and to leailre a .antmomg "`Pwmetq fa --Ar verb RoUoa. Any dbvepa • jea are. to be put bt sta" before ebmog—fabd—tton. Phd- steal( nut be aasat0.d o.- kRolhaMs. �IUthrg wool low T d b_b .ball be cut aedu Put -:ball. be F —,.4 -b n,, 6e�d�ai. syma bolt "-d" h4' btb.ddcd and :bag be Joint 'ides: olbuwbe sbra.a- A Sza plate b 5- adde z t' long; A f o plat. b 6- wW. x B- bog, S1013 molts) ram P.raOd to lbe plate k`46h sP--0-L Double eats OR tab mc-b.- :ban toed at the _Rtrutd of 16e webs coo- taialmmn tees 6—d ofora: sh..m and may aced to be laeie—ed far certat. b.,,a_ dog sad/- e+—lma stresses. Thb 1n.aa b or 'tries othotherm-s s1 or tadd0twal Rfo hoa an gaalay control ref- to ATCS1/M 1-t995 'RECALITIONARY NOTES $ bracing and e. u, reeoua,eudar/aos'"' r be followed "a wltb'Raodho gi artaRtag 1k Bndog'. HIS-9I. Trusses ase la handtcd -ab Partivdar'ore d od b-WUIW, detwery and >ange T—Por—y ana Pe -anent btaemg � a�ad rot ttststa 6aaalgbt .nd PIOmh poa_ "Wg d and Imh0a1 tint runs :ball b. rgls cdeaifal and M otben. 6ueful band- aV UM bracing Is ahv ys Td-d. Neanaf Pror3utt.laaty adlaa fa oss- sLI6 Inaptxary htaC111g dudne 31 1611pp beba,.. b._ to asoid tappi. dommWog. The suprxybbn of mcilm of case 111.11 be uad—the 0ootrol 0r Pera.as Palmed I rho (asbtIbUOR d trussc- 0fe-1-4 ad.l0e a1-0 6e oought [needed. mcrntmtion or crmsbucrma loads grntc ail the d.s.gu k-,6 sb.0 _ be aPr," I. me a1 any no.e No Inads other tbaa we Igbt of arc .-et— sb�0 be ppled to tuts nn(il alter all fi teuh,g and tinting mmptcl.d. MAI7flhlnn c%— .... MONO VALLEY VALLEY TRUE COMMON VALLEY V1rtEY TRUSSES I TVPI VALLEY TRUSSES (TYP.) SUPPORTING TRUSS COMMON OR GIRDER COMMON TRUSSES (TYP.j W tart LlVW WO: VALLEY sir IF LESS THEN 3-0-0 TIIEN MOVE DIAGONAL WEB TO NEXT PA14EL Es y I G TRUSSES • VALLEY STRAPPING TO TRUSS BELOW USING MSTAf 2 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET - z 214 OR 416 DIAGONAL WEBS f 4x6 3xfi REQUIRED WITH SPANS OR GREATER THEN 2E-6-0 3t6 214 2x4 0.0-4 2x4 316 2x4 214 2x4 2x4 ]xfi OR 1 416 5L6 It 2xI OR 1.9 4110 2x4 316 3x6 on as 2x4 I I: V I ON:1 r (t) WHEN DIGAONAL WEB PRESENT USE 4x6 PLATE (0) WHEN NO DIAGONAL WEB PRESENT USE 2x4 PLATE VALLEY MEMBERS AT 24. O.C. (TYPj E214 2x4Ly, YAWEa 12 Up Toy 20 2x4 3r6 MAX 6-0.0 O.C. (TYPj 1 4x6 i Tr4 MAX TRUSS SPACING MAX 6-0-0 O.C- ITYPI '-' BELOW . 46. O-C. I-� SPANS UP TO 60-0-D TOP CHORDS: 2X4 SP 12 BOT CHORDS; 2X4 SP #2 IT l5 NOT REQUIRED TO SHEATH TRUSSES WEBS; BELOW VALLEY SET. VALLEY MEMBERS -2X4 SP 03 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 NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1)16d NAIL PER INTERSECTION, OR TWO FEET ON CENTER. 2x4 BRACING MAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH f0d 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 f. TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14, t-+ IUUJKVF AS stlawrr 1'LdSTFS.AIM U20 GA 7TtiTCp PL'[Z ANSVITI 1-1995 Marouda Syste>ins 4005 MARONDA WAY SANFOfID, FL 32771 (407) 321-00464 fax (407) 321-3913 TOMAS PONCE P.E. LICENSE M00500618 1 E90 CRf_T:rIRO.v.x rr rn«snn .....-.-,- Cont. Support ItILLINIU11:5 ON THIS S14EET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. [TRACING WARNING: Uracing shown oUthis drawing is not etectlan bracing_ wind h.acing, iaatat 1lradng - slm0ar bracing whb-1t 1s a Pitt at We building design and wtddt mast be ob-- b for lateral Support. of buss tacm C9�idej d by the bulldmg der. er. de t0 anchor 6tenl bra .f . b> rs tmly t0 mdttce buckling hT Hracbtg A-ddal ..I '�oC tad..a.d sP Y'.d I° thus deteroo «! by�tbe buWlm a- t be frYuss plal.b '(ug of the avetalt s g l�-- $ TFL Is beNedd t 583 Onoillo Ded' l Mad FOB-91 ill TPII. 50R Pltsryt ein 5.471Q1 Studs a 6-()_0 o.c. Lng. Job: Dwg: Dsgnr: 'LZY Cult: TIC Live 16.0 psf TC Dead 7.0 psf RC Live 0.0 Jisf, BC Dea(I 2.0 psf Truss ID: VT Date: 4-1-1-01 DurFac - Lbr t_25 DurFac - PII: 1.25 O.C. Spacing: 24.04 Design Gileria: TPI -"'r--•-.•. •••••• , -, Irasera wt t{do,anafJ01 larkl<d bf U,c client. Vic designer dlsdaims 3 .esponai6[r(y. rot dan.a4= w a wul( d akr or incmmt b,rarrrratlon, specAk;,W w d/or deigns fumbhed to the tnus d alg,"r um cbmt and U,c mnecuaess or arANnq thb kdermeamr as k. nmf +c41< ry a apr� Ic I,taJcc[ and accepts ,ro reporrsyi6tr or rrcbo no cwrWi a.µh rc>;,a,d to rabna- R Yn„dlbrg. slrtp,ncnt and I,elalbfbn d _ �a+b r<ry.+ Iy t.asa. Je,[ncd xa w Ifaid 10 badding. eaapolaer,t In i¢ardanCa w{ sllfpl 14 m a,bf tios-97 to be bav ,pontc parr er the bayab+g destrn I.r a Pa1HJb.[ r,Encr I•<,;Kle,<a nr<hA<et .,r p<eraalrmaf :Inecri. tv{,e„ re.le,sed for appra•al br U,e Idb•[ designer, Iarc Jeatbn 4•ad4+es slwa-n st be d,csJrcJ fo in: sort Un{ Ure dale slmar, rn• r+6recroart rrlUt 11ie burl b gding codes.. t dimauc rglnds for .shad or soon Mods. cctsa•ccate.tbm or sp<cJaf applied {Dads. �s si,o�ra, truss Ins not hem da+®Ircd. for age or ocropartq-loads. TM1e del n g uswoc prwfon d.o,.ia (tep er 6r•1Grrni are / braced Irf shcaUltnb. anl•� aU,vnbe 8kd. IVM1ere br — cher•Is N irnsbn a.� "Up braced latcrayr Ina f••ap_te applied «d n6. U. Y ahooid b< b.r<cd xt a 1m,tm sludng or 10--o" o.•_ Connect., s slw/f lac maar,r! dared Irvin 20 Ca r fad d [ais i, d sled --u •S •t-`Thl A 653. e 10_ anlm .,J < be sJ_, BRICATION NOTES to r alcuoa, u,< rob.lea r4r shoo rcrleer lexa+b,[ b «, ar u�l u,b a<arrn[ b a rwanc<+.IU+IA<[abricalor's plan a•ad W " vcpa..de xr t be pat N [ bdore en,un[ a a1mN net lae Ins,alkd oe_ knothnlo_ a dbtw(ed Rrekr_ hicn•be.s aha.N be cut h{ 1yt6aE woad to arooJ brnrh,g. Con' PIA_ shah ire located ,ss a•yh rufb WNW bnfrcddcd ar+d shay be .boui ,/+croht u,rlos oU,va•b< st.oen. A xte b 5' Mdc x (" Ion[. A 6s3 p6te b 6' rr IonF. Sb(s (halwl •••n pa•a1L,{ co •le Id,EU1. slrcWled- Oo•ahk cub a. s•c1a m shalt meet at the cc.•lrord r.f the +•ebs atherrrbc si+or<rr, Con.a.q pla(c sizes nYnanr aha Masai on 1 he tortes sltavn a7 need [o be hw<ascd (or calaln hand- d/ar ereclbr+sl•vso. Thb tra»s b rw( rb•k�td s•nl+ /he •dxr,bnt tletcd arum oU+er«be. ahoren. Ior addflianat •uwr wr guWty- Can/rvl rd_ b :AUTIONARY NOTES t snd veetbn t,e<o,+.mrndauo.,s ar,e •<ed 1. amerda Ice •.sUa'Ha,+yG,[ [ A P•adn(', f118-91. Trvsses xre oxh pa„a<aixr Are todwl,.[ baadb,[ dnrl[-. Ad1.cry and kssaaNarrpn la scald ^[ trwaa-s br a a(,aleln a..d pl<•mb pow_ fx rabU1,F 6t_11-trees stroll he a.nJ W/aNed br oU+cn. Cs.erW I+snd_ fand <rcclicl+ braclnc b almys dorfflal cGuoumll actlou [or cquba such tt mporar_Tbracbtg dar(ng an bclnaxa uussrs to acofd �p rN .1 Grob,g. The sataersbMr d ve<bon of 1-0 be auadv U,c eoutmf c•! persons cad in Um baslalblbn a V nst3. na) ad-icc sirtd be saruglll Ir neede& alb,• of cnmlroeuw, bads great_ da,gr, bads shaft na,l be appucd la any Ihac. Nn wads oth-r 1.1— the . tiro rrM.or. shall Ir• al./.tl-.( (C Jd alter aft la<tcnkq_.+rrl Maeb,g HIP GIRDER Mal'ouda Systems 4005 MARONDA WAY SAN1ORD. FL_ 32771 (407) 321-0064 Fax (407) 321-39131 TOMAS POr4Cr_ P.E. f UCENSF H(IUS(>U68 Ixaa cnF_F_aenOorc cr.ov,EUO,rLJ1a5G nra.11 l,nrrfr ., 1,-•r. 2x BLOCKING ADDED TO TOP CHORD OF STEP NIP TRI IQcl=c ,-n �1 • I v J17uH I LIN. - OSB NOT TO EXCEED 24 r10-C.a TO RE NAILED TO TRUSSES w! Q _f27' ON CEN_ STAGGERED PRE-ENG'D T TOP WALL OF BUILDING l r�ru "'tA11-U: READ ALL NOTES ON THIS 5HEFf. A COPY OF 11i15 DRAWING TO BE GIVEN TO CRECTING COiJ TRACTOK_ BRACING WARNING: 13racMg sfrac+n an M4 draw1n4 is n rt rrc-Uo.a bn.cina. wind 6racln tahG is a putt of the balld(ne dcsfgn xl,d .<hlch must M. mnaldcry b shnnn b (o irctml n, 4• port J Gn•jng nr 1 nf6 Irr�cf+rg n.ade lv alrr}anr Patent bract I erss rncnrMrs once M reduce 6 aU1° builduIc dclg. Pn+cb.g �ddlUonal hooch. 1.'• a rnJa.nd a rlckltr,� RUr. FTnrisions mns! I.e N o[ the vicerall strve(om mardel� hcaUorrs detennG,ed by the bn6J4,g desle.,cr, llius: P6te Insutote, Tt 1, b is— HIF3-9 3 lo�rt<d a[ 399 O'On.a D+� 0l 7I N rr.- .r ,. 7_7... 7... ......-. ...._ 64dls..ga a< a Szr 441. 1.}? P 41CIP,5 `Eug. job: I Ding: D-'9"r' LY Cizk: 7 C Lire •1'C 16.❑ PSI Dent( To pJ Bc Lire 0_fl psf I;C 1Jea(1 TOTAL 33.11 nsf Truss ID; flip - Dale_ 10-20.-OEl burFac - tbf; 1.25 Du1Fcc - I'I1_ 1.25 O-C, SP00119- 24..01, Design Criteria: 1p, cad® ves�: DESIGN INFORMATION This design Is for an Individual building mmponent and has been based on hdormatlon provided by the client. The designer disc6lms any responsibility for damages as a result of faulty or Incorrect irdomnatior, specifications and/or design furnishedto 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 re responsibility w «erases no control with regard to fabrica- tion, handling. shipment and Installation of trusser. This truss has beendesigned as an l uhMual building component to accordance wgl ANSI/7Pl i-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer fzeghtered architect or professional engineer). When reviewed for approval by the budding designer. the designloadings sbown must be checked to be sure that the data shown are In agreementwith the local building codes. I,-- ci[oratic rernrds for wind. orsnow k-ds. prtyect specifications or special applied loads. Unless shown, truss has not beendesigned 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 rWgd ced ng, they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge tot dipped gahwdzed steel meeting AMM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrkalim. the fabrimtor sin)) review this drawing to verify that this drawing is m calibcmance with the fabricators plans and to realize a continuing responsibility, for such ved. oration. Arty discrepancies are to be put In writing before cutting or fabrication. Plates shall not. be Installed over knotholes. knoh or distorted grain.. Members shad be cut for tight fitting wood to wood. bearing. Con- nector prates shall be bated 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" long. A Cub plate b 6" wide x 8" long. Slots (holes) ern parallel to the plate length specified. Double cuts onweb members shall meet at the centroid of the webs unless otherwise shown. Connector plate alas are minimum 51 a based m the forces shown and may need to be increased for certain hand - UM and/or erection stresses. Thb truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information. om Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AD bracing and emctlo recommendations are to be followedin accordance with "Handling Installing 8 Bracing', 11I13-91. Trusses are to be handled with particular are during banding and bundling, delivery and installation to avoid damage- Temporary andpermanent bracing for holding trusses In a straight and plumb pos- Rior and for resisting lateral forces shag be designed andinstalled by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses reVires such temporary N chtg during instalbUon between bosses to avoid toppling and do inning. The supervision of erection of trusses shall be under the control of persons experienced in the tastatiatim of busses. Professional advice shall be sought g needed. Concemration of construction loads greater than the design bads shad not be applied to muses at any time. No bads other than the weight of the erectors stall be applied to tresses until after all fastening and bracing Is completed. JB: CHESAPEAKE K 3 AC: 10# TOP CHORDS: 2x6 SP #1 D 2x8 SP #1 D 2,3 HOT CHORDS: 2x6 SP #2 2x6 SP #1 D 3 WEBS: 2x4 SP #3 2xS SP #2 2,16 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. 1/20 thru-bolts at 24" o.c. shall be installed on TC&BC in addition to nailing. Distribute loads equally to each ply. MAX LIVE LOAD DEFLECTION: L/961 at JOINT #17 La-0.48" Da-0.51" T--0.99" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.47a MAX HORIZONTAL LIVE LOAD DEFLECTION: Ta 0.23" RMB - 1.15 T 4-5-12 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 4-PLY Hip Master designed to carry 111 0" jacks (mono truss framed to BC) and Hip Jacks framed to BC WndLod per ASCE 7-98, C&C, Va 125mph, Ha 15.0 ft, Ice 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, BCDLa 6.0 psf Ialpact Resistant Covering and/or Glazing Req PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 1621# Support 2 1621# TC... FORCE ... CSI .BC ... FORM ... CSI 1- 2 -13806 0.25 22-21 12242 0.68 2- 3 -16526 0.27 21-20 12998 0.66 3- 4 -20882 0.16 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 0.16 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: A QTY:4 a-aaaaa----- =aJQint Locations aaaaaaaaaaasaaa 1) 0- 0- 0 9) 32- 8- 0 17) 20- 0- 0 2) 4- 2-14 10) 35- 9- 2 18) 15- 9- 5 3) 7- 4- 0 11) 40- 0- 0 19) 11- 6-11 4) 11- 6-31 12) 40- 0- 0 20) 7-10-3.1 5) IS- 9- 5 13) 35- 9- 2 21) 4- 2-14 6) 20- 0- 0 14) 32- 1- 5 22) 0- 0- 0 7) 24- 2-11 15) 28- 5- 5 8) 28- 5- 5 16) 24- 2-11 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 0- 0 -46 7- 4- 0 TC Vert L+D -23 7- 4 0 -23 32- 8- 0 TC Vert L+D -46 32- S- 0 -46 41- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 4- 0 BC Vert L+D -186 7- 4- 0 -186 32- 8- 0 HC Vert L+D -20 32- 8- 0 -20 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 HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 4660 0 -1621 HOT PIN 39- 8- 0 4660 0 -1621 HOT H-ROLL 4-PLYS REQUIRED 74-0 254-0 7-4-0 1 2 4 5 6 7 8 10 11 6 0000 Face = 0-3-12 3.00 I 0-8-0 8X10 3X6 6X8 10X10 8X10 0 T 0-6-6 4-2-6 Tr� 3 00 Face = 0-3-12 i 7-2-11 k24-2-10 117-2-11 21 21 io 19 18 17 16 15 4 13 2 46W 8.00" 46W 8.00" 1-0.0il. 40-0-0 14)-0 (RalalO) f 1475# 1475# 1 (KO-1a10) EXCEPT AS SHOWN PLATES ARE 10 GA TESTED PER ANSLITPI 1-1995 scale = 0.1595 CMaroinda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE k005W68 1005 VANNESSA DtL047EDD.FL32766 r11Ati(IVIM44 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 bating or similar bracing which is a part of the building design and which must be considered by the budding designer Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the oveail structure may be required. (See 111B-91 of TPq. (Russ Plate institute. TPb, is bated at 583 D'Onofno Drive. Madison, Wisconsin 53719). Eng. Job: WO: CHEK3 Dwg: Truss ID: A Dsgnr: TLY Chic: Date: 10-09-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Plt: 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 nsf v.no nC nl_ 701 e 1 • r ucY a r uvouu urn r HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT ul. WO: CHEK3 WE: TI: B ATY:L DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 continuous lateral bracing attached to =____=====ua===Joint Locations =====____...... Thts design is for an individual building HOT CHORDS: 2x6 SP #2 � either a of web (s) shown. Bracing MUST be 1) 0- 0- 0 5) 31- 4- 0 9) 22- 8- 0 component providedbyand hedknLTbeen �anInformation es�aresulions WEBS: 2x4 SP #3 2x4 #2 positioned to provide equal unbraced 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 anyreedbytieckmtamaghe any responsibility Tor damages ea a result d fatdtyorkamrctinformation. specifications SP 2,6 MULTIPLE LOADS -- This design is the segments OR 2x4 T-brace nailed flat to edge of web with w/3"x 0.120" nails spaced 8" o.c 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 - 4) 22- 8- 0 8) 31- 0- 5 12) 0- 0- 0 and/ordesigns furnished tothe truss designer composite result of multiple loads. Brace must extend at least 90% of web length ----MAX. REACTIONS PER BEARING LOCATION----- bythe chernand the correctness; or accuracy this Information It to All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14r-0". X-Loc Vert Horiz Uplift Y-Loc Type of as way relate a spe• cshe project and accepts no responsibility or continuously braced unless noted otherwise. WhdLod per ASCE 7 - 98, C&C, V= 12 Smph, 0- 4- 0 136b 61 -1004 BOT PIN ses an c«,h rrgaio to fabrics- MAX LIVE LOAD DEFLECTIONS L/950 at JOINT # 4 H= 15.0 ft, I= 1.00, � 39PROVIDE tion. ton. handling, stapmerN and mstallatwn of pment trusses. This trtsss has been designed as an L=-0.49" D=-0.50" T=-0.99" Bld Sncl L= 58.Oft i4=�40.ORft=Truss Type- in INT zone, TCDL= 4.2 psf, BCDL= 6.0 paf UPLIFT OD�IIiECrIOl�12PE& S(�FILg support 1 1004# individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Support 2 1026# ANSI/TPI 1-19%and NDS-97 to be Incorporated as part of the building design by a Building Deter brosteredanhitedorprofessarnt T. 0.47" MAX HORIZONTAL LIVE LOAD DEFLECTION: TC...PORCS...CSI BC...PORCS...CSI enginted. When reviewed for approval by the T= 0.23" 1- 2 -4073 0.62 12-11 3664 0.76 Willing designerthe design loadings shown Rpjg = 1.15 2- 3 -5333 0.61 11-10 3665 0.64 must be checked to be sumthat the data shown 3- 4 -5387 0.51 10- 9 5402 0.83 arzinagreement with the local building codes. local ctlmatic temrris Cor wind or snow loads. 4- 5 -5372 0.61 9- 8 3664 0.65 project specifications m special applied loads. 5- 6 -4072 0.64 8- 7 3663 0.76 Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specfied.. where bottom chords In tension arc not fully braced laterally by a properly applied rWd ceiling, they should be braced at a maximum spacing of 101-0" o.c. Connector platesshall be manufactured from 20 gauge trot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to labrkatlon. the fabricator shall review this drawing to verify that this drawing Is in oonformamce with the fabricator's plans and to realise a continuing responsibility for such val- fkatkm Any discrepancies are to be put In writing before cutting or fabrication. Plate shall not be installed over knotholes. knots or distorted gain. Members shall be cut for tight fmmg wood to wood bearing. Con- nector plates shall be located on bothfaces of the truss with na& fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Is plate 5' wide x 47 kl6 long. A 6x8 to is ' wile x T long. Slots 0rolesl run parall el to the plate length specified. Double cuts on web members shall. meet at the centrold of the webs unless otherwise shown. Connector plate sim are minhnum sizes based on the forces shown Ana 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 ANSt/7Pi 1-1995 PRECAUTIONARY NOTES An bracing anderection recommendations; are to be followed in accordance with -Handling Installing 6 Bracing'. Hp8-91. Trusses are to be handled with particular eare during banding and )running, delivery and installation to avoid damage. Temporary and permanent bracing for bolding trusses In a straight and plumb pos- Mfan and for resisting lateral faces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always requited. Normal precautionary action for trusses tegA- such temporary btadmg during. Insh&1lon between trusses to avoid toppling aril. dombromg. The supervision of erection of trnsaes shall be under the control of persona experienoed in the Installation of trusses. Professional advice shall be sought g needed. Concentration o<costructlon load, greater than the design loads shall not be applied to trusses at any nine. No loads other than the weight of the erectors shalt be applied to trusses until alter all fastening and bracing is completed. 8-8-0 22-8-0 8-8-0 1 3 4 6.00 6X8 4X6 8X10 6fs -G.00 4A-1 T 0-6-6 4-10.6 TT� I Face = 0-3-12 3.00 I 13 00 Face = 0-3-12 o-.. Ce0-8-0 h� 1 8-3-11 224-10 8-3-11 1366#' 8.00" 10 9 7 (RO-11a10) - fa 40-0-0 1366# 8.00" l--0_0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSi/TPI 1-1995 (R0-10-10) scale = 0.1595 Laronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 1f0050068 1005 VANNESSA OR.OVIEDOXI-32766 WAKiNIMV: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing 13 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.. Provtsiom must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required, (See HIB-91 of TPO. C1'rsss Plate institute. TPI. 1s located at 583 D'Onofro Drive. Madison. Wisconsin 53719). Eng. Job: WO: CHEKS Dwg: Truss ID: B Dsgur: TLY Chk: Date: 10-09-02 TC live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPi Code Desc: FLA TOTAL 33.0 nsf v-na nc n,3_ vai a_ n' - ...., ,n.n. w..arc-r.vnvvOJnt,nGAJ MC&- 08.20.02 DESIGN INFORMATION TTds design is for an Individual building component and has been Waed on I fomalfon providedbythe chi-L The designer disclaims any mspoenibl(ity for damages ns a result of faulty or Incorrect Information, spMBmtions. and/or designs furnished to the taw desfgner by the client and the correctness or accuracy of this bdonnation as it may relate to a ape cgk poled and accepts no responsdodity or eocereses no control w[th. regard to (abrca- a.. ba odW:g.. shipment and Installation of trusses. Ibis tnm has been designed as an 1rdh9dual budding component in accordance wit ANSI/7Pl 1-1995 and NDS-97 to be incorporated as partof the building design by a Budding Designer (reglstemdarchitect or professional a4meerl. When,sviewM for approval by the budding destgrier. the designloadings shown most be checkedto be sure that the data shown are In agreement with the local budding codes, beat cllrratic recoda for wind or srroaw loads. project specifications m special applied loads. Unless shown. moss a has not bndesigned for storage or occupancy loads. The design assumes compression chords (top or bottom) as conumi- ous)y bracedby sheathing urdess otherwise specifed. Where bottomchords in tension are not fully brand laterally by a properlyapplied rigid ceding, they should be braced at a maximum spacing of ID'-T ac Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel medb* ASTM A 653.. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shallreview this drawing to verify that this drawing s In conformance with the fabricator's plane and to malba a continuing responsibility for such verb ficatton. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes. knots m distorted grain. Members shall be cut for light fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss withnails fully Imbedded and shaft be sym about the joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- aide x W long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the eentrotd of the webs unless otherwise shown. Condor plate sizes are minimum afro based on the fonts shown and may need to be increased("certain hand - king andIm erection stresses. fhb truss is not. to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection moommendatlons are to be followed in accordance with 'Handling Installing a Bracnrg'. HM-91. 71russes are to be handled withparticular care during banding and bundling, delivery and Installation to avoid. damage. Temporary and petmanaitbracing for holding trusses In a straight andplumb pos- mionand for resisting lateralforcesshalt be designed and Installed by them. Careful hand- ting Is essential and erection bracing Is always regaled. Nonni precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing, The supervision of erection of trusses shag be under the control of persons experen«d in the Installationof tresses. Professional advice shag be sought if needed. Concentration of construction loads greater than the design loads shag not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses amid after all fastening and bracing is completed. JB: CHESAPEAKE K 3 AC: '10# UPLIFT D.L. TOP CHORDS: 2x6 SP #2 2x8 SP #2 2,3 BOT 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, Rzt- 1.0 Bld Type- Encl L- 58.0 ft W- 40.0 ft Truss in INT zone, TCDI,- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Reg MAX LIVE LOAD DEFLECTION: L/426 at JOINT #15 L--1.09" D- 0.44" T--0.64" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.31" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.53" RMB - 1.15 T 5-1-12 0-6-6 �Tr 1 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 3-PLY TRUSSI fasten w/3"x 0.1200 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 LION PER SCHEDULE: Support 1 806# Support 2 765# TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -7832 0.22 20-19 6968 0.53 2- 3 -9350 0.24 19-18 7171 0.54 3- 4 -11397 0.10 18-17 8829 0.39 4- 5 -11398 0.12 17-16 13169 0.57 5- 6 -14088 0.16 16-15 13170 0.59 6- 7 -14092 0.16 15-14 12462 0.58 7- 8 -12168 0.16 14-13 7594 0.39 8- 9 -8034 0.20 13-12 6224 0.47 9-10 -6791 0.18 12-11 6040 0.46 3-PLYS REQUIRED --------------Joint Locations-=-s=a--ma----a 1) 0- 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- 0- 0 -20 40- 0- 0 Concentrated LES Location BC Vert L+D -866 11- 7- 4 BC Vert L+D -1394 20- 8- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 2656 -25 -806 HOT PIN 39- 8- 0 2334 0 -765 BOT H-ROLL 8-8-0 22-8-0 8-5-0 1 2 4 5 6 7 9 1 00006.00 8X10 3X6 6X8 2-1-7 Face = 0--`I2�-3 12-2-0 --�I 0-8 1OX10 6X8 8X10 3.00 Face = 0-3-12 i 8-5-11 21-8-10 8-5-11 2 19 17 16 15 14 i 1 1 2657# 8.00" 2334A 8.0�0" -0-0 1 C7�) 661r S (12)) 2X4 840-1 1-" (RO-10-10} 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 A0050068 1005 VANNESSA DR.OVIEDO.FL32766 VWAKNIMIj: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown m this drawing is not erection bmdng, wind bmcm& 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 member only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPg. rrruss Plate ImtKute. TPL is located at 583 D'0nofrio Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Truss ID: B 1 Dsgor: TLY Chk: Date: 10-09-02 TC Live 16.0 psf Durfac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7815- 3 -.sn: -- -y- .rutr rnrri: C:11tit-W1KIJUBS1CHEK3 HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. rill: CHEK3 WE: TI: C QTY. DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 continuous lateral bracing attached to aaaaaa=aassaaatjpint Locations aasaaaaaaaasas. This design 1s for an individual building BUT CHORDS: 2x6 SP #2 either of web (s) shown. Brae � 1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 component and has been based on tniormaeou pw-kd1edbythedtent M. wdeeslgnerdue��s WEBS: 2x4 SP #3 2 SP #2 positioned to P� P�i� e9� eked 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 arry responsibility for damages as a resu@af x4 2,4 segments OR 2x4 T-brace nailed flat to edge 3) 20- 0- 0 7) 29- 8- 5 faulty or orinconncInformation. specifications MULTIPLE LOADS -- This design is the of web with w/3"x 0.120" nails spaced 8" o.c 4) 30- 0- 0 8) 20- 0- 0 and/or designs furnished to the truss designer cocposite result of multiple loads. Brace mast extend at least 9096 of web length ----MAR. REACTIONS PER BEARING LOCATION----- bythe client and it= correctness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14 r - 0" . X-Loa Vert Horiz Uplift Y-Loa Type of this information as it may relate to s spe- continuously braced unless noted otherwise. WndLod per ASC E 7-98, C&C, V. 125agh, 0- 4- 0 1366 64 -1008 BOT PIN �mid accepts °Ofabrics- MAX LIVE LOAD DSFLSCTION: L/999 Ha 15.0 ft, Ia 1.00, EXP.Cat. B, Rzt- 1.0 39- 8- 0 1365 0 -1030 BUT H-ROLL tion, handling shipment and installation a Bld Type. Encl L- 58.0 ft W. 40.0 ft Truss PROVIDE UPLIFT COWWOTION PER SCHEDULE: trusses. This truss has been designed as an La-0.42" Da-0.44" Ta-0. 86" in INT zone, TCDLa 4.2 psf, BC DLa 6.0 psf Support 1 1008# individual budding component in accordance with MAX 13DRIZ22Tt'AL TOTAL LOAD DEFLECTIC N: Impact Resistant Covering and/or Glazing Req Support 2 1030# ANSIrM 1-105 and NDS-97 to be incorporated Ta 0.441 as part of the building design by a Budding Designer (registeredarchitect or prdoak,aal MAX HORIZONTAL LIVE LOAD DEFLECTION: ..TC.-FORCE ... CSI ..BC ... FORCE... C'SI engmcerl. When reviewed for approval by the Ta 0. 22" 1- 2 -4019 0.66 10- 9 3615 0.72 building designer. the design loadings shown RMB a 1.15 2- 3 -4925 0.60 9- 8 3597 0.64 must be checked to be sue that the data shown 3- 4 -4925 0.60 8- 7 3596 0.64 are in agreement with the local building codes. local rdimatic records for wirhd a snow bads. 4- 5 -4018 0.67 7 - 6 3614 0.72 project specifications or special applied keds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom( are conimu- ously broad by sheathing unless otherwise specified. Where bottom chords In tension are trot fully braced tateraW by a Properly applied rigid ceding. they should be braced at a maximum spacing of I0'-0" O.C. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Cmde 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to va* that this drawing is in cordornratece tvfttr the fabricator's plates and to realf e 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 gram. Members shall be cut for tight fitting wood to wood fearing. Con- nector plates shall be located on both races of the inns with rails fully Imbedded and shall be sym. about the )out unless otherwise shown. A 5x4 plate Is 5" wide x 4' long A 6x8 plate is 6' wide x 8" long. Slots (boles) run paragd to the plate length specNed. Double cuts on web member stuff meet atthe centrofd of the webs unless otherwise shown. Connector plate sues are mmtatu n. sizes based on the form shown and may need to be increased for certain hand - hog and/or crecton stresses. This truss B not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional mrormstion on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be followed in accordance with'ffandltng installing & Bracing'. HIB-91. T nurses are to be handled with particular care duaing banding and bundhng delivery and inatadatbn to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- M n and for restating 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 te"- such temporary bmd4 during installation betweenbusse to awed toppling and dommaing. The supervision of section of trusses shall be under the control of persons vTeneneed in the installation of busses. Professional advice shall be sought it needed. Concentration of construction bads greater than the design bads shall not be applied to busses at any tlme. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing B completed. T Face = 0-8 10-" 20-0-0 10-" 1 3 11 5 6.00 6X8 8X10 6X8 0-*ft----312_24 -►I -6 00 bAb 13.00 Face = 0-3-12 T b 9-7-11 19-4-10 9-7-11 1 8 6 1366# 8.00" 1366# 8.00" 40-0-0 11-0-0 CC@k"A (12) 2X4 ((RO-10-10) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 scale = 0.1595 rMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1006 VANNESSA. Dn.(NEDOFL32766 WAKNIN4S 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 desfgrer. Bracing shown is for lateral support of buss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locatlons determined by the budding designer. Additional bracing of the overall structure may be required. (Sce HIB-91 of TP[). (Russ Plate institute. TPI. Is located at 5M D'Onofno Drive, Madison, Wisconsin 53719). Eng. Job: Dwg: Truss ID: C Dsgar: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbf: 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 If O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V• 9.05.02- 7816- 4 " -.s... ..,a... .,..,.yaw .rva risen: t.:rttt-LUAV(/tlsiCtltXS HCS: 0920X2 JB: CHESAPEAKE K 3 AC: 10# UPLIFI`u.i. WO: CHEK3 WE: TI: CI ATY:1, .. DESIGN INFORMATION TOP CHORDS: 2xs SP #2 Continuous lateral bracing attached to ® a.s---------aJpint LOCatiow - c:....a-sass. This design Is fora" mdtviduat building BUT CHORDS: 2x6 SP #2 either of web(s) shown. Bracingd 1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 component and has been based on tn[amation "� WEBS: 2x4 SP #3 positioned provide P� P e4na1 2) 10- 0- 0 6) 40- 0- 0 10} 0- 0- 0 > by the client- ��1Gr maims any responsibility for damages as a result of 2x4 SP #2 2, 4 segments OR 2x4 T-brace nailed flat to edge nailed 3) 20- 0- 0 7) 29- 8- 5 faulty or hurt Information. specifications MULTIPLE LOADS -- This design is the of web with w/3"x 0.1.20" nails spaced 8" o.c 4) 30- 0- 0 8) 20- 0- 0 and/ordesigns furnished to the truss designer composite result of multiple loads. Brace must extend at least 90% of web length ----MAX. R8t1CTIONS PER BEARING LOCATION ----- by the dtent and the conectness or accuracy All COMPRESSION Chords are assumed to be 2x6 Brace required on any web over 14, -0" . X-Loc Vert Horiz Uplift Y-Loc Type of fhb information It may relate a mess- continuously braced unless noted otherwise. WndLod per ASCH 7-98, C&C, V- 125mph, 0- 4- 0 1366 64 -1008 BOT PIN acepts °o i ardtrespo °r MAX LIVE LOAD DEFLECTION: L/999 El- 15.0 ft, I- 1.00, Sxp.Cat. B, Kzt- 1.0 39- 8- 0 1365 0 -1030 BUT H-ROLL thou handling, shipment an installation of Bld Type. Hmcl La 58.0 ft W. 40.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: misses. This truss has been designed as an L=-0.42" D--0.44" T--0.86" in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Support 1 1008# individual building componentin accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req Support 2 1030# ANSI/M 1-1995 and. NDS-97 to be nurorporated T- 0.44" as part of the building design by a Budding Designer (registered arabite d or pcdrs'tanl MAX HORIZONTAL LIVE LOAD DEFLEC3'IONs ..TC ... FORCE... C'SI ..BC ... FORCE... CSI engneer). when reviewed for approval by the T- 0.22 ■ 1- 2 -4019 0. 66 10- 9 3615 0.72 building designer' the design loadtogs shown RMB 1.15 2- 3 -4925 0.60 9- 8 3597 0.64 must be checked to be sure that the data shown 3- 4 -4925 0.60 8- 7 3596 0.64 are in agreement with the west building codes. 4- 5 -4018 0.67 7- 6 3614 0.72 local climatic records for wind or snow loads. project specifkatiars or special applied loads. llnksa shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are conthru- ously braced by sheathing unless ottsrutse specified. Where bottom chords In tension are not fully bracedlaterally by a property applied rigid selling, they should be braced at a maximum spacing of 10'-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrkation, the fabricator shall review this drawing to verity that lids drawing is to conformance with the fabricator's plans and to realize a continuing responsibility, for such vert- firauian. Any discrepancies ate to be put in wrNbrg before cutting or fabrication. Plates shall not be Installed over knotholes. knots or dWadcd gar. Members shall be cut for tight inning wood to wood hearing Corn rector pates sham be Fated on both faces of the truss with rats fully nabedded and shall be sym. about the jointunless otherwise shown. A 5x4 pate Is 5' wide x 4- long. A 6X8 plate is 6' wide x W long. Slots (holesl rue paraw to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector pate sues are minimum stress basedon the forces shown and may need to be increased for certain hand- ing and/or anctlon stresses. This truss a not to be fabricated with fire retardant treated lumber unless otherwise shows For additional ntornallon on guahty Control refer to ANSI/7Pl 1-1995 PRECAUTIONARY NOTES All bracing and erection recmnmendatbns are to be followed in accordance with'Handling Installing & Bracing'. H1B-91. Trusses are to be handled with particular am during banding and bundling delivery and Installation to avid damage. Tenpmary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral fora shall be desiredand installed by others. Careful hand- ling is essential and erection bracing ia always raprYed. Nonni/ precautionary action for trusses re"res such L-V ary haft d-lq installation between trusses to avoid toppling and. domiodng. The supervWon of erection of teases stall be under the control of persons experienced to the Installation of trusses. Ptsfeasboal advMc stall be sought If needed. Concentration of construction loads gater 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. T Face = a Ilk 10-0-0 k 20-0-0 10-0-0 1I 3 6.00 6X8 8X10 6X8 0-*TI --3 0b2-2-0 -►I -6�00 WL0 3.00 Face = 0-3-12 T i 9-7-11 19-4-10 9-7-11 1 l 1366# 8.00" 8 6 1-0-0 1366# 8.00" 40-0-0 1-" CCMMW) A (12) 2X4 ) (RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIPTPI 1-1995 scale = 0.1595 ' WAItNIN4: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING �yg: Truss ID: C1 CONTRACTOR. BRACING WARNING: Dsgw. TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Braang shovm on this drawing is not erection bracing wind bracing portalbracing or similar bracing hich wis a part of the building design and which must be considered by the building designer. Bracing is for lateral TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 O.C.Spacing: 24.0" P g (407) 321-0064 Fax (407) 321-3913 shown support of truss members only to reduce bucking length. Prwtsrons must be Psf TOMAS PONCE P.E. made to anchor lateral re w`«�llasw�n�may gled � S- HI"'>3� °yTP M. the budding designer. BC Dead 10.0 Psf Design Criteria: TPI LICENSE #0050068 (Truss Plate institute. TPI. is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Code Desc: FLA 1005 VAMMSA DR4MEDOXI-32766 I TOTAL 33.0 Psf ,V.09.05.02- 7817- 5 -.g".- roearu -yacr 1Utf PAIII: QI7t.8-LUKUUSJIGHEK3 HC.S: 08.X02 JB: CHESAPEAKE K 3 AC. 10# UPLIFT D.L. WO: CHEK3 . WE: Ti: D ATY:2 DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the aaaaaaaasaaaa=Joint Lomtions-aaa---aa--sa This design is for an individual building BOT Cam: 2x6 SP #2 cauposite result of multiple loads. 1) 0- 0- 0 6) 33- 9- 2 11) 20- 0- 0 component has been teasedon information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 provided bythe client- The designer disclaims a responsGrre for damages as result 2x4 SP #2 4,6 continuously braced unless noted otherwise. 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 faulty ortrmo:recttnformaua. oapacHtmtbrn 5>iph, 4) 20- 0- d 9) 33- 9- 2 14) d- 0- d and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H. 15.0 ft, I- 1.00, Ecp.Cat. B, Kzt- 1.0 5) 28- 8- 0 10) 28- 4- 5 by the client and the correctness oraccuracy Support 1 989# Bld Type- Enel L- 58.0 ft Wa 40.0 ft Truss ----MAX. REAMONS PER BEARING LOCATION ----- of this kdormatlen as It may relate to a spe- Support 2 1028# in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf X-Loa Vert Horiz Uplift Y-Loc Type cific project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Zapaet Resistant Covering and/or Glazing Req 0- 4- 0 1365 97 -989 BOT PEN erusrises no c«rtrot a.Ght regard to fabrica- tion, handHn& shipment and installation of L/999 39- 8- 0 1366 0 -1028 DOT H-ROLL trusses. This truss has been designed as an La-0.35" D--0.36" T--0.71" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI Individual building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3949 0.53 14-13 3535 0.78 ANSI/-MI-I995andRDS-97 to be incorporated T- 0.42■ 2- 3 -3824 0.50 13-12 3584 0.71 as part dthe building design byaBuilding MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -4342 0.54 12-11 3483 0.58 Designer (registered architect or professional engmeerl_ When reviewed for approval by the T- 0. 21" 4- 5 -4342 0.54 11-10 3484 0.58 building designer the design ba ISM$ - 1' 15 19- must be checked to be sure that the data shown. the data 6- 7 -3949 0. 55 8 3536 0.78 are m agreemerrt with the local building coda. ildin ode kxal clirnaiie records for wind or IO project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy bads. The design assume impression chords (top or bottom) are continu- ously braced by sheathing unlessotherwise speeNied. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceWrtg, they should be traced at a maxim= spacing of la-0" o.c. Connector plates shall be manufactured from 20 gauge hat 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 confeemaate w81r the talrtotoYs plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shag not be Installed over knotholes. knots or distorted gram. Members shall be cut for light fitting wood to wood tearing. Con- ntdc,r plates shag 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" king A 6x8 plate is 6' wide x W king. Skits (ales) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unksss otherwise shown. Connector plate aim are minimum sines 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 uniess otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES An bracing and erection recommendations ate to be followed in accordance with. 'Handling Installing h Brackw. RIB-91. Tlusses are to be handled with particular lire during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- sion and for restating lateral form shah be designed and installed by others. Careful hand - it% Is essential and erection bracing is always required. Norvalprecautionary action for trusses t WU- such WnMaiy bracing dining installation between trusses to avoid toppling and dominaing. The supervision of erection of trusses shah be under the control of persons experienced in the installation of trusses. Rdessionat advice shag be sought if needed. Concentration of construction loath 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 fasteninng and bracing is completed. T 114-0 17-4-0 11-4-0 1 2 4 6 6 00 -0-0 Face = 0.3tT-- 0.8 6X8 8X10 6X8 7A0 3 00 Face = 0.3-12 PSI T 10.11-11 16-8-10 10-11-11 Il 13 11 g g' 1366# 8.00" 1366# 8.00" 40-0-0 �1-0-0 �0 C�A S (12) 2X4 i (RO-10-10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WAKNIN4: READ ALL NOTES ON THiS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing, wind bracing. portal tracing or similar bracing which Is a part of the building design andwhich most be considered by the build" designer. Bracing shown Is for lateral support of truss membersonly to reduce bricking length. Prwhions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPII. frtuss Plate institute. TPi. is located at 583 lYCmofrio Drive. Madison. Wisconsin 537191. Eng. Job: WO: CHEK3 Dwg: Truss ID: D Dsgnr: TLY Chill: Date: 10-09-02 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- 7a i a- 6' Design: Maras Analysis 100 PA771: CATEE-LOKIJOBSICHEK3 HCS: 08.20.02 JB: CHESAPEpRc K 3 AC: 10# UPLIFT D.L. WO: c-niK3 WE: TI: E ATY:2, DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the aa a t a a:sec-Jo! Locations-sna--is-sa al) This design is for an Individual building BOT CWRDSt x6 SP #2 ccuposite result of multiple loads. 0-0- 0 6) 33- 1- 2 11) 20- 0- 0 component and has been based out information client.provided by the 'designer �S A11 COMPRESSION Chords are assumed to be 2) 6-10-14 7) 40- 0- 0 12) 12-3.1-11 ��'� x4 SP #2 4,6 continuously braced unless noted otherwise. 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 fanttany yorIncorrectw atimspeaeeations Wndbod per ASCE 7-98, CSC, V- 125mph, 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0 and/or destgnsfurnished tothe truss designer PROVIDE UPLIFT LION PER SCHEDULE: Hs 15.0 ft, Ia 1.00, EV.Cat. B, Rzta 1.0 5) 27- 4- 0 10) 27- 0- 5 ty uecgent arrd the -met-, -, or accuracy Support 1 988# Bld Type. Bncl La 58.0 ft Wes 4.0.0 ft Truss ----MAX. REACTIONS PER BEARIM LOCATION ----- ofthis information as It may relate to a spe- chk project and accepts no responsibility or Support 2 1027# lIl J]VT zone, TC9La 4.2 psf, BCDLa 6.0 psf X-Loc Vert Horiz uplift Y-Loc Type exerebes no control with Ord to fabrica_ MAX LIVE LOAD DEFLECION: t Resistant Cover C Covering and/or Glazing Req 0- 4- 0 1365 100 -988 HOT PIN tkm, handling shipment and installation of L/999 39- 8- 0 1365 0 -1027 BOT H-ROLL trusses This truss has been designed asan. La-0.32" Da-0.33" Ta-0.65" ..TC... FORCE...CSI ..BC ... FORCE ... CSI individual budding component in accordance, with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4002 0.54 14-13 3591 0.79 ANSI/1P1 1-19%and NDS-97 to be incorporated Ta, 0.42" 2- 3 -3689 0.51 13-12 3629 0.69 as part of the budding design by a Budding MAX HRIZONT'AL LIVE LOAD DEFLECTION': 3- 4 -3880 0.45 12-11 3343 0.53 r or professionalprofessionalTa Dcetn1Gf fregi'tered reviewed emgineed. When tevkwed for approval by the 0.21" 4- 5 -3880 0.45 11-10 3342 0.53 building designerthe design krarimp shown RMB a 1.15 5- 6 -3689 0.52 10- 9 3629 0.69 must be checked to be sure that the data shown 6- 7 -4002 0.56 9- 8 3590 0.79 arc In agreement with the local budding codes. local clInnaf]c records [or afrd or srrow loads. project speadicatbna or sp-W applied bads.. Unless shown, mass has not been designed for storage or occupancy badsThe design assumes compression chords (top or bottom) are continu- ously braced by sheathing tug otherwise specified. Where bottom chords in tension are notfully braced laterally by aproperly applied rigid ceding, they should be braced at a maximumspacing of W-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 6W. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is m conformance with the fabricator's plans and to realize a continuing responsibility for such vezi. Bcation. Any discrepancies axe to be put in. writing before cutting or fabrication. Platen shall not be installed over knotholes. knots or distorted gram. Members shall be taut for beta dining wood to wood hearing. Conn- neder 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' rum parallel to the plate length. specified. Double cuts on web members shag meet at the caMxod of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and mray teed to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with floe retardant treated lumber unless otherwise shown. For additional Information om Quality Control refer to ANSI/TPI 1_1995 PRECAUTIONARY NOTES Ali braking and erection reenmmendatmns are to be- followed to accordance with 'Handmrg Installing & Bmc W. 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 trusses In a straight and plumb pos- Won. and for resisting lateral forces shag be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for (tmssGS requl- such tenipmaty btacirig dmtng installation between trusses to awed toppling and domdnoing. The supervision of erection of busses shall be under the control of persons experlenced In the installaflon of trusses. Professional advice shall be sought a needed con«ntrationn of construction loads greater than the design goads shag not be applied to pusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after an fastening and bracing s completed. 12-8-0 14-8-0 12-8-0 1 2 4 6 6 0000 6X8 3X4 6X8 Face = ate- 1 0-8-0 -6 0000 01" 3.00 Face = 0-3-12 12-3-11 14-0-10 12-3-11 i 1 13 11 1 9 g 1366# 8.00" 1366�# 8.00" 40-" 1-"C��A S (12) 2X4 (� Rala10) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 �- WAKNIN4: READ ALL NOTES ON THIS SHEET. MarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Btackng shown on this drawing Is not erection bracing, wind bracing. portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends ant specified locations determined by the building designer. Additional bracing of the overall structure may be reed. (see H19-91 of TPrI). riuss Plate Institute, TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA D".OVIEDO.FL72766 Eng. Job: WO: - Dwg: Truss ID: E Dsgur: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf ,05.02- 7819- 7 -.5", rn _ --y • .uva ruin: t.:tttt-L(/AD(/HJt(:fitifl HCS: 09,20,02 JB: C;iESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: 71: F QTY:2, DESIGN INFORMATION TOP CHORDS: 2x6 SP #2 MULTIPLE LOADS -- This design is the --------------Joint Locations ---------- a .... This design is for an individual building BOT CHORDS s 2x6 SP #2 eoaposite result of multiple loads. ly 0- 0- 0 6) 32- 5- 2 11) 20- 0- 0 component and has been based oninformation WEBS: 2x4 SP #3 All COMPRESSION Chords are asstaoed to be 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 provided bythe client. The designer disclaims arryyorincorrutinfory for saresutld 2x4 SP #2 2,4,6,8 continuously braced unless noted otherwise. Y 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 anon.uWs faulty or incorrect information, specifications liPndLOd per ASCB 7-98, CSrC', V- 12 Soh, 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0 design Igor andla furnished to the buss des PROVIDE UPLIFT ONION PER SCHEDULE: H- 15. 0 ft, I- 1.00, Sxp.Cat. B, Rzt- 1.0 5) 26- 0- 0 10) 25- 8- 5 by the client and the conednessoraccuracy Support 1 987# Bld Type- Encl L- 58.0 ft N 40.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis information as g may relate to a spe- Support 2 1026# in INP zone, TCD1m 4.2 psf, BCULa 6.0 psf Vert X0- HO103riz Type dlie project and accepts no responsibility or «e:ds`sn000ntrotwtthregnultofabnca- MAX LIVE LOAD DEFLECTION: ct Resistant Covering �a nil and/or Glazing Req 4 0- 4- 0 1365 -987Uplift 103 -987 BOT BOT PIN tion. handing, shipment and hs'n�bSiM-- of 'tosses. This truss has been designed asan L 999 L--0.30" D--0.31" T--0.61" ..TC... FORCE ... CSI ..BC ... FORCE ... C'SI 39- 8- 0 1365 0 -1026 BOT H-ROLL individual budding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -4036 0.56 14-13 3627 0.80' ANSUTPk I-1995 and NOS97 to be incorporated T- 0.42" 2- 3 -3545 0.52 13-12 3656 0.68 as part of the budding deswa by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3503 0.40 12-11 3195 0.48 Dsig er (registered architect or professional engineer). When reviewed for approval by the T- 0. 21" 4- 5 -3503 0.40 11-10 3195 0.48 building designerthe design loadings shown. RMg - 1.15 5- 6 -3544 0.53 10- 9 3656 0.68 must be checked to be sure that the data shown 6- 7 -4036 0.58 9- 8 3626 0.80 are in agreement with the local building codes. local odknahc rebinds [or wind or snow lads, projectspecilkatio s or special applied load-. Unless shown, truss has not been designed for storage or occupancy bads. The design assmmes compression chords (top a bottom) are rnnunu- ously braced by shmthing unless otherwise specified. Where bottomchords In tension are not fully braced laterally by a properly applied rigid celWrg they should be braced at a maximum spacing of la-(r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to neahre a continuing responsibility for such vert- fkation. Any discrepancies are to be put In writing before cutting or fabrication. Plats shall not be installed over knotholes. knots or distorted grain. Members shag be cut for tight fitting woodto wood bearing. Con- nector plates shalt be located on both faros of the tress with nags 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 8' long Slots (hoks) run parallel to the plate length specified. Double cuts on web members shall meet at the cent M of the webs unless otherwise shown. Connector plate sizes are minimum sbzes based on the forces shown and may need to be Increasedfor certain hand- lingand/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 An bracing and erection recommendations are to be followed In accondance with "Handling Installing R Braci nf. HIB-9f. 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 and plumb pos- limn and for reststmif lateral forces shall be designed and installed by others. Careful hand- ing is essential and erection bracing s always required. Normalprecautionary action for trusses requires stied( temporary bracing dbmttrg bstaDatbn between trusses to avoid toppling and dominoing. The supervision of erection of trusses shag be under the control of persons experienced in the installation of trusses. Prdessbnal advice shall be sought if needed. Concentration of construction loads greater than the design beds staff not be applied to trusses at any time. No bads other than the welg it of the erectors shags be applied to trusses untilafter all fastening and bracing is completed. T 7-9-12 0-6-6 Face 0-8 Ilk 14-0-0 124)-0 14-0-0 1 2 4 6 6 0000 00 0-*M- 12-� --�I SXS 3.00 Face = 0-3-12 13-7-11 11.4-10 13-7-11 i 1 13 1 11 1 9 g 1366N 8.00" 1-0-0 1366# 8.00" 40-"1-"C) A' (12) 2X4 1l (RO-1a10) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Laronda Systems ') ' 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 100.5 VANNESM DKOVIEDO_ L9 ? 4m WAMING: 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 consideredby the designer. Bra 1. Prang s Bracing shown s for lateral support d truss members only to redo« buckling length provisions must be made to anchor lateral bracing at ends and specified locations determined by the bulking designer. Additional bracing of the overall structure may be required. (See HIB-91 of MI. rr russ Plate institute. M. is located at 583 WO ndrio Drive. Madison, Wisconsin 53719). &g. Job: WO: CHEK3 Dwg: Truss ID: F Dsgnr: TLY Chk. Date: 10-09-02 TC Live 16.0 Psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit., 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead lo.o psi Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Psf V:09.05.02- 7820- 8 _.xo ..crane Nrayra JUn ruin: (.11CC4,UAUVNJlf,l&K.i NCI. 0620.02 JB: CH'ESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: G ATY:1. DESIGN INFORMATION TOP CHOPDS: 2x6 SP #2 MITLTIPLE LOADS -- This design is the sa:aaaaasa -joint Locationsasa.a.aaaaaas.. This design is for an Individual building DOT C80RDS: 2x6 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 31- 7-12 9) 24- 7- 8 component and has been desA on mhclaims �'aLediet WEBS: 2x4 SP #3provided All CC10?RBSSICK Chords are assumed to be 2) 8- 4- 4 6) 40- 0- 0 10) 15- 4- 8 damages 'Thedeefg�disclaor fhorJor 2x4 SP #2 2,4,6 continuouslybraced unless noted otherwise. 3) 15- 0- 0 7) 40- 0- 0 31) 8- 6- 8 faaayorIncor tion.ssaspx1ra�tfootas wndLod per ASSCE 7-98, CE.C, Va 125mph, 4) 25- 0- 0 8) 31- 5- 8 12) 0- 0- 0 and/mdeaigmfurlshedto thetnmsdniger PROVIDE UPLIFT CbMICTION PER SCALE: H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt• 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----- by the client and the correctness oraccuracy Support 1 984# Bld Type- Enel L. 58.0 ft N- 40.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this Information as tt may relate to a spe- dBe prged and accepts no responsibility or Support 2 1027# in INT zone, TCDL. 4.2 f, BCDL. 6.0 psf 0- 4- 0 1365 114 BOT PIN ore,b,�nomntrot,whrega,.dmrab,�- MAX LIVE IaW DEFLECTION: L/999 t Resistant Covering Impact ing and/or Glazing Req 1027 39- 8- 0 1365 0 -1027 HOT H-ROLL K-R trus handling,shipmentanddsigneda of trusses. This truss Gas been designed a, an. La-0.28 ^ Da- 0.29 ^ T.- 0.57 ^ ...TC...FORCE... CSI ..BC ... FORCE ... CSI Individual building component in accordance with MAX HORIZCNnL TOTAL LOAD DEFLECTION: 1- 2 -4030 0.58 12-11 3623 0.79 ' ANSIM 1-19%andNDS-97tobeIncoporated T. 0.42" 2- 3 -3449 0.49 11-10 3645 0.66 as pert of the building design by a Building Designer (registered architect. or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3132 0.57 10- 9 3130 0.56 engment When reviewed for approval by the T'. 0. 20^ 4- 5 -3451 0.49 9- 8 3645 0.66 building designer. the design loadings shown ....must RMB 1.15 5- 6 -4029 0.60 8- 7 3622 0.79 be checked to be sure that the data shown . are in agreement with the oral building codes, lend d!¢otsc remrds [a wind or snow kids. project sperms or special applied loads. Unless shown. toms has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contmu- ously braced by sheathing unless. otherwise specified. Where bottom chordsin tension are not fully braced laterally by a Proper* applied rlgld ceding, they should be bared at a maximum spacing of la-(r o.c. Connector plates slap be manufactured from 20 gauge hot dipped pivi m ited steel meeting ASIM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing m In conformance with the fabrlest es plans and to realize a continuing responsibility for such vert- Amtion. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes, knots or distorted grain. Members slag be cut for t%bt fitting wood to wood bearfig. Con- ned% plates shall be located on both fads of the true with us& fully imbedded and shall be sym. about the jointunlessdberarhe shown. A 5x4 plate Is 5- wide x 4- long. A 6X8 plate Is 6" wide x 9long Slots (roles) run Parana to the plate Imgth specified. Double cuts on web members shall meet at the camraid of the webs unless otherwise shown. Connector plate sizes are minimum stun 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 An bmciog and erection moommendatform ate to be followed in accordance with -Handling Installing a Btac tne. HHi-91. Trusses are to be handled with particular care during banding and bundling. delivery and Installation to avoid damage Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ition and for resisting lateral form shall be designed and Installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary actionfor trusses fequttes such temporary bfachig dur ft installation between trusses to avoid toppling and dondnoing. The supervision of erection of trues shall be under the control of persons experienced. In the installation of trusses. Professional advice shalt be sought 0 needed Concentration of caatruction bads greater than the destgtr bauls. shall notbe applied to tosses at any thee. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. 15-0-0 10-0-0 k 15-0-0 1 2 3 14 5 6.00 6X8 8-3-12 0-" Face = 0. 'IZ - 12-2'03.00 0-8 6X8 �0000 "A.] 3.00 Face = 0.3-12 l�9 14-8-8 9-3-0 14-8-8 i11 11 10 S 7 1366# 8.00" 13661E 8.00" 40.0-0 Chi�W9' ) PLA (12) 2X4 ((RO-10.10) EXCEPT AS SHOWN ATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.1595 Imaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321M64 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shower on this drawing Is not erection bracing, wind bracing- portal bracing or shnilar bating which is a part ofthe building designand which must be considered by the building des Bracing shorn is for lateral support of truss members only to reduce buckli rag iength- Provisions 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-9I of TPI). M'Uss )late Institute. TPI. is located at 583 D'Onafiso Drive, Madison. Wisconsin 537191- Eng. Job: WO; Dwg: Truss ID: G Dsgur: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DufFac - Lbr. 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live o.o psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Cade Desc: FLA TOTAL 33.0 psf V:09.05.02- 7821- 9 ussngo: mono nnmymr JUH YAIH: (;.'I1&E4,(1KV0SSICHEK3 HCS: 08.20.02 ,i�:E K 3 AC: 10# UPLIFT D.L. WO: t-rIEK3 WE: DESIGN INFORMATION This design is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or tncorrect Information, specifications and/or design furnished to the truss designer by the client and the correctness or accuracy of this information as it may reline to a spe- clfk pmjed and accepts no responsibility or «ereses no rxntrd wgfm regard to (abrlca- don. handling, shipment and Installation of teases. This truss has been designed as an Individual building component in accordance witt ANSI/TPI I-1995 and NDS-97 to be Incorporated as part of the bulldog design by a Budding Designer (registered ardAect or prdesstorod engneerl. When reviewed for approval by the building designer. the design loadings shown must be checkedto be sure that the data shove are in agreement with the local budding codes. local climatic records for wind or snow leads. project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design as nnnes compression chords (dap or bottom) are contmu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid eetetng, they should be braced at a maxiarum spacing of 10'-0' o.c. Connector plates shad be manufactured fraa 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator shaft review this drawing to vertfy that this dmwtng is in conformance with the fabricators plans and to realize a continuing responsibility for such verl- fication. Any discrepanciesare to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gem. Members shall be cut for tight timing wood to wood bearing. Corr nector plates shall be located on both faces of the teas 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 shag meet at the centrotd 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 and/or erection stresses. This teas is not to be fabricatedwith fire retardant treated lumber unless otherwise shown. For additional tnfonnation on Quality Control refs to ANSf/TPI I-I995 PRECAUTIONARY NOTES AH bracing and erection recommendations are to be followed in accordance with -Handling instating & Bracing'. Hl"l. Trusses are to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for bolding trusses In a straightand plumb pos- Itim and fox restating lateral farm stag be deslgud and installed by others. Careful hand- gng is essemtfaland erection bracing is always required. Normal precautionary action for trusses legs - such t-Mazy bfackig durkV installation between trusses to avoid toppling and donbnoing. The supervision of erection of trusses shall be under the control of persons experienced in the iustagatlon or 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 loads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT'CEK)RDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 NadLod per ASCE 7-98, C&C, V. 125agh, H- 15.0 ft, I. 1.00, &&.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 L.-0.06" Dar-0.06" T.-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ter 0.04" MAX HORIZONTAL LIVE LOAD DEFLECTION. T. 0.02" RMB . 1.00 4-3-15 0-&6 1 MULTIPLE LOADS -- This design is the ccaQosite 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' 0" open jacks (no webs) across center and Hip Jack Truss framed to BC PROVIDE UPLIFT CONNECTION PER SCEMIRME: Support 1 559# Support 2 559# TC...FORCE ... CSI 1- 2 -2360 0.50 2- 3 -2294 0.34 3- 4 -2069 0.49 4- 5 -2288 0.35 5- 6 -2352 0.51 ..BC. —FORCE ... CSI 10- 9 2048 0.55 9- 8 2049 0.47 8- 7 2040 0.55 TI: H ATY:1 a:....a=..asa...JOint Locations. ............. 1) 0- 0- 0 5) 16- 3- 0 9) 7- 0- 0 2) 3- 9- 0 6) 20- 0- 0 10) 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 PLF 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 -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 13- 0- 0 BC Vert L+D -20 13- 0- 0 -20 20- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 3.3- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION ----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1377 0 -559 BOT PIN 19- 8- 0 1371 0 -559 BOT H-ROLL Ilk 7-0 k 6-0-0 7-0-0 1 2 5 6 6 0000 �00 5X10 6X8 2X4 7: 2X4 4-0-6 0-6-6 5X6 8X10 3X8 5X6 20-0-0 10 9 g 1-1-9 1378# 8.00" 1372# 8.001' 119 20-0 L- R117) 430# 430# R1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PA ANSI/TPI 1-1995 scale = 0.3010 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: Date: 10-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 321-0064 Bracing shown on this drawing s no erection bracing, wind bracing. portal bracing or stWlar bracing which is a part tithe budding design and which must be considered by the budding designer. Bracing shown s for lateral truss TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 O.C. $ cries 24.0" Spacing: (407) Fax (407) 321-3913 TOMAS PONCE P.E. support of members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified lc adorns determined by the building designer. Additional booing. d the overall. structure may be required. [See tffB-9l of TPg, psi BC Dead 1.0.0 psf ,,i Design Criteria: TPI LICENSE #0050068 rrY Plate Institute. TPI, s located at 583 D'Onefrto Drive. Madson. Wisconsin 537191. �.,.,,t9 Code Dese: FLA loos VANNESSA DROVIEDOXI-32766 0 TOTAL 33.0 usf V•nC AG no- 7II7w_ 1 n —5- --- .......,,., IV. rnrn: t,:uca-LUAvCALUK-HtA1 RCS: 08.20.02 JB: Ci r-.3APEAKE K 3 AC: 10# UPLIFT D.L WO: CHEK3 WE: TI: I ATY:1- DESIGN INFORMATION TOP CHORDS: 2X4 SP #2 MULTIPLE LOADS -- This design is the =_____::==:==n70int Locations =w======a===s== This design is for an hdWidual building BOT CHORDS 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 15- 5- 0 9) 9- 0- 0 wmponsatand has been based oninformation disclaim` VIEW: 2x4 SP #3 All COMPRESSION Chords are asstmted to be 2) 4- 7- 0 6) 20- 0- 0 10) 0- o- 0 provided by the client. The designer ponsibility damages WEDGES: 2x4 SP #2 continuous[ braced unless noted otherwise. 3) 9- 0- 0 7) 20- 0- 0 for information, , ,� WhdLod per A� 7-98, CL-C, V. 125oph, 4) 11- 0- 0 8) 11- 0- 0 and/or designs furnished tothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE- Hw 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy Support 1 547# Bld Type- Encl Lac 58.0 ft W. 20.0 ft Truss X-Loe Vert Horiz Uplift Y-Loc Type of this information as it may relate to a spe- Support 2 496# in INT zone, TC DL= 4.2 pef, BC DL= 6.0 pef 0- 4- 0 711 31 -547 BOT PIN citle project and accepts no responsibility or exn+cises rw 'outran vumh regard to tabria- MAX LIVE LOAD DEFLECTION: Inpact Resistant Covering and/or Glazing Req 19- 8- 0 659 0 -496 BOT H-ROLL tion. handling, shipment and installation of L/999 tcusses.This wsshas been designed asan L.-0.04" D=-0.04" Ta-0.07" ..TC'... FORCE...CSI ..BC ... FORCE ... CSI individual building component inaccordance with MAX HORIZONTAL TOTAL LOAD DEFLECTICN- 1- 2 -973 0.33 10- 9 826 0.40 ANSIrM I-1995 and NDS-97 to be incorporated T= 0.04" 2- 3 -791 0.28 9- 8 665 0.25 as part of the budding design by Building MAX HORIZONTAL LIVE LOAD DEFLECTICK: 3- 4 -667 0.19 8- 7 825 0.40 Designer (registered architect or pnifessknal engineer). When reviewed for approval by the T= 0.02" 4- 5 -787 0.28 building designerthe design loadings shown RMS 1.15 5- 6 -972 0.36 must be checked to be sure that the data shown = are in agreement with the bat building codes. local ciknatic records for wrnd or snow bads. Project specifications or special applied goads. Unless shown. truss has notbeen designed for storage or occupancy Inds. The design assumes compression chords (top or bottom[ arc cortNdnu- ously braced by sheathing unless otherwise specified. Where bottom chords is tension ate not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of la4r o.c. Connatcr 9-0-0 2-0-0 hrx plates shall be manufactured n 20 gauge hot dipped galvanized steel meeting ASTM A 653. 1 2 S Grade 40. unkss otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shag review 4X8 4X6 this drawing to vergy that this drawing Is in conformance with the fabrtator"s plans andto realize a continuing responsibility for such verh- f Callon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. i-ots or distorted. grain. Members shall be cut for tight fitting wood to wood baring. Con- 2X4 2X4 nectar plates shallbe located on both faces of the truss with nabs fully Imbedded and stall be 5-3-15 sym. about the joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' long. A 6x$ plate is 6' wide x 8` long. Slots (holes) run parallel to the plate length specified. Double cuts on web 06 members shalt meet at the centtofd of the webs 0-" unless otherwise shown. Connector plate sizes are mnnsntmn 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 unksa otherwise shown. For additional SX6 6X8 3X8 SX6 imformatfon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES And bracing and erection.. recommendations are to be followed In accordance with -Handling Installing Q Bracing'. HIB-91. Trusses are to be handled with particular are during banding and Wadding. delivery and. Installation to avoid damage. Temporary andpermanent bracing for holding trusses in a straight and plumb pos- Wwn and for twisting lateralforces shall be designed and. Installed by others. Careful hand- ling B essential and erection bracing B always required. Normal precautionary action for tfiH5t5 MO- Sued kalp-ay. b[al darning l stadadkm between busses to avokl topping and dombroing. The supervision of erection of trusses shall be under the control of persons experienced. In the installationof trusses. professionaladvice shall be sought if needed. Concentration of crnatructfon bads gmater than the design loads shall not be applied to. trusses at arty time, No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. I� 20-0-0 10 9 8 712# 8.00" 6601f 8.00" 1-1-9 6 (R1-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1"., Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 20-0-0 WAKNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which Is a part of the building design and which must be considered by the budding designer. Bracurg sham ism for lateral support of truss embers 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 ofTPB. fltr ss Plate Institute. TPI. is bated at 583 D'Onatrb Drive. Madison. Wsconsln 53719). scale = 0.3171 Eng. Job: WO: CHEK3 Dwg: Truss ID: Dsgur: TLY Chk: Date: 10-09-02 TC Live 16.0 psf Durfac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psr Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf :09.05.02- 7825- 11 uengn: mmru nmaryru JUB PAIR: C:1EE-4UAV0HS1CHEK3 RCS: 08.20.02 Z: CHESAPEAKE K 3 AC: 10#UPLIFT D.L. WO: CHEK3 WE: TI: J ATY:3, DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =--___---=====Joint Locations ==-==- =-a---=a- TUsdeslglisfaranlnddvidualMdNmg BOT CHORDS: 2x4 SP #2 ccuposite result of multiple. loads. 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 pruvfded by the diem The designer disdains airy responsibility for damages as a result of WEDGES: 2x4 SP #2 continuouslybraced unless noted otherwise. 3) 10- 0- 0 6) 20- 0- 0 faulty oxIncorrect Information. spealfiattwa WndLod per ASCE 7-98, C&C, V- 125mph, ----MAX. REACTIONS PER BEAR-M LOCATION ----- amVordesigns furnished tothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H- 15.0 ft, I- 1.00, Exp.Cat. B, &zt- 1.0 X-Loe Vert Horiz Uplift Y-Loc Type by the client and the correctness oraccuracy Support 1 532# Bld Type- Enel L- 58.0 ft W- 20.0 ft Truss 0- 4- 0 731 60 -532 BOT PIN Of this Information 83 It May Malt toa$PC- Support 2 566# in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf 19- 8- 0 711 0 -566 BOT H-ROLL pry and accept' no responsibilityorMAX LIVE LOAD DEFLSCTIONz Impact Resistant Covering and/or Glazing Req exercises no corrtrol with regard to fatxia- L/999 Lion, handling, shipment and installation of trusses, This truss has been designed asan L--0.04" D--0.04" T--0.07' ..TC... FORCE ... CSI ..BC...FORCE... CSI bx"ud building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 - 963 0.31 8- 7 816 0.40 ANSI/TPi t-1995 and ND897 to be incorporated T- 0.03" 2- 3 -753 0.26 7- 6 $16 0.40 as part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -753 0.27 Designer he$Stered architect or professional enhgmeat When reviewed far approval by the T- 0. 02' 4- 5 -963 0.35 building designer the desgr loadmgs Shown RMS = 1.15 must be checked to be sure that the data shower are in agreement with the local building codes. bvl climatM records (ar wind or snow loads. project speculcatmns or special applied Toads. Unless an, truss has not been designed for . storage or, occupancy loads. The design assumes compression chords (top or bottoml are commu- onsly braced by sheathing unless otherwise Specified, Where bottom chords In tensionare not fully braced laterally by a property applied rigid ceilmg. they should be braced at a 10.0-0 10-0-0 maximum spacing of Ityd o.e. Connector 1 2 4 5 plates shall be manufactured from 20 gauge tot dipped gahanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. ' 6.00 �00 FABRICATION NOTES Prior to fabrication, the fabricaio shallreview this drawing to verify that this drawing is In conformance with the fabricator's plans and to realize a continuing responsibly for such vert- fication. Arty discrepancies are to be put in writing before cutting or fabrication. Plates shag not be installed over knotholes. (mots or distorted gain. Members strati be cut far tight !Fling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nats fully imbedded and shall be 5-9-15 sym. about the joint unless otherwise shown. A 5x4 plate s 5" wide x 4' long. A 6x8 plate is W wide x W long. Sots (holesh nun parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs 0-" unless otherwise shown. Connector plate sizes are ruminant slzes based on the forces shown. and may need to be irhoeased for certain hand- ling and/or erection. stresses. 7hb mess is not to be fabricated with fie retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES Alf bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing'. H16-91. Trusses are to be handled withparticular care during banding and bundling, delivery and mstatlation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ttlon and far resisting Ut" forces shall be designed and installed by others. Careful hand - Nag As essential and erection bracing is always required. Normal prec�ulbonaty actors far trusses ceV— such ttm"M Nacllg during installation between trusses to avoid toppling and dambomg. The supervision of erection of trusses shall be rider the control of persons experienced in the installation of trusses. Professlonal advlee shall be sought If needed Concentration of conslnxttonloads 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. 4X6 20-0-0 Ilk 8 7 6 712# 8.00" 712# 8.00" 11 1 9 la 20-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1"5 (R1-1-7) scale = 0.3010 WARNING: READ ALL NOTES ON THIS SHEET. >• Job: WO: CHEK3 Mal'011dai SyStelif5 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J CONTRACTOR. BRACING WARNING: 113mctng Dsgnr: TLY Chk: Date: 10-09-02 4005 MARON DA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 shown on this drawing is not erection bracing, wind bracing. portal bracing ar similar bracing which is a part of the building designand which must be considered by the building designer. Bracing TC Dead 7.0 psf BC Live 0.0 DurFac - Pit: 1.25 O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown isfar lateral support of truss members only to reduce buckling length. Proo Ions must be psf TOMAS PONCE P.E.Additional made bracing ` `oath l st�t'nand mspecifiedy be mod. I e HIB-9I o by the building designer Y required. ISee of on. BC Dead 10.0 f l►s Design Criteria: fPi LICENSE #0050065 tTrtnsa Plate institute. TPI. is basted at 583 D'Otrofno Drive. Matson, Wisconsin 537I9). Madison. Code DeSC: FLA _ toms VANNessa DP OViEDO.Ft.32766 TOTAL 33.0 psf - 26- 12 r,ea% wearer .mmyus iva rAin: 1.:Urt-t,uxvvM1(;11tA.i HCS: 0&20.02 I - I (JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: A' ATY:4 DESIGN INFORMATION TUIs design Is for an Individual hooding component and has been based on Information provided by the client- Stu designer disclaims any responsibility for damages as a result of faulty or Incorrect In[Mmatton, specifications and/or designs furnished to the truss deslgw by the client and the correctness or accuracy of this irdotmatbn as it may relate to a spe- cific prayed and accepts no responsibility or exerdses no control wit, regarl to rabrira- tbn. handling, shipment and installation of trusses. This truss has been designed as an individual building canponent in accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a ButNhig Designer (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 codes, local dbnatic records for wind or snow bads. pr*J t speegkatkets or special applied bads. unless shown, truss has not been designed for storage or occupancy loads. late design assumes compression chords (top m bottom) are cotriInu- ously braced by sheathing unless otherwise specgled. Where bottom chords In tension are not fully braced latetaW by a property applied rigid ceiling. they should be braced at a maanmum spacing of W-o- — Connector plates shalt 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 verily that this drawing is In connformance with the fabricators plans and to realize a continuing responsibility for such ven- ficatlon. Arty discrepancies are to be put in writing before cutting or fabrication. plates shall not be [=faired over knotholes. knots or distorted grain. Membera shall be cut for tight [ling wood to wood hearing. 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- wade x 4- king. A 6a8 plate Is 6- wide x 8" long. Slots (holes) run parallel to the plate length specgkd. Double arts on web members slag meet at the centrod of the webs unless otherwise shown. Connector plate sizes are minimum ies based on the forces shown and may need stto be Increased for certain hand- 1[g. and/or erection stresses. This taws is not to be fabricated with fire retardant treated (amber unless otherwise sham.. For additional [formation on Quality Control refer to ANSIfM I-1995 PRECAUTIONARY NOTES Ali bracing anderection recommendations are to be followed In accordance with-Harwgng Installing & Bractne, HIB-91. lYrases are to be handled with particular care during banding andhooding, delivery and fraialfatlon to avoid. damage. Temporary and permanent bracing for holding tresses In a straight and pkrmb pos- ebn and for resfatrng lateralforces shall be designed and Installed by others. Careful hand- ling is essential and erection bracing Is always required. Normal precautionary action for tttL— fequh- Stich temporary brachlg during installation betty trusses to amid toppling and domkrofng. The superAsbn of erection of trusses shag be under the control of persona experienced in the installation of trusses. professional advice shag be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shag be applied to trusses until alter all fastening and bracing Is completed. TOP CEDRDS: 2X4 SP #2 BOT CHORDS: 2X4 SP #2 WEBS: 2X4 SP #3 WEBS: 2X4 SP #2 PROVIDE UPLIFT CONNECTION PER SCFfl1UULE: Support 1 531# Support 2 473# MAX LIVE LOAD DEFLECTION: L/999 La-0.03" D.-0.03" T•-0.06" MAX BDRIZONTAL TOTAL LOAD DEFLECTION: T: 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.01" RMB . 1.15 MULTIPLE LOADS -- This design is the asssaaasaaasx=Jo nt Locations ..... =......... ccfilposite result of multiple loads. 1) 0- 0- 0 4) 14-11- 0 7) 10- 0- 0 All COMPRESSION Chords are assumed to be 2) 5- 1- 0 5) 19- 5- 8 8) 0- 0- 0 continuously braced unless noted otherwise. 3) 10- 0- 0 6) 19- 5- 8 WndLod per ASCS 7-98, C&C, Va 125mph, ----MAX. REACTIONS PER BEARING LOCATION----- E= 15.0 ft, I- 1.00, Exp.Cat. B, Kzt. 1.0 X-Lon Vert Horiz Uplift Y-Loc Type Bld Type. Encl L. 58.0 ft W. 19.5 ft Truss 0- 4- 0 700 26 -531 BUT PIN in n4T zone, TCDL: 4.2 psf, BCDL. 6.0 psf 19- 3-12 635 0 -473 BUT H-ROLL Impact Resistant Covering and/or Glazing Req TC...FORCE...CSI .BC ... FORCE ... CSI 1- 2 -947 0.32 8- 7 801 0.46 2- 3 -737 0.27 7- 6 749 0.45 3- 4 -740 0.32 4- 5 61 0.24 10-0-0 9-5-8 Ilk 1 2 It q 6 0000 -6 0000 4X6 2X4 3X4 5-9-15 5-6-6 0-6-6 2X4 0-9-10 5X6 6X8 3X4 � n 19-5-8 8 7 700# 8.00" 1-1-9 636ir 3.50" (R1-1-7) Ea EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-199! Lmaronda Systems 4W5 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 19-5-8 scale = 0.3254 WARN1KW READ ALL NOTES ON THIS SHEET. Fng• Jab: WO: CHEK3 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: J1 CONTRACTOR. Dsgur: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr. 1.25 BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing o slmgar bracing TC Dead 7.0 psf DurFac - Pit: 1.25 which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce budding length. Provisions most be BC Live 0.0 psf A, O.C. Spading: 24.0n made to anchor lateral bracing at ends and specified bcatlons determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI).psi BC Dead 10.0 Design Criteria: TPI 9 muss plate Institute. TPI. Is located at 583 D•Ono(no Drive. Madison. Wisconsin 53719). Code Desc: FLA TOTAL 33.0 psf 02- 7827- 1. —Is.. -- nnarysrs /1/n rAIH: LA1LL4.uAt/UtW(.Hr-A! HCS: 08.20.02 JB: CHESAPEAKE K 3 AC: 1'0# UPLIFT D.L. WO: CHEK3 WE: 11: J3 IATY:I - DESIGN INFORMATION TOP CHORDS: 2x4 sP #2 Analysis based on Simplified Analog Model. _________====-joint Locations ==are ....... urea. nib design is for an Individual budding BOT CHORDS: 2x4 SP #2 MOLTIPLB LOADS -- This design is the 1) 0- 0- 0 4) 13- 4-12 7) 13- 6-10 component and has been based on �ormnemnn WEBS: 2x4 SP #3 composite result of multiple loads. 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12 provided bythe client The designer a ns aultyorIncorr ty aresult of SLIDERS: 2X4 SP #2 All COMPRESSION Chords are assumed to be 3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0 incurred. Information, specglntbns ctInfoamages tion,s BEAR. BLS: 2x4 SP #3 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- and/oror and/or designs furnished to the truss designer WndLod per ASCE 7-98, C&C, V- 125mph, X-Loc Vert Boriz Uplift Y-Lot Type by the client and the correctness oraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: H. 15.0 ft, I= 1.00, EW.Cat. B, Rzt= 1.0 19- 8- 4 645 0 -382 TOP B of this Idormatbn as It may relate to a spe- Support 1 515# Bld Type. Encl L. 58.0 ft W- 19.5 ft Truss 0- 4- 0 701 168 -515 BOT PIN and accepts no'vpon cur Support 2 382# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf tion. handling, shipment talmuan of MAX LIVE LOAD D�+I.SC.TIC7l7: Impact Resistant Covering and/or Glazing Req trusses. This nrsahas been designed as L/999 unalvfd„albugdcomponent L.-0.07• �-0.07" T=-0.151 ..TC...FORCE...CSI ..BC...FORCE...CSI ANSIrM I-t995 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1753 0.40 9- 8 1553 0.34 as part of the building design by a Building b or professional Designer (registered arcreviewed T- 0.06" 2- 3 -1578 0.35 8- 7 1454 0.37 engleerl. When revlerved [or approval by the for th MAX BORIZC�TTAL LIVE LOAD DEFLECTION: 3- 4 -1383 0.36 7- 6 113 0.13 buadingdesigner, the design loadings showy, T- 0.03" 4- 5 -1383 0.36 must be checked to be sure that the data shorn are In agreement with the local building codes. RMS as 1.15 loci cihnatic [ecorda for wind or snow )ads, project specifications; or special applied bads. finless shown.. truss has not been designed for storage or occupancy bads. The design assumes. compression chords (fop or bottom) are continu- ously braced by sheathing unless otherwise specified- Where bottom chords In tension are not fitly braced laterally by a property applied rtgd ceding. they should be braced at a maximumspacing of W-W o.c. Connector plates shall be manufactured from 20 gauge hot dippedgahv uzed steel meeting ASfM A 653. Grade 40, unless otherwise shown. 74-0 12-5-0 FABRICATION NOTES 1 2 4 11 5 Prior to fabrication. the fabricator shall review 6 this drawing to verily that this drawing is In 3X6 conformance with the fabricator's plans and to realize a continuing responsibility for such verl- 4X8 2X4 6X8 f cation. Any discrepancies are to be put In writing before tatting or fabrication. Plates shad not be tnswiaa am knotholes. knots or distorted grain. Members *hall be art for tight ffftbtg *road to wood bearing. Con- nector plates shad be located ort bath faces of 2X4 the truss with nalls fully Imbedded and shad be sym. aboutthe joint unless otherwtse drown. A 1-3-1 5x4 plate it 5- wide x 4- long. A 6x8 plate 0 6' wade l to long. spec moll ram apan cuts w the plate length Double cuts web at d.the 4-5-15 5X10 3X8 0-6-6 3X4 meet members stud meet at tie centroW of the webs he unless otherwise shown Connector plate sires are minimum sizes based on the forces shown 1 and may need to be Increased for certain hand. 3X4 ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated 5X6 3X4 14-15 lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TP1 14995 PRECAUTIONARY NOTES AN bracing and erection recommendationsare to be followed In accordance wmh -Handling Installing a aratior, HiB-91. Thisses are to to handled with particular core during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for hokhrmg trusses In a straight and plumb pos. Rion and for restating lateral forces shad be designed and Installedby others. Careful hand- ling is essential and erection bmcing is always required. Normal precautionary action for tfa— -ph- such tenpmrary bracing during Installation between trusty to amid toppling and domkxorng, The supervision of erection of trusses shad be under the control of persons experienced In the Installation of tresses. Professional advice shad be sought If needed - Concentration of construction bads greater than the design loads shad not be applied to trusses at any Clue. No loads other than the weight of the erector: shad be applied to tru*se* until after ad fastening and bracing Is completed.. 3.000 111 6-11-12 11-9-12 19 7 7()2Al n 1-1-9 cR1-1-7) 8.OU 19-5-8 � 645# f �1.50'r I EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 scale = 0.3209 LMaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown a n this drawing is not erection bracing, wind bracing, portal bracing or shnnar 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 mere. members only to reduce buckling length. provisions ..at 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 HID-91 of TPd. (truss Plate institute. TPf. 1s located at 583 D'Onofria Drive, Madison, Wisconsin 537191. Eng. Job: WO: CHEK3 - Dwg: Truss ID: J3 Dsgur: TLY Chic Date: 10-09-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf 5.02- 7828- 14 r crq. mans muuystr Buis FAIff: (.:I1bt-UJKV0HSiC1JEK3 Hcs: 08.20.02 .io: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: K QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 I1: Plate(s) OFFSET from joint center. The =j.s_sun ..... .... Joint Locations-...... design is for an individual building DOT CHORDS: 2x4 SP #2 -At Joint Detail Report 8t be included 1) 0- 0- 0 6) 20- 8- 0 11) 8- 0- 0 component and has been be on nformaton NE 3S: 2x4 SP #3 with submittal, inspection, ition. and/or 2) 4- 1- 0 7) 20- 8- 0 13) 4- 1- 0 p:ovMedbythe client. The designerdiscwms any .eponsibwcyfor damages asarresultor WAS: 2x4 SP #2 cat fabrication documentation. 3) 8- 0- 0 8) 16-11- 0 13y 0- 0- 0 ' faulty orincorrect Information. specifications All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the 4) 13- 4- 0 9) 13- 4- 0 and/ordesigns furnished tothe truss designer continuously braced unless noted otherwise. composite result of multiple loads. 5) 16-11- 0 10) 11- 4- 0 by the client and the correctness oraccuracy WhdLod per ASCE 7-98, C&C, V. 125miph, ----MAX. REACRIOWS PER BBARIi!X, LOCATICK----- of this tntmmatfon as it may relate to a spe- PROVIDE UPLIFT CONNECTION PER SC 0MULE: H. 15.0 ft, I. 1. 00, Ezp. Cat. B, Kzt. 1.0 X-Loc Vert Horiz Uplift Y-Loe Typeexorcism c1 is project and accepts no responsibility or Support 1 64# Bld Type. Enel L. 58.0 ft W. 20.7 ft Truss 0- 4- 0 185 173 -64 BOT p no control with. "s»a m rabrta- Lion. handling, shipment and bstadat on of Support rt 2 1076# in INT zone, TC DL- 4 .2 psf, HC9L. 6.0 psf 11- 6- 4 1282 0 -1076 HOT H-ROLL trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req individual bu8dkrg component in accordance with L/999 ANSI/TR1-I995 and NDS-97 to be incorporated L.-0.07" D.-0.07" T.-0.14" ..TC... FORCE... C,SI ..BC... FORCE... CSI as part of the building design by a Budding MAX HORIZONTAL TOTAL LOAD DEFLSMON: 1- 2 -37 0.15 13-12 7 0.20 Designer (registered architect or profetiasbral engtneerl. When reviewed for approval by the T. 0. 05" 2- 3 296 0.30 12-11 4 0.11 building designer ,the design toadingsshown, MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 1196 0.44 11-10 -323 0.13 must be checked to be sure that the data shown T. 0.031 4- 5 511 0.29 10- 9 -430 0.19 are hn agrcemant with the local budding codes. 5- 6 235 0.15 9- 8 -174 0.10 bat rations for wind l snow Toads, RM8 : 1.15 8- 7 -170 0.12 specifications pr�ect spccl0atdons or special applied loads. Unless shown, truss has not beendesigned for storage or occupancy bads. The design assumes compression chords (top or bottom) are ronth u- 13-" 7-" ou2y traced by sheathing unless otherwise specified. Where bottom chords in tension. are 1 2 3 5 6 not fully braced laterally by. property applied rWd ceding, they should be braced at a 6.00 maximum spacing of 101-(° ox, Connector -(,t30 plates shall be manufactured from 20 gauge hot 4X6 dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review 3X4 this drawing to verify that This drawing is in conformance with the fabricator's plans and to mallzc a continuing responsibility for such ved- 3X4 4-2-6 (ration. Any discrepancies arc to be put In writing before cutting or fairiation. 0-6-6 Rates stall not be Installed over knotholes, knots or distorted grain. Members shallbe- cut for light Elting wood to wood bearing. Con- 7-5-15 rector plates shot be located on both faces of the truss with nets fully imbedded and shag be 6X8 sym. about the joint unless otherwise shown. A 6X8 3X4 2X4 5X6 5x4 plate is 5" wide x V 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 centreld of the webs 0-6-6 3.0-0 unless otherwise shown Connector phase sizes are minimum s}zes based on the forces shown and may need to be increased for certain hand- . tog and/or erection stresses. This thus Is not to be fabricated with fire retardant treated lumber 5X6 2X4 5X8 3-" unless otherwise shown. For additional information on 9Control refer to 34-8 ANSIrM 11 PRECAUTIONARY NOTES All bracing and erection recommendations ate to be followed in accordance with "Nanding Installing Q Bracing". HIB-91. Trusses are to be handled with particular are during banding andbundling, delivery and. Installation to avoid damage. Temporary and permanent bracing for holding trusses to a straight and plumb pos- abn andfor resisting lateral forces shag be desgned and Installed by others. Careful hand- Ung is essential and erection bracing is always required. Normal precautionary action for tntsses requites such temporary black g during hutallat on between trusses to avoid toppling and dommoing. The supervision of erection of busses staid be under the control of persons expert in the kstattatim of trusses. Protenbn:al adwtoe shot be sought if needed. Concentration of construction leads greater than the design Toads stall not be applied to trusses at any time. No loads otter than the weightof the erectors shalt be applied to trusses until after at fastening and bracing is completed. 10.80 I P09 n 8-0-0 34-0 94-0 13 12 11 9 8 7 185A 8.0011 1283# 3.50" 1-1-9 CANT: 9-0-0 1-1-9 COSMEI✓1P�A ) 2X4 20-80� EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/T'PI 1-1995 scale = 0.2803 WARNINGS READ ALL NOTES ON THIS SHEET. Marunda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: 4005 MARONDA WAY SAN FORD, FL. 32771 Braang shown. on this drawing is noterection bracing, wind tracing, portalbracing or similar bracing which Ism part of the building design and which most be cornsldered by the buil ding 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. made anchor lateral � eg„structure a and b� bottoms deee termined by the budding designer. may w6rnof oiin LICENSE #0050068 rr s Rate Institute. TPi. b located at 583 D�iive, Madison. 53719). Eng. Job: WO: CHEK3 Dwg: Truss ID: K Dsgmr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf Durfac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V-09.05.02- 7829- 15_ Design: Marie Analysis JOB PATH: C:17EE-L0KU0BS(CHEK3 HCS: 08.20.02 JB: CHESAPEAKE- i '3 AC: 10# UPLIFT D.L. WO: CHEKj WE: TI: K1 ATYA , DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 0: Plate(s) OFFSET from joint center. The . -= Joint Locations --==-=.===nma== This design is for an Individual building BOTCHORDS: 2X4 SP #2 Joint Detail Report must be included 1) 0- 0 5) 15- 4- 0 9) 11- 4- component and has been ba on information WEBSf 2x4 SP #3 with any submittal, inspection, and/or 2) 4- 1- 0 6) 20- 8- 0 10) 8- 0- 0 provided by the cdent- The designer disclaims my fncorrect yam, 2x4 SP #2 fabrication documentation. 3) 8- 0- 0 7) 20- 8- 0 11) 0- 0- 0 a or �� All CObU?RZSSION Chords are assumed to be MOLTIPLE LOADS -- This design is the 4) 11- 4- 0 8) 15- 4- 0 and/or designs furnished to the truss designer continuously braced unless noted otherwise. cealposite result of multiple loads. ----MAX. REACTIONS PER BEARING LOCATION ----- by the client and the correctness or accuracy WndLod per ASCE 7-98, C&CC, V. 125mph, X-Loc Vert Horiz Uplift Y-Loa Type of this information as it may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE- &. 15.0 ft, I- 1. 00, Exp. Cat. B, Kzt- 1.0 0- 4- 0 185 181 -56 BOT PIN etfk project and accepts no responsibility or exercisesrlcontrolwithregard aon1 Support 1 56# Bld Type- Enel L- 58.0 ft W= 20.7 ft Truss 11- 6- 4 1282 0 -1127 BOT H-ROLL Bon, handling, shipment and Installationof Support 2 1127# in INT zone, TCDL- 4.2 psf, HCDL- 6.0 psf is--. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req individual building component In accordance with L/999 ' ANSI/ M I-1MOWNDS-97tobemeorpmated L--0.08" D--0.08" T--0.16" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI as part of the building design by a Budding MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 74 0.17 11-10 -18 0.22 Designer (registered arciweet or professional eng{need. When reviewed for approval by the T- 0.03" 2- 3 291 0. 20 10- 9 -350 0.17 budding designerthe design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 1142 0.29 9- 8 -256 0.16 must be checked to be sure that the data shown T- 0.02" 4- 5 976 0.28 8- 7 -260 0.23 are In agreement with the local budding codes. 5- 6 355 0.28 kcal climatic records for alnd a snow ads. 00 - 1.15 prged specifications or special applied loads. unless shown. truss has no been designed for storage or ooeupanry beds. The design assumes compression chords )top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords 9n tension. are not fully braced laterally by a property applied 11-4-0 4-" 5-4-Q 1 2 3 rigid. ceding. they should be braced at a maxtnum spacing of 10-0' o.c Connector 6 plates shall be manufactured from 20 gauge hot dipped galvanized steed meeting ASTM A 653, 6�00 Grade 40, unless otherwise shown. 4X6 4X8 FABRICATION NOTES T7 Prior to fabrication. the fabricator shag review I this drawing to verify that this drawing is in conformance with the fabricator's plans and to 3X4 realize a continuing responsibility for such vent- fkation Any discrepancies are to be put In 3-Z_6 0-6-6 ::" writing before cutting or fabrication- Plates shag not trM over knotholes. knots or distortedd grain. Members shall be cut for tight fitting wood to wood baring. Con- nector plates shag be bated on both faces of 6-5-15 2X4 the truss with oafs fully imbedded and shad be 6X1 2X4 sym, about the Joint unless otherwise shown. A 5x4 plate is 5' wide x V long. A 6x8 plate is 6' wide x 8' king Slots (hots) run parallel to the plate length specified. Doubt cuts on web members shall meet at the centrotd of the webs 0-6-6 3-" unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased far certain Rand- ling and/or erection stresses. This truss is not to be fabricated with fie retardant treated lumber 5X6 5X8 3-0-0 unless otherwise shows. For additional 34-8 btfocm Wovi on Quality Control refer to ANSI/TPf 1-19% 10.80 I PRECAUTIONARY NOTES n Ali bracing and erection recommendations are to be followed in accordance with 'Handling 8-0-0 34-0 9-4-0 installing & Bracing". 1f1B-91. Trusses ate to be handled with particular are during banding 1 g 71 and bundling. delivery and installation to avoid damage. Temporary and permanent bracing 186# 8.00" L282if 3.50" CANT: 9-0-0 for holding trusses in a su lght and plumb pus- lion and for resisting lateral forces shall be 1-1-9 20-8-0 L -9 designed and kby others. Careful hand- MI�nstaded COSIi. L� ATE (4) 2X4 (R (R1-1-7) mug is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSInTl 1-1995 required. Normal precautionary action for scale = 0.2922 in-- regtdra such temporary bracng. daring Inattabatbn between trusses to avoid toppling WAR ING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: EK3 and dominoing. The supervision of erection of trusses shag be under the control Maronda Cue A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Ki �e�reneed essional advice shag be sought If needed. CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 Concentration of construction bads greater than the design loads shag not be applied to BRACING WARNING: TC Live 16.o psf DurFaC - Lbr. 1.25 4005 MARON DA WAY trusses at any time. No toads other than the Bmdrrg shown m this drawing is not erection bractn& wind bracing bB ers clog TC Dead 7.0 psf DurFae -Pit: 1.25 weight of the erectors shag be applied to trusses until after all fastening and bracing SANFORD, FL. 32771 which is a par of the budding design and which must be conside emd by the building design shown is for lateral tr RC Live 0.0 O.C. Spacing: 24.0" is completed. (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. support of ss members only to reduce budding knob. Provisions must be made to anchor lateralbracing at ends and specified locatkms determined the budding din. Addttionat bracing the psf BC Dead 10.0 psf Design Criteria: TPI of overall structure may be required. (see HIB-91 n. Code Dese: LICENSE #0050068 (Truss Plate Institute, TPI. is located at 583 D'OnoGio Drive. Madison, Wisconsin 53719). FLA f0"5 VANNE98A DROVIEDO.FI_32766 TOTAL 33.0 psf Design: Matra Anrg = JOB PATH: CATEE-LOKIIOBSICHEK3 HCS: 0&20.02 DESIGN INFORMATION This design Is for an individual building component and has been baud on information providM 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 citemt and the correctness or accuracy of this information as it may relate to a spe- cdk project and accepts no respomslig6lty or exercises nine corRrol with regard to [abttea- non. handling shipment and Installation of trusses. This truss has beendesigned as an. [nd*Mual building cornponeut in accordance wmj ANS rM [-19M and. NDS-97 to be incorporated as part of the butlding design by a Building Designer (registered architect or professional argmeed. Whm reviewed for approval by the building designer. the design loadings shown must be c ed ied to be sure that the data shown are In agreement with the krml building codes. kr®(citrratic rapids for vdrnd or snow Toads. projectspecifications or special applied bads. unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contiou. ously bused by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigidceding. they should be braced at a maximum spacing of la-0" O.C. Connector plates shall be manufactured hem 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, on otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in oonfotmaree atth the fabricator's plans and to realize a continuing responsibility for such vert- fkstbn. Any discrepancies are to be put in wrthng before cutting or fabrication. Plates shall not be Installed over knotholes, imots or distorted grain. Members stall be cut for tight timing wood to wood bearing, Con- nector plates stall be located on both facts of the truss withnag" fully imbedded and shaft be sym. about the joint unless otherwise shown. A 5x4 plate Is 5" wide x 4• long A 6x8 plate is 6• wide x tt• long: Scots (holed ran panitel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown- Connector plate sizes are minimum sizes based onthe forces shown and may need to be Increasedfor certain hand- ling and/or erection stresses. This truss is not to be fabricated with the retardant treated lumber unless otherwise shown. For additional tnfornanon on Quality Control refer to ANSI/7PI 1-I995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with -Handling. Installing & Bracing". HIB-91. Trusses am to be handled with particular care during banding and bundling, delivery and msutliatio- to avoid damage. Temporary and permanent bracing for holding busses In a straight and plumb pos- Won and for misting lateral forces shall be designed and installed by others. Careful hand- ling is essentialand erection bracing Is always required. Norval precautionary acBon for trusses requires suchtemporary bracing during Instalkdionbetween trusses to avoid toppling and dominoing. The supervision of erectionof trusses "hall be under the control of persons experienced in the Instaliatlonof trusses. professional advice shag be sought if needed. Concentration of construction loads getter than the design leads 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# UPLIFT D TOP CHORDS: 2x4 SP #2 BOT CHARDS: 2x4 SP #2 2x8 SP #2 1 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 All COWRESSION Chords are assumed to be continuously braced unless noted otherwise WndLod per ASCH 7-98, C&C, Va 125mph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Xzt= 1.0 B1d Type. Encl L= 58.0 ft W= 20.7 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 L=-0.02" D=-O. MAX HORIZONTAL T= 0.02" MAX HORIZONTAL T. 0.01" RMB = 1.00 WO: CHEK3 []: 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. 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 1 640# Support 2 856# Support 3 356# 02" Tm-0.04" ..TC... FORCE ... CHI ..BC ... FORCE ... CSI Concentrated LBS TOTAL LOAD DEFLECTION: 1- 2 -806 0.28 13-12 683 0.15 TC Vert L+D -120 17 2- 3 -609 0.26 12-11 476 0.21 BC Vert L+D -1449 LIVE LOAD DEFLECTION: 3- 4 -51 0.44 11-10 -29 0.16 BC Vert L+D -79 17 4- 5 -51 0.44 10- 9 -2205 0.27 ----MAX. REACTIONS PER 5- 6 -795 0.22 9- 8 703 0.33 X-Loc Vert Horiz nnl 8- 7 693 0.29 0- 4- 0 615 82 -64 12-10- 0 2435 0 -85 20- 6- 4 546 0 -35 120# Ilk9-4-0 -0 i 2 4 6 6.00 �00 TI: K2 ATY:1. _ -ams=-:=Joint Locationsaaaaa-aaaaaa al) as 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 ------------ Uniform 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 Location -4-0 I1- 7- 4 -4-0 �ARIITG LOCATION----- ift Y-Loc Type 0 BOT PIN 6 BOT H-ROLL 6 BOT H-ROLL 5X6 2X4 4X8 0-6-6 T 2-2-6 2X4 2X4 5X6 5-5-15 8X10 0-6-6 3-0-0 5X6 5X6 [6X81 6X8 3-0-0 n n 616# 8.00" 119 (R14-7) � �• 20.8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANS11TP1 1-1995 2435# 4.00" 5469 3.50" r 11-9 .. 09042-10-0 79At " lxl-1-7) Over 3 Supports scale = 0.2922 WARNING: READ ALL NOTES ON THIS SHEET. MarOnda Systems)] A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFOR D, FL. 32771 Bracing shown on this drawing is not erection bracing wind bracing, portal bracing or sbnikrr bracing which Ls a part of the building design sand 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. 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 HIM of TPI) LICENSE #0050068 nruss Plate Institute. TP1. is located at 563 VOnofrio Drive. Madison. Wtseonsin. 537191. 1005 VANNESSA OR.OVIEDO.FL32766 Eng. Job: WO: CHEK3 Dwg: Truss ID: K2 Dsgnr: TLY chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf 05.02- 7832- 17 - VatgW Aram AIMYiti JU6 PAIN: CATM-LOK1108S1CHEK3 HCS- 08.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE TI: K3 ATY DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =-..m=.:..::. Joint Locations ............... This design isfor anlndmdualbuuatng BOT CHORDS: 2x4 SP #2 couposite result of multiple loads. 1) 0- 0- 0 4) 13- 0- 0 7) 0- 0- 0 component and has been based on Information eses lgnera>ultOf: WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 3- 8- 0 5) 13- 0- 0 anyresabyu'e`�rdamagnt a� responsibility sau 2x4 SP #2 3 SLIDERS: 2x4 SP #2 continuously braced unless noted otherwise. 3) 7- 4- 0 6) 6- 8- 0 ation. tnrcorreN kdornatlorn. specifications End vertical(s) not designed for exposure ----MAX. REALTIONS PER BEARING LOCATION----- and/orar and/or designs furnished to the truss designer to lateral wind pressure. X-Loc Vert Horiz Uplift Y-Loc Type by the chant and the correctness or accuracy PROVIDE UPLIFT CONNECTION PER SCE NDULE: WndLod per ASCE 7-98, C&C, V. 125mph, 0- 4- 0 487 206 -493 BOT PIN ofthbbnformattonasitmayrelatetoaspe- cuk protect and accepts no responsibility or Support 1 493# H* 15.0 ft, I- 1.00, Exp.Cat. B, Kzt. 1.0 12-10- 0 422 0 -408 BOT H-ROLL exercises no control with regard to fabriaa- tion, handling, shipment and Installation of Support 2 408# MAX LIVE LOAD DEFLECTIONS Bld a Enel L• 58.0 ft W. 13.0 ft Truss T'vi� in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf PROVIDE EK)RIZONTAI. CL7HI�ECTION PER SCH®'DL$ : Support 1 206# trusses, This truss has been designed as an L/999 Impact Resistant Covering and/or Glazing Req Individual buildings ponartmaocordaz with L.-0.03" D.-0.03" T.-0.07" ANSI/TPI 1-1%5 and NDS-97 to be Incorporated MAX HORIZONTAL TOTAL LOAD DEFLECTION: • FORCE • • SC... FORCE-747 as part of the butMtng design by a Busting Dalgner (registeredprov a al T. 0. 05" - 36 0.36 ..16 reviewed for approval th engineer). When ruvlew2d for approval by the by MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -766 0.39 0- 6 -962 0.21 buildingdestgner, the design loadings shown T. 0.03" 3- 4 00.32 6- 5 -587 0.27 must be checked to be sure that the data shown are M agreement with the Local building coda. RMB a 1.35 bell. climatic racocds for wkid or sncwv kinds. pr*d specifications - special applied loads. Unless shown, truss has not been designed for storage or Occupancy bads, nee design assumes compression chords (top or bottom) are continu- 7-4-0 5-8-0 11 ously braced by sheathing unless. otherwise lk 1 2 specified. Where bottom chords in tension are not My braexd. fat —By by a properly applied 4 rigid ceding. they should be traced at a 6 maximum spacing of ro'a' O.c. Connector hall ctuned from 20 gauge hot dip�ped$gidvanm� steel meeting ASIM AA 6553. 4X8 2X4 Grade 40. unless otherwise shown. FABRICATION NOTES LU Prior tofabrication, the hbricatm shall review this drawing to verify that this drawing is in conformance with the fabrkator's plans and to nacre a continuing responaibLLtty for such ved- ficatfon. Any discrepancies are to be put in writing before cutting ar fabrication. 2X4 Plates shah not be installed over knotholes. knots or distorted gratin. Members shall be cut for tight rating wood to wood bearing Con- 4-5-15 4-2-6 nectar plates shall be located on both faces of the truss with nalb fully imbedded and shalt be sym. about thejoint unless otherwise shown. A 5x4 plate b 5` wide x 4" Long. A W plate Is 6' SX6 wide x 8` Long. Sills Rrolesl ram parallel to Q_" the plate Length spec9kd.. Double cuts on web rnembere shall meet at the centnoid of the webs i took" otlxrwbe shown. Connector plate at" are mtnimum sires weed on the forces shown 3X4 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 3X4 5X6 lumber unless otherwise shown. For additional 1'6-0 3X4 information on Quality Control refs to ANSI/Tn 1-1995 PRECAUTIONARY NOTES All bracing and erectionrecommendations are to be followed. In accordance with "Handling Instafltrg 3 Bracing". HIB-91. Trusses am to be handled with particular are during banding and bundling. dela'ery snot t sta➢atlon to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for restating lateral forces shag be designedand totalled by others. Careful hand- ling Is essentW and erection bracing is always reyutred. Normal precautionary action for trusses Izq *m such hsn"W hack* during installation between trusses to avoid toppling and domkwhig. The supervision of erection of trusses staff be under the control of persons experienced in the installation of fusses. Professional advice slat{ be- sought if needed. Concentration of construction bads greater than the design bads :tali not be applied to trusses at any time. No bads other than the weot of the erectors shalt be applied to trusses until after all fastening and bracing Is completed. 3.00 1 1 3.00 —�= 6-0-0 6-0-0 7 487# 8.00" 1-1-9 5 423;Y 4.�" 1 (RI-1.7j I 13-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4674 W IN : READ ALL NOTES ON THIS SHEET. Erg. Job: WO: CHEK3 Maronda Systems)j 1 A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K3 CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFae - Lbr. 1.25 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax 321-3913 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a part of the bugding design and which must be considered by the building designer. Bracing shown is for lateral truss TIC Dead BC Live 7.0 psf 0.0 DurFae -Pit: 1.25 O.C. Spacing: 24.0ri (407) support of members only to reduce buckling Length. Provisions must be psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and. specilhed locations determined by the building designer. Additional bracing ofHI8 the overall structure may he required. (see -91. ofTPQ. BC Dead IU.0 psf Design Criteria: TPI LICENSE #0050068 (Truss Plate Institute, TPd, Is located at 583 D'Ondrb Drive. Madison. Wisconsin 53719h. Code Dese: FLA 1005 VANNESSA DitoVIEDOPV32766 TOTAL 33.0 psf - ...., ,.,..... ...ucc-c.vaarvoow,ncA.r HCS: M20.02 ' JB: CHESAPEAKE K 3 AC: i 0# UPLIFT D.L. WO: CHEK3 WE: TI: K5 ATY:1- DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 2X4 TRANSVERSE BRACING nailed flat to edge -------------Joint Locations=:--=asa-=--::_ This design Isfor anAndivlaalbuilding component and has been based on Information BOT CBS: 2x4 SP #2 WEBS.: 2x4 SP #3 of web With 12d nails at 8" O.C. TRANSVERSE 1) 0- 0- 0 3) 13- 4- 0 5) 6- 8- 0 The for damagesnaresug GABLE STUD: 2x4 SP #3 BRACING to extend for center 80� of length. �,TIPLE �S __ �s �i2) is the 6- 8- 0 4) 13- 4- I 6) 0- 0 anyrd`dnytb"Ite<L airy responsibility rdamgestasaresultof of faultyor Incorrect Information, specifications SLIDERS: 2x4 SF #2 gin composite result of multiple loads. ----MAX. REACTIONS PER HEARING LOCATION----- IO X-Loc Vert Horiz Uplift Y-Loa Type and/or designs furnished to the bras designer All COMPRESSION Chords are assumed to be 0- 4- 0 492 49 - 543 SOT PIN by the client and the correctness oraccuracy WndI,od per ASCE 7-98, CAC, V. 125mph, continuously braced unless noted otherwise. 13- 0- 0 491 0 -590 HOT H-ROLL of this Information as it may relate to a spe- no 'nporisor H- 15. 0 ft, I- 1. 00, EXp. Cat. B, Rzt- 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: �accepts laftifty Bld Type- Eacl La 58.0 ft W- 13.3 ft Truss support 1 543# tion. handling, shipment and Installation of in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Support 2 590# trusses. This truss has been designed as an Impact Resistant Covering and/or Glazing Req hndtvhduahbuilding component inaccordance with MAX LIVE LOAD DEFLECTION: TC... FORCE ... CSI ..BC ... FORCE CSI ANSirM I-19% and NOS-97 to be bmorporided assindthe bnudmgdnectbyesBession L/999 ... _ _ (registered arclhg or professional La-0.03" D--0.03" T--0.05" 2- 3 888 0.44 0- 5 725 0.18 enginer engineer). when reviewed for approval by btu fo b th MAX HORIZONTAL TOTAL LOAD DEFLECTION- 5- 0 725 0.18 hulbdmg designer, the design loadings shown T- 0.04" 0- 4 -590 0.15 must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are In agreement with the local building codes. Ta 0.05" tonal eikmatic rscords for wind or snow loads. project speclficattaua or special applied bads. RMB = 1.15 Unless shown. tr r has not been designed for storage or occupancy bads. The designassumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. where bottom chords In tension are era fully traced laterally by a Property applied rigid ceding, they should be braced at a 6-8-0 �g.0 maxmnan. spacing of 10'-0• o.c Connector be Ilk 1. plates shaft manufactured. from 20 gauge hot 3 dipped galvanized steel meeting ASTM A 653. Grade 40. unless allmml" shown. 6 FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verity that this drawing is in conformance with the fabricator's plan and to realize a continuing cesponseWily for such vert- fication. AM discrepancies arc to be put in writing before cutting or fabrication. Plates shagnot be installed over knotholes, knots or distorted gam. Members shag be cut for tight Bting wood to wood bearing. Con- nector plates shag be located on bothfans of the truss with nags fully Imbedded and shall be sym about the Joint unless otherwise shown. A 5x4 plate Is 5' wide x r tong A BxS plate Is 6' wide x 8" long. Slots (totes) ram parallel to the plate length spa$Sed. Double cuts on web members shag meet: at the centrotd of the webs unless otherwise shown. Connector plate sires one mmimtnn sizes based on the forces shown and may need to be Incased for certain hand - It" and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unkea otherwise shown. For additional Information on Quality Contra refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Alf bracing and erection recommendations are to be foibtwed In accordance with •Handling Installing, l4 Bracing" H111-91. Tkuaaes are to be handled with particular care during banding and bundhng, delivery and Installation to avoid damage. Temporary and per --A tracing for holding teases in a straight and plumb pos- gion and for resisting lateral forces shag be designed and Installed by others. Careful hand- ling Is essential and erection bracing Is always required. Normal precautionary action for trusses mqulras such teanpormy br" dtttgtg msfallation betweentrusses to avoid toppling and domiturfa& The supervision of erection of truss- shall be under the control of persons experienced in the Installation of trusses_ Professional advice shag be sought If needed. Concentration of construction. loads Beater thanthe design bads shall not be appliedto trusses at any time. No touts other than the weigitt of the erectors shag be applied to trusses until after all fastening. and bracing is completed. 0-6-6 4 Ed 4X6 � 3-10-0 —0I 6 ---- 3-10-0 �I 3.00—j l 3.00 0-" 1 3-10-6 6 492# 8.00" 4921r 8.0011 1-1-9 13-4-0 1 1-1-9 GABLE (16) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1"5 Studs 0 2-0-0 o.c. scale = 0.42% Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #00500" 1005 VANNESSA DROVIEDOXI-32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection tracing, wind bracing. portal bracing or similar bracing. which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified bcatkms determined by the building designer. Addgtonal bracing of the overall structure may be required. (See HM-91 of TPO. muss Plate institute. TPI. Is located at 583 D'Onohb Drive. Madison,. Wisconsin 53719). Dwg: Dsgur: TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf Truss ID: K5 Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: 0S.20.02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: L BTY:2- DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Continuous lateral bracing attached to = _.__.= ...=JoiIIt Locations....—;....... This design is for an individual building BOT CHORDS: 2x4 SP #2 ® either of web (s) shown. Bracing MUST be 1) 0- 0 3) 12- 6-10 5) 6- 3- 5 component and has been based onWormauon praid`dbythe etwrtTh.desigrerd"claims WEBS: 2x4 SP #3 positioned to provide ed 6- Z) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 suy—Pon'"4 for damages as a result of 2x4 SP #2 2 SLIDERS: 2x4 SP #2 a is OR 2x4 T-brace nailed flat to edge rauttyorioconecemtormetwn.spe�uoms of web with w/3"x 0.120" nails " spaced 8 o.c ---------_ -- TDTAL DB3IGAi LOADS ------------ and/or design furnished to the truss designer BEAR. BLX: 2x8 SP #2 Brace must extend at least 90% of web length Uniform PLF From PLF To by the client and the correctness or aocuracy Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 14 r -0" . TC Vert L+D -46 -1-10- 9 -46 -1- 2-15 of thisinfomatlom as it may relate to a spe- cat`PL°jecc°rrdac°episrr°rsspor'asbrnyor All COMPRESSION Chords are assimted to be MULTIPLE LOADS -- This design is the TC Vert L+D -9 -1- 2-15 -9 13- 2-10 gabrica- exercises no control wlth reard w ( continuously braced unless noted otherwise. ` result mu composite lt of lti le loads. P BC Vert L+D -10 0- 0- 0 -10 12- 6-10 can, ha ndumg, shipment and installation of trusses. This truss has been designed as an wndLod per ASCE 7-98, C&C, V. 125mph, Shim or wedge if necessary to achieve full bearing. Concentrated LBS Location Individual building component Inaccadareewith A. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: TC Vert L+D TC Vert L+D -35 2- 0- 5 -87 5- 7-10 ANSI/TPi I-19M and NDS-97 to be Incorporated aspanr theberedardesignorby aoessionilding Bld Type. Encl L. 58.0 ft iP= 12.6 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 Support 1 609# Support 2 TC Vert L+D -127 9- 2-14 e mile`` (registered sewed o or professional y the engneeq. when reviewed for aPPr�t by the psf Impact Resistant Cover and/or Glazing � / � Reg 591# PROVIDE HORIZONTAL CONNHCTIOIT PER SCHEDULE TC Vert L+D BC Vert L+D --21 12- 0- 1 -21 2- 0- 5 building designer. the design loadings shown MAX LIVE LOAD DEFLECTION: Support 1 262# BC Vert L+D -53 5- 7-10 must be checked to be sure that the data shown L/608 at JOINT # 5 BC Vert L+D -64 9- 2-14 are in agreement wain the ant building codes. L=-0.24" D= 0.08" T=-0.16" ..TC... FORCE... CSI ..BC... FORCE... CSI BC Vert L+D -40 12- 0- 1 project or apeuyal applied loads. MAX HORIZONTAL L LOAD DEFLECTTION: T= 0.OS" 1- 2 1624 0.90 6- 5 -1780 0.31 ----MAX. REACTIONS PER BEARING LOCATION----- Unlessspecifications Unless shown. truss has not been designed for storage or occupancy loads. The design assumes MAX HORIZ4WAL LIVE LOAD DEFLECTION: 2- 3 1694 1.00 4 -203 0.30 35� �� X- Vert 1 546 Horiz Uplift Y-Loc Type 0� TOP -ROLL chords (tothi or bodounless o are cise T= 0. 07" 366 262 - 609 BOT PIN ouslcomy bracedession dusty braced M sheathing unkas otherwise specified. When bottom chords In tension are RMB . 1.00 13-1-14 not fully braced laterally by a properly applied 1 rigid ceiling. they should be bracedat a 2 3 maximum spacing of 19-0'o.c. Connector plates shall be manufactured front 20 gauge hot r3.33 dipped galvanised steel meeting ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shalt review this drawing to verify that this drawing is In conformance with the fabricators plans and to reahze a continuing responsibility for such ven- fkatan. Any discrepancies are to beput in writing before cutting or fabrtcatian. Plates stall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood. bearhW Con- nector plates shah be located on bosh faces of the thus with nails fully imbedded and stall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate 1a 6" wide x 8" long. Slots (hobl 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 sifts are mink n rn styes based on the forces showrt and may need to be increased for certainhand- ling and/or erection stresses. Tits truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on qualtty Control refer to ANSI/TPI I-1995 PRECAUTIONARY NOTES All bracing anderection recommendations are to be followed In accordance with "Handing Installing & Bradne. HID-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- ltlon and for resisting lateral form shag be designed and Installed by others. Careful hand- ing Is essential and erection bracing is always required. Normal precautionary action for truss -Vffes such temporary bracing during installation between tenses to avoid toppling anddom f oing. The supervision of erection of trusses shall be under the control of persons experienced in the installation of trusses. Professtoal advice shah be sought if needed. Concentration of corutruction loads grater than the designloads stall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 4-5-10 0-6-1 0-6.6 T 1-7-12 1 T 1 1.68 j a9-9 --a —� 0-7"4 l 11-9-1 6 367# 9.56" 1-10-9 5 547N 2.50" (R1-10.-10-7) 21# 12-6-10 h0-8-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1J,54# 64# scale = 0.4437 ^-- WARNINGS READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3_ MdrOnda SysteMS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: L CONTRACTOR. BRACING WARNING: Dsgmr: TLY Chk: Date: 10-09-02 400 5 MARONDA WAY TC Live 16.0 psf Duftc - Lbr. 1.25 SFORD. FL. 32771 (407) 321-0064 Fax 321-3913 which Bracingshown on tints drawing Isnot erection bracing. wind bracing. portal bracing or similar bracing is a pan of the building design and whichmost be consideredby the building designer. Bracing shown Is for lateral support of taus TC Dead 7.0 psf BC Live 0.0 DurFae - Pit: 1.25 O.C. Spacing: 24.011 (407) members only to reduce buckling length, Provisions must be psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPQ. BC Dead 10.0 psi Des n Criteria: TPI ;9 LICENSE 110050068 fltuss Plate Institute. TPI, Is looted at 583 D'Onofra Drive, Madison. Wisconsin 53719). Code Desc: FLA 1005 VANNESSA DaOVIE13O.FL34766 2 TOTAL 33.0 psf 1 _ 36 ...,, ....:.. 1.1.cc-wnffCS: 06.20.02 I I 1 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TP a 0TV-9, DESIGN INFORMATION This design is fm an Individualbuilding component and hair been based ou information provided by the diem The designer disdaims any responsibility for damages as a result of faulty or Incorrect information. specomtbns and/or designs furnished to the in= dwWw by the client and the mneciness or accuracy of this information as K may miate to a spe- c4k project and accepts no responsibility or exercises no control avklh cagard to fabrica- tion, handling, shipment and installationof trusses. This truss has been designed as an Individual building component in accordance will ANSI/TPI 1-1995 and MDS-97 to be incorporated as part of the building designby a Building Designer (registered architect or professional. engneed. Wben reviewed for approval by the bWidmil designer, the design loadings shown must be checked to be sure that the datashown are in agreement with the beat butbdIng codes, la®1 ciaaatle recaads fa avimd a• snow bads. project specifkatious - special applied bads. unless shown. tons has not been designed for storage or occupancy bads. The design assumes compression. chords (top or bottornl are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are notfully braced laterally by a properly applied rigid ceiffing, they should be braced at a max(mrm spacing of W-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped g lvanked steel meeting ASIM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is to owrorma oce with the fabrfcatoes plans andto reaHm a continuing respormfbllity for such ved- fi atio n. Any discrepancies are to be put In writing before cutting or fabrication. Plate shag not be Installed over knotholes.. knots or distorted gain. Members shall be cut for tight fitting wood to wood hearing, Con- nector plates shag be located on both faces of the truss with nails fully Imbedded and slug be sym. about the jobunless otherwise shown. A 5x4 plate is 5' side x 4' long: A 6x8 plate is 6' wide x 8' long Slots (holes) run paraget to the plate length speckled. Double cuts on web members shag meet at the centmtil of the webs unless otherwise shown. Connector plate star are minimum sizes m based on the forshown and may need to be Increased for certainhand- ling andlor erection stresses. This toss is not to be fabricated with Ore retardant treated lumber unless otherwise shown. For additional fidunnatbn on Quality Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be folbaed. In accordance with "Handling Installing R Bracinng'. 1`1113-91. Tosses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Ttmpasry and permaaemt bracing for holding trusses In a straight and plumb pos- t[tarand for restating lateral form shag be designed and installedby others. Careful hand- ling is essential and erection bracing Is always required, Normal precautionary action for t11L55t3 requk- such term MWY bracing during hstalatbn between trusses to avoid toppling and doadnomg. The supervision of erection of tosses shag be under the control of persas experienced In the Installation of trusses. Professional advice shag be sought kl needed. Concentration of construction loads grater than the design bads shag not be applied to tosses at any time No bads other than the weight of the erectors shag be applied to tosses until after all fastening and bracing Is completed. TOP CHORDS. 2X12 SP #2 HOT CHORDS: 2X8 SP #2 WEBS: 2X4 SP #3 2X4 SP #2 2 2-PLY TRUSSI fasten M/3"X 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loads equally to each ply. PROVIDE UPLIFT CONNECTION PER SC EDULE: Support 1 397# Support 2 397# MAX LIVE LOAD DEFLECTION: L/999 1,•-0.10" D•4.10" T.4.20" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.05" MAX HORIZONTAL TAL LIVE LOAD DEFLE TICKS T. 0.03" MOLT1'PLB LOADS -- This design is the composite result of multiple loads. All CO[4QRSSSIOK Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 11, 4" span framed to FC one face Or 9" span framed to TC opposite face WndLod ASCE 7-98, CrxC', V= 125aph, Ft. 15.0�, I. 1.00, EV.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 Reg 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 F" - 1.00 1 2-PLYS REQUIRED a agar ---Joint Locations ............... 1)s 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 PLE To TC Vert L+D -12 0- 0- 0 -12 8-10- 8 BC Vert L+D -182 0- 0- 0 -182 8-10- 8 ----MAX. REACTIONS PER SHARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 866 0 -397 HOT PIN 8- 8-12 866 0 -397 BOT H-ROLL This truss has not been designed for ROOF PONDIiNG. Building designer must provide adequate drainage to prevent pounding. (0.25 in./ft. min. slope to drain). Truss must be marked to prevent UPSIDE Dom erection. 8-10-8 1 2 3 8X10 dxR 3X6 5X6 MWN 2-4-0 6-6-8 6 866# 3.50" 51 4' 866rY 3.50° la, • 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.7000 ARNIN S READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 MarOnda Systems ) A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g: Tnlss ID: LI bassas CONTRACTOR. BRACING WARNING: gnr: TLY I Chlr: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr. 1.25 4005 MARONDA WAY SANFORD, FL. 32771 Bracing shown on this drawing is not erection bra ng. wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the buAllug designer. Bracing shown is for lateral truss TC Dead BC Live 7.0 psf 0.0 DurFac - Pit: 1.25 O.C. Spacing: pacing: 24.0" (407) 321-00" Fax (407) 321-3913 TOMAS PONCE P.E. support of members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specifiedlocations determined by the building designer. Additional bracing of the overall structure may be required_ (See HrH-91 ofTP11. BC Dead psi 10.0 psi Desi n Criteria: TPI g LICENSE N0050068 Muss Piste Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. Code Dese: FLA t006 VANNF.SSA DRovrEDo,rL32766 _. _ TOTAL 33.0 Dsf wic nn n7- 7277_ 27 —.rba. mu,u missy.- , rnrn: t,.ucc-cvrtvvnalcntA.r KCS• 08.20.02 I I JB: C;HESAPEAKE K 3 AC: 10# UPLIFT D.L. WO:_CHEK3 WE: TI: L2 ATY:2. DESIGN INFORMATION This design Is for an individual budding component and has been based on Information provided by the client The designer disclaims any responsibility far damages as a mutt of faulty or incorrect Information, specifications and/or designs furnished to the inns designer by the client and the correctness or accuracy of this information as R may relate to a spe- cific project and accepts no responsibility or exercbes m control wmh regard to fabrics- tram. handling, shipment and instailatfirm of tresses. This truss has been designed as an Individual budding component to accordance with AN&/TP[ 1-1995 and NDS97 to be incorporated as part of the building design by a Building Designer (registered architect or professional enghrar(. When reviewed for approval by the building designer. the design badlngs shown must be checked to be sure that the data shown are in agreement with the local budding codes. local cllmatk records (ar wind or arrow beds. project specifications or special applied loads. (lakes short, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified- Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of la-0" o.c. Connecter plates shall be manufactured. from 20 gauge hot dipped galvanized steel meeting AM M A 653.. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator shall review this drawing to verify that this drawing is In confonmanee with the fabilcator's plans and to realize a continuing responsibility for such ved- fkatbn. Any discrepancies are to be put in writing before cutting or fabrication. Plates shaft not be mstalld over knotholes, knots or distorted grain Members shall be cut for tight fitting wood to wood beaMg. Con- nector plates shall be located on both fans of the tens with wads 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 8' wide x 8" long. Slots (holes( rum pardd el to the plate length specified. Double cuts on web members shall meet at the aenntrold of the webs unless otherwise shoran. Connector plate sizes are minimum stun based on the forces shown and may need to be increased for certain hand - Mg and/or erection stresses. This truss Is not to be fabricated withfire retardant treated lumber unless otherwise shown. For additional Information on Quality Controt refer to ANS(/7Pi 1-1995 PRECAUTIONARY NOTES Ali bracing anderection recommendatkaus are to be followed in accordance with. -Handling. installing& Bracing". RIB-91. Trusses are to be handled with particular cane during banding and bundling, delivery and Installation to avoid damage. Temvorazy and permanent bracing for holding t:nsses in a straight and plumb pos- Won and for restating lateral forum shall be designed and Installed by others. Careful hand- Img is essential and erection bracing is allays required. Normal premautbnary action for (ilassts. ft quir6 such ttmMmy bmdng dur4 installation between trusses to avoid topptlng and domInahig. The supervision of erection of tun as shad be under the control of persons experienced In the kstaRation 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 th— No loads other than the weight of the erectors shall be applied to trusses mitd after an fastening and bench* is completed. TOP CHORDS: 2x4 SP #2 D Continuous lateral bracing attached to a,saxe----:as:=Joint Locations amamanzass srs:7 BOT CHORDSt 2x4 SP #2 ® either edge of web(s) shown. Bracing MOST be 1) 0- 0- 0 3) 12- 6-10 5) 6- 3- 5 NEBS: 2x4 SP #3 positioned to provide equal unbraced 2) 6- 3- 5 4) 12- 6-10 6) 0- 0- 0 2x4 SP #2 2 segments OR 2x4 T-brace nailed flat to edge SLIDERS: 2x4 SP #2 of web with w/3"x 0.120" nails spaced 8" o.c ------------ TOTAL DESIGN LOADS ------------ BEAR. BLKi 2x8 SP #2 Brace must extend at least 90% of web length Uniform PLF From PLF To Analysis based on Simplified Analog Model. 2x6 Brace required on any web over 141-0". TC Vert L+D -46 -1-10- 9 -46 13- 2-10 All COMPRESSION Chords are assumed to be MULTIPLE LOADS -- This design is the BC Vert L+D -10 0- 0- 0 -10 12- 6-10 continuously braced unless noted otherwise. composite result of multiple loads. Concentrated LBS Location Shim or wedge if necessary to achieve full TC Vert L+D -31 1- 4- 4 Natil.od per ASCS 7-98,� V=rh, bearing. TC Vert L+D -48 3- 9- 1 R- 15.0 ft, 1- 1.00, Exp.Cat. B, Kzt. 1.0 PROVIDE UPLIFT CONNECTION PER SCMED(1I,E: TC Vert L+D -70 6- 1-15 Bld Type- Encl L- 58.0 ft W. 12.6 ft Truss Support 1 60" TC Vert L+D -98 8- 6-12 in END zone, TCDL: 4.2 psf, BC:DL- 6.0 psf Support 2 591# TC Vert L+D -127 10-11-10 Impact Resistant Covering and/or Glazing Req PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : BC Vert L+D -6 1- 4- 4 MAX LIVE LOAD DEFLECTION: Support 1 263# BC Vert L+D -19 3- 9- 1 L/577 at JOINT # 5 BC Vert L+D -44 6- 1-15 L.-0.25" D- 0.00" T.-0.25" ..TC... FORCE ... CSI ..BC ... FORCE ... CSI BC Vert L+D -60 8- 6-12 MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -2252 0.81 6- 5 2129 0.52 BC Vert L+D -76 10-11-10 T= 0.06" MAX Ht>ItIZC7RrAL LIVE LOAD DEFLECTis31 2- 3 - 06 0.92 5- 167 0.47 ----MAX. PER BEARING LOCATION --- -- Loc Ve tz Uplift Y-Loc Type T- 0.060 48+f 70i/ yy� `iS- 0-10 71 0 -591 TOP H-ROLL RMB w 1.00 Ilk 13-1-14 0- 4-13 678 263 -609 PIN I 2 3 4-5-10 0-6-1 am 1.68 -74 " I�I- 11-6-10 6 5 4 6781E 9.56" 719# 2.50" 1-10-9 aj., I I 1 10 (R1-10-7) J �0--- 6# 19�44N 60N 76!{ EXCEPT AS SHOWN PLATES ARE 0 GA TESTED PER ANSI/TPI 1-1995 scale = 0.4437 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: CHEK3 Mali 'rich) Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D g: I Truss ID: L2 CONTRACTOR. BRACING WARNING: rw: TLY chk: Date: 10-09-02 4005 MARONDA WAY TC Uve 16.0 psf DurFac - Lbr: 1.25 SANFORD, FL. 32771 Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or sbnff r bracing which is part of the burkRng design and which must be considered by the building dmtgner. Bracingpsf TC Dead BC Live 7.0 DurFae -Pit: 1.25 n O.C. Spacing: 24.0 (407) 321-0064 Fax (407) 321-3913 shown is for lateral support d truss members «ily to reduce buckling length. Provisions must be 0.0 psf TOMAS PONCE P.E. made � bracing lateral overall stet 1e°,,; b� ��s determined by the building designer. (see of y trio BC Dead 10.o f ps Design Criteria: TPI LICENSE #0050068 Drive, son.HIB- fhrrss Plate Institute. TPd, is beefed at 583 D'omofrb Drive. Madison Wisc«rstn 537191. oast ,�4 Code D$SC: FLA 10M VANNEWAtr"-OVEMOA-n78a TOTAL 33.0 osf v"no nr. n'7_ 797A- ar uesrgn: MfifnX Andiyrlt JOB PATH: C:ITEE-L0KV0BMCHEK3 HCS: 09.20.02 DESIGN INFORMATION This design is for an individual building component and has beenbased. on Information provided by the client The designer disclaims any responsibility fm damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer. by the cheatand the correctness or accuracy of this information as it may relate to a spe- c9k project and accepts no responsibility or exerc6es no control wmh regard to fabrica- One, handling. shipment and installation of trusses. This truss has been designedas an Individual building component in a,ccoidance will ANSI/TPI 1-19%and NDS-97 to be incorporated. - put of the building design by a Building Designer (registered architect or professional engineed. When reviewed far approval by the budding designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. local Climatic records f« wnmd or snow bads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression. chords (top or bottom) are —Unu- ously braced by sheathing unless otherwise specified. where bottom clods in tension are not fully braced laterally by a properly applied rigid ceiling, they shouldbe braced at a maudrnurn spacing of l0r-0" o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this driving is in conformance avain the fabricator's plans and to reagze a continuing responathfiny for such ven- ficatlon. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted gram. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both is of the truss with nags 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" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shag meet at the centroki of the webs unless otherwise shown. Connector plate sizes are minimum sizes based anthe forces shown and may need to be Increased for certain hand- ling and/or erection stresses. Thts truss is not to be fabricated with fire retardant treated lumbar -in tess otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES Ali bracing and erectionrecommendations are to be followed in accordance with -Handling Installing h Bracing. H113-9I. Trusses ate to be handled with particular care during banding and bundling,delivery and installation to avoid. damage. Temporary and permanent bracing for holding tosses in a straight and plumb pos- ition and for restating lateral forces shall be designed and bnstided by others. Careful hand - Hug is essential and erection bracing Is always required. Normal precautionary action for trusses requires such temporary btac(ng during tnatasatlom between trusses to avoid toppling and dommohrg The supeMsbn of er=tlon of tmssen shalt be under the control of persons e>rperienced in the installation of trusses. Professional advice shag be sought If needed. Concentration of construction bads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is conpkted. JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2X1.2 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 CONNEC!TION PER SCHEDULE: Support 1 594# Support 2 594# MAX LIVE LOAD DEFLECTIOK: L/634 at JOINT # 3 L=-0.16" De-0.171 Ts-0.32" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.08" MAX HORIZONTAL LIVE LOAD DEFLECTION: Ta= 0.04" MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords 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, Kztw 1.0 Bld Type- Encl Lm 58.0 ft Ww 8.9 ft Truss in END zone, TCDLm 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 RMB m 1.00 2-PLYS REQUIRED 3-0-0 TI: L3 ®TY:2. a mminas ---==joint Locationsamavmsss.:. 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 LOCATIt'N----- 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 trusa has not been designed for ROOF PONDING. Building designer must provide ade-ra ftt slope todrain). tprevent p Truss in. mast be marked to prevent UPSIDE DOWN erection. 8-10-8 Ilk 1 2 3 8X10 4X8 3X6 5X6 1394# 3.50" 8-10-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSM71 1-1995 Imaronda Systems), 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE A005W68 1005 VANNE55A DR..OVIEDO.FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or slmilar bracing which is a part of the building design and which must be considered by the budding designer. Bracing shown is for lateral support of trans members only to reduce buckling length.. Provisions must be made to anchor lateral bracing at ends and specified locations determinedby the building designer. Additionalbracing of the overall structure may be required- (See HI13-9I of TPp. Mauna Plate Institute. TPb. is located at 583 D'Onofrlo Drive, Madison. Wtsconssfn 537191. i 4 1394# 3.50" scale = 0.7000 Eng. Job: WO: CHEK3 Dwg: Truss ID: L3 Dsgur: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing. 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7955- 51 Design: Mamie Analysis JOB PATH: CATEE-LOKt/OBSICHEK3 MCS: 08.10.02 t " I I JB: CHESAPEAKE K 3 AC: 10# UPUFT D.L. WO: CHEK3' WE: TI:---Kit ATY:12 DESIGN INFORMATION This design is for an individual building component and has been based on inforrmtbn provided by the client. The designer divdaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as lt may relate to a spe- cek project and accepts no responsibility or uerctes no control with regard to [abrica- tioi. handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance wit ANSI/TPI 1-1995 and NDS97 to be incorporated ns part of the building design by a Building Designer (registered architect or professional engineer). When reviewedfor 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, lard climatic rtcorrls for wind or snow Iwds, project specifications or special applied loads. unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contmu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they shouldbe braced at a maximum spacing of l(r-T o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASlM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in cordomance with the (abrlcatols plans and to realize a continuing responsibility for such vert- fkatbn. Any discrepancies are to be put in waning before cutting or fabrication. Plates shag not be installed over knotholes. knots or distorted gram. Members shall be cut for tightfitting woodto woad baring. Con- nector plates shag be locatedon both faces of the truss with balk fully imbedded and shag be sym. aboutthe joint unless otherwise shown. A 5x4 plate Is 5" wile x 4" king. A 6x8 plate is 6" wide x 6" long. Sills fholesf run parallel to the plate length specified. Double arts on web members shag meetat the oenfrold of the webs unless otherNse shown, Connector plate sizes are mitrmmn 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 guahty Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing & Bracing', H18-91. Trusses are to be handledwith particular care during. banding and bundling. delivery and installationto avoid damage. Ternnpora y and permanent bracing for holding trusses m a straight and plumb pos- ition and for resisting lateral forces shag be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requires such ternary bracing during mstagatbn between trusses to avoid topptmg and dwninoin& The supervision of erection of trusses shall be under the control of persons experienced In the installation of trusses. Professional advice shag be sought If needed. Concentration of construction loads grater than the design bads stag not be applied to trusses at any time. No bads other than the weight of the erectors shag be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 BEAR. BL.X: 2x4 SP #3 WndLod per ASCE 7-98, CrrC, V- 125agh, 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 IITr zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L.-0.08" D= 0.02" T=-0.07" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T- 0.03" RME3 - 1.15 0-6-6 on Analysis based on Simplified Analog Model. _ _.= 3 _: ==..=Joint Locations ===.—=...... _ 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----- continuouslybraced 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 UPLIFTCONNECTION PER SCHEDULE: PROVIDE HORIZONTAL CONNECTION PER SCEMMX 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 2 3 0000 2.00 j i 10-0-8 6 5 4 433# 8.00" 35M 2.50" f.4 1l-7- 10-8-8 i f•=(R=ll-2=-15) (R1-7-0) EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSUTPI 1-1995 scale = 0.4694 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Jab: WO: CHEK3 (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN' TO ERECTING Dwg: Truss ID: M y CONTRACTOR. BRACING WARNING: Dsgnr: TLY C6k: ITC Date: 10-09-02 TC Live 16.0 psf DurFac - Lbc 1.25 4005 MARON DA WAY SANFORD. FL. 32771 Bracing shown on this drawing is not erection brabracing emit, mind. bracing, portal bracing or strmllat is the building Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 whicha part of design and which must be considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be BC Live 0.0 pSf it's O.C. Spacing: 24.0" TOMAS PONCE P.E. �ie�l ��to�'heooveralll attructure ��6e re fied mod. ( determined by the b'raamg designer. y required. lice HIA-9l o(T40. BC Dead 10.o f l� Design Criteria: TPI LICENSE #0050068 aruss Plate institute. TPI, is located at 583 VOnof to Drtve, Madison. Wisconsin 53719). Cade Dese: FLA lots VANNEWA DRAVIED0.1`1 32766 I I TOTAL 33.0 psi , - 52 " Design: Matrix Analysis JOB PATH: C:(TEE-LOKU0MCHEK3 HCS: 0E20.02 JB: CHESAPEAKE K 3 AC: 10# CHEK3 DESIGN INFORMATION This design Is for an hu"xial budding component and has been based on Edormation provided by the client The designer dltclebm my responsibtlfty for damages as a result of faulty or Incorrect Ivformavan. specifications and/or designs furnished to the true designer by the client and the correctness or accuracy of this Information as It may relate to a spe- dffe project aid accepts no responsibility or exercLsses no oornwl voila regard to fabrica- tion. handling, shipment and installation of trusses. Thistruss has been designed as an Individual budding component In accordance will ANSI/7Pl 1-199S and. IM&W to be hwarpomted as part of the building design by a Budding Desfgrer (registered architect or professional englneerl- When reviewed for approval by the budding designer, the design loadings shown. must be checked to be sure that the data shown are inagreement with the local budding codm local climatic records for wind or snow loads. project spect icatlom or special applied bads. Unless shown. truss has not been dm4pxd for storage or occupancy bads. 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 p opeiy applied rigid ceding, they should be braced at a maximum spacing of l0'-0" o.c. Connector plates shall be manufactured from 20 gauge hot (Upped galvanized steel meeting AMU A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to va* that this drawing is in coofomanc a with the fabricators piers and to realize a continuing responsibility for such veA- fimtlon. Any discrepancies are to be put to writing before cutting or f brication Plates shall not be Installed over knotholes. knots or distorted grain. Members shag be cut for tight fitting wood to wood bearing Con- nector plates shall be located on both faces of the truss with rags fully Embedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is 5' aide x 4' keg. A 6x8 plate is 6" wide x 8' keg. Slots pinks) tun parallel to the plate length spectle& Double cuts on web members shad meet at the centric of the webs uaksa otherwise shown. Connector plate sire are minimum sizes based on the forces shown and may need to be Increased for certain hand- E^g and/or e:ectbn stresses. This tress is not to be fabricated with fire retardant treated lumber unless otherwise shown.. For additional information on quality Control refer to ANSI/7PI 1-1995 PRECAUTIONARY NOTES Ail bracing and erection rec uuuendalbns are to be followed in accordance with -Handling Installing 8. 13mchW. HIS-91. Tresses ate to be handled with particular care during banding and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb Poe - Rion and for resisting lateral forces shall be designed and installed by others. Careful hand- Ung is essential and erection bracing is always reWbed Normal Precautionary action for lrases requires such temporary htachtg durU Installation between trusses to avoid toppling and dominotmg. The supervision of erection of trusses shall be under the coatrd of persons experienced to the installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shah 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. TOP CHORDS. 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 SLIDERS: 2x4 SP #2 WndLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type Encl. La 40.0 ft W. 10.2 ft Truss in ITr zone, TCDL- 4.2 psf, BCDL- 6.0 psf 1upact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 Ls-0.071 Da 0.01r T--0.06a MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.060 RMB - 1.15 0-6-6 ON TI: N MULTIPLE LOADS -- This design is the -a----- ----Joint Locations-as-was-aaaa-sa ccuposite result of multiple loads. 1) 0- 0- 0 3) 10- 3- 0 5) 0- 0- 0 All COMPRESSION Chards are assumed to be 2) 5- 1- 8 4) 10- 3- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION ----- Shim or wedge if necessary to achieve full X-Loc Vert Horiz Uplift Y-Loc Type bearing. 0- 4- 0 417 264 -419 HOT PIN PROVIDE UPLIFT CONNECTION PER SCHEDULE: 10- 1-12 331 0 -520 HOT H-ROLL Support 1 419# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 2 520# Support 1 264# TC... FORCE ... CSI .BC...FORCH... CSI 1- 2 983 0.51 5- 0 -904 0.27 2- 3 -103 0.54 0- 4 -3.150 0.40 10-3-0 1 2 4 0000 2.00 I 0-80 1 I l 9-7-0 5 4 418J� 8.00° 1-7-2 332# 2.50" I (RI-7-0) BI. 10-3-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/1'PI 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. MaCOnda SysteMS)j A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: S5 MAR. FL. 3 which shown on this drawing is not erection bracing, wind bmdM portal bracing or similar bracing part of the building design and which must be considered by the bufldEng 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. made to anchor lateral bracing at ends and specified locations detemdned by the budding designer. Additional bracing of the overall structure nay be mequired. (See 11I11-91 of 7Pt). LICENSE #0050069 M uas Rate lnsutute. 7P1. Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1005 VANNESSA DROVIEDO.fL32766 scale = 0.4971 Eng. Job: Dwg: Truss ID: N Dsgnr: TLY Cbk: Date: 10-09-02 TC Live 16.0 psf Durfae - Lbr. 1.25 TC Dead 7.0 psf DurFac -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 Dsf %i•no nr n,2_ 7n7e_ 2. - HCS. 08.2&02 JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: O ATY:2, DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =•--__•-_-----Joint Locations ............... Ibis design Is for an individual building HOT CHORDS: 2x4 SP #2 couposite result of multiple loads. 1) 0- 0- 0 3) 7- 3- 0 5) 0- 0- 0 Component and has been based rut Information WEBS :,.2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 3 - 7- 8 4) 7 - 3 - 0 x4 SP provided by the client. The designer discial- SLIDERS 1 2#2 anyresponstbuxyfordamagesasaresultof continuously braced unless noted otherwise. ----MAR. RERCPIONS PER BRARmo LOCATION ----- fauttyorIncorrect Information, specifications Sbim or wedge if necessary to achieve full X-Loc Vert Horiz Uplift Y-Loc Type and/ordesigns fumished to the tnaMs designer NndLod per ASC6 7-98, C&C, V. 125baph, bearing- 0- 4- 0 319 257 -420 BOT PIN by the client and the correctnessoraccuracy H- 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 PROVIDE UPLIFT CONNECTION PER SCHEDULE: 7- 1-12 232 0 -446 BOT H-ROLL of Ibis info:mituon as it may relate to a spe- Bld Type. Encl. L. 58.0 ft w. uric project and accepts no responsibility or in INT zone, TCDL- 4.2 psf, BCDL. 6.0 f PROVIDE S�ORIZCNTAL CAR IOH PER SCHEDULE s errenYsea rno control wsth regard to tabrtca- Ps Ps Support 2 446# Support 1 257# tlon.handling, shipment and hsstallatfon of Impact Resistant Covering and/or Glazing Reg ..TC...FORCE...CSI ..BC...PORCB...CSI trusses. Tbla truss has been deigned as an MAX. LIVE LOAD DEFLECTION: Individual building component in accordance with L/999 1- 2 712 0.26 5- 0 -787 0.14 AN5i/TP11-19%and NDS-97tobeIncorporated L.-0.020 D- 0.000 T--0.02^ 2- 3 -81 0.29 0- 4 -882 0.18 as part of the budding design by a Building MAX HORIZONTAL TOTAL LOAD DEFLECTION: Designer (registered architect or professional T- 0. 01" engincedbudding oe reviewed. for approvashown l MAX HORIZONTAL LIVE LOAD DEFLECTION: bu st be Igo tte loadings must. be checked to be sure that the data. shown T. 0.01^ are in agreement with the local building cedes. beef cilnattc reomds for wind or -dodo toads, RMB - 1.15 project specifications or special applied loads. unless shown, truce has not been designed for storage or occupancy leads. The design assumes compression chords (top or bottoml are continu- ously traced by sheathing. unless otherwise specified. Where bottom chords In tension are 1 2 3 not fully bracedlaterally b a properly applied rigid. ceiling, they should be breed at a maximum spacing of 19-W o.c. Connector 4.00 plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting AMU A 653. Grade 40. unless otherwise shown. 2X FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verify that this dmwing is in coNormance with the fabricator's plans and to realize a continuing responsibility for such ved- 1-104 fkatlon. Arty discrepancies are to be put In writing befme cutting. or fabrication. 2X plates shalt not be Installed over knothole. knots or distorted grain. Members shall be cut for tight fliting wood to wood bearing con- 3-2-11 nector plate shall be located on both faces of the truss with reads fully imbedded and shadbe sym. about the Joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate is 6' 3X4 wide x W long. Slots (hob) run parallel to the plate length specified. Double cuts on web members shad meet at the centrotd of the webs —� 1-1-3 unless usir shown. connector piste sizes arc minimum aye sous based se the routs shown 0'G'6 3X4 and may need bit be Increased for certain hand- _L Ing and/or erection stress". This cruse is not 3X4 to be fabricated with fire retardant treated 5X8 lumber unless otherwise shown. For additional information on Quality Cormtrol refs to ANSI/TPI I-I99s PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with -Handling Installing a Bracing', HIES-91. Trusses are to be handled with particular care during Landing and buridiing, delivery and test-ietwn to avoid damage. Temporary and permanent bracing for holding trusses Ina straight and plumb pos- ition and for misting lateral forces shad be deigned and Installed by others. Careful hand- ltng Is essential anderection bracing is always required. Normal precautionary action for Misses letptltes such tin Wary btadng during Installation,between trusses, to avoid toppling and dominoing. The super4bion of erection of trusses shall be under the control of persons experrmcxdin the Uvatadation of trusses. Professional advice shall be sought If needed. Concentration of construction bads greater than the design toads shad not be applied to trusses at any time. No loads other than the weight of the erectors shad be applied to trusses limit after all fastening and tracing Is completed. 0-8-0 i 5 319# 8.0011 l 1-7-2 (R1-7-0) aTe EXCEPT AS SHOWN PLATES ARE 71.20 GA TESTED PER ANSUTPI 1-1995 Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1005 VANNESSA MCMI Dn.Fl.32766 2.00 I 7-3-0 233# 2.50" WAKNING. READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY I Chk: BRACING WARNING: TC 11ve 16.0 psf Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or stoular bracing TC Dead 7.0 psf which Is a part of the budding design and which must be considered by the budding designer. Bracing shown is for lateral support of tons- members only to reduce buckling. length. Provisions must be BC Live 0.0 psf made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPO. BC Dead 10.0 psf !Truss Plate Irsstitwe, TPI. is located at 583 D'Onofrlo Drive. Madison. Wisconsin 53719). TOTAL 33.0 Dsf scale = 0.6513 Truss ID: O Date: 10-09-02 DurFac - Lbr. 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:09.05.02- 7877- Af .�r ,w �auarcni HCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual building component and has-been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of flurry e, t."'a Information. specifications andlm designs furnished to the truss designer by the client and the correctness or accuracy of this information as It may relate to a spe- ctfte projectand accepts no responsibLLlty or exereses ro control with regard bo fabrica- tion. handling, shipment and installation of trusses. This truss has been deigned as an individual building component In accordance with ANSWIYI 1-1995 and NDS-97 to be Incorporated aspart of the building design by a Budding Designer treglstered architect or professional engincer). When reviewed for approval by the balding designer. the design. loadings shown must be checked to be sure that the data shown are in agreement with the local building codes. Beal eltrnatic records for wind or snow toads. project specifications or special applied loads. Unless shown, truss has not been designed for storage - occupancy bads. The design assumes. compression chords (top or bottand are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are rant fully braced laterd(y by a property applied rigid ceding. they should be braced at a maxbmnt spacing of 10'-M o.e Connector piate scull be manufactured form 20 gauge ha dipped galvanhed steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator stag review this drawing to verify that this drawing is to confomance with the fabricators plans and to realise a continuing responsibility for such verl. fication. Any discrepancies are to be put In writing before cutting m fabrication. Plates shall nobe installedover knothole, knots or distorted gralm Members shad be cut for tight fitting wood to wood beating. Con- nector plates shad be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x V long A 6x8 plate is 6' wide x 8- long. Slots (soles) ram parallel to the plate length specified. Double cuts on web members shallmeet at the centroid of the webs unless otherwise shown. Connector plate sties are minimum sizes based on the forces shrown. and any neat to be increased for certain hand- lingand/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/TPl 14995 PRECAUTIONARY NOTES An bracing and erection recommendations are to be fdfowed in accordanm with `Handhng Installing @ Bracing', I116-91. Trusses are to be handled with particular care during banding and bmdNdg delivery and histashtfon to avoid damage. Temporary and permarsent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral formes shall be designed. and installed by others. Careful hand- ling is essential and erection bracing Is always required. Normalprecautionary action for ttussa reg6Ues such temporary b-citig during Installation between trusses to avoid toppling and domhroing. The supervisionof erection of tncsses shallbe render the control of persons experienced in the installation of trusses. Professional advice shall be sought If deeded. Concentration of construction loads greater than the design loads shaIl not be applied to trusses at any throe. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing s 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 1 396# Support 2 225# Support 3 42# MAX LIVE LOAD DEFLECTION: L/999 L:-0.02■ D--0.02■ T--0.03a MAX HORIZONTAL TOTAL LOAD DEFLECTION: T'. 0.000 MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 2-2-11 0-" 0-8-0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 82 pounds of horizontal reaction TC... FORCE ... CSI-BC... FORCE ... CSI 1- 2 -31 0.39 4- 3 -173 0.19 TI: P ATY:2- = ea:Joint Locations a::aaraamamaahaxa aa�=a0 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- 1-12 54 0 -42 BOT H-ROLL WndLod per ASCE 7-98, Cr.C, V- 125mph, K. 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type: Eucl L= 58.0 ft W- 4.2 ft Truss in Eta? zone, TCDL- 4.2 pef, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req 4-3-0 1 2 4.00 4 212# 8.00" 1-7-2 (Rl-7-0) �- EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 2.00 87# 2.50" — 4-3-0 54# 2f0" C/L: 4.1-12 Over 3 Supports scale = 0.9442 WARNING: READ ALL NOTES ON THIS SHEET. MarOnda Systems 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 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 destguer. Bracing (407) 321-OW Fax (407) 321-3913 shown isfor lateral support of truss menders only to reduce buckling length. Provisions most be PONCE P.E. Ad`twit ends specifiedlocations redetermined by the building designer. .TOMAS Additional bracing of st structure my be9miced. (See MB-9I o(7P11. LICENSE #0050068 1005 VANNESSA DROVIEDO.r'L32766 (ituss Plate Institute. TPI, Is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). Dwg: Dsgnr: TLY Chk: Truss ID: P Date: 10-09-02 TC Live 16.0 psf DufFae - Lbr. 1.25 TC Dead 7.0 psf DuiFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.W BC Dead 10.0 psf Design Criteria: TPI Cade Desc: FLA TOTAL 33.0 psf _ :09.05.02- 7878- 41 uuiga: MOM Analysis JIB PAI7f: C:t7EE-LOKUOBSICHEK3 HCS. 0&2002 JB: CHESAPEAKE K 3 AC: 10# UPLtr-f D.L. WO: CHEK3 WE TI: A Q Y:.2 - DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the zazaaaasazzs joint Locations ............. a n,rs design isW an b dtvkh=l beading HOT CHORDS: 2x4 SP #2 cacgosite result of multiple loads. a ly 0- 0- 0 3) 1- 8- 4 component and has been based on information SLIDERS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 1- 8- 4 4) 0- 0- 0 pm.11ddeabythe dtent.The des>gMrdto(abns Shim or wedge if necessary to achieve full continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- anyresponsibility for damage as a result of fanny, orhv redmformation.specifications bearing- WadLod per ASCE 7-98, CkC, Va 125mgh, X-Loc Vert Horiz Uplift Y-Loc Type and/or deigns furnished to the truss designer 1 H. 15.0 ft, Ia 1.00, Exp.Cat. B, Kzta 1.0 0- 4- 0 137 63 -226 BOT PIN by the client and the correctness oraccuracy PROVIDE UPLIFT CONNECTION PER SCHEDULE: Bld Type. Encl L. 58.0 ft Nor 1.7 ft Truss 1- 7- 0 47 0 -125 BOT H-ROLL of this information as a may relate to a spe- Support 1 226# in END zone, TCDLa 4.2 psf, BCDL. 6.0 psf dfk project and accepts no repaafb9lry or Support 2 125# IuVact Resistant Cover' and/or Glazing exerdaoj ct control wts regard to (mirky- Covering Re4 tan, handbag, shipment and ins -rt la.},r of MAX LIVE LOAD DEFLECTION: tnsse. This truss has been designed as an L/999 ..TC... PORCE... CSI ..BC ... FORCE ... CSI mdiv5dtal building component in with La 0.00' Da, 0.00" T. 0.00" 1- 2 -3 0.01 4- 0 -55 0.01 AANSt d 1-1 % and NDS-97 to be Incorporated MAX HQRIZ(X TAL T07AL LOAD DEFLECTICK: 0- 3 20 0.01 -partDesigner (register architect orpmr desip by. Building T. 0. 00" onad engmnee i. when reviewed for approval by the MAX HORIZONTAL LIVE LOAD DEFLECTION: bundling designer, the design aadarpy shown Ta 0.00* must be checked to be sure that the data shown ate in agrevnent with the local building code. RMB 1.15 ioeal cmnatic remrds for wind or snow karts, pr4ett spee8icntans or special applied loads. Unless shown, truss has tot been designedfor storage or occupancy leads. The design assumes compression chords (top or bottom) are contmu- 1-84 L ously bracedby sheathing unless otherwise /I speclBed.. Where bottom chords In tension ane 11 not fully braced laterally by. property applied 2 rigid ceding, they should be braced at a maximum spacing of Ity-0" o.c Connector plates shag be manufactured . from 20 gauge hot dipped gahwdwdsteel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrkatan, the fabricator stab review this drawing to verify that this drawing Is in conformance with the fabricators plains and to rem a continuing responsibility for such ven- fi atan Any discrepancies are to be put in writing before cutting or fabrication. 0-11-2 Plates shag not be installed over knotholes, knots or distorted gram. Members stab be cut for tight fitting wood to wood bearing Con- nectar plate shag be grated on both faces of the truss with rafts fully imbedded and shahbe sym. about the Joint unless otherwise shown. A plate is g. wide x 4' tang, A par plate a 6' wide x 8' ling. Slots (holes) nit parallel to the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sues are rnbnum sizes based on the forces shown 5X8 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 ANSffM I-1995 2.00 PRECAUTIONARY NOTES 0-8-0 All bracing and erection recommendations are to be followed In accordance with -Handling Plate Height mstawnng a Bracing'. HI8-91. Trusses are to i 1-0-4 = 0-2-1 be handled with particular care during banding 4 and bundling, deWay and installation to avow damage. Temporary and permanent bracing 138# 8.00" 4W 2.50" for holding trusses, in a straight and plumb pos- 1-7-2 Rion and for resisting lateral forces shall be 1-84 designed and Installed by others. Careful hand- (111-7-0) wing is essential and erection bracing is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 required. Normal. precautionary action for scale = 1.5329 trusses regtiies stuh telBpmaty bracing dating installation between trusses to avoid topplingJob: . and dominomg. The supervision of erection of WA �N :READ ALL NOTES ON THIS SHEET S• trusses shall be under the control of persons A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`og: Truss ID: Q cape ed in the installation of trusses. Maronda Systems Professional advice shall be sorrght if needed. CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 Concentration of construction bads greater than the design wads 'bag not be applied to BRACING WARNING: TC Live 16.0 psf DurFac - Lbr: 1.25 trusses at any tine. No loads other than the 4005 MARONDA WAY Bracing shown on this drawing is not erection bmdng, wind bracing, portal bracing or similar bracing I TC Dead 7.0 psf DurFac - Pit: 1.25 weight of the erectors shall be applied to SANFORD, FL. 32771 which is a part of the building design and whichmust be consider by the building designer. Bra trusses untll alter all fastening and brat O.C. S " a �_ ieQ� � (407} 321-0064 Fax (407) 321-3913 ode to anchor lateral bracing of crams members only to reduce bucking length. Provisions must tx BC Live 0.0 psi pacing: 24.0 TOMAS PONCE P.E. Additional bracing of the ast�ture may e d°"ie"°a determined o by u„ bnttia,r'g designer. BC Dead 10.o f Design Criteria: TPI y required. (See HIB-91 of TPII. � LICENSE #0050068 (fnuss Plate institute. Tvt, is located at 583 D'Onoillo Drive, Madison Wisconsin 53719). Code Desc: FLA tars VANleE9SA DftovIEDD.n..32766 11 1 TOTAL 33.0 psf V.09.05.02- 7879- A2 rieargn: mare nmayrus sUn rain: t,:11Ek-t4/KL10BS1C-HEK3 HCS. 08.20.02 j JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: R aTY-2 DESIGN INFORMATION This design is for an Individual budding component andhas been based on Information providedby the cUent. The designer disclehns any responsibility for damages as a result of faulty or huonect. Information. specifications and/or deson furnished to the truss des:gaer by the client and the correctness or accuracy of this Information as A may relate to a spe- cffic project and accepts no responsibility or exercises no cotrol with �*d to fabrica- tion. handlin& shipment and Installation of trusses. This truss has been designed as an lndtvdtml budding component in accordance wAt ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the butWk,g design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the Wilding designer • the design 1-dhngs shown must be checked to be sure, thatthe data shown are In agreement with the local building codes. loot climatic records for windor snow bads. Projct specifications or special applied loads - Unless shown, truss has not been designed for storage or occupancy loads. The design asman" compresalon chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords intension are not fully braced laterally by a properly applied rigid ceding they should be braced at a maximum spacing of 10'-0" o.c. Connector plates stall be manufactured from 20 gauge hot dipped gakvamad 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 with the fabricator's plans and to realize a continuing responsibility for such veri- fi-tion. Amy discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots m distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shallbe located on bothfaces of the truss withrails fully Imbedded and shad 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 (toles) 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 sizes based on the the Forcesshown and may need to be Increased for certain land. lhng and/or erection stress". This inns is not to be fabricated with ire retardant treated lumber unless otherwise shown. For additional information on quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed In accordance with -handling hnstalfing& Bractng'. 11111-9f. Trusses are to be handled With particular care during banding and bundling, delivery and Asstadatbn to avoid damage. Temporary and permanent bracing for holding trusses in a straWit and plumb pos- Kim and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling is essential and erection bracing is always requked. Normal precautionary action for basses requires such temporary btacAig during Installation between trusses to avoid toppling and domkming, The supervision of erection of trusses shad be under the controlof persons experienced in the installation of trusses. Professional advice shadbe sought if needed. Concentration of construction kids greater than the design bads shad net be applied is trusses at any time. No loads other than the weight of the erectors shad be applied to truss" until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 DOT 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 i Analysis based on Simplified Analog Model. MOLTIPLE TOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shimor wedge if necessary to achieve full bearing Field Connection at Support 1 must be able transfer 166 pounds of horizontal reaction PROVIDE HORIZONTAL CONNECTION PER SCHEDULE : Support 1 235# .TC... FORCE ... CSI .BC ... FORCE ... CSI 1- 2 -62 0.84 4- 3 -457 0.40 _ _-----a.=-===Joint Locations -====- ....... as 1) 0- 0- 0 3) 6- 0- 8 2) 6- 0- 8 4) 0- 0- 0 ---MAR. REACTIONS PER BEARING Lo mw----- X-Loc Vert Horiz Uplift Y-Loc Type 5-11- 4 326 166 -303 TOP PIN 0- 4- 0 248 235 -422 BOT PIN 5-11- 4 75 0 -65 BOT H-ROLL wndLod per ASCE 7-98, CRC, V- 12SWh, H- 15.0 ft, i- 1.00, Exp.Cat. B, Xzt- 1.0 Bld Type- Encl. L= 58.0 ft w- 6.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL- 6.0 psf Fact Resistant Covering and/or Glazing Req 6-0-8 Ilk 1 2 6 0000 Attach with (4) lOd Toe -Nails Attach with (1) 10d Toe -Nails 3.00 as-o 1 5-4-8 L 4 3 248# 8.00" 1271f 2.50" H-1-9 � 6-0-8 76 .50" 1-1-7) C/L: -114 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.5459 WAKNIN4: READ ALL NOTES ON THIS SHEET. Eng. Job: . Lmaronda SySte llS A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg. Truss ID: R CONTRACTOR. BRACING WARNING: Dsgur: TLY Chk: ITC Date: 10-09-02 4005 MARONDA WAY TC Live 16.0 psf DurFac - Lbr. 1.25 SANFORD, FL. 32771 Bmachmg airown on this drawing is not erection bra wind bra which Is a of the build cult erect y the bracing or sinner bracing Bracing part lug design and which must be cwrtskleral. by the building designer. Bmdrg shown is for lateral Dead. 7.0 psi BC Live 0.0 DUf Fa{'. - Pit: 1 .25 O.C. Spacing: 24.0n (407) 321-0064 Fax (407) 321-3913 support of truss members only to reduce buckling length. P-1.1ons must be psf TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bmcing of the wnd estructure may be required. (See HIB-91 of TM. BC Dead 10.0 psf Desk n Cntena: TPI g LICENSE #0050068 (buss Plate Institute. TR. Is located at 593 D'thwfrio Drive. Madison. Wisconsin 53719). Code Desc: FLA 1005 VAMESSA MOVFEDo.M3276e. _ TOTAL 33.0 usf vno ni± n*3- 7"n_ A' --�-=s•^ •.••-••• •••••••�,•, .vo r.r,rr. a,.-.mrc-m.vnwnawncAx RCS: 08.20.02 DESIGN INFORMATION This design Is for an Individual budding component and has been based on Information provWed by the diem The designer disclaims any respors4fiity for damages as a result of faulty or Incorrect Information. specifications and/or designs furnishedto the truss designer by the client and the correctness or accuracy of this htarmatlom ss Itmay relate to a spe- ctic project and accepts no responsibility or exerrisn no control with � to tabrtca- don handling, shipment and installation of tresses. This truss has been designed ss an Individual budding component to accordance with ANS1/TPi 1-1995 and NDS97 to be Incorporated as part of the budding design by a Budding Designer (registered architect or professional engmeer). When reviewed for approval by the braiding designer. the design loadings shown must be checked to be sure that the data shown are In age a ment withthe local building codes. beat climatic records for wlrui or snow loads, prged specffimtbns 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 rut. fully braced latertilly by a property applied rigidceding. they should be braced'. at a. maximum spacing of l0'-0' ox. Connector plates shall be manufactured from 70 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40, unless otherwise shown - FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to reslre a continuing resPosIndity for such veri- fieatbn. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over lmothoks, knots or distorted Bahr. Members shalt be cut for tight Bung wood to wood bmrft4 Con- nector plates shall be located ore 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 8- wlde x 8' king Slots (hobs) run parallel to the plate kroh specified. Double cuts on web members shall meet at the centrokl of the webs unless otherwise shown. Connector plate sizes are minbmmn staes basedon the forces shown. and may need to be increased for certain hand- ling and/or erection stresses. This truss is riot to be fabricated wtth flee retardant treated lumber unless otherwise shown. For addlaoral information on Quality Control refer to ANSI/7P1 I-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance wKh -Handling Instalift & Bracing'. HO91. Trusses are to be handed with particular can, during banding and bmmdlln& delivery imstallatbrn toto damage. Temporary and permanent bracing for holding tresses In a straight and plumb pos- Kim and for resisting lateral forces stall be designed and IstaUed by others. Careful hand- ling is essential and erection bracing is always re Wbed. Normal precautionary action far fusses m"res soch temlpmW braedmg durin8 Installation between busses to avoid toppling and dominomg. The smpeMston of erection of musses shall be under the control of persons experienced In the installation of tresses. Professional advice shall be sought if needed. Concentration of construction bads Beater than the design loads shall not be applied to tresses at any tone. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed JB: CHESAPEAKc D.L. WO: Clitv.3 TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 368# Support 2 249# Support 3 55# MAX LIVE LOAD DEFLECTION: L/913 at Mid -panel # 1 Ls-0.06" Ds 0.01" Ts-0.05" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.01" MAX HORIZONTAL LIVE LOAD DEFLECTION: Tat 0.01" RMB - 1.15 3-2-3 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. Sbim or wedge if necessary to achieve full bearing. Field Connection at Support 1 must be able transfer 136 pounds of horizontal reaction TC... FORCE ... CSI .BC ... FORCE...CSI 1- 2 -48 0.54 4- 3 -269 0.26 il: S ATY:2 - a ars-----Joint Locatiow aasaaRaasiaaasa s1)a e- 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 FIN 0- 4- 0 204 195 -368 HOT PIN 4- 7- 4 59 0 -55 BOT H-ROLL WndLod per ASCE 7-98, CfiC, V- 125mph, H- 15.0 ft, Is 1.00, Exp.Cat. B, Szt- 1.0 Bld Types Enel La 58.0 ft W: 4.7 ft Truss in Bur zone, TCDLs 4.2 psi, BCDL- 6.0 pef Impact Resistant Covering and/or Glazing Req 44" L �1 2 6�00 3.00 I 0-8-0 ,4 4-0-8 3�� 205# 8.00" 98# 2.50" 1-1-9 60# Sort Is(6 4-8-8 la j (R1-1-7) I C/L: 74 EXCEPT AS SHOWN PLATES ARE T120 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 tars VANNESSA DRnVIED0.1FL32766 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing wind bracing. portal bracing or shnrlar brwt g which Is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends andspecified bcatbns determined by the building de di er. Additional bracing of the overall structure may be required. (See NIB-91 of TPQ. rfcuss Plate Instltute, TPI.. is located at 583 D'Onofrfo Drive. Madison. W6scosm 53719). Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6603 Eng. Job: WO: CHEK3 Dwg: Tnns ID: S Dsgur: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac -PH: 1.25 BC eve 0.0 psf O.C. Spacing: 24.On BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf Design: Matrix Analysis JOB PATH: CA EE-LOKI/OBSICHEK3 HCS• 08.20.02 I I ' JB: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. WO: CHEK3 WE: TI: T ATY:2 DESIGN INFORMATION This design is for an Individual building component and has been basedon information provided by the client. The designer dbclatrus any responsibility for damages as a result of faulty or incorrect information. speclocat Ions 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 exencisn no control. wvahr regard to febka- ton. handling, shipment arid installation of trusses. This truss has been designed as an Individual budding component in accordance will ANSUTPI 1-1995 and NDS-97 to be incorporated — part of the budding design by a Budding Designer (regUtered arddtrd or professional engneer). When reviewed for approval by the building designerthe design loading; shown must be checked to be sure that the data shown are In agreement with the local budding codes. Mal dfmatr records for whhd a saory loads. project specifications or special applied loads. Unless shown, truss has not beendesigned for storage or occupancy bads. The design assumes eeupresslon chords (top or bottom} are contmu- osly braced by sheathing unless otherwise spaHied. 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 shall be manufactured from 20 gauge hot dipped galvanizedsteel 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 fabricators plans and to realize a continuing responsibility for such ved- fiation. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not to installed over knottholes, knots or distorted gab. Members shall be cut for tight fitting wood to wood baring. Coo- nector plates shag be located on both faces of the truss with nails fully imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wile x 40 king. A 6xS plate is 6" wide x 6" loft Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centtoid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss b not to be fabricated withfire retardanttreated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/7" 1-1995 PRECAUTIONARY NOTES Ali bracing anderection recommendations arc to be followed in accordance with -Handling Installing A Bracinf. 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- ition and for restating lateral forces shall be designed and installed by others. Careful hand - Unit is essential and erection bracing Is always required. Normal preautlonary action for during Installationbetween trusses to avoid toppling and. dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the installation of town. Professional advice shad be sought If needed. Concentration of construction loads greater than the design bads shag not be applied to trusses, at any there. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is conpleted. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 SLIDERS: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 293# Support 2 181# Support 3 41# MAX LIVE LOAD REFLECTION: L/999 L--0.02" Da 0.00" T--0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: Ta 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" ME - 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing - Field Connection at Support 1 mist be able transfer 99 pounds of horizontal reaction .TC ... FORCE ... CSI .BC ... FORCE...CSI 1- 2 35 0.28 4- 3 -112 0.15 a--a--asaa--Joint Location8asaaaaaaaaaaaaa 1) 0- 0- 0 3) 3- 4- 8 2) 3- 4- 8 4) 0- 0- 0 ---MAX. REACTIONS PER HEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 3- 4 69 99 -181 TOP PIN 0- 4- 0 161 143 -293 BOT PIN 3- 3- 4 43 0 -41 BOT H-ROLL lindLod per ASCE 7-98, C&C, V- 125mph, H- 15.0 ft, Iar 1.00, Exp.Cat. B, Hzta 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 k �121 6 00 Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails 3.00 I O-S-0 2-8-S 4 3 161# 8.00" 70# 2.50" �e 1-1-9 t►Fe 3-4-8 44-q 2SOn EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports r WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: (Maronda systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgur: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bradng shown on lids drawing is not erection bra which is a clot a co bracred y the bu din d similar baring Prot of the building design and which most be considered by the building designer. Bracing TC Dead 7.0 psi (407) 321-0064 Fax (407) 321-3913 shown Is for lateral support of tow members only to reduce buckling length. Provisions most be BC Live 0.0 psf TOMAS PONCE P.E. madee to or lateral bracing at ends and spew locations determined by the budding designer. bracing of the overall structure may be required. (see 11113-91 of M. BC Dead 10.0 psf LICENSE #0050068 ('buss plate Institute. T14, is bated at 583 D'Onafrb Drive. Madison. Wisconsin 53719). loos VANNESSA o".OVIEDOXI-32766 TOTAL 33.0 psi' scale = 0.8355 Truss ID: T Date: 10-09-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA uea% urarus mmysu JUD lAltf: (,:11CC-1A)AVV8J7CHCK3 HCI- 08.20.02 ` . I I JB: CHESAPEAKE K 3 AC: Wo UPUFT D.L. WO: CHEK3 WE: TI: U QTY:2- DESIGN INFORMATION This design is for an Individual busing componentand has been based on information provided by the chent. The designer dleclahts any responsibility for damages as a result of faulty or Incorrect lydon atwn. specifications andIm designs furnished to the tow designer by the cile d and the correctness or accuracy of this hdormatbn as x may relate to a spe- cdk project and accepts no responsibility or exercises m control wWt neprd to faMtca- tbn, handling. shipment and trnstapatton a trusses. This tow has been designed as an individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pert of the building design by a Building Designer (registered architect - professional ender). when reviewed for approval by the building designer. the design loadings shown must be checked to be sum that the data shown are in agreement with the local building codes. Local eiInatic necmds for wtrnd or snow Loads. project specifications "special applied. loads. Unity shown, truss has not been designed for storage" occupancy bads. The design assumes compression chords (top m bottom) am coralnu- ousiy braced by sheathing unless otherwise specified. Where bottom chords In tealon ate 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 shad 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 vm* that this drawing B M conformance with the fabricator's plans and to res a continuing respons"ty for such ved- Ilcatwn. Any discrepancies are to be put in writing before cutting m fabncaten. Plates shall not be installed oven knotholes, knots w distorted gain. Members shaft be cut for tight mtmg wood to wood bearing. Con- nector plates shad 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 proles) run parallel to the plate length specified. Double cuts on web members shall meet at the ceutrdd of the webs unless otherwise shown. Connector plate sizes are mWnirmum sites based on tie 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 barber unless otherwise shown. For additional Information on Quality Control refer to ANSIrM 1-1995 PRECAUTIONARY NOTES All bracing and erection are to be followed In accordance with -Handling Installing & Bracing'. HIB-91. Truss" am to be handledwith 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- ltlan and for resisting lateral force,, stall be designed and Instated by others. Careful hand - !mg is essential and erection bracing B always required. Norval precautionary action for U--Jti such temp mq kaeN duriq installation between tresses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the contra of persona experienced in the Installation of trusses. Professional advice shag be sought if needed. Concentration of construction bads greater than the design loads stall not be applied to trusses at any Ume. No bads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BUT C80RDSt 2x4 SP #2 SLIDERS: 2x4 SP #2 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCEMDULE: Support 1 157# Support 2 191# MAX LIVE LOAD DEFLECTION: L/964 at JOINT # 2 L--0.02" D- 0.00" T--0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX BDRIZONTAL LIVE LOAD DEFLECTION: T. 0.04" RMB - 1.15 MULTIPLE LOADS -- This design is the - aaaaaaaaaa:aJp t Locationsaaaaa-as :azaa-a composite result of multiple loads. al) 0- 0- 0 3) 2- 0- 8 All COWRESSION Chords are assumed to be 2) 2- 0- 8 4) 0- 0- 0 continuously braced unless noted otherwise. ----MAX. REACTIONS PER BEARING LOCATION----- WisdLod per ASCB 7-98, C&C', V- 125nph, X-Loc Vert Boriz Uplift Y-Loe Type Ha 15.0 ft, Ia 1.00, Exp.Cat. B, Rzt- 1.0 0- 4- 0 2.27 131 -157 BUT PIN Bld Type. Encl L- 58.0 ft W- 2.0 ft Truss 1-11- 4 60 0 -191 BUT H-ROLL 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 -24 0.20 4- 0 -229 0.05 0- 3 46 0.02 2-0-8 Ilk 1 2 6.00 1-2-8 0 4-2 4 3.00 i 0-8-0 1-4-8 I 4 3 �y0" 127# 8.060# 2.50" 11117) � (12-0-8 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 -' WARNING: READ ALL NOTES ON THIS SHEET. Maronda Systems 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 erection tracing, wind bracing. portal bracing or straRar 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 buckling length. Provisions must be TOMAS PONCE P.E. made to anchorlateral bracing at ends and specified locations determined by the building designer. bracing of the overall structure may be required. (See H18�91 of TM. LICENSE #0050068 (Truss Plate Institute. TPI. is bated at 583 D'Onofio Drive, Madison. Wisconsin 53719). 1005 VANNESSA DROVIEDO.tL32766 scale = 1.1370 Eng. Job: WO: CHEK3 Dwg: Truss ID: U Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFae - Lbr. 1.25 TC Dead 7.0 psf DurFae - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf ,05.02- 7883- 44 —.5- -..... --•nN Jvon MAIL t.:utZ LVAtJVBNn HCAJ NCS• 0&20.02 DESIGN INFORMATION 7Tds design is for an individual budding component and has been based oninformation 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 ,gent. and the dxasecuteas or amuacy of this Informationas It may relate to a ape- elfic per Ject and accepts no responsdblifty or exercise m dxmirol wdh se�:d to fabrlda- tion. handling. shipment and lnstalation of busses. Ibis truss has been designed as an fndtvldud budding aomponent.Ii accordance wish ANSIfM d-1995 and N3S-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional enginecrl- When reviewed for approval by the building destgn- the design loadingsshown must be checked to be sure thatthe datashown are In agreement with the local budding. codes. Local cihnatfc records !or wId or snow loads. pryect spedN4tbns or special Wiled loads. Unless shown. tntsa has not been designed for storage or occupancy bads. The design assrnses compression chords (top or bottoml are conthut ousty braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced later lty by s properly applied rW aef ing. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shagbe manufactured from 20 gauge hot dipped gahwilved sfed meeting A.S`kM A 653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication. the fabricator shag review this drawing to verify that this drawing is 1n. conformance with the fabricators plans and to realize a. continuing responsibility for sods vai- firatbn. Any discrepancies are to be put in writing before cutting m fabrication. Plates shall not be Wtalledover knotholes. knots or distorted grain. Members shag be en for tight f lung wood to wood bearing. Con- nector plates shag be located out both faces of the truss with nags fully imbedded and shag be sym- about the Joint unless otherwise shown. A 5x4 plate is F wide x 4- berg. A 6x8 piste Is 6' wide x T brig. Slots (hales) ram parallel to the plate length specified. Double cuts on web members shag meet at the cent -id of the webs unless otherwise shown. Connector plate sixes are nhdntun size basedon the forces shown and may need to be inncreasedfor certain hand- ling and/or erection stresses. This tnras is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional inforrnatbn. on Quality Control refer W ANSI/TPI L-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations are to be !allowed to accordance with -Handling I staffingA Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid danaep. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Mon and for reslstmg lateral forces strap be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for tfti— fegtufes such teapotary bra dude% installation between trusses to avoid toppling and dornmomg. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trues, lrtdeasbnsl advice shag be sought If needed. Concentration of conatr,ncifon toads Beata than the design loads slug not be applied to buses at any time No loads other than the weight of rite erectors shag be applied to trusses until after all fastening and bracing is completed. JB: CHESAPEi i:r K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BUT 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: t,rieK3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSICK Chords are assumed to be continuously braced unless noted otherwise. Field Connections at Support l 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 Bld Type- Encl L- 58.0 ft W. 0.8 ft Truss in &ND zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC...FORCS... CSI .BC ... FORCE...CSI 1- 2 5 0.01 4- 3 0 0.00 TI: V QTY:2 -- ===.joint Locations=-===_--.-_---- 1)--O a2 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 ----MAX. REACTIONS PER BEARIMG LOCATION----- X-Loa 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 BUT H-ROLL PROVIDE UPLIFT CONNBCRTON PER SCEEDQLE- Support 1 ill# Support 2 77# _ 0-9-0 L Ilki 2 6 0000 0-9-0 Ilk 4 65A 7.50" U 1.50" (,f� 4��.50" Jai 0-0-1 le (RI-1-7) I '(RO-0-1) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSIFM 1-1995 Over 3 3u Supports-0 WARNINU: READ ALL NOTES ON THIS SHEET MarOnda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD. Fit.. 32771 which a o[ the g "a erection tbracing wend bracing portal bracing or stvdlar bracing part budding design and which mustbe consideredby the building designer. Bracing. (407) 321-0064 Fax (407) 321-3913 shown is for lateral support of truss membets only to reduce buckling length. Provisions most 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 may be required. (See HIB-91 of TPQ. LICENSE #0050068 (Ruse Plate Institute. TPL. Is located at 583 D'Onoftio Drive, Madison. Wisconsin 53719). 1005 VANNFSSA DMOVIEDOSI-32766 Attach n"�) aois Attach with (1) 10d Toe -Nags scale = 1.7484 Dwgt Truss ID: V Dsgnr: TLY Chk: I Date: 10-09-02 TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 PSf BC Dead 10.0 psf TOTAL 33.0 DurFac -Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA t/erign: Md = Anary.HS JUB PAIIf: CAIEE-L.OKV08STCHEK3 HCS: 0&20.02 DESIGN INFORMATION This design Is for an ballviduat budding component and has been based onkdormation provided by the client The designer disclaims any responslbWty for damages as a result of fangy or meortect information. specifications and/or designs furnishedto the truss designer by the client and the mrrech ess or accunaey of Orb information as it may relate to a spe- clik project and accepts no responsibility or exerclaes cam control wRh r�rd to fabrica- tion, handlhng. shipment and Wtallabon of tosses. This truss has been designed as an Individual building componentin accordance aril ANS,rM I-I996 and NDS-97 to be Incorporated as part of the building design by a Bufding Designer (registered architect or professional engineer). When 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. local clhnatic records for wind or snow loads, project specifications - special applied toads.. Unless shown. truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottoml are continu- ally bracedby 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 la-0" o.c. Connector plates shag be manufactured form 20 gauge hot dipped galvanmed. sled meeting AS[M A 653, Grade 40, unless otherwise shown, FABRICATION NOTES Prior to falsrk rain, the fabricator shall review this drawling to verify that this drawing is in conformance with the fabricator's plows and to realbe a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before crNhsg or fabrication. Prates shall not be installed corer knotholes. knots or distorted grain. Members shag be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with mails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate Is W wide x 4' king A 6x8 plate is go wide x 8- long. Skis (holes) run pana(ld to the plate length spectlkd. Double cuts on web members stall meet at the centrod of the webs unless otherwise shown. Connector plate sties ane minhnum slop based on the fours shown and may need to be increased for certain trand- Nng and/ar erection stresses. Thts truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIfM 1-1995 PRECAUTIONARY NOTES Alt bracing and erection recommendations are to be followed in accordance with -Handling Installing & Bracing'. HIB-91. Tosses are to be handled with particular care during banding and bundling, dehvety and installation to avoid damage. Temporary and permanent bracing for holding cusses In a straight and plumb pos• Cton and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erectionbracing is always required. Normal precautionary action for trusses requires such temporary bracing dur4 installation between trusses to avoid toppling and doinmolrW The supervision of erection of trusses shalt be under the control of persons experienced In the installation of trusses. Professional advice shall be so right C needed. Concentration of construction loads greater than the designbads shall not be applied to ttusses at arty time. No loads other than the .eight of the erectors sha11 be applied to trusses until after all fastening and bracing b completed. JB: CHESAPEAiiE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 HOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 WEDGES: 2x4 SP #2 WadLod per ASCE 7-98, C&C, Va 125aph, H- 15.0 ft, Ia 1.00, Exp.Cat. B, &zta 1.0 Bld Type. Encl La 58.0 ft W. 9.9 ft Truss in END zone, TCDL. 4.2 psf, BCDLa 6.0 psf Iagact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTIONS L/999 Ls-0.01" Da 0.00" Ta-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB a 1.00 0-6-2 i EK3 WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumbed to be continuously braced unless noted otherwise. Sad vertical(s) not designed for exposure to lateral wind pressure. PROVIDE UPLIFT LION PER SCHEDULE: Support 1 588# Support 2 331# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 274# -TC ... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 586 0.45 5- 4 -737 0.40 2- 3 -55 0.34 TI: W ATY:2 " aaa..sa.saaaa-Joint Locations ... =as........ 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 PLP To TC Vert L+D 0 0- 0- 0 -88 9-10-3.3 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ---MAX. REACTIONS PER HEARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 0- 5-11 214 274 -588 HOT PIN 9- 9- 0 417 0 -331 HOT H-ROLL 9-10-13 Ilk 1 2 3 3X8 - -' 9-10-13 5 4 215#f 11.31" 417# 2.50" (R1) � 9-10-13 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1.1995 scale = 0.4873 �-- WAIKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: W Maron a Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg' Truss ID: W CONTRACTOR. BRACING WARNING: Bracing stiowsa on this drawing Is not erection bmdng, wind bracing, portal bracing or similar bracing which is a part of the budding design and whichmust be considered by the budding designer. Bracing shown b for lateral support of tress members only to reduce buckling length. provisions must be w de to d al bra lateral the at tr ends my "d' iced. (d`t`rnnrrea by the h,ridmg des'g'er. � (see H16-sf of TPlr- frnuss Plate institute. TPI. Is located at 583 D'Onofnb Drive. hfaduon. Wisconsin 53719). Dsgar: TLY Chit: Date: 10-09-02 TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.o psi TOTAL 33.0 psf DurFaC - Lbr. 1.25 DurFae - Pit: 1.25 " O.C. Spacing: 24.0 Design Criteria: TPI �,t9 ^_ Code Desc: FLA V_:09,05.02- 7895- 5, 4005 MARONDA WA Y SANFORD, FL. 3277I (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. 110ENSE #0050068 loos VANN£SSA DP-MEDo.PL32766 —5— --,— --,— was rnrn: t : uec r vAvvuttC dtAJ HCS: 0&20X2 16: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION nib design is for an IndWlduW building component and has been based on information Prodded by the cNcLL. The designer disciabos any msponsftKy for damage as a exult of faulty or incorrect Information, specifications and/or designs furnished to the tnus designer by the client and the mrr dness or accuracy of this information a it may relate to a spe- eglo project and accepts no responsibility or exercises no control with nerd to fabrica- tion. handling. shipment and installation of trusses. This truss has been designed as an individual building component in accordance wab ANSI/TP1 1-1%5 and NITS-97 to be incorporated as part of the building design by a Building Designer f eglstered archned or pmfessknal engliwerj. 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 kcal budding code. local cikrattc recath for wkM or snow leads. project spxtlkatbns or special applied. loads. Unless shown. truss has not been designedfor storage m occupancy loads. The design assumes compression chords (top or bottom) are co i mu- muly braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rtgld aWng. they should be braced ata maximum spacing of Id-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shell review this drawing to verify that this drawing Is In conformance withthe fabrdcatoes plans and to r lfte a continuing responsibility for such veri- fkatlon. Any discrepancies ate to be put in writing blare cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grata. Members shall be cut for fight filling wood to wood bearing. Con- nector plates shad be located on both faces of the truss with Daft fully Imbedded and shalt 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. Slots (holesi run parallel to the plate length specified. Double cuts on web members shag meet at the centrold of the webs unless othembe shown. Connecmr plate stria are minaaom Ines based on the forces shown and may need to be knceased for certain hand- dng and/or crectbrt stresses. this truss is not to be fabricated with the retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSi/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing. and erection recommendation are to be followed in accordance with -Handlirng Installing d Bradng'.. HIS-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage.. Temporary and permanent hbacmg for holding trusses in a straight and phmnb pos- Rion and for resisting lateral farces shall he designed and installed by others. Carefulhand- ling is essential and erection bracing Is always required. Normal precautionary action for tngses -quit- such temporary bradng during installation between bwses to avoid toppling and dmdnotrig. The supervision of erection of trusses shall be under the control of persons experienced m the Wtallation of trusses. Professional advice shad be sought if needed. Concentration of costrixtlon loads greater than the design loads shad not be applied to trusses at any time. No bads other than the weight of the erectors shall be appliedto trusses until alter all fastening. and bracing Is completed. TOP CHORDS: 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 SCHEDULE: Support 1 375# Support 2 430# Support 3 56# MAX LIVE LOAD DEFLECTION: L/999 L--0.01" D- 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLEMON: T- 0.00" MAX HORIZOr1T7iL LIVE LOAD DEFLECTION: T- 0.00" RMB - 1.00 2-5-11 0-6-2 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the ccagosite 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, H- 15.0 ft, i- 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type- Part L- 58.0 ft W. 4.7 ft Truss in END zone, TCDL- 4.2 pef, BCDL= 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: W 1 QTY:1 - = ------===-=Joint LOcati0n8=======-==r_=,s 1) 0- 3- 2 3) 4- 6- 9 2) 4- 6- 9 4) 0- 3- 2 ------------ TOTAL DESIGN LOADS ------------ Uniform 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 SHARING LOCATION----- X-Loa Vert Horiz Uplift Y-Loc Type 4- 6-13 120 52 -430 TOP PIN 0- 2- 8 28 121 -375 Bar PIN 4- 7- 2 240 0 -56 HOT H-ROLL 4-8-9 Ilk 1 2 4 28# 4.95" 1-6-Z (R1-6-) �' 0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 LKaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Matrix Analysis 2-2-2 3 '1 120d 2.83" 4-8-9 001" CANT: 0-0-7 cfr. A ti Over 3 Supports WAKRIKU: 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 whichmust be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the build"designer. Additional bracing of the overall structure may be required. (See HIS-91 of MT Musa Plate Institute. 7P1. Is located at 583 D'Onofrto Drive. Madison. Wisconsin 537191. JOB PATH: C:1TEE4,0KVOBSICHEK3 Attach with (3) 10d Toe-Naft Attach with (4) 10d Toe -Nails scale = 0.8481 Eng. Job: Dwg: Truss ID: WI Dsgur: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - UOF 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 HCS. 08.20,02 JB: CHESAPEAKE K 3 0# UPLIFT D.L. WO: DESIGN INFORMATION This design is for an Individual bu$di :g component and has been based on Information provided by the. client The designer dis lakes any responsibility for damages as a result of fautty or Incorrect Information. specifications and/or designs fumished to the truss designer by the clientand the correctness or accuracy of this information as it may relate to a spa-. rime project and accepts no responsibility or exercises no control with regard to fabrics- mon, fa ndlip& shipment and trutaBatfon of trusses. This truss her been designed as an Individual. building. component In accordance with ANSUTR 1-19%and NDS:-97 to be incorporated as part of the budding design by a Building Designer lregstered architect or professional. engineed. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the bat building codes, : k al dlmatfe records [m aMd or snow Iwds. project specifications or special applied bads. Unless shown. tress has not been designed for storage or occupancy loads. The design assumes compression chards (top or bottom) are continu- ously braced by sheathing unless otherwise apecffkd. Wivne bottom chords In tension are not fully braced latendly by a properly applied rigid ceding. they should be braced at a maxmum spacing of 10'4r ox. Connector plates shall be manufactured from 20 gauge bed IM dipped galvanized steed meeting ASA 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabdation, the fabricator shall review this drawing to verify that the drawing is In conformance with the fabr:ater's pleas and to reaLte a continuing responsibility for such verb Batten. Any d6cepandes arc to be put in ..writing before cutting or fabrication. Plates shall not be tnstalied over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Corr nectar plates shall be bated 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' ion& A rise plate is 6' wide x fr long Slots (holes) rum parallel to :the plate length specified. Double cuts on. web members sham meet at the centrold of the webs unless otherwise sboam. Connector plate she >:are mhnmu rn sizes based on the forces sbown and may need to be increased for certain rand- ling and/or erection. sboses. This truss is not f to be fabricated with fire retardant treated .:lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES AB bracing and erection recommendations are to be followed In accordance with'Handling. installing h Bracing', HfB-91. Trusses are to be handled wish 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- Mon and for resisting lateralforces shall be designed and Installed by others. Careful hard - ling is essentlal and erection bracing is always replied. Normal precautionary action for tresses -0— such temporary bracing during Installation between trusses to avoid toppling and dominohrg The supervision of erection of busses shall be under the canard of persons experienced in the Installation of busses. Pmfesetonal advice shalt be sought if needed. Concentration of construction toads greater. than the design loads stall not be applied to busses at any time. No loads other than the weight of the erectors shalt be applied to trusses until after all fasterang and bracing is cm npkted. TOP CHORDS: 2x4 SP #2 D HOT 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. PROVIDE HORIZONTAL CORWTION PER SCHEDULE Support 1 203# MAX LIVE LOAD DEFLECTION: L/254 at Mid -panel # 1 L--0.33" D. 0.05" T--0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB - 1.15 4-3-15 0-6-6 i am Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cagq3osite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Field Connection at Support 1 —,Pit be able transfer 172 pounds of horizontal reaction Wndiod per ASCE 7-98, C&C, V= 125mph, H- 15.0 ft, I- 1.00, Exp.Cat. B, Kt. 1.0 Bld Type- E71 L= 58.0 ft W- 7.0 ft Truss in INT zone, TC)L= 4.2 psf, BCDL= 6.0 psf Imgact Resistant Covering and/or Glazing Req TC...FORCE... CSI .BC ... FORCE ... CSI 1- 2 -71 1.00 4- 3 0 0.85 TI: Y ATY:4 =_=-eueJoint Locations==== ===__==_== 1) 0- 2- 0 3) 7- 0- 0 2) 7- 0- 0 4) 0- 2- 0 --MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 172 -356 TOP PIN 0- 4- 0 280 203 -433 HOT PIN 6-10-12 81 0 -52 HOT H-ROLL PROVIDE UPLIFT CONNKMON PER SCHEDULE: Support 1 433# Support 2 356# Support 3 52# 7-0-0 1 2 6 0000 I 1 ri 7-0-0 4 281# 8.00" 151# 2.501r L 1-1-9 -L 7-0-0 82# .50n 10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSM1 1-1995 Over 3 Supports Attacli with (3) 10d Toe-Na ft Attach with (2) 10d Toe -Hauls scale = 0.4854 �-� WAM I N Ili: READ ALL NOTES ON THIS SHEET. Eng. Jab: Marondd Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING �yg: Truss ID: Y CONTRACTOR. Dsgnr: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFae - Lbr. 1.25 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing shown on this drawing is not erection bracing, mind bracing, portal bracing or similar bracing which isa part of the building design and which must be considered by the building designer. Bra Log TIC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-0064 Fax (407) 321-3913 shown isfor lateral support of truss members only to reduce buckling length Pmvslo , must be BC Live 0.0 psf n O.C. Spacing: 24.0 TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing ing of the overall structure may be required. (See HIB-91 of Mi. Dead 10.o psf Design Criteria: TPI LICENSE #005W68 ff uss Plate Institute, TPI. Is bated at 583 D'Onnfrio Drive, Madison. Wisconsin 537191. Code Desc: FLA 1005VANNessA Da.ovlEDo.M32766 I TOTAL 33.0 psf _ Design: Matrix Analysis JOB PATH: CATEE-LOKVOBStCHEK3 HCS: 08,20.02 DESIGN INFORMATION This desert is for an Individual building component and has been based on Infottnatton provided by the chenL The designer dlsclaans any respomg wty for damages as a result of faulty or i correct tnformation. specification and/or designs furnished to the truss designer by the client and the correctness or accuracy of this idormatbn as It may relate to a spa cHk pryer and accepts no responsibility or exercises no oonntml adth regard hi [abrica- tion, handling. strimment and matihation of trusses. This truss has been designed as an Individual bulidtng component in accordance wit ANSIrM I-I995 and NDS97 to be Incorporated u part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown. most be checkedto be sure that the data shown are In agreementit with the lost bulling codes. bleat dimaik reoarrfor wind or snow bads. pmJect specifications or special applied bads. Unless shown, tress has not been designed for storage or occupancy Inds. The design assumes compression chords (top or bodoml are continu- ously braced by sheathing unless otherwise speciiiaa. Wbere bottom chords In tension are not fully braced laterally by a properly applied ngld ceiling. they should be braced at a maxkmrmn spacing of 101-W o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 663. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator stall review this drawing to verity that this drawing Is In confoumance with the fabricaWes plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates stall not be installed over knotholes. knots or distorted grate. Members seal be cut for tight fitting woof to wood bearing. Con- nector plates shall be located on both faces of the truss with nags fully kabedded and shall be sym. short the joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long: A fix$ plate is 6' wide x 8" long. Sias (holes) run parallel to the plate length specified. Double cuts on deb members shalt meet at the centroldof the webs unless otherwise shown. Connector plate aim are mmtmurn sizes based on the forces shown and may need to be increased for certain hand - UK and/or erection strove:. This truss is not to be fabricated with ere retardant tasted lumber unless otberwfse shown. For additional bliormation on Quality Control refer to ANSI/TPI 1-19M PRECAUTIONARY NOTES AD bracing and erection rennmmenciatlons are to be followed In accordance with -Handing 1nata0mg & Bracing". HIB-91. Trusses are to be handled with particular care during banding and Nou h t& delivery and installation to avoid damage. Temporary and permanent bracing for holding tntsaes ina straight and phanb pos- ion and for restating laten d forces shalt be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Nonmal precautionary action for harass: repifes such temporary bracing during installation between trusses to avoid tippling and dommoing; The supervision of erection of trusses stall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads stall not be applied to tnsses at any Ur ne. No bads other than the weight of the erectors shall be applied to trusses until alter all fastening and bracing Is canpleted. JB: CHESPEAKE K 3 AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CSORDSt 2x4 SP #2 iQEI)GES: 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 DEFLECT ON: L/635 at Mid -panel # 1 L--0.y100�"�r,D- 00r.0�1y1 T�--O,.�i088"�pp��,�r MAX BOtRIWNZAL TOTAL LOAD DEFLN.TIONs T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION- T- 0.00" RMB - 1.15 CHEK3 WE: Analysis based on Simplified Analog Model. MCILTIPLE 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 147 pounds of horizontal reaction trndLod per ASCB 7-98, C&C, V. 125sph, H- 15.0 ft, I- 1.00, EXP.Cat. B, Kzt- 1.0 Bld Type- Enal L- 58.0 ft W. 5.1 ft Truss in INT zone,. TCDL= 4.2 pef, 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 Ti: Z ATY:4 - ---Joint Locations--aaav,as - -:-- -1) 0 2a =:0 3) 5- 1- 8 2) 5- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATICm----- X-Loc Vert Boriz Uplift Y-Loc Type 5- 0- 4 310 147 -278 TOP PIN 0- 4- 0 219 191 -399 BUT PIN 5- 0- 4 60 0 -44 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 44# k 5-1-8 'I 1 2 k 6 0000 3-1-2 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails ffi9 M 5-1-8 k 4 3' 219# 8.00" 110# 2.50" la 1-1-9 -1, 5-1-8 61# 50" (R1-1-7) C/L: 0-4 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSIPIPI 1-1995 Over 3 Supports scale = 0.6197 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: -WO' CHEK3 Marondd Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: Z CONTRACTOR. BRACING WARNING: >�: TLY Chk: I Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr. 1.25 4005 MARONDA WAY SANFORD, FL. 32 / / I BracIng spoon din this drawing is not erection brace wind portal bracing er similar bracing which Is a part of the buedmg design and whim most be considered by the building designer. Bracing for TC Dead 7.0 psf BC Live 0.0 DurFac - Pit: 1.25 O.C. Spacing: 24.0° pa (407) 321-00& Fax (407) 321-3913 shown is lateral support of truss members only to reduce buckling length. Provisions must be pSf TOMAS PONCE P.E. made to anchor Lateral bracing at ends and speciled. locations determined by the buidtrrg designer. m Additional bracing of the overall structure may be required. ed. (See HII of TPI). BC Dead 10.0 psi Des n Crltena: TPI 19 LICENSE #0050068 fhuss Plate institute. TPL is located at 583 D'thnofrio Drtve, Madison. Wisconsin 53719). Code Dese: F LA loos wANN£SSA Dr CVVlED0.FL3nes TOTAL 33.0 pS_f V-09 05.02- 7899- 6( LCAgn: marts Armrpu JUB rArH: t,.:11&&-LUKVVHMCHFX3 Ha• 08.20A2 DESIGN INFORMATION 71ds design is for am mdtvMual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or des" furnished to the truss designer by the client and the correctness or accuracy of this information as it may relate to a spe- cule project and accepts no responsibility or exercises no control Walt rgerd to fabries- ton, handling, shipment and installation of misses. tMs tins has been designed as an Individual building componentIn accordance wit ANSI/7PI i-1995 and ND-- 97 to be incorporated as part of the building design by a Budding. Designer (registered architect or professional engineer). Whenreviewed for approval by the building designer. the design loading shown must be checked to be sure that the data shown are inagreement with the local building codes. local climatic recoils for wind or stow loads. 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 contmu- ously braced by sheathing unless otherwise specified. Wlxre bottom chords m tension are not fully braced laterally by a property applied rigid ceding, they should be traced at a maximumspacing of 19-W o.c. Connector plates shall be manufactured. from 20 gauge hot dipped gahantred steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Frier to falr,mmon. the fabricator stall review this drawing to veffiy that this drawing is in conformance with the fabrfcalm s plans and to meahae a continuing responsibility for such ved- flmuon. Any discrepancies are to be put in wrong before cuttng or fabrication. rates stall not be Installed am Imothotes. knots or distorted gram. Members shall be cut for it& Bing wood to wood bearing. Con- nector plates simile be located on tout faces 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 G" wide x Jr long. Slots (holes) run parallel to the plate length specified. Double cuts on web mmnbm shall meet at the centrod of the webs unless otherwise shown. Connector plate slur are minimum .comes based on the forces shown and may need to be increased for certain hand - Oft ami/or erection stresses. teas truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSIrM I-1995 PRECAUTIONARY NOTES Au bracing and erection recommendations are to be followed. In accordance with -Handling Installing @ Bracing". 11113-91. iYnases are to be handled with particular tart, doming banding and hurdling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- alon and for resisting lateral fora, shall be designed and Installed by others. Careful hand- ing is essential and erection bracng is allways rqumed. Normal precautionary action for h ussts -phn such t-Waiy 1) acN dwlq mstaaatlon between tosses to and toppling and dommong. The supervision of erection of trrssn shag be under the control of persona experienced in the Instrdlaiom of tries. Professional advke &hall be son& a needed. Concentration of monswctiom wads greater than the design loads stall not be applied to tresses at any time. No wads other than the weight of the erectors shall be applied to mosses until after all fastening and bracing is completes. JB: CHESAPEAKE K 3 AC: 1 J# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WAS: 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 DEFLECTIONi L/999 L>•-0.01" D. 0.00" Tw-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION. Ta 0.00" RMB a 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 91 pounds of horizontal reaction WndLod per ASCE 7-98, CAC, V. 125mph, Ha, 15.0 £t, I. 1.00, Exp.Cat. B. 1Czt- 1.0 B1d Type- Encl L= 58.0 ft W- 3.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI .BC ... FORCE ... C'.SI 1- 2 31 0.25 4- 3 0 0.19 TI: Z1 ATY:4 ass--Joint Location's::as:sit :asaasa 1) = 0-a 0 3) 3- 1- 8 2) 3- 1- 8 4) 0- 2- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 91 -176 TOP PIN 0- 4- 0 154 118 -287 DOT PIN 3- 0- 4 36 0 -27 BOT H-ROLL PROVIDE UPLIFT CONNECTION PER SCH®QLE: Support 1 287# Support 2 176# Support 3 27# Ilk 3-1-8 I. 1 6 00 2-1-2 3-1-8 4 154# 8.00" 67# 2.50" 1-1-9 _I 37# 2 0" 3-1-8 (R1-L-7) C/L: -)-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TP1 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 WAKINII44: 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 tracing. pores 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 lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations ddtermlaed by the budding designer. Additional bracing of the overall structure may be required. (See HID-9I of M. fhuss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 537191. Attach with (3) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Eng. Job: WO: CHEK3 Dwg: Truss ID: Zi Dsgw: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 usf vno nr; nl- 70nn_ AI .....a,.. a...... f,., ion rnrn: HCS fj8X02 DESIGN INFORMATION This desW% is for an Individual building component and has been based on Information provided by tiles client The designer disclaims any responsibility for damages as a. result of tautly or incorrect tnformation, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this Information as a may relate to a spe- cific project and accepts no responsibility or rxames m control watt regard to fabrio- tion. handihtg. shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI I-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer 0e09-ed architect or professional engine ,4 When reviewed for approval by the building designer, the design loadings shown most be checkedto be sure that the data shown are in agnxment with the local building code. local cLusattc recants fa wind or snow bads. project specifications or special applied bads. thrless shown, truss has not been designed for storage or occupancy bade. The design assume compression chords (top or twtto al are continu- ously braced by sheathing unlessotherwise 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 IO'-0' o.c Connector plates shall be manufactured from 70 gauge hot dipped pkvanlud steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shell review this drawing to vertfy that this drawing is in eonfomarxe with the fabricators plans and to tealbi a continuing responsibility for such ved- (]cation. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con- nector plates shall be located on both. tarn of the truss with raga fully imbeddedand shall be sym. aboutthe joint unless otherwise shown. A 5x4 plate Is 5' wide x 4' lung. A 6" plate is T wide x Ir long. Slots (holes) ramparallel to the plate length specified. Double cuts onweb members stall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are mtnlmun skes based on the form shown and may reed to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with tie retardant treated lumber unless otherwise shown. For additional. Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing miderection recommendations are to be followed in accordance with'liandhng installing Q. Bracing". Iff"l. 9tusses are to be handled with particular care during banding and bundling, delivery: and kafallatfat to avoid damage. Temporary and pemanent bracing for holding trusses in a straight and plumb pos- Rion and for existing lateral forces shall be designed and Installed by others. careful hand. -ling Is essential and eledton bracing is always required. Normal precautionary action for tnissm rewti 8 such temporary b ddm dwt* installation between trusses to avoid toppling and dominob4 The supervision of erection of trusses shall be under the czntral of persons ezpakroed In the Instalistbn of trusses. Professionaladvice shag be sought if needed. Concentrationof construction bads greater than the design bads shall not be applied to trusses at any time. No loads other than the weight of the erectors shag be applied to trusses until after all fastening. and tracing is co nplefed. JB: CHESAPEAKE- K-4- AC: 10# UPLIFT D 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 Ira 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: CHEK,3 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 31 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- Earl L- 58.0 ft W. 1.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE...CSI .BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 TI: L2 ATY:4 " ------Joint Locations ---------- -- --- -1�- 02- 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 HOT PIN 1- 0- 4 12 0 -7 BOT H-ROLL PROVIDE UPLIFT CON?8=01N PER SCHMOUI,E: Support 1 165# Support 2 65# Support 3 7# Imo_ � 1 2 6�00 4 3 89# 8.001r 25# 2.50" la 1-1-y 1-1-8 13# 2. " (R1-1-7) C/L: 1 EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSUTPI 1-1995 Over 3 Supports WAKNIN4: READ ALL NOTES ON THIS SHEET. Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARON DA WAY BRACING WARNING: SANFORD, FL. 32771 Bracing alncan on this drawing is not erection bracing, wind tracing, portal bracing m stm(W 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 one to reduce buckling length. Provisionsmust be TOMAS PONCE P.E. made to anchor lateralbracing at ends and specified locations determined by the building designer. Addlnonal bracing of the overall structure may be required. (See HIB-91 of TPI). LICENSE #0050068 RYuss Plate Institute, TPb. Is Located at 583 D'Onofrio Drive. Madison. Wisconsin 537191. Attach. with (1) 10d Toe -Nails Attach with (1) LOd Toe -Nails scale = 1.5123 Eng. Job: WO: CHEK3 — Dwg: Truss ID: Z2 Dsgar: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Mr. 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- 7901- 6: Design: Man Analysis JOB PATH: CATFF.-WKIJOBStCHM HCS 09.2002 I I i JB: CHESAi;EAKE K 3 AC: 10# UPLIFT D.L. WV: CHEK3 WE: - TI: Z3 QTY:3 ` DESIGN INFORMATION This design is for an individual building component and has been based on tnformatio i p:wided by the client The designer disdain any responsibility for damages as a result of faulty or bucmrect infomnation, specNintbns and/w designs furnishedto the truss designer by the client and the aorrectrus;s or accuracy. of this Ivfarmatlon as it may relate to a spe-. ciBe purled and accepts no responsibility or exercises no control coral reed to labrfu-a- tbm hanNing, shipment and Installation of trusses. This truss has been designed as an h:dividuai b Oft component in accordance will ANSI/TPI 1-19% and NDS.97 to be Incorporated as part of the building design by a Building Designer (registered a -kited or professto-1 engineer):. When tevlewed for approval by the. budding designerthe design loadings shown must be chedwd to be sure that the data shown are In ageeernent with the local buttdtng codes, ism! dlmatk rocotds for vied or snow loads, p,"ert sP tuns or special applied bads. Unless shown. truss has not been. designed for storage or occupancy bads. The design assumes compression chords (hop or bottan) are contlau- ously braced by sheathing unless otherwise specified. Where bdtam chords Intension am not fully braced tatenlly by a Properly applied rW cedlng, they should be braced at a marGmtrm spacing of l0-(r o.c. Connector plates shallbe manufactured from 20 gauge hot dipped galvanized steel. meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this diaming. is In cWcamaance with the fabricators Plana and to realhe a continuing resp insInWty for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installedover knotholes. knots m distorted gtalm Members shall be cut. for tight fluting wood to mood bearing. Con- nector plates shall be located on twat faces of the truss with nails fully tnhedded and shall be sytm about the Jolnt unless otherwise shown A 5x4 plate is 5" vide x 47 long A W plate is 6' wife x 6' king Slob (holes) run parallel to the plate length spectfeed. Double cuts on web members shall meet at the centroM of the webs on oUtermve shower_ Connector plate stus are rninbnuan sizes 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 fie retardant treated krmber unless otherwise shown. For additional Information on Quality Control rider to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Au. bracing and erection recommendations are to be followed In accordance with -Handling Installing h Bracing', HID-9 1. Trusses are to be handled withparticular care during banding and butrdllng delivery and installation to avoid damage- Temporary and permanent brad for holding trusses In a straight and ptu nb Pos- uton and for restAft lateral totces shag be designedand Installed by others. careful hand- Img is essential and erection bracing 1s always required. Normal precautionary action for ttti — mqubm -ch tem"aly Mat dmtng lrotagation between trusses to avoidtoppling and douinotng. The supervisionof erection of trusses shag be uuvder the contra of persona expgtmoed In the installation of trusses. Protessbnal advice shag be sousht if needed. Concentration of construction loads Beater than the design loads shag not be applied to trusses at any tare. No bads other than the weight. of the euectovs shag be applied to trusses until after all fastening and tracing Is completed. TOP CHORDS: 23c4 SP #2 BOT CHMS: s 2x4 SP #2 NEDGICS: 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 DEFLSCrION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB . 1.15 2-5-15 I 0-6-6 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the cooposite 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 NndLod per ASCE 7-98, C&C, V. 125aph, B. 15.0 ft, I- 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. Part L. 58.0 ft tit• 3.3 ft Truss in END 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 aQ•••Joint Locations ............... a1)0 2- 1 3) 3- 4- 0 2) 3- 4- 0 4) 0- 2- 1 ---MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Boriz 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 CONNECTION PER SC0CDULE: Support 1 330# Support 2 190# Support 3 55# L 3-4-0 L 2 6.00 2-2-6 3-4-0 F / 4 161# 3.50" 72# 2.50" `® 1-1A s}s 3-4-0 63# 2 50" EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSMI 1-1995 Over 3 Supports C/L: 3-2-12 WAKNINGS READ ALL NOTES ON THIS SHEET. Mar©nda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. 4005 MARONDA WAY BRACING WARNING: SANFORD, FL. 32771 Bracingg shown on this drawing is not erection bracing, wind b—big, portal bracing or sbngar bracing which is a part of the bugdmg 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. made to alre`hor braci bracingteral of the overall att�ure m and y requirectlIed ed. ((see H1ons `�`` e d TPI). building designer. LICENSE 80050068 (truss Plate institute. TPI. a kwatd at 583 MOnofrb Drive, Madlsom Wtsewvuki 537191. Attach with (3) 10d Toe -Naffs Attach with (1) 10d Toe -Nails scale aa 0.8424 Eng. Job: WO: CHEK3 Dwg: Truss ID: Z3 Dsgur: TLY Chk: Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr: 1.25 TC Dead 7.0 psf DurFac - Pit: 1.25 BC Live 0.o psi O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:09.05.02- 7902- 6-' r usgm marm Anoysis JUB PAf H: (;A1 Ef t/KUUM1 U1fEKJ HCS: 08.20.02 -0: CHESAPEAKE K 3 AC: 10# UPLIFT D.L. DESIGN INFORMATION This design. Is for an individualbuilding. component and has been based on information provided by the diem. The designer disehims any responsibility for damages as a result of fanny or Incorrect Infmmatiom, specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this hdmmatimt as it may relate to a spe- cific project and accepts no responsibility or exercties no control with regaid to fabrica- tion. tandlmg shipment and installation of tnisses. This truss has been designed as an individual building muponeng in accordance wab ANSIfM 1-19% and NDS-97j'tn be fncorporated as part of the bu dtog design !r' a Building Des%w (registered archged Qr prmfeasbrnl engineer). When reviewed for approval by the building designer. the design loadings shown must be checked to be sure that the data shown are to agreement with the local budding codes. bras elbnatle recmda (or wind br scow )ands, projed specifications or special applied loads. Unless shown.. lows has not been designed for storage or occupancy bads. lire design assumes compression chords Hop or bottom) are contlau- ously braced by sheathing unless otherwise specified. Where bottom chmrys In tension are not fully braced latetaIly by a property applied igid rcalling,. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped Phlintred steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabrfratmr shagreview this drawing to verity that thb4drawing 0 In conformance with the labrkatLes plans andto realize a cootInrdng responsibility for such ven-. fication. Any dfwepandes are to be put In writing before cutting m fabrication, Plates shall not be installed over imothoks. knots or distorted gram. Members shall be cut for tight fitting wood to wood beaAng. Con- nector plates shallbe located inn both faces of the tons with naffs fully Imbedded and shalt be sym. about the joinunless otherwise shown. A 5x4 plate Is 5- wide x V long ;A W plate is W wide x W bung. Slots (holes) nun parallel to the plate length specified.. Double cuts on web members shall meet at the centrold of the wets unless otherwise shown. Connector plate sties are minimum sties based on the forces shown and may need to be Increasedim certain hand- ling and/or erection stresaes.:`I his truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TR 1-Im PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance wph -Handling Installing a Bracing'. H1B-91. i lkusses are to be handled with particular cart during banding and bundling, delivery and bsjallattan to avoid damage. Temporary and permanent bracing for boNbrg trusses In a straight and plumb pos- Rion . and for resisting lateralfaces shall be designed and to billed by others. Careful hand- ling Is essential and erection b iacdng is always required. Normal preeautbnart action for ttwses requites such temporary brag dining Yutallatbn between trusses to avafd toppling. and damhnonng. The supervision of erection of trusses shall be under the control of person experienced in the bntallatbn;of Wanes. Professional advlm shag be sought Ifneeded. Conemttatbn of constructbn'hoada grrater than the design loads shag not be applied to trusses at arty tire. No loads other than the Weight of the erectors shall be applied to trusses void after all fastening and bracing Is canpleted. . 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= 0.004 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T_ 0.00" MAX HORIZONTAL LIVE LOAD DBFLEMON: T. 0.00a RNB - 1.15 WO: CHEK3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPR&SSION 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 ASCH 7-98, C&C, V- 125mph, H- 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. Part L. 58.0 ft W. 1.1 ft Truss in END zone, TCDL• 4.2 psf, BCDL. 6.0 psf _TC ... FORCE ... CSI-BC ... FORCE ... CSI 1- 2 10 0.03 4- 3 0 0.02 1 F6.00 _a . ---Joint Locations .............. l)� 0- 2 0 3) 1- 1- 8 2) 1- 1- 8 4) 0- 2- 0 ---MAX. REACTIONS PER BEARniG LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 32 -66 TOP PIN 0- 1-12 88 39 -175 B(T PIN 1- 0- 4 21 0 -16 BOT H-ROLL PROVIDE UPLIFT (ONNECRION PER SCEEDULE: Support 1 175# Support 2 66# Support 3 16# 4 3 89# 3.50" 25# 2.50" L 1-1-9 21# 2. " e 1-1-8 C/L: 1 �t EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSlaTI 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 VANNESSA D&OVIEDOXI-32766 Deign: Marsh Analysis WAKNINGt 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 slnflar bracing which is a part of the budding design and which must be considered by the budding designer. Bracing shown Is for lateralsupport of toss members only to reduce buckling length. Provision must be made to anchor lateral bra" at ends and specified locations determinedby the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPq. fins Plate Instautc, 1PI. Is located at 583 D'Onotro Drive. Madison. Wisconsin 53719). JOB PATH: C:i7EE-LORttOBSICHF1t3 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: Z4 Date: 10-09-02 TC Live 16.0 psf DurFac - Lbr. 1.25 TC Dead 7.0 psf DurFae -Pit: 1.25 BC Live 0.0 psf O.C. Spacing: 24.on BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 3mmwmffi�3.0 psf V.09.05.02- 7 3- HCS.' 0&20.02 PLOT PLAN for. MARONDA HOMES. INC. DESCRIPTION: LOT 4, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK 61 PAGES) 7G thru 76 r SEMINOLE 9 C HI) a 5' 1 a 2a GRAM11C SCALE ryaa� BLIC RECORDS OF COUNTY, FLORIDA LOT 35 NEW UP5ALA PLAT BOOK 1, PGAE G7 NOOOOG' 19%V 60.00' — — �5'F.E.— — — — — —� 20' D.E. _ P-4S.29 A E-44.8 F�O�------- �•AAZA g LOT 5 M FLOOR SLAB ELEVATION -- MUST BE 16- I++w' y .+# - `, R0v'I OF ADJACENT ROAD UNLE OTHERWISE APPROVED 8-1 co Z F.H.A. PLOT PLAN P - DENOTES PROPOSED ELEVATION PER ENGINEERING PLANS E - DENOTES EXISTING ELEVATION PER ENGINEERING PLANS BUILDING SETBACKS FRONT. 25' REAR. 20' SIDE: 7.5' SIDE STREET: 20, BUILDING LINE: 60' LOT 4 CONTAINS 7.632 SQUARE FEET/O.175 ACRES +/- FLOW CER7IFlCA71ON BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE RATE MAP, THE STRUCTURE SHOWN WEREON DOES NOT UE WITHIN THE IOD YEAR FLOW HAZARD AREA. THIS STRUCTURE LIES IN ZONE - X - COMMUNITY PANEL NO. 120289 0046 E EFFECTIVE DATE: APRIL 17, 1991 MAP REVISION DATE: (SU8XCT TO CHANGE) NOTES: 1. BEARINGS ARE BASED ON THE SOUTHERLY LINE OF LOT 4 BEING N89'S3'41`E. 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PR"CT. 3. BUILDING TIES ARE TO FOUNDATION. 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED IN THE FIELD. THIS IS NOT A SURVEY. 6.01 bONCRETE PATIO • III h LOT 3 th 10.000- 1'- 40.00' MODEL: CHE5APEAKE 0 K' ul (3-2) BLOCK 4 FINI5HED FLOOR b ELEVATION- 45.34 DRAINAGE TYPE: 'A' th L . �1 . I 10.00, 10.00, 1C.a CONCKETE DRIVE 0ry IdV/ i � M 1 Op 00g6 Gh. AZ 3�. P�G,ORG. THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HER PERTAINING TO EASEMENTS, RIGHTS OF AWAY, SETBACK IN LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATIGN SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBRENA710N31LEGEND_ Ala-NUMBERP.I.-POINT OF R.-RADIUS P.L-POINT OF IA VONE, INC. LAND SURVEYORS AND MAPPER— S I 300 SOUTH RONALD REAGAN BOULEVARD LONGWOW, FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3836 W.E.- WALL EASEMENT F.E.-FENCE EASEMENT P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT P.C.C.-POINT OF COMPOUND CURVATURE LIE. -UTILITY EASEMENT SBU.E.-SIDEWALK rk UTILITY EASEMENT O.U.&S.E.-DRAINAGE, UTILITY & DAU.E.-DRAINAGE d UTILITY EASEMENT SIDEWALK EASEMENT A DOMINICK F. CAVONE - P FLORIDA SURVEYOR & MAPPER I LICENSED BUSINESS NUMBER LOT by NEX CAW FILE: CROWNCOL4.DWG W.0.2003-5635