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HomeMy WebLinkAbout131 Crown Colony Way 03-2718PERMIT ADDRESS CONTRACTOR ADDRESS PHONE NUMBER PROPERTY OWNER ADDRESS PHONE NUMBER Maronda Homes 1101 N Keller Rd., Ste F Orlando, FL 32810 407-475-9112 CRC 058496 ELECTRICAL CONTRACTOR MECHANICAL CONTRACTOR PLUMBING CONTRACTOR L44w) 3J%4 MISCELLANEOUS CONTRACTOR PERMIT NUMBER MISCELLANEOUS CONTRACTOR FEE PERMIT NUMBER FEE SUBDIVISION O kdw-0 AtVOIA-&- PERMIT #(X2..-)v DATE $' O 03 PERMIT DESCRIPTION PERMIT VALUATION SQUARE FOOTAGE Oi "4 CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 131 CROWN COLONY WAY for which permit 03-00002718 has heretofore been issued on 8/28/03 has been completed according to plans and specifications filed in the office of the Building Official rior to t e issuance of said building permit, to wit as ) ��( complies with all the building, plumbing, electrical z ing an1A subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL DATE Subdivision Regulations Apply: Yes No APPROVAL BUILDING: Finaled 3Ao IZ ZONING: Inspected UTILITIES: Water Lines In \S-Oy N\_ L,�Z Meter Set Reclaimed Water ENGINEERING: Drainage 3.k,,•o4 Maintenance Bond PUBLIC Street Name Signs Storm Sewer Street Work WORKS: DESCRIPTION WATER -SEWER IMPACT FEES 01-APPLCTN FEE -ELECTRIC 01-APPLCTN FEE -BUILDING 01-APPLCTN FEE -MECHANIC 01-APPLCTN FEE -PLUMBING 02-ENGNG DEVLPMT FEES ' 01-FIRE IMPACT - RESIDENT 01-LIBRARY IMPACT FEE 01-OPEN SPACE Ito DATE APPROVAL FIRE: Inspected Sewer Lines In Sewer Tap Street Paved _ Street Lights _ Dri-veway�� _ FEES PAID DATE AMOUNT 8/28/03 8/28/03 8/28/03 8/28/03 8/28/03 8/28/03 8/28/03 8/28/03 10.00 10.00 10.00 10.00 10.00 59.27 54.00 279.61 PAGE CERTIFICATE OF OCCUPANCY / COMPLETION This is to certify that the building located at 131 CROWN COLONY WAY for which permit 03-00002718 has heretofore been issued on 8/28/03 has been completed according to plans and specifications filed in the office of the Building Official prior to the issuance of said building permit, to wit as complies with all the building, plumbing, electrical, zoning and subdivision regulations ordinances of the City of Sanford and with the provisions of these regulations. STAFF APPROVAL Subdivision Regulations Apply: Yes No 01-POLICE IMPACT - RESID 8/28/03 91.93 01-RADON GAS TAX FEE 8/28/03 13.33 01-ROAD IMPACT FEES 8/28/03 847.00 01-RECOVERY FD/CERT. PGM. 8/28/03 13.34 01-SCHOOL IMPACT FEE 8/28/03 1384.00 WD IMPACT:SINGLE FAMILY 8/28/03 650.00 SD IMPACT:SINGLE FAMILY 8/28/03 1700.00 OWNER BUILDING OFFICIAL DAT CERTIFCATE OF OCCUPANC ' N REQUEST FOR FINAL INSPECTW1 **** SINGLE FAMILY RESIDENCE***5 DATE: PERMIT #: E CU O cu.W c ` uu ADDRESS: \�j� Ceti Cc�\c°rw-C��O" a p CONTRACTOR: PHONE #: LAC�,1- y'1 5 .—Q\\ -0 H z5 u u i 2 , C C � 'A ~ u w C 25 V 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 tion w'11 be appreciated. !Engineering ��iPublic Works /7 tilities C( OFire OZoning OLicensing. CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: 3 , \1- Cj- q PERMIT #: C� - a1 ADDRESS: \ CONTRACTOR: PHONE #: yO1- y`1 J -Q\\a W The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. gineering JPublic Works 0 Utilities Cl l< V. 5w&&-r 3//4/od 0 Fire r\ ( 'r�- ❑Zoning (\ t ,A ❑Licensing n ) 6- CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCY REQUEST FOR FINAL INSPECTION **** SINGLE FAMILY RESIDENCE**** DATE: C) PERMIT #: C; - a� ADDRESS: CONTRACTOR: PHONE #: LACj1 - y`1 �J W The building division has prepared a Certificate of Occupancy for the above location and is requesting final inspection by your department. After your inspection, please sign off and date the C. O. or submit addendum if it has been denied or approved with conditions. Your prompt attention will be appreciated. --Engineering �ublicWorks-,Sf/"o _h� D/12_/-n,3 Utilities 0 Fire t-, (,� OZoning (1 OLicensing. CONDITIONS: (TO BE COMPLETED ONLY IF APPROVAL IS CONDITIONAL) CERTIFCATE OF OCCUPANCV',, REQUEST FOR FINAL INSPECTWPf I **** SINGLE FAMILY RESIDENCE***e ' DATE: �,e C p ; C 1 PERMIT #: C� a1_ N '^ W V� O u + ►u O I ADDRESS: ��� C L ti C " a m yG C7 o I CONTRACTOR: Cr PHONE #: LA0-) yr) t, 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 CONDITIO NS: (TOB D Fire ,\ ( A- OZoning (\ � ,A OLicensing. t1 Y iF AP R0YAL IS CONDITIONAL) ZI Vl V S%Vi AV Ve 300 SOUTH RONALD REAGAN BLVD. LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX (407) 339-3636 LAND WRV YOR9 MAPPERS E-MAIL• GAVONE®GFLRRGOM CERTIFICATE OF ELEVATION Address: 131 Crown Colony Way Legal Description: Lot 50, CROWN COLONY SUBDIVISION, Plat Book 61, Pages 76, 77 and 78 The Finished Floor Elevation of the structure on Lot 50 , CROWN COLONY SUBDIVISION meets or exceeds the requirements set forth in the City of Sanford Building Code Chapter 6, Sec. 6-7 (a). Lorninick F.,Cavone , P.!orida Surveyor -&.. Ma-pper Reg. No. 2005 Lrcersed-.'Businejs Number 5073 Date Fieldwork Completed 12-31-2003 W.O. # 2003-17682 FEDERAL EMERGENCY MANAGEMENT AGENCY NATIONAL FLOOD INSURANCE PROGRAM O.M.B. No. 3067-0077 Expires December 31, 2005 ELEVATION CERTIFICATE Read the insbudons on oases 1- 7. SECTION A - PROPERTY OWNER INFORMATION ( For trsurarm Company Use: I MARONDA HOMES INC. OF FLORIDA BUILDING STREET ADDRESS (Including Apt, Unit, Suite, arid/or Bldg. No.) OR P.O. ROUTE AND BOX NO. Company NAIC Number 131 Crown Colony Way CITY STATE ZIP SANFORD FL 32773 PROPERTY DESCRIPTION (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) Lot 50 - 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): ( W - r#W - ##.##" or ##.# ) ❑ NAD 1927 ❑ NAD 1983 ❑ USGS Quad Map ❑ Omer: SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION Bt. NFIP COMMUNITY NAME 8 COMMUNITY NUMBER 82. COUNTY NAME B3. STATE CROWN COLONY 1120294 SENOtOLE FL B4. MAP AND PANEL B7. FIRM PANEL B9. BASE FLOOD ELEVATION(S) NUMBER B5. SUFFIX B6. FIRM INDEX DATE EFFECTIVE/REMSED DATE B8. FLOOD ZONE(S) (Zone AO, use depth of flooding) 12117C 0045 E 4117195 4117195 X B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe): B11. Indicate the elevation datum used for the BFE in 69: ❑ 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 Elevatiai Certificate will be required when constnubon of the building is complete. C2. Building Diagram Number 1(Select the building diagram most similar to the building for which this certificate is being completed - see pages 6 and 7. If no diagram accurately represents the building, provide a sketch or photograph.) C3. Elevations — Zones Al-A30, AE, AH, A (with BFE), VE, V1430, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO Complete Items C3.-a4 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/Commonts WA Elevation reference mark used NIA Does the elevation reference mark used appear on the FIRM? ❑ Yes ❑ No X a) Top of bottom floor (including basement or enclosure) . —L'70—mm) M o b) Top of next higher floc _ _ft.(m) o c) Bottom of lowest horizontal structural member (V zones only) 0 0 o d) Attached garage (top of slab) _• _ft.(m) _. J(m) E o e) Lowest elevation of machinery and/or equipment w ca servicing the building (Describe in a Comments area) (m E X f) Lowest adjacent (finished) grade (LAG) 61. 3 U ft. (m) z' L o g) Highest adjacent (finished) grade (HAG) _. J(m) o h) No. of permanent openings (flood vents) within 1 ft. above adjacent grade J o i) Total area of all permanent openings (flood vents) in C3.h _sq. in. (sq. an) 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. 1 certify that the information in Sections A, B, and C on this certirrcate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. CERTIFIERS NAME LICENSE NUMBER TITLE COMPANY NAME ADDRESS CITY 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 Sedion A. For Insurance Company use: .� BUILDING STREET ADDRESS (Including Apt, Unit, Suite, ardor Bldg. No.) OR P.O. ROUTE AND BOX NO. Porky Number CITY STATE ZIP CODE I Company NAIC Number SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/oompany, and (3) building owner. COMMENTS ❑ Check here if attachments SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zone AO and Zone A (without BFE), complete Items E1 through E4. If the Bevation Certificate is intended for use as supporting information for a LOMA or LOMR-F, Section C must be completed. Ell. Building Diagram Number _(Select the building diagram most similar to the building for which this certificate is bang 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 endosure) of the building is _ ft.(m) in.(an) ❑ 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 next higher floor or elevated floor (elevation b) of the building is _ ft.(m) _in.(cm) above the highest adjacent grade. Complete items C3.h and C3.i on front of form. E4. The top of the platform of machinery and/or equipment servicing the building is _ ft.(m) in.(crn) ❑ above or ❑ below (check one) the highest adjacent grade. (Use natural grade, 9 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, B, C, and E are correct to the best of my knowledge. PROPERTY OWNER'S OR OWNER'S AUTHORIZED REPRESENTATIVES NAME MARONDA HOMES INC. OF FLORIDA ADDRESS CITY STATE ZIP CODE 1101 NORTH KELLER ROAD, SUITE F'. ORLANDO FL 32810 SI NA7 ! < fGrLC�i�fl /ATELEPHONE �,�'/O 407475.9 12 /COMMENTS ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local offidal who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. G1. ❑ The information in Section C was taken from other documentation that has been signed and embossed by a licensed surveyor, engineer, or architect who is authorized by state or local law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA4ssued or community4ssued BFE) or Zone 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 Me 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 �i CITY OF SANFORD PERMIT APPLICATION Permit # 03 - D-) ( b Date: July 31, 2003 Job Address: 131 Crown Colony Way Lot 50 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $97,788.00 Permit Type: Building X Electrical X Mechanical X Plumbing X Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS 150 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential X Non -Residential Replacement _ New X (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets 2 Plumbing Repair - Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage. 2- ,ib9- Construction Type: VI # of Stories: 2 # of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: 33-19-30-50S-0000-0500 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 1101 N. Keller Road, Suite F Orlando, FL 32810 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 1101 N. Keller Road.Suite F Orlando, FL 32810 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Laurie Pellegrino Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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 ofthis county, and there may be additional permits required from other governmental enities 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 requirementsof Florida Lien Law, FS 713. Wz��� 7/31 /03 Sig atureof t>P1 t Date Russell Keith Summers Print Owner/Agent's Name hilAl 1 %-5) � �, �)7/31 /03 Signature of Notary -State of Flo a Date �nnnu�n nmmuunuwumunnu� LAURIE PELLEGRINO = Conntw DD0232M Etrpltr7He/2 Y _ Iltoft�4ftu( 4: Owner/Agent is _X_ Personally Known to Me or _ Produced ID 31 /03 Signature of Co tractor/ ent Date Russell Keith Summers Print Contractor/Agent's Name lwlu 7/31 /03 Signature of Notary -State of FlWrida Date ���wwwrN��unuumm�nn �ouuwu� LAURIE PELLEGRINO CWWO 000232804 Erb Ttl&2W? e aw Bortawttru(WO432-a254e Florida! NdM Avon, Inc :wnu uuwwa�nann� nuu ............ ....uuu• I Contractor/Agent is _X_ Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bld Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: Sr) Q��-4 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 0 Address of Job: Electrical Contractor: DANIEL G. Residential: Non -Residential: Number Amount Addition, Alteration, Repair Residential & Non -Residential New Residential: AMP Service iSP 3So0 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: -q q0 By Signing this application I am stating that I am in compliance with City of Sanford Electrical Code. Ap i s Signature C0001663 State License Number CITY OF SANFORD MECHANICAL PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following equipment: Owner's Name: Maronda Homes Inc., of Florida Address of Job: 131 Crown Colony Way Lot: 50 Panel: 8 Mechanical Contractor: GARY CARMACK Residential ____� Non -Residential I Nature of Work: Amount 10.00 By signing this application, I am stating that I am in complian with City of Sanford Mechanical Code. PA -'.,f A., VA Applicant Signature CAC043900 State License Number CITY OF SANFORD PLUMBING PERMIT APPLICATION Permit Number: Date: The undersigned hereby applies for a permit to install the following plumbing: Owners Name: Maronda Homes Inc., of Florida Address of Job: ___ 131 Crown Colon/ Way Lot: 50 Panel: _s Plumbing Contractor:_______WILLIAM T. SELF ------ - --- _-_,____--_,-_ Residential: _ _ Non -Residential: — Number Amount Addition, Alteration, Repair Residential & Non -Residential $52.00 New Residential: One Water Closet Additional Water Closet Commercial: Minimum Permit Fee $25.00 Fixtures, Floor Drain, Trap Sewer Piping Water Piping Gas Piping Manufactured Building Description of Work: Application Fee: $10.00 TOTAL DUE: By Signing this application I am stating that I am in compliance with City of Sanford Plumbing Code. Applicant's SiV7 ture CFC057039 ------- -------------- State License Number ALaronda Homes AN EASILY OBSERVABLE BETTER VALUE1 1101 NORTH KELLER ROAD, SU/TE F • ORLANDO, FLORiDA 32810 407-475-9112 • FAX: 407-475-911 S LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑x CITY OF SANFORD ❑ VOLUSIA COUNTY ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at: CROWN COLONY Lot: 50 131 Crown Colony Way. RUSSELL IkE1116,%IAMERS, 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. iexp��IY* DEBBIE TIME MY Comm Exp. ?/ra/05 oCC 999378 NOTARY PUBLIC C:\Documents and Settings\dtime\My Documents\LOA Keith Summers for City of Sanford SOURCE.doc 1IIIIIN11101I)1111111111inIII 111►1111NIIu111INallllfill c" 0 U. 0 �ZiOCO .W W J N f Y M =F=-� �oCe 0 W Z Z Z fa<0� 0 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04950 PG 0600 CLERK'S # 2003135967 RECORDED 08/05/2093 12i15i59 PM RECORDINS FEES 6.00 RECORDED BY L McKinley NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 50 131 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. #102 Winter Park FL 32789 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (4071644-2388 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), (al', 7., Florida Statutes. Kamaf Title, 200 W. 1°` 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.) RUSSELL KEITH U IRS Maronda Homes, Inc. of Florida Vice President - Construction Sworn to and subscribed before me this 31st day of JULY, 2002. I . /.....: 1 L �� Notary Public 1 ...................1........................ 9 LAURIE PELLEGRINO a comae D00232p4 Emkn ?It&=, . - #I fte �... FbId.!M IV] CERTIFIED COPr MARYANNE Mo%E OERK OF CIRCUIT COURT t3EMINOLE COUNTY, FLOItIDA Aug 5-2003 CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 50 Subdivision: CROWN COLONY Property Address: 131 CROWN COLONY WAY M 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). M 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: M a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. 0 b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 553, Part S). ❑x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. 0 d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. O h. Square footage table showing footages: Garages/Carports 420 S.F. Porch(s)/Entry(s) 26 S.F. Patio(s) S.F. Conditioned structure 2,223 S.F. Total (Gross Area) 2,669S.F. 0 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). 0 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built To FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. 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 DATE: Thursday, July 31, 2003 SIGNATURE: (By 0 or Authorized Agent) PLOT PLAN for. MARONDA HGIME5, INC. DESCRIPPON. LOT 50, CROWN COLONY SUBDIVISION RECORDED IN PLAT BOOK G I PAGE(5) 7T6 thry 78 PUBLIC RECORDS of 5EMINOLE COUNTY. FLORIDA TRACT ' C' (DETENTION AREA) T R A C T' D' DRAINAGE EASEMENT CONSERVATION EASEMENT a N 12°p 1 1 4 8"E 584035120 'ls��, 73. 66H 4.G2' a s' la 20'4 I� � � I4• p•E. i�i--'��' A I� GRAPHIC 5ME h LOT 51 O N NCONCRETE rAno 7.0' O 15.Oa Z 40.00' N MODEL:5UNBURY'I' m w TWO STORY cry C 1 Ln 0 (3-2) WITH LOFT � R=125.00' FINISHED FLOOR op W V O Ki ELEVATION —45.99 o g Q Q 0= 14°OG'30' (n DRAINAGE TYPE:' B' �/ ARC=30.78' 16.ST CH.=30.70' CN.BRG.=co 50G°5413%V Z CONCRETE a DRIVE d lo.� . „ . u.E DRAINAGE EASEMENT b N 13057,28E • �� N BUILDING SETBACKS 73.79H _ FRONT. 25' 74.8.5 ; C. REAR: 20' _ PLgT SIDE. Z5' _ SIDE STREET: 20' `` R wn BUILDING LINE: 60' 3! ��� � CONTAINS 9.424LOT 50 SQUARE FEET/0.216 ACRES +/- M' Wqr NOTES: FLOOD CERTIFICATION 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY OF CROWN COLONY WAY BEING N133728 E. MANAGEMENT AGENCY FLOOD INSURANCE ?. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN RATE MAP. THE STRUCTURE qPC. �- HEREON ARE BASED ON SITE ENGINEERING PLANS FOR THE PROJECT. J. BUILDING TIES ARE TO FOUNDATION. 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED IN THE FIELD. THIS IS NOT A SURVEY. SHOWN HEREON DOES NOT LIE WITHIN THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE LIES IN ZONE ' X COMMUNITY PANEL NQ 120289 W40 E EFFECTIVE DATE: APRIL 17. 1991 MAP REVISION DATE: (SU&ECT TO CHANGE) Ch'' OF T THE UNDERSIGNED AND CAVONE.INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY. SETBACK LINES. AGREEMENTS AND OTHER MATTERS` AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. ABBREVIATIONS/LEGEND. NO. -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.I.-POINT OF INTERSECTION LS.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C:C.-PANT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH LB. -LICENSED BUSINESS CH.BRG.-(ry7CH'/'ORD BEARING S&U.E.-SIDEWALK & UTILITY EASEMENT D.U.&SE.-DRAINAGE. UTILITY & ,q CENTERLINE A/C -AIR CONDITIONER PAD &DELTA (CENTRAL ANGLE) 0.&U.E.-DRAINAGE & UTIUTY EASEMENT SIDEWALK EASEMENT A VONE INC. THIS SURVEY NOT VALID UNLCSS EMBOSSED 'h'ORSIGNATURE RV RAISED SEAL OF A FLORIDA DA LICENSED SURVEYOq AND YAPPER od�m�,. / • �_ REVISION 77D7AI=E LAND SURVEYORS AND MAPPERS 300 SOUTH RONALD REACAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.8.5073 PLOT PLAN i 7/24/2003 LOT by NEIL CADD FILE. CROWNCOL50.OWG W.0.2003-9983 ISSU[D DY CITY U[ ��/� ��TATENENT NCARER 103-75625 DATE: i����-as �^^ DUiLDl|�� I COUNTY NUNBER: UNIT ADURESS:�~37 TKA|TlC XO PARCEL:���VAT- S\E�DlV1SIO�: /Y]� C PLAT BOOK: �-'------^--'--- :^��� -�����-�--------\---`�-- ���r/-�/ ��un r��� '���_�%� �'v^.^. 'o'' &DD[EES: APPLICANT PPyrE: ADDRESS : ................. LAND USE CA7ECCRY: 001 - Single Family Detach*d Pouse lYP[ Ub[: kenidential KURX CEECRIPTION: Single Family Houee: Detaciod - Connkruction ---_-_---__-----------_------------------------------------------------,----- 2EKEFIT RATE FEE UNIT PATE PER N a TYPE TOTAL Di)L ----- ------------------------------------------------------------------------ ' �U�DS 'ARTERIALS CO -WIDE O dwl unit $ 705.00 1 $ 705.00 RUADC .COLLECTCRS KCRJH O dwl unit 2 142.00 1 2 142.00 LIQlA%Y CO -WIDE O dwl unit $ 54.00 1 $ 54.00 =V001-S CO -WIDE O dwl unit $1,384.00 1 a 1,Jawo0 AMOUNT E 2,285.00 CTA]l�M[Nl R[u[IVLD DY: SIGNATURE jua -_zq, 5 'au_, L__ (PL|JASE P{�%UT NAM[� NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO KOTIFY ONN[D AND 7Iv;ELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. =04' DISTRIBUTION: 1-COUNTY 3-CITY ?'A|'PiIChNT I -COUNTY ARP:: ADVISED THAT THII IS A STATEMENT OF FEES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. P[lRSU<!'; ADE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OU4FR, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY 3Y3TFM n110/OR TDi1CK[I0NhL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REOUEST WITHIN 45 CALENDAR DAYS OF THE REC[IVIHG 0I04hTURL: DATE ABOVE, BUT NOT LATER THAN CCKTIFICAT[ 07 OICU?ANCY U� UCCUPAKCY. THE REOUEST FOR REVIEW MUST MEET 7[E PEPUIRENFMTS OF TUE CU(�NTY i-AHD DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED LP, CR R[G[ESTED, FROM THE PLAN IrPLEM[NTATION OFFIC[: 1101 LAST FIRST STREET, SAHFOKD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SAKFORD DUILDIN8 DB`ARTM[NT 300 1101,011 PARK AV[HUE SAK!'OK0` [l �27�1 PAYMENT SVO[LD BE BY CHECK OR �OI-!IY ORDER� A�D S�0]LD RI|l�RB1�[ T||[: 1Jh[[M[NT NUMBER AND CITY BUILDINS PERMIT NUMBER AT THE TOP =TT|11C STATEMENT IS VALID ON= IN CONJUNCTION WITH ISSUANCk OF h1l� FAMILY BUILDING PERMlT*T**TTTTT';*T>T'>TTAA* PLOT PLAN for. MARONaA HOMF;-S, INC. , DESCRlP110N: LOT 50It C�;OWN COLONY SUBDIVISION a RECORDED IN PLAT BOOK 61 PAGE(!;) 76 th►tl 78 PUBLIC RECORDS OF SEMINOLE COUNTY FLORIDA T R A C T' C' (DETENTION AREA) r T K A C T' D' DRAINAGE EASEMENT CONSERVATION EA5EMENT N N "2004'J8"E '�, LL W 584035 20'W *�3 73.66' ui 4.62' 41 (4'D.E 0' 5 10' 20' 41� GRAMIC SCALE h LOT 51 O ui N CONCRETE MTIO 7.0' o = 15.Oa - �i 40.00' N MODEL:5UNBURY'I' w TWO STORY C 1 0� (3-2) WITH LOFT R= 0 FIN15HED FLOOR ELEVATION �j W I.- z 140OG' 0= 14°06'30' (!7 DRAINAGE TYPE:' B' b TYPE:' B 0 4 � < Q ARC=30.78 ' 16.ST �/ ►- CH.-30.70' 0 ;� CH.BRG.= 506°54' 13%V Z 15.00' 16.a Fig ` CONCRETE 8 DRIVE � 6 IO'UB� `� H DRAINAGE EASEMENT $ N 13057,28�E BUILDING SETBACKS 7 3.791 FRONT 25' !4 CAI REAR: 20' �' \' 6$ wT SIDE: 7.5' `- SIDE STREET: 20' BUILDING LINE: 60' 3!N .s \�0 � \ COLD LOT 50 CONTAINS 9.424 SOUARE FEET/0.116 ACRES NOTES: FLOOD CERTinCAT1ON �. 1. BEARINGS ARE BASED ON THE CENTERLINE BASED ON THE FEDERAL EMERGENCY OF CROWN COLONY WAY BEING N/J'S7'287E. MANAGEMENT AGENCY FLOOD INSURANCE 2. ELEVATIONS AND LOT DRAINAGE TYPE SHOWN _ RATE MAP. THE STRUCTURE FtPC. �- HEREON ARE BASED ON SITE ENGINEERING SHOWN HEREON DOES NOT LIE WITHIN , PLANS FOR THE PROECT. THE 100 YEA �A RO AREA 'UEiS J. BUILDING TIES ARE TO FOUNDATION. i1141Si TUBE llv 4. PLOT PLAN ONLY. LOT HAS NOT BEEN STAKED 4gWQUNI• PAN EL NQ 120289 0040E r� U IN THE FIELD. EFFECTIVE DATE: APRIL 17. 1995, °" - = THIS IS NOT A SURVEY. MAP REVISION DATE: (SUSZC7 TO CHANGE). THE UNDERSIGNED AND CAVONE.INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS. RIGHTS OF WAY. SETBACK LINES AGREEMENTS AND OTHER MATTERS AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION. A BBREVIA T IONS/LEGEND: Na-NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE W.E.- WALL EASEMENT F.E.-FENCE EASEMENT R.-RADIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-POINT OF REVERSE CURVATURE D.E.-DRAINAGE EASEMENT CH. -CHORD P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.0 C.-POINT OF COMPOUND CURVATURE U.E.-UTILITY EASEMENT ARC -ARC LENGTH L.B.-LICENSED BUSINESS CH.BRa— ORD BEARING S.&U.E.-SIOEWALK & UTILITY EASEMENT D.U.&S.E.-DRAINAGE. UTILITY CENTERLINE A/C -AIR COND117ONER PAD aD£LTA (Cd• (CENTRAL ANCLE) D.dU.E.-DRAINAGE & UTILITY EASEMENT SIDEWALK EASEMENT Ir A fWNE INC."`L .t,7';A THIS SURVEY NOT VALID UNLESS EMBOSSED THE SIGNATURE AKD RAISED SEAL D FLORIDA LICENSED SURVEYOR AND MAPPER .111 • REVISION DATE LAND SURVEYORS AND MAPPERSC_ Joo SOUTH RONALD REAGAN BOULEVARD LONGWOOD. FLORIDA 32750-5499 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 DOMINICK F. CAVONE - PRESIDENT FLORIDA SURVEYOR & MAPPER NUMBER 2005 LICENSED BUSINESS NUMBER L.B.5073 CLOT PLAN 1 7 24/200J LOT by NEIL CADD FILE: CROWNCOL50.DWG W.0.2003-9983 FORM 60OA-2001 'FLO F Project Name: SUNG Address:151 Coven City, State:WW A Owner: ELEC' Climate Zone: Cantr: 1. New construction or existing 2. Single family or multi -family 3. Number of units, if multi-fam 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (fP) 7. Glass area & type . a. Clear glass, default U-factor b. Default tint c. Labeled U or SHGC 8. Floor types a. Slab -On -Grade Edge hL%datio b. N/A c. N/A 9. Wall types a. Concrete, Int Insul, Exterior b. Frame, Wood, Exterior c. Frame, Wood, Adjacent .d. N/A e. N/A 10. Ceiling types a. Under Attic b. N/A c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH: Interi b. N/A Glass/Floor A I hereby certify that the plans by this calculation are in com Energy Code. PREPARE y: -fix DATE: I hereby certify that this buildii compliance with the Florida Ei OWNER/AGENT:YAJ.Di DATE: lk��= DA ENERGY'EFFI:CIENCY CODE Z BUILDING CONSTRUCTION Florida Department of Community Affairs ;idential Whole Building Performance Method A Y )rl� W(, , o , 1 Builder: HOMES OMES M� Permitting Office: Permit Number: Jurisdiction Number: New _ Single family 1 _- 3 _ Yes _ 2223 fN Single Pane Double Pane _ 263.5ft' 0.0W _ 0.0 fl' 0.0 fP R=0.0, 136.0(p) ft R-4.2, 720.0 fP _ R-11.0, 992.0 f _ R-11.0, 159.0 W R-19.0, 1o23.0 fe Sup. R=6.0, 85.0 ft 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-D4mted heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) 0.12 Total as -built points: 25812 Total base points: 29999 PASS specifications covered ce with the Florida as designed, is in ly,Qode. - - Review of the plans and specifications covered by this calculatiort indicates compliance with the Florida Energy Code. Before construction is completed this buildiing will be inspected for compliance with Section 553.908 Florida Statutes. Cap: 40.5 kBtu/hr _ SEER: 12.00 Cap: 40.5 kBtu/hr _ HSPF: 8.20 Cap: 50.0 gallons _ EF: 0.93 PT, BUILDING OFFICIAL:'.'. DATE: _ 05 Y Up` ) '' EnergyGauge® (Version: FLRCPB v3.30) FORM 60OA-2001 i Residenti • I ADDRESS:,,, 1 BASE GLASS TYPES .18 X Conditioned X BS DA Floor Area .18 2223.0 27 i WALL TYPES Area X Adjacent 159.0 Exterior 1712.0 Base Total: 1871.0 DOOR TYPES Area X Adjacent 17.0 Exterior 20.0 Base Total: . 37.0 CEILING TYPES Area X Under Attic 1023.0 Base Total: 1023.0 FLOOR TYPES Area X Slab 136.0(p) Raised 0.0 Base Total: EnergyGaugeO DCA Form 60OA-2001 0 SUMMER CALCULATIONS Whole Building Performance Method A - Details PERMIT #: AS -BUILT = Points Overhang Type/SC Ornt Len Hgt Area X SPM X SOF = Points 10315.E Single, Clear W 1.0 6.0 30.0 57.68 0.97 1678.8 Single, Clear W 1.0 15.0 30.0 57.68 1.00 1724.2 Single, Clear W 1.0 4.0 9.0 57.68 0.92 475.1 Single, Clear W 1.0 4.0 6.0 57.68 0.92 316.8 Single, Clear W 1.0 4.0 6.0 57.68 0.92 316.8 Single, Clear S 1.0 15.0 30.0 48.22 0.99 1437.2 Single, Clear E 1.0 16.0 40.0 63.97 1.00 Single, Clear E 1.0 15.o 30.0 63.97 1.00 .2549.7 1911.8 Single, Clear E 1.0 13.0 9.0 63.97 1.00 573.2 Single, Clear 'E 1.0 5.5 15.0 63.97 0.96 923.8 Single, Clear E 1.0 5.5 15.0 63.97 0.96 923.8 Single, Clear E 1.0 5.5 30.0 63.97 0.96 1847.6 Single, Clear W 4.0 2.5 8.0 57.68 0.45 209.1 Single, Clear W 4.0 7.0 5.5 57.68 0.70 220.9 As -Built Total: 263.5 15108.7 1 = Points Type R-Value Area X SPM = Points 111.3 Concrete, Int Insul, Exterior 4.2 720.0 3252.8 Frame, Wood, Exterior 1.1E 835.2 Frame, Wood, Adjacent 11.0 992.0 1.90 1884.8 3364.1 As -Built Total: 11.0 159.0 0.70 111.3 1871.0 2831.3 = Points Type Area X SPM = Points 27.2 Exterior Insulated 96.0 Adjacent Wood 20.0 4.80 9 17.0 2.40 40..8 123.2 As -Built Total: 31.0 • 136.8 = Points Type R-Value Area X SPM X SCM = Points 2179.0 Under Attic 19.0 1023.0 2.82 X 1.00 2884.9 2179.0 As -Built Total: 1023.0 2884.9 = Points Type R-Value Area X SPM = Points -4324.8 Slab -On -Grade Edge Insulation 0.0 0.0 136.0(p -31.90 -4338.4 -41324.8 I As -Built Total: �- 136.0 -4338.4 EnergyGauge®/FlaRES'2001 FLRC:PB v3.30 FORM 60OA-2001 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS:... BASE INFILTRATION Area X 2223.0 Summer Base Point: Total Summer X Systei Points Multipl 43468.2 0.426 EnergyGaugeT" DCA Form PERMIT #: AS -BUILT 5PM =Points Area X SPM = Points 14.31 31811.1 2223.0 14.31 31811.1 43468.2 Summer As -Built Points: 48434.4 = Cooling Points Total X Component Cap Ratio X Duct X System X Credit = Cooling Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 18543.5 48434.4 1.00 (1.079x 107 1.117x� �)0 284 0.950 14602.0 EnergyGauge&FIaRES-2001 FLRCPB v3.30 FORM 60OA-2001 WINTER CALCULATIONS Residentiell Whole Building Performance Method A - Details ADDRESS: I , , , I j PERMIT #: BASE AS -BUILT GLASS TYPES i .18 X Conditioned X BlAfffm = Points Floor Area Overhang Type/SC Omt Len Hgt Area X WPM X WOF = Point 18 2223.0 8.86 2344.8 Single, Clear Single, Clear W 1.0 6.0 30.0 13.25 1.00 398.4 Single, Clear W 1.0 15.0 30.0 13.25 1•00 397.3 Single, Clear W 1.0 4.0 9.0 13.25 1.01 120.5 Single, Clear W 1.0 4.0 6.0 W 13.25 1.01 80.3 Single, Clear 1.0 4.0 6.0 S 13.25 1.01 80.3 Single, Clear 1.0 15.0 30.0 E 9.90 1.00 296.0 Single, Clear 1.0 16.0 40.0 12.37 1.00 496.0 i Single, Clear E 1.o 15.0 30.0 E 12.37 1.00 372.1 ' I Single, Clear 1.0 13.0 9.0 E 12.37 1.00 111.7 I i Single, Clear 1.0 5.5 15.0 E 12.37 1.01 187.4 Single, Clear 1.0 5.5 15.0 E 12.37 1.01 187.4 Single, Clear 1.0 5.5 30.0 W 12.37 1.01 374.8 Single, Clear 4.0 2.5 8.0 W 13.25 1.10 117.0 4.0 7.0 5.5 13.25 1.05 76.7 As -Built Total: WALL TYPES Area X BivPM I 263.5 329 6.0 [Exterior = Points Type R-Value Area X WPM = Points Adjacent 159.0 1 j80 286.2 Concrete, Int Insul, Exterior 1712.0 2 00 3424.0 Frame, Wood, Exterior 4.2 720.0 3.26 2347.2 Base Total: Frame, Wood, Adjacent 11.0 992.0 11.0 2.00 1984.0 1871.0 1 3710.2 As -Built Total: 159.0 1'80 286.2 DOOR TYPES Area X B PM = Points Type 1871.0 4617.4 Adjacent 17.0 Area X WPM - Points Exterior 1.00 68.0 Exterior Insulated 20.0 , 0 102.0 Adjacent Wood 20 .0 5.10 102.0 Base Total: 17 .0 5.90 100.3 37.0 170.0 As -Built Total: CEILING TYPES Area X BlofPIM = Points Type 37.0 202.3 R=Value UnderAttic � Area XWPM X WCM = Points 1023.0 654.7 Under Attic Base Total: I 19.0 1023.0 0.87 X 1.00 890.0 1023.0 654.7 As -Built Total: FLOOR TYPES Area X B I P�M =Points Type 1023.0 890.0 Slab 136.0(p) R-Value Area X WPM = Points Raised 1.9 -258.4 Slab -On -Grade Edge Insulation 0 0 C.0 I 0.0 0.0 136.0(p 2.50 340.0 Base Total: i -258.4 As -Built Total: i 136.0 340.0 EnergyGauge®DCA Form 600A-20 1 EnergyGauge@/FlaRES'2001 FLRCPB I v3.30 FORM 600q-2001 WINTER CALCULATIONS Residentia 'Whole Building Performance Method A - Details ADDRESS: , , , 11 PERMIT#: BASE ; AS -BUILT INFILTRATION Area X EIWPM =Points Area X WPM = Points 2223.0 0.28 -622.4 Winter Base Points: 5998.9 2223.0 Winter As -Built Points: -0.28 -622.4 Total Winter X Points System Multiplied Heating Points Total X Cap X Duct X System X Credit 8723.3 = Heating Component Ratio Multiplier Multiplier Multiplier Points (DM x DSM x AHU) 5998.9 0.6274 I 3763.7 8723.3 1.00 (1061.140 x 92) 0.416 II 0.950 393144 i EnergyGauge*" DCA Form 60OA-20 11 E:nerg yGaugel'aRaRES'2001 FLRCPB v3.30 FORM 60OA-2001 i WATER EATING & CODE'COMPLIA NCE STATUS Residenti I l Whole Building Performance Method i A -Details ADDRESS: , , , PERMIT #: BASE ! AS -BUILT WATER HEATING Number of Bedrooms X Multipl e = Total Tank EF Number of X Tank X Multiplier X Credit = Total Volume Bedrooms Ratio Multiplier 3 � 2564. i 7692.0 50.0 , 0.93 3 1.00 2426.15 1.00 7278.5 As -Built Total: 7278.5 BAS Cooling + Heating Points Points 18544 3764 t i j CODE COMPLIANCE STATUS AS -BUILT Hot Water = Total Cooling + Heating + Hot Water = Total Points Points Points Points Points Points 7692 29999 14602 3931 7278 25812 PASS- EnergyGaugeTM DCA Form 60OA-20C�1 f EnergyGauge(DRaRES-2001 FLRCPB v3.30 FORM 60OA-2001 Code Compliance Checklist Residential Whole Building Performance Method A - Details PERMIT #: 6A-21 INFILTRATION RE RUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION Exterior Windows & Doors REQUIREMENTS FOR EACH PRACTICE 60 Exterior & Adjacent Walls 60 .1.ABC.1.1 Maximum:.3 cfm/s .fi. window area• .5 cfm/ .ft door area. .i .ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windowsidoors & 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: Fame walls where a continuous infiltration barrier is installed that extends Floors 60 from and is sealed to the foundation to the top plate. .1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Fame floors where Ceilings a continuous infiltration barrier is installed that is sealed i to the erimeter, enetations and seams. 60 .1j.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: Fame Recessed Lighting Fixtures 606 ceilings where a continuous infiltration barrier Is Installed that is sealed at the erimeter at Penetrations and seams. 1!ABC.1.2.4 Type IC rated with no penetrations, sealed; or T ype IC or non -IC rated, led Inside a sealed box with 1/2" clearance & 3" from Insulation; or Type IC rated with 21 0 cfm from Multi-sto Houses 606 conditioned space tested. 1 !ABC.1.2.5 Additional Infiltration regts 606 Air barrier on rimeter of floor taus between floors. 1 ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE COMPONENTS MEASURES rMust be met or exceeded b all residences. SEC Water Heaters 612. N REQUIREMENTS j Comply with efficiency requirements in Table 6-12. Switch or clearly marked circuit Swimming Pools &Spas 612. breaker electric or cutoff as must be Provided. External or built-in heat trap re uired. Spas &heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & Pool heaters must have a Shower heads minimum thermal efficient of 78%. 612. Air Distribution Systems 610. Water flow must be restricted to no more than 2.5 allons er minute at 80 PSIG. All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, Insulated, and installed in accordance with the HVAC Controls 607.1 criteria of Section 610. Ducts in unconditioned attics: Rinsulation. I Insulation 604.1 Se arate..readily accessible manual or automatic thermostat for each system. 102.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. i Common ceiling & floors R-11. EnergyGaugeTm DCA Form i ! EnergyGauge®/FlaRES'2001-FLRCPB v3.30 ENERGY PERFORMANCE LEVEL PL DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 85.6 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing I New 12. Cooling systems 2. Single family or multi -family _ Single family a. Central Unit 3. Number of units, if multi-f tmil - 1 4. Number of Bedrooms 3 5. Is this a worst case? ; Yes - b. N/A 6. Conditioned floor area (W) 2223 W c. N/A 7. Glass area &type I Single Pane Double Pane a. Clear - single pane b. Clear -double pane I _ 263.5 fe 0.0 fe - 13. Heating systems c. Tint/other SHGC - single pane I 0.0 fY 0.0 fe - 0.0 W a. Electric Heat Pump d. Tint/other SHGC - double pane 0.0 fie - 8. Floor types p I b. N/A a. Slab -On -Grade Edge Insulation R=0.0, 136.0(p) ft c. N/A b. N/A i - c. N/A _ 9. Wall types 14. Hot water systems a. Concrete, Int Exterior - R-4.2, 720.0 fe a Electric Resistance b. Frame, Wood, Exterior ; _ R=11.0, 992.0 fi' b. N/A c. Frame, Wood, Adjacent _ R-11.0, I59.0 fie d. N/A I - e. N/A - c. Conservation credits 10. Ceiling types j (HR-Heat recovery, Solar a. Under Attic - DHP-Dedicated heat pump) b. N/A i R=19.0, 1023.0 fe - 15. HVAC credits c. N/A - (CF-Ceiling fan, CV -Cross ventilation, 11. Ducts HF-Whole house fan, a. Sup: Unc. Ret: Con. AH: Interi r i - Sup. R=685.0 ft PT-�g�ble Thermostat,Thermostat,b. N/A .0, - MZ-C-Multizone cooling i MZ-H-Multizone heating) I certify that this home has com Iced with the Florida Energy Efficiency Code For Building Construction through the above 'ergy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliail jfeatures. Builder Signature: Address of New Home: *NOTE: The home's estimated This is not a Building Energy I your home may qualify for enei Contact the Energy Gauge Hot information and a list of certifii contact the Department of Com Date: g _WC&_ City/FL Zip: Cap: 40.5 kBtu/hr _ SEER 12.00 Cap: 40:5 kBtu/hr HSPF:8.20 - Cap: 50.0 gallons - EF: 0.93 - PT, 04'CHE STgl� rrlry 1st, a a:o• `,u V oo wE rgy performal ice score is only available through the FLA/RFsS computer program. 4g. Ifyour score is 80 or greater (or 86for a USEPAIDOE.1-nergySta T designation), efficiency mortgage (EEM incentives ifyou obtain a Florida: Energy Gauge Rating. at 3211638-1.492 or see the Energy Gauge web site at ~A). /sec. ucf edu for ?aters. For inj ormation about Florida's Energy Efficiency G ode For Building Construction, pity Affairs at 8501487-1824. EnergyGauge® (Version: FLRCPB v3.30) c-, to CN Ln M rn CV a Wayne WINDL OAD SPECIFICA LION 0106 Dalton APPROVED SIZES: MODEL: WAYNEMARK 8000 & 8100 T-0" MAX WIDTH x 14'-0' MAX HEIGHT STYLE: RAISED PANEL--. MAXIMUM SECTION WIDTH 21" . TEST PRESSURE: POS./NEG. 44 PSF DESIGN PRESSURE: POS./NEG. 29.3 PSF NOTES: 13 GA HORIZ ANGLE 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR I ;, INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE 054" HORIZ TRACK ''°I , I' -n DRAWN FROM THE TEST." (1993 4"•p ASTM E330). 2. GLAZING OPTIONS - TOP OR (2) 1/4-20x9/16" INTERMEDIATE SECTION, .090 SS8 TRACK BOLT & (2) GLASS WITH OPTIONAL INSERTS. 1/4-20 HEX NUT 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM 7/16" TO MEET , NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM DRILL .281 OR 9/32"m HOLE IN TRACK FOR YIELD OF 80 KSI JB-US BRACKET ATTACHMENT 5. TRACK, AND DOOR STEEL TO • HAVE A MINIMUM YIELD OF 33,000 `=' PSI. (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION • - 6. OPTIONAL - .080" (MIN) EXCEPT TOP BRACKET ROLLER (P/N t25t39). ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE == LOCATED IN THE END PANELS OF THE BOTTOM SECTION. 7. LOCK OR OPERATOR IS •i REQUIRED. "' 5/16x1-5/8" 8. THE DESIGN OF THE LAG SCREW AT EACH SUPPORTING STRUCTURAL - JB-us ELEMENTS SHALL BE THE BRACKET RESPONSIBILITY OF THE PROFESSIONAL OF RECORD ,FOR THE BUILDING OR S.T .;Cj:Uf2E AND r''' .054" VERT TRACK IN ACCORDANCE;•iWITH;i�/ f2R NT O BUILDING CODES -•FOR ITi, ,;C-GADS LISTED ON :TWS;�OF�AWIG�cyv'�:;. 1/4-20x9/16" TRACK ' � O BOLT & 1/4-20 HE '_ NUT AT EACH J8—US Approved:'' _ . r• n j n BRACKET • 33g5 AODISON 0' PEN§,COLA: Fl 42514_��.• GSNrNO 0048489'f' :�.17,• FLOPoOA'�fitT1FlF.�O" CEORGIa' F 'iTJFlC,NO 0j8519 NORTH EP.IIFlC110N NO.` .3 _S6 Dote: ON CODE. 0:�'08 FT REV- P WM 9 ' x 14 ' MAX 44 PSF 1 OF 4 TRA Cff, END HINGE TOP BRA CKET RECUIREMEN TS 1/4-20x9/16" TRACK ° \ BOLT & 1/4-20 HEX NUT THROUGH ANY i TWO ALIGNING HOLES TOP BRACKET (P/N 108077) (5) 1/4-20x5/8" TEK SCREWS (P/N 141668) N, N, 14 GA WIDE BODY HINGE o (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N 100320) (2) 1 /4-20x5/8" r. TEK SCREWS C-O L END HINGES 9. .3" 20 CA 'U—BAR WIDE BODY HINGE (P/N SEE BILL OF MAT'L) LH & HIIgCF RH END HINGE NYLOP.- OLLER (PlN. 270791). ® \ �}}j \ BOTTW BRAQj<ET (P/NRH-2.70.54 & LH-2-10355) (31' 1/4-2 0/8" -�ITEK ZCREWS '{(P,/N 100507 �. Approved: W.S.::Z� Wilson. P.E 3395 ADDISON OR.. PENSACOLA. FL 32514 FLORIOA COMACATION NO. 0048489 CEORCU CERTIFICATION No. m519 NORTN CAROUNA CERTIFICATION NO. 023836 Date: 3 - 5,- o I 16 CA ENO STILES .(20 CA CENTER STILES). OPTION CODE' 0108 1 REV-- P I . WM 9 " x 14 " MAX 44 PSF 12 OF 4 U-BAR L 0CA TIONS NOTE: ,,. MAXIMUM SECTION WIDTH IS 21" ' 12'-6' THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U-13ARS LOCATED AS SHOWN 9'—O" THRU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: _ r ' ':.►. Yr;S. WiFQD1bon; j�&� 3395 'Of1:'ff�ENS otX'fL� 25� iw. FLORIDA;CERTIRCATION NO. 004848§ - ' = CEOFU CMf)GkTION;?f�¢T8514 •: - 4:, rORTHCLROUNA CWFlUnbN ,NO '013fiZ6,<' Date: -'_;r•Q:,.�� OP RON CODE' : 1(� i i REV.P _.. .�s.; _•�•.r. WM 9 ' x 14 ' MA 7 1 OF 4 5il Wind Load Test Report Report 1# 0108P February 1, 2001 TEST REOUIPEMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola,'FL. Product was installed with tools and hardware as normally done in the field and per specificatiVs outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for l0 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at-44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to A or 11%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. PRODUCT DESCRJPTION: . 1. Waynelvtark Model 8000, 90, 4 section. 2. Exterior skin has minimum of.0175. The minimum yield stress is 33 KSI. 3. Standard bottom astragal and retainer. 4.2" nylon rollerwith 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two l6ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and,•Ali'�weM`:QAl8(Q127). APPROVED bP0NStT3.k SO ; Based on ofh'er" es ' ling• 'q+l7�al.'.:Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. Name: = ®6av�NGE COUNTY G. ILDING DI V OJIOid W.S.;VSfdsonj.' r' - .•• 6(f;?� ...�r 3395.Adi3iso Dr., PA*cgka,.FC'.Z Florida Cerf;rla.00�s8,g$ �'•': � : „r '� tT Georgia Cert'N&D 85•t• ''•�`�'�� . North Carolina C'r, Nd. 63�a,6,% Tel co rn CV of Z a Wayne- gahton MODEL: S TYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD Sf'ECIFICA TIOV 0110 APPROVED SIZES: WAYNEMARK 8000 & 8100 RAISED PANEL 16'-0" MAX MOTH x 14'-0" MAX HEIGHT POS. 27 PSF MAXIMUM SECTION WIDTH 21" NEG. 29 PSF 13 GA HORIZ ANGLE NOTES: } 1. GLASS. DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR 067" HORIZ TRACK INADEQUACY OF THE GLASS IN THE 1 TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM ° E330). (2) 1/4"-20x9/16" TRACK BOLT '& (2) 2. GLAZING OPTIONS - TOP OR 1/4"-20 HEX NUT �a INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP NAILED ON 6" CENTERS MUST 5/S/8" LAC SCREW OVERLAP TOP AND BOTH ENDS OF SCREW EACH JB—US BRACKET 9 PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI 'A653 G-40 DRILL .281 OR 9/32"0 HOLE IN TRACK FOR 5. TRACK TO HAVE A MINIMUM JB—US BRACKET ATTACHMENT YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO 1 /4"-20x9/16" HAVE A MINIMUM YIELD OF 57 KSI TRACK SOLT & S 1 /4"-20 HEX 7. OPTIONAL - .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH JH-US BRACKET IMPACT STYRENE FRAME MAY BE c. LOCATED IN THE END PANELS OF THE BOTTOM SECTION. (t) JB—US BRACKET LOCATED AT THE MIDDLE OF EACH SECTION EXCEPT TOP 8. LOCK OR OPERATOR IS SECTION. REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE _ < THE RESPONSIBILITY OF THE .067" VERT TRACK PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR'"THZ LOADS a LISTED ON THIS,.(4WIN, 'r; (1) JB—US BRACKET LOCATED Approved: _� t li ,fir.` AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER w�.Wilso(1,• r.::,;:::r'�.'�'• (P/N 125139). wig 3535 AOQI�ON+pR: P�j!$�0(� F: �251+ - K ,':J. FjEACIA CE�'A ,^� lJ NC)JOb�rA9' = : ��' : G=RClk-;:6 MGU10N -IJ6. 018519 Hl$ n j gvtfltnflCA(Iur ON . d N0i3B: �i+ T Date: l ^ _z(9-r_o1 OP RON COD, r�`: � ,, 'REV. Pi I WM 16 x 14 ' MAX, f 27 - 29 PSF 1 OF. 4 NO TRACK END HINGE, TOP BRACKET REOVIREMENTS 1/4"-20x9/16" TRACK SOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES I •� TOP BRACKET (P/N 108077) (5) 1 /4"-2Ox5/8" TEK SCREWS (P/N 141668) a6 `r+ f l:!`nB11 L %Jk',4`RfARR0W BODY HINGE �K (4) 1/4"-2Ox5/8" �( SELF -THREADING SCREWS �•\r �" (2) 1 /4"-20x5/8" T TEK SCREWS ALL / o END HINGES �. O I :'7/16" PUSH NUT AT EACH" } ,.TROLLER (P/N 243341) t• » LOCATED .25 MAX BETWEEN ,. PUSHNUTS AND BRACKETS OR HINGES HIN 2" NYLON ROLLER W/ 4 1 /2" STEM ( (P/N) 108135 `o WIDE BODY HINGE (P/N SEE BILL OF MAT'C) 3" 20 GA U—BAR RH END END HINGE (3) 1/4"-20x7/8" ' Tcv rno cuc Approved: /2" L 20 GA CENTER W.S. wown. P.E STILES M95 ADOSON OR. Pe SAGOIA. FL 32514 I F1DR10.1 CERUCATION.N0. 0048489 GEORCIA CEnFrkT10N NO. 018519 \ BOTTOM BRACKET 16 CA END STILES NOM CaROUNA CEFUIF1G1nON NO. 023W6 (P/N RH-270354 Date: 4'-2 8- o & LH-270355) OPTION CODE. 0110 1 REV. P1 WM 16" x 14' MAX, f27 -29 PSFJ 2 OF -4 U-BAR L OCA.%IONS NOTE' MAXIMUM SECTION WIDTH IS 21" 12'-6" THRU 14' HIGH DOORS W/ (16) 3 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN a w 9'-0" THRU 10'-6" HIGH OOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80. KSI U—BARS LOCATED AS SHOWN I � (2) 1/4"-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved:.: •ZIF r :� U95,;10DISON DR`PE}L t f6`3251Sr".: e •.CEORClA-. itT�� if UIW i`!:,_�r•_ _ !•'' N( R>. 0!ROu?CfXfiilC.lTIRNfn 023W- 6 0 fG `fS�' o 0 0 0 0 Date::-2�-0(. `� ' roc, to t £e ti� OPTION cb4� tc;l f?�(�,;; �'`'' REV.' P1 WA�1 16 x 14 MAX, f27 -29 PSF 3 OF 4 CENTER STILE & INTERIWMA.TE- HINGE L 0CA TIONS FIRi W W v V V . 15' • V V v 12- - ----] I Approved: ORANGE COUNTY QUA pi�P. g' W.S.son, P.E. ��tc�WWilson, 3395 ADO150N OR., PD AMLA. FL =14 FLORIDA CE MMATION NO. 0048489 CEORCIA CEHi MAT10N NO. 018519 NOKM UMNA CERTIFIGUION NO. OM6 Date: Q- Z 8 —o( OPT/ON CODE. 0110 1 REV- P1 I WM 16' x 74' MAX, -f27 -29 PSFI 4 OF 4 W W v V V . 15' • V V v 12- - ----] I Approved: ORANGE COUNTY QUA pi�P. g' W.S.son, P.E. ��tc�WWilson, 3395 ADO150N OR., PD AMLA. FL =14 FLORIDA CE MMATION NO. 0048489 CEORCIA CEHi MAT10N NO. 018519 NOKM UMNA CERTIFIGUION NO. OM6 Date: Q- Z 8 —o( OPT/ON CODE. 0110 1 REV- P1 I WM 16' x 74' MAX, -f27 -29 PSFI 4 OF 4 Wind Load Test Report Report # 0110P I February 22, 2001 TEST REOUIRHMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola;�L. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" cluck blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a.manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The pemianent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.07. The pressure .was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P TEST DATE: February22, 2001. Temp-71° F. PRODUCT DESCRIPTION: 1. WayneMark Model 8000, 16x7, 4 section. 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. 3. Standard bottom.astragal and retainer. 4. 2" nylon roller with.4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SDAILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have Jess loading at equivalent pressures due to the decrease in area. Doors heights are apprgyed:to 3. times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, QuestioXi' riMAns&si�GAIS(Q127). APPROyELZ�P7;Idtd$tf�r �O//'lfj4 Based ono_ er tcs bu Giil' r}. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. ,•.) ,r `t J`�:+` �de'�7 T ` r^1'..iiu hy�-uL `'CC• ?'Name: ,'• �' -s �y; !,t' J .. fee C.1 . a .' t�d t:1 �° tl _ •`.Y' W.S. Wilson, 3395 Add-lion.l"3r„'P4hnm%!"F �5f4 r "�"'•'�'� Florida Cert N6,1P.. ! t E y Georeia Ccrt No. 0.. 5� n c]. 0 to CV to rn Cn CV c z ° Wayne Dal#on MODEL: ...... _ ....STYLE: • DESIGN PRESSURE: WINDL OAD SPECIFICA 77ON 0108 APPROVED SIZES: WAYNEMARK 8000 & 8100 T—O." MAX WIDTH x 14'-0" MAX HEIGHT RAISED PANEL' SCC MAXIMUM SECTION WIDTH 21" POS./NEG. 29.3 PSF NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 .ASTM E330). 2. GLAZING OPTIONS — TOP OR INTERMEDIATE SECTION, .090 SSS GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM .7/16" TO MEET NEGATIVE PRESSURES. 4. U—BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 5. TRACK TO HAVE A MINIMUM YIELD OF 33 KSI A653 G-40 6. 26 GA DOOR FACER STEEL TO HAVE A ..MINIMUM YIELD OF 57 KSI. 7. OPTIONAL — .080" (MIN) ALUMINUM LOUVERS WITH HIGH IMPACT STYRENE FRAME MAY BE LOCATED IN' THE END PANELS OF THE .BOTTOM SECTION. S. LOCK OR OPERATOR IS REQUIRED. 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING.CODES FOR THE LOADS LISTED ON THIS DRAWING. MASTER PLAN I - 13 GA HORIZ ANGLE •I I 0 .054" HORIZ TRACK ' I (2) 1/4-20x9/16" o i TRACK BOLT & (2) 1/4-20 HEX NUT DRILL .281 OR 9/32"0 HOLE IN TRACK FOR JB—US BRACKET ATTACHMENT (1) JB—US BRACKET LOCATED AT EACH ROLLER LOCATION EXCEPT TOP BRACKET ROLLER (P/N 125139). 5/16x1-5/8" LAG SCREW AT EACH JB—US BRACKET .054" VERT TRACK 1 /4-20x9/16" TRACK BOLT & 1/4-20 HEX Approved:5NUT AT EACH JB—US PP -BRACKET • W.S. Wilson, P.E. c • 3395 AOOISON DR., PENSACOtA. FL 32514 FLORIDA CERTIFICATION NO. 0048489 GEORCIA CERTIFICATION NO. 018519 NORTH CAROUNA CERTIFICATION No. 02236 Date: `? OPTION CODE- 0108 REIN7'P1 WM 9' x 14' MAX 44 PSF 1 OF 4 TRACK, END HINGE, TOP BRACKET REQUIREMENTS 1/4-20x9/16" TRACK • ° s BOLT & 1./4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) • (5) 1 /4-2Ox5/8" TEX SCREWS (P/N 141668) SCC # o -00(o MA I. I 14 GA WIDE BODY HINGE i _ (4) 1/4-20x5/8" SELF —THREADING SCREWS (P/N •100320) (2) 1/4-20x5/8" TEK' SCREWS • q ALL END HINGES q . .00 3" 20 GA '- �.. 7U—..� U=BAR WIDE BODY HINGE (P/N SEE BILL LH END HIND OF MAT'L) RH END HINGE NYLON ROLLER (P/N 270791) BOTTOM BRACKET (P/N RH-270354 & LH-270355) �. TEK SCREWS '•� (P/N 100507 Approved: . ws way, P.E 3393 ADDISON DR- FLORIDA FL 32314 FLORIOA CEHi1F1GT1ON NO. 0048489 CEORGIA CERiiFICaTiON NO. 018519 NORTH CAROUNA CERTIFICATION N0. OUM -p/ Date: 4 -Zg 16 GA ENO STILES-1 (20 GA CENTER STILES) OP TION CODE.• 0108 I REV. P 1 I WM 9' x 14 ' MAX 44 PSF I 2 OF 4 NOTE: r MAXIMUM SECTION WIDTH IS 21" U-BAR L OCA TIONS 12'-6" THRU 14' HIGH DOORS W/ (7) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (6) 20 GA 80 KSI U—BARS LOCATED AS SHOWN S'—b-rl iilU 10'-6" HIGH DOORS W/ (5) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS W/ (4) 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (3) 20 GA 80 KSI U—BARS LOCATED AS SHOWN (2) 1/4-20x5/8" TEK SCREWS ATTACH AT EACH STILE Approved: WS. Wilson. PE 3395 ADDISON OIL. PETLSACOLk FL 32314 FLORIDA CERTimmw No. omms; GEORGIA CERTIF1CA110N NO. 019519 NORTH CAROUNA CERTIMAnON N0. Mum Date: 9- .Z 8 - of OP 77ON CODE 0108 I REV PI I WM 9' x 14' MAX 44 PSF 30F4 N- ! Wind Load Test Report Report # 0108P 1 - •February 1, 2001 TEST REQUIREMENT:- te door must remain intact and safely operable after enduring static design pressures of both positive and negative 29.3 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. .TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as normally done in the field and per specifications outlined in the attached drawing. Two 5/8" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then'removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 2.51. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .31 or 12%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 1.59. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .10 or 11%. (3) Upon inspection after test procedure, the intermediate section had creased at the hinge location. The door was shown to be safely operable. DRAWING NUMBER: 0108 P TEST DATE: January 25, 2001. Temp 64° F. • .ZODUCT DESCRIPTION: 1. WayneMark Model 8000, 9x7, 4 section. SCC 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. Cp P�� 3. Standard bottom astragal and retainer. MAST . 4.2" nylon roller with 5" stems. 5. 14 gauge end hinges and center hinges. 6. Three 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and three 20 ga center stiles per section. 8..054 vertical and horizontal track. 9. Four JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: Clyde McDowell (Report Author), Sid Wilson, P.E. APPROVAL BY SIMILARITY: Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on- it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to Product Control Division, Question and Answers, GAIB(Q127). APPROVED OPTIONS ®Based on other tests b • e uivale t. Aluminum Louvers and Styrene Window Frame Assembly per test number 020501. erne: W.S. Wilson, P.E. 9 28-01 3395 Addison Dr —Pensacola, FL 32514 -_- Florida Cert No. 0048489 Georgia Cert No. 018519 North Carolina Cert No. 023836 s co rn rn CV 0 CL wayne. Dalton ....-MODEL: STYLE: DESIGN PRESSURE: DESIGN PRESSURE: WINDL OAD SPECIFICATION 0110 APPROVED SIZES: WAYNEMARK 8000 2, 8100 RAISED PANEL 16'-0" MAX WOTI X 14'-0' MAX HEIGHT POS. 27 PSF SCC• # . . MAXIMUM SECTION WIDTH 21" NEG. 29 PST ,A r5 TzF-,,,RLF4AN I NOTES: 1. GLASS DISCLAIMER "NO CONCLUSIONS OF ANY KIND REGARDING THE ADEQUACY OR INADEQUACY OF THE GLASS IN THE .067" HORIZ 1 TEST SPECIMEN MAY BE DRAWN FROM THE TEST." (1993 ASTM E330). (2) 1/4"-20x9 TRACK SOLT 8 2. GLAZING OPTIONS - TOP OR 1/4"-20 HEX INTERMEDIATE SECTION, .090 SSB GLASS WITH OPTIONAL INSERTS. 3. VINYL OR WOOD DOOR STOP (NAILED ON 6" CENTERS) MUST 5/16"x1-5/8" L OVERLAP TOP AND BOTH ENDS OF SCREW P JB-US BRACk PANELS MINIMUM 7/16" TO MEET NEGATIVE PRESSURES. 4. U-BAR TO HAVE A MINIMUM YIELD OF 80 KSI A653 G-40 DRILL .281 OR 9/3: HOLE IN TRACK F 5- TRACK TO HAVE A MINIMUM JB-US BRACE . YIELD .OF .33 KSI A653 G-40 ATTACHME 6. 26 GA DOOR FACER STEEL TO 1 /4"-20x9/16" HAVE A MINIMUM YIELD OF 57•KSI• TRACK BOLT do 1/4"-20 HEX 7. OPTIONAL — .080" (MIN) NUT AT EACH ALUMINUM LOUVERS WITH HIGH J87US BRACKET IMPACT STYRENE FRAME MAY BE LOCATED IN THE END PANELS OF. THE BOTTOM SECTION. (1) JB-US BRACKE LOCATED AT THE MIDDLE C 8. LOCK OR OPERATOR IS EACH SECTION EXCEPT TC REQUIRED. SECT101 9. THE DESIGN OF THE SUPPORTING STRUCTURAL ELEMENTS SHALL BE THE RESPONSIBILITY OF THE .067" VERT TRAi PROFESSIONAL OF RECORD FOR THE BUILDING OR STRUCTURE AND IN ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING. r (�" (1) JS—US BRACKET LOCATE Approved: - AT EACH ROLLER LOCAT1C W.S. Wilson. P.E. EXCEPT TOP BRACKET ROLLE 3395 AOOISON DR., PENSAMI.A. FL 32514. (P/N 125135 FLORIOA CERTIACAT10N NO. 0046489 GEORGIA CERTIFICATION NO. 0185I9 NORTH CAROUNA CERTIFICATION NO. 023836 Date: Q- 2 8 -o1 OPTION CODE 0710 1 REV-* EV. P1. I WM 16' x 14' MAX, +27 -29 PSF J 1 OF 4 TRACK, ENO HINGE, TOP BRACKET REOUIREME_NTS SC C# 02-c2D� I MASTER. PLAN 1/4"-20x9/16" TRACK BOLT & 1/4-20 HEX NUT THROUGH ANY TWO ALIGNING HOLES TOP BRACKET (P/N 108077) TEK SCREWS (P/N 141668) NARROW BODY HINGE 1 ® I (4) 1/4"-20x5/8" SELF —THREADING SCREWS c- (2) 1/4— 20x5/8" / \ \ •' 2" NYLON ROLLER "W/ 4 1/2" STEM ® TEK SCREWS ALL / (P/N) 108135 /Di= Q END HINGES ®Q C 1 I 0® I ®0 j, \ 0 WIDE BODY c 7/16" PUSH NUT AT EACH HINGE (P/N SEE ROLLER (P/N 243341) BILL OF MAT'L) LOCATED .25 MAX BETWEEN PUSHNUTS AND BRACKETS 3" 20 GA OR HINGES U—BAR LH FNO HINGE RH END HINGE c- (3) 1/4"-20x7/8" TEK SCREWS (P/N 100507) — � C Approved: ws wmamn, P.I_ 3395 AOOISON DR.. PENSWOIti FL 32514 FLORIOA CIMAC TION N0. 0048489 CEORCIA CERT CAMON NO. 018519 \ BOTTOM BRACKET NORTH CMUNA CERTIFICATION NO. 0=8 , (P/N RH-270354 Date: 4'-.Z g— o & LH-270355) 111111110 L 20 GA CENTER STILES 16 GA END STILES L.vuc: ui /u I t';t V' H7 I wM 76• x 74' MAX, *27 -29 PSF 12 OF 4 J U-BAR L OCA TIONS 12'-6" THRU 14' HIGH DOORS NOTE: _ W/ (16) 3" 20 GA 80 KSi •U—BARS MAXIMUM SECTION WIDTH IS 21" LOCATED AS SHOWN 10'-9" THRU 12'-3" HIGH DOORS W/ (14) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN SCC # G MASTER PLAN 9'-0" THRU 10'-6" HIGH DOORS W/ (12) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 7'-6" THRU 8'-9" HIGH DOORS' W/ (10) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN 6' THRU 7' HIGH DOORS W/ (8) 3" 20 GA 80 KSI U—BARS LOCATED AS SHOWN / V— (2) 1/4"-2Ox5/8" TEK SCREWS ATTACH AT EACH STILE Approved: W.S. wamn, P.E M95 ADOISON OR- Pe1SAMLA. FL 3ZS14 FLORIDA CER MATION. NO. 00"9 GEORGIA CUI ICAMON NO. DIG519 NORTH CAROUNA CE UICAT10N NO. 023MB Date: 9 of OP RON CODE 0110 1 REV- P 1 I WM 16' x 14 ' MAX, +27 -29 PSF I 3 OF 4 CENTER STILE IN7L-RMEDIA TE HINGE L 0CA TIONE ,iASTER PLAN v V v V , s' Approved: , ws. wamn. P.E. 3395 AOOISON OR., PENSACOL. FL 32514 FLORIDA CEi NrAT10N N0. 0048489 GEOR(;A CERT cAflON NO. 018519 NORT)i CAROUNA CVMFM'nON NO. 023838 Date: OP77ON CODE 0710 1 REV. P1 I WM 16" x 14' MAX, f27 —29 PSFI. 4 OF 4 Wind Load Test Report Report # 0110P1 February 22, 2001 ®TEST REODU EMENT: The door must remain intact and safely operable after enduring static design pressures of both positive and negative 29 PSF. The door must remain intact and safely operable after enduring test pressures of both positive and negative 44 PSF. TEST PROCEDURE: Product is tested to ASTM-E330-96. Tests were performed at Wayne -Dalton, 3395 Addison Drive, Pensacola, FL. Product was installed with tools and hardware as aormally done in the field and per specifications outlined in the attached drawing. Two 5/3" thick blocks were placed under the door at the edge, centered under the end stiles, to simulate a counter balanced door. Deflections are measured at the geometric center of the product. Plastic was used around the edges of the sections to decrease air loss. The plastic is applied in a manner that allows full movement of the product. Permanent deformation is measured with a 50% pre -load before the initial reading. (1) The door was pressurized for 10 seconds to a positive pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a positive pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The maximum deflection was recorded at 5.77. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .34 or 6%. (2) The door was pressurized for 10 seconds to a negative pressure of 14.7 PSF. The pressure was then removed and the initial deflection was recorded after one minute. The door was pressurized for a total of 40 seconds at a negative pressure, which includes 10 seconds of test pressure at 44 PSF and the remainder of the test time at the design pressure of 29.3 PSF or greater. The ma.Idmum deflection was recorded at 5.07. The pressure was then removed and the deformation was recorded after one minute. The permanent deformation calculates to .11 or 3%. (3) Upon inspection after test procedure, the door showed no damage. The door was shown to be safely operable. DRAWING NUMBER: 0110 P 0 TEST DATE: February22, 2001. Temp 71° F. 'RODUCT DESCRIPTION: S C C # OZ - pp 6 1. WayneMark.Model 8000, 160, 4 section. MASTER PLAN A� 2. Exterior skin has minimum of .0175. The minimum yield stress is 33 KSI. LA V. 3. Standard bottom astragal and retainer. 4. 2" nylon roller with 4 1/2" stems. 5. 14 gauge end hinges and 18 gauge center hinges. 6. Eight 3" 20 gauge u-bars 80 KSI placed as shown on drawing. 7. Two 16ga end stiles and five 20 ga center stiles per section. 8..067 vertical and horizontal track. 9. Seven JB-US brackets per side as shown on drawing anchored with one lag per bracket. WITNESSES: _ Clyde McDowell (Report Author), Sid Wilson, P.E. ' APPROVAL BY SD41AR1TY• Doors listed of a lesser width but otherwise the same are approved by similarity. Their capability to with stand pressure is equal to or better than the doors tested. Reducing the width of a door reduces the stress on it and causes less load to be transmitted to the rollers, track, and brackets. Doors listed of a lesser height but otherwise the same are approved by similarity. These doors have the same structural ability as the door tested, but will have less loading at equivalent pressures due to the decrease in area. Doors heights are approved to 3 times the height tested per standard practice accepted in Miami -Dade Co. Refer to. Product Control Division, Question and Answers, GA18(Q127). APPROVED OPTIONS Based ono eruiAluminum al Ainum Louvers and Styrene Window Frame Assembly per test number 020501. L1ame: W.S. Wilson, P.E.-ol- 3395 Addison Dr., Pensacola, FL 32514 Florida Cert No. 0043489 Georzia Cert No. 018519 Mister File #7 _ Central Florida B.O.A.F Exterior Window and Door Master Filing Checklist 1. Sufficiency Review Manufacturer Name: Norandex/Revnolds Distribution Model Number(s): 1 "x4" and 1 "x3" Aluminbm Mullions Contact Name & Number: Christopher M Fuertsch — (407) 667-9390 Please ensure the following are contained in your submittal: X Two (2) signed and sealed engineered installation details. One (1) signed and sealed test report. One (1) signed and sealed engineered calculations for alternate fastening method, if applicable. II. Goverrimental Product Approval: A_qency Initials/Date Agency `Initials/Date Brevard, County of Melbourne, City of Cape Canaveral Mt. -Dora, City of Cocoa Beach, City of Orange, County of ACP 3/1'5/02 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 Pagel of 2 PI_ S� MY NORANDEX PAGE 29 JELe CHART FOR a as °a " 4 ' a a° FASTENERS h� CAULK TOP .OF MULL #10 -X 3/4" TEK SCREW i Wnmow • � JAM 1x3 MULLION (XnA- lx4 MULLION XFLA_ WINDOW 5/8" JAMB #10 x 3/4" TEX SCREW CAULK BOTTOM OF MULL PRECASTED SILL D� D D D 3/8"MIN. WINDOW HEAD o` 26-1) e 39) FLA-45 MULLION ANCHOR CUp 16 GA. GALV. SHEET METAL 800 LB. MAX CAPACITY 7/8" lx3 MULLION XFLA-26-1) lx4 MULLION RFLA-39) ' WINDOW SILL 3/8"MIN �-�- 3/4"MAX SEE CHART FOR D FASTENERS VERTICAL MULLION SCHEDULE SINGLE UNIT TYPE OF'. MULLION TYPE OF CLIP WINDOW WINDOW DESIGN PRESSURE WIDTH HEIGHT NUMBER AND INCH INCH 35 'PSF FLA-45 TYPE OF FASTENERS a 326"0__ OK 4 _3 16_0 x 1-1 2 TAPCONS 8_ 1T%---1=0_ g 3.0. - --- OK---- w---- 19-1/8 50_-_5Z8•--_1_0_ x 3_._0 --- 4-3J60,_X 1_ J2a TAPCONS _ ____0_K____ 4 3j60 : lzl TAPCONS 63" �: ---1-0 s 3.0------OK-- 4 _3J6�� $ 1-J2" TAPCONS 76-3 4.' 1.p x 3,0 OK - 4 3 160 x 1-1 2 TAPCONS 28" 1_0 x 3.0 OK_ _ _ 4 _3 160 x i-1 2 TAPCONS 38-1%4�° - 1_p x 3.0--- -- pg--- . '4 _ J60"' x ,_1_ J2 TAPCONS 26-1/2"50-5Z8�` __` --- --- r------ _1_:0 x 3.0 OK_-- 4 3 160„ x 1-J2" TAPCONS 7663" 3.0--- ___ OK4 _ ljW_x 1-J2" TAPCONS 1.0 x 3.0 OK 4 3 160„ x 1-1 2" TAPCONS 28" __• I_0 g 3.0_-_ --- OK-- 4 : 3 160 x 1-1 2 TAPCONS 3.0 - -�---- „______ 37" 50_-6Z8�' _�_1:0_ g_3_.0 - --- OK-=- 4 3J60'_x_1_J2 TAPCONS OK 4 _3J60 x 1-1 TAPCONS 63" ---1-0 x 3.0--- --- 0K--- �---- ------ 76-3 4 - --- --- --- 4 3j60 x_ 1-1 2 TAPCONS 1.0 % 4.0 OK 4 1 40 r x 1-1 2' TAPCONS 28" 1_0 x 3.0_-_- __ OK_ 4 3 160 x 1-1 2 TAPCONS 3 __Zir -__1,0 x 3.0 _ OK 4 3J160� x 1-1 2� 'TAPCONS 53-1/8' 5_0_-_5Z8. 1.0_ x_3._0--- -- ---- ,.------- 5 - __-OK___ 2 1 40 x 1-1 2 TAPCONS 1:0 _g 3.0- I ---- 76=3 4� -- PLC---- 2 1j40" x_1_ 1 2" TAPCONS 10p�g'+4.0— — pgA2R-1 40'r x 1-1 2� TAPCONS ' M A/ AGTURER NAME: — oRA�ri MASTER EILE # ' 7 - MOTES: 1) ALL ALUMINUM EXTRUSIONS' ARE ALLOY 6063 T8, OR 8083 T5. CHAR1 FS A ' Ph �N, 2) WHEN THERE IS On TAPCON (1/4p" X L-1�2•) p.E. ON EACH ANGLE LEG, THE TJCl/4 SHALL E FL DATE 3/21/020121 3) CONCRETE COMPRESSIVE STRE-PLACED ON MULLION CUP NGTH = 3.000 PSI AT 28 DAYS. A � W � y �v1-4 A y W aow x CQ ca OQi yoq rI07i V4m� 5 N �I �14 NORANDEX PAGE- 30 nulls: 1) ALL ALI OR 606 2) WHEN 7 ON EAC PLACEb 3). Comm AT 28 1 C:RARLES , FL RM RATE DW SILL SH HEAD r DW SILL iH HEAD Co ififi o'' y�� 2 �4� C NORANDEX h ,AC.�,ERNam. PAGE , .2 4 . (2) 110 z 1-3/4" PH—SMS INTO 2 z 3/16"0 x 2-3/4' TAPCON THRU 1 BY BUCK, (SHOWN) ' la' (M GLASS WITH A 1-1/4' MIN. EMBEDMENT INTO MASONRY. (am S1mDIC GLAM DDOR ` 1 4' TT�EM GtA!IS NEE ELEVATION FOR ANCHOR SPACING. CO11PARAYIV6 ANALYSIS CFtAttf Na oP Na OF C9n� RIIDDtC CUSS DOOR O w; a ttnmw DFSlGN LOAD ANCHoIta ANCHORS IIPARATIYB ANALYM Cl1ART No. OF Na OP O N DntF2lsmlal CAPAcmr--PSF • DlIF tm+s v eDESIGN IDS ANCHORS ANCHORS A 'r 4 u . 1DDTD IiFlDtii (2) 010 z 1-3/4' FH—SMS INTO .2 z BUCK POSTME A 1 s" „LD &un '�' �H* P03MVE , I1sAD a ,ReNs � A A SEE ELEVATION FOR ANCHOR SPACING. Pm' eO• 4S Is ap mums DtCRtS Sly JAMB � W W S M. 08.7 a9.4 Sp 9 03 A r� 117.S7s' I6 46 oC.a• (4) 24 a 147.3fa' (4) 69.7 85.4 24 8 N O V Ie 49 to a ao.a• O O ISZ76O' 57.5 a7.5 M7 ea4 Ip ° II497a• BO' la S I58760' el" 77.4 x (a) a7.6 57.5 6 IIL87S' B0' wr BS8 ,a 6 V a 76.a' a7.8 . a7.a le 9 76.F' (a) la 6 Q r ; !2a" SW 5a7 liar 8°'7 eaa la a ^I aseza (2 a) ase ee e a 1�' so• esr. 7&9 20 (� to a as ers (2 a) a tot• as as 90 a47 7sa to 1 tea,' G�tl I 9g" 10 201'.' an 60 117.1f1'a' (4) 13 43 24 !0 147 8—W Oa.' � l0 9o.a' la 10 °O 80 R4 to ta2.760" 4 4a BO.a' (4 °p 80 to 4B8 a80 (2) �10 : 1 3/4' PH —Sus DR7iD 2 ]31C OPTfONAL 1u.37a' O6' ,Lqa 61S E4 io la27a0' eaa asa 24 to ko BUCK WITH 1-1/2' MtH. EMBEDMENT. 2 1 7a.s' (a) 18 to IIl a7a' ve' ae r rt.a to to SEE SIBVAT1oN FOR ANCHOR SPACING. WOOD RUCK 1pr SS4 10.4 la 10 756' (9) 6a.7 738 la to K F +'� 00' ala 4.a54,5 �iZ T• a•°2a (Ea) 0a 01 10 �8" °a' as.e WOOD BUCK °aso ea to °o • •� Nu/ IN PARBIRRFs DOIICATFS PAH$I, aSB2a (2 a) 89.7 842 10 10 4 16 y aaR aI CALL SIZE WIDTH (2) 3/16'0 x 2-3/4' y k e S (C.3.W.) TAPCON OR MIAMI W F q o DADE APPROVED CONC. a SQL HEW. FASTENERS. I ALL 10' 'PANELS SEE ELEVATION FOR N 1 t; = & 80.0 D.P. A u ANCHOR SPACING. a toy Q1 '.. . xva Gib � o�o e. nT� 4 SALL TEEL _ PANELS �y y & 60.0 D.P... s SHIM AS RE UIRED r O wooD sHLM gsltoWN) TYP. JAMB. SECTION 1I SHIM OR MUDD TRACK AS REQUIRED 1 BY 2 BY BUCK' (2) 3/16'0 z 2-1/4' TAPCON OR w MIAMI DADE APPROVED CONC. FASTENER vl SEE ELEVATION FOR ANCHOR SPACING. ` `° `�!B "' `mm o to m IW c NOTES: Z 1 SHIM AS REQUIRED.. MAX SBIM STACK 1/4 n'. ...� • 23 ALL ALUMINUM EXTRUSIONS ARE ALLOY 6063—Tb• ° n 3 USE TYPICAL-WALLHIGUTHICKNESS OF'0.62' q Q A11TY•CAULK BEHIND' WINDOW FLANGE. X X X X X X 4) GLASS THICKNESS BASED -ON TABLE FA300 GLASS p PANEL PANEL PANEL PANEL v CHARTS. AND MAY VARY DEPENDING *ON SIZE b � PANEL M ^ 5 THE RESPO �7' o PRODUCTS 0®�7Y FOR SELECPION OF NORANDEX MEET ANY APPIlCABLE • IACAL LAWS. BUILDING CODES. ORDRNANCFS-OR OTHER SAFETY 'n* �� p • LHE�,AlDlll R AND SILL SECTION REQUIREMENTS � SOLELY WITH THE ARCHITECT /� / BUILDING OWNER 'OR CONTRACTOR w z TyF' 1 BY BUCK 7) CAT 2F�g C •MPRESSIVE STRENGTH 3.000 PSI �—I —) Iro (2BY2) nmAL 1—Amn (4BY2)mmAt, ta-A m° o M V q NORANDEX PAGE 23 A a (2). 810 x 1-3/4" PH-SMS INTO 2 BY BUCK OR 3/18'0 x 2-3/4' TAPCON THRU I BY BUCK. (SHOWN) WITH A 1-1/4" M• EMBEDMENT INTO MASONRY. SEE ELEVATIONIN FOR ANCHOR SPACING. (2) #10 x 1-3/4' PH -SUS INTO 2 x BUCK SEE ELEVATION FOR ANCHOR SPACING. L. OPTIONAL 2 BY WOOD BUCK (2) 010 x 1 3/4' PH -SUS INTO 2 BY BUCK WITH 1-t/2" MIN.. EMBEDMENT. SEE'ELOVATION FOR ANCHOR SPACING. 3/16" TEMPERED GLASS PANEL ,SIZE INCHES DESIGN LOAD CAPACITY—pSF NO. OF ANCHOR SCREWS IN FRAME HEAD AND SILL JAMB, WIDTH/HEIGHT EXTERNAL INTERNAL XX X}IX ' X}OOI 30591/2 " 53.3 55.8 10 ALL 361�ie� x 591/z " 49.8 49.8 12 16 18 6 30 die° x , 791/2 " 49.7 49.7 . 10 18 22 6 36 �s' g 791/2 " 45 12 16 20 .8 18 22 8 SERIES ' 300 ALUMINUM -SLIDING GLASS DOOR CHART LL OPERABLE PANELS ��ee���FASTENER QNIW� , I'`F'�Rn%A 8.0.1�.F. x�,,� MA.1: (2) 3/18'0 x 2-3/4' TAPCON OR MIAMI WIDTR NiJFAC R NAME ntRL i x ROOD BUCK D 'FASTENERS. - CONC. --.----� iC 1 i 1 SEE ELEVATION FOR -SHIM .AS RE uIRED TYP. HORI� WOOD SHIM gSHOW I� OR MUDD TRACK AAs$ REQUIRED I BY / (2) 3/18"0 x 2-1/4-*TAPCON OR SEE ELEVATIONPROVED FOR ANCHOR • PACINNGG. ENER• e NOTES; 1) SHIIi AS• REQUIRED, MAX SHIM STACK 1/4 2) ALL ALUMINUM E%TRUSIONS ARE ALLOY B08S-TS 4 OR T8 WITH TYPICAL, WALL THICKNESSS OF:0:82" 4 a. 9) USE HIGH-.QUALXFY CAULK BEHIND WINDOW'FLANGE. a 4 GLASS 'THICKNESS BASED ON TABLE E1900 GI:AS3 v CHAIITS; 'AND MAY VARY DEPENDING ON.SIZE:. . .. - 6) THE RESPONSIBILITY FOR -SELECTION'.OF.'•NQRANDEX TS: PRODUCTO' MEET ANY APPLICABLE WCAL.,LAWS, HEADER AND* SILL SECTION RE�� -ORDINANCES WI H°� � , TYP. 1 BY BUCK 8) BUILDING.' OWNER Coi1�PR�tVE STRENGTH 0 3. 0 PSI AT 28 DAYS. (4BY2) TTmA eL,:.M MeU zlml�l I li NORANDEX PAGE 22 10 X 1-3/4" P.H. S.M.S W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. ® DOU[1I$ # 10 X 1-3/4` P.H. S.M.S. W/1-1/2" MIN. EMBEDMENT. SEE ELEVATION FOR -ANCHOR SPACING. ` a ALT. FIN ATTACHMENT UNDER SHEATHING F CENTRAL FLORIIMA BAIA.F. ACTORER NADRa oRgv�eX ; BLASTER FILE # 3 NOTE4: 1 :SHIM AS REQUIRED, MAX HIM STACK 1/4 . 2 AI1, M. MINUM;:EIGfRUSIONS ARE ALLAY 6063-T5 OIt:'I6: WITH'11PICAL• WALL{ Tfncb ESS OF 0.62" 3 USE':fiIGH.;QCIAld1y'C1kULI{�BEHIND WINDOW FLANGE 4 GLASS: THICKN�--VASED ON TABLE E13oo GLASS CHARTS; AND hdAY'VARY DEPENDING ON SIZg 5)YAlOR SELECTION OF NORANDEX PRODUCTS q0 :31gh'7 ANY APPLICABLE LOCAL LAWS, BUII,6LNG•.ICOD�.:OIiDINAN¢ES OR OTHER SAFETY REQ'13':jkEST .SOLEf,Y BUIIWITH THE: ARCHITECT. :DYNG OSfiNER'. VB'-CONTRACTOR 6) NOTE `•,r �UAL FASTENERS AT HEAD• AND-. 31RE REOUt�iFn i U10 X 1-3/4' Y•Ii S•kS. W/1-1/2• M[N. MENT SEE'. ELEVATION. FOR ANCHOR SPACING. IS IGNS WINDOW FASTENER. SCHEDULE [SI NO. ANCHORS HEAD/SIL[: NO. ANCHORS JAMB w N ;m GH 95 E 45 TE60 95 45 60 q PSF PSF PSF PSF To T__22 2a 2 2 2 W, 25• - 2 2.A a• Z 2 3 2 3 q •o q 37-1/4 2 2 3 2• •3• 'f_ 3 3 3 _ 3 _ 4• 3 3 3 3 th[r h r 49-6/8 2 2 2 2 2. 20 g 3 3 3 3 3 4 3 .3• 3 3 3 3 3 4. 3 3.3 2 2 2. 3 4 4 3' l- 62' —3t 2 . z• 4 4 e 3 3• 4 4' o 2 2 2- 3 4 5 q1 a y• b 32 6-3/4- __3 2— 2• 3 4 5 3 g. 3� 4 5 —3 44' H- 4 5 �1 5 _a , a b •� vat emn tines � � 4 I rn. is 0 4 TYP. JAMB SECTIONTw- rRRTAIL—A WOOD FRAME sMAX.17- • (TOP AND BOr9'OM) V�DETAa-'C .® nouma y HEADER AND SILL SECTION jt�1%21 MIN.- gMBxEpMENP a'� OLiTAILrB Of/ SNOOD FRAME SEE -ELEVATION FOR ANCHOR SPACING. FL REG:`ENG:. 49121 ATE .. 3/Q7/Oit•' D-------------------------------- 2 6 e V NORANDEX , PAGE 10 II 10 X 1-3/4" P-H. S.M.S. W/1-1/2' MIN- EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. O a .t -40 416 10 X 1-3/4" P.H_ S.M.S. W/1-1/2" 4114. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACI !�G , -- ALT. FIN ATTACHMENT 0 10 X 1-3/4" P.H. S.M-s. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR UNDER SHEATHING FOR ANCHOR SPACING. 1/4' MAX - SHIM (BOTH TYP. JAMB SECTION ©: WOOD -FRAME NOTES: 1 SHIM AS REQUIRED. MAX SHIM STACK 1/4 2; ALL ALUMINUM' EXTRUSIONS ARE ALLOY 6063-75 OR T6. WITH TYPICAL WAIL. THICKNESS OF 0.62" . ,$ 10 X 1-3/4' P.H. S.M.S. 3) USE-'HIGH-QUALPIY'.CAULK,BEEM4D WINDOW. FLANGE _ W/1-1/2" MIN. EMBEDMENT 4) GRASS O THICKNESSBASED'ON TABLE E1900 GLA RTSSS none SEE. ELEVATION FOR CRAM. AND: -MAY :VARY DEPENDING ON SIZE B I ANCHOR SPACING. 5) THE.•RESPONS -MEET NY "SELECTION O LOCAL AAWS. PRODUCTS-10 -MEEK ANY APPLICABLE LOCAL LAWS, BUILDING -:.CODES; `ORDINANCES OR OTHER SAFETY REQUIREMSNgs -REST SOLELY WITH THE ARCHITECT. HEADER AND SILL SECTION - BUILDING,ZWNER-:OR CONTRACTOR. CHARLES A. PA •IP.E: •6) NOTE • INDICATES=THAT_EQUAL FASTENERS AT .WOOD .FRAME FL REG. ENO. $:,49121• HEAD AND'SILL-ARE REQUIRED. DATE: 3/27/02 TTP. 7 FIELD r Re oa AILrA DETAAIL-C SASH DETAIL=B , I NORANDEX PAGE :21 Z9,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. SEE ELEVATION FOR 1� SHIM AS REQUIRED. MAX: SHIM STACK 1/4 ANCHOR SPACING 2 ALL ALUMINUM EXTRUSIONS o mod" 0m 4 ARE ALLAY 8063-T5 OR T6 TYPICAL WALL �WINDOWS OFOFLANGE. 3) USE HIGH QUALITY CAULK BEHIND 4 y4) ' C .. L GLASSTHICKNESS BASED ON TABLE E1300 GLASS CHARTS, AND MAY VARY DEPENDING ON SIZE. 6) THE".PG,Y RPSPONSIBRFOR.:SELECTION:•OF NORANDEX PRODUCTS TO MEET' 'ANY' APPUCAHLE 'LOCAL LAWS. •BUIWING CODES; ::ORDINAIICFS OR``OTHER SAFETY REQUIREMENTS+%REST'"SOLELY WITH THE ARCHITECT; BUILDING OWNEI! O@ CONTRACTOR 8) A PRESSURE TREATED:.WOODEN`BUCI,:OR MARBLE SILL, SHALL BE :ADDED' UNDER THE;. PRODUCT I' TO FULLY SUPPORT UNIT.. THIS- 3UPPORT SHALL BE FIRMLY ATTACH® INTO MASONARY' AND SUPPORT m • � � THE PRODUCT OVER ITS FULL, LENGTH* (SUPPLIED BY OTHERS). . 7) CONCRETE COMPRESSIVE STRENGTH = 9•DOO PSI AT 28 DAYS. ALT. HEADER SECTION L FASTENERS AT 8) NOTE • INDICtatVATES THAT' E UANy TYP. 2 BY BUCK E0 B.O.A.F.• 3/16- TAPCON MANUFAffURM NAME: W/1-1/4" MIN. "EMBEDMENT _ it _oA4Al, ' (SEE ELEVATION FOR ANCHOR SPACING) MA3R F A• 4. I CALL SIZE WIDTH _ e: s 1/4" SHI MAX (BOTH 1 BY BUCK O 2 BY BUCK TYP. JAMB SECTION �) I BY 2 BY BUCK SEE NOTE 6 HEADER • AND SILL SECTION TYP. I BY BUCK Y CHAA&7-�P, FL REG. EKG. # ,49121 DATE: 12/1I/Ol ® 10 F.H. S.M.S. W/1-1/2" MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. WINDOW DIMENSIONS FASTENER SCHEDULE NO. ANCHORS N0 .ANCHORS WIDTH HEIGHT HEAD SILL SEE NOTE 8 JAMB (INCHES) (INCHES) 35 45-60 35 45-60 PS PSF) (PSE) (PSF 26-1�2- 28' z— Z• 2 2 37" _ 2-- 3•— 2 — 2 53-1 8" 2 --3.- 3• . 2 2 19 1/8' 2 2• 2 3 2' — — 2 — 3 —_ 2 2 3 63-1 8" 3 4� 2 3 19-1/8" 2 2• 3 g 28-1�2 50-5/8. _2 -- 2� 3 — 3 97" _ 2 53-1 8' 3 4• 3 9 26 1 2 83- 2 2* 3 4 37 _ 53-1 8" 3 3 4 2_ 2• 3 4 Ul" 76-3/4" 2 _ 2• 3 _ 4. _ u.4 mm .mrx .1 24aG IMAX -A///// Irr . ��� '-DETAIL-C II/� DETAUrB 'NORANDEX PAGE 9 3 16' TAPCON WITH A . 1-1/4' MIN. EMBEDMENT ® SEE ELEVATION FOR ANCHOR SPACING. J_ 750 TYP 1.940 tim B 10 F.H. S.M.S. WITH A IN. 1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANrHnp caApnr NOTES: 1) SHIM AS REQUIRED, MAX SHIM STACK 1/4'. 2) ALL ALUMDJUM EXTRUSIONS ARE ALLOY 6063—T5 3 OR T6 USE HIGjH HU �ICAL WALL THICKNESS OF 0.62' 4� GLASS THICKNS BASED ON TABLE E1300 GLASSG� ESQLITY CAULK BEHIND WINDOW CHARTS A" MAY VARY DEPENDING ON S]ZF_ 5) MERREPoNStBuM. FOR E12MON OF NORANDIX PRODUCTS TO MEET ANY APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES OR OTHER SAFETY REQUIREMENTS REST SOLELY WITH THE ARCHITECT, BUILDING OWNER OR CONTRACTOR. 6) A PRESSURE TREATED WOODEN BUCK OR MARBLE SILL SHALL BE ADDED UNDER THE PRODUCT TO FULLY SUPPORT UNIT. THIS SUPPORT SHALL BE FIRMLY ATTACHED INTO MASONARY AND SUPPORT THE PRODUCT OVER ITS BY OTHERS), FULL, LENGTH (SUPPLIED 7) CONCRETE COMPRESSIVE STRENGTH — 3,000 PSI ALL HEADER SECTION AT 26 DAYS. TYP. 2 BY BUCK 3/16' TAPCON W/1-1/4' MIN. EMBEDMENT SEE ELEVATION FOR FOR ANCHOR SPACING. MANUFACTURER B.0'A.F. &TEV URER NAML.# r � D JD D SEE NOTE 6 HEADER AND SILL SECTION �CHARIL�E�SEG NG,#' 49121K TYP, 1 BY BUCK DATE: 3/21/02 $ 10 F.H. S.M.S. W/1-1/2' MIN. EMBEDMENT SEE ELEVATION FOR ANCHOR SPACING. 1 e4' o.r_ wul o ti A. AIL A /�� y .q 0 DETAIL—C i��f e SASH a DETAM—B I a Z m m 2 MIAMI- ADE MIAMI-DADECOUNTY. FLORIDA ® METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE OF ACCEPTANCE Premdor Entry Systems 911 E. Jeferswi, P.O. Box 76 Pittsburgh ,KS 66762 BUILDING CODE•CONIPLIANCE OFFICE 140 WEST FLAG1.I::R STIt1:171', SI)i•11i 16tl.; MIAMI, FLOIJU )A 3.1130-I563 (305) 375-2901 FAX (3()5) 375-290S C:0N_1'iLIC'1'O12 I.1C:1.. tiI�C tiliC!'IUN (105)375.2527 I-WN(105) 175.2555 cU..vritAc-roit mvisioN (305) J7s•'-9GG FAN (105) 375-2,)as 11jumum, c:U:\`i'itol. l)w151UN Your application for Notice of Acceptance (NOA) of'(.7U5) 37S•�903 VAN (103) J72-G.1.19. • Entergy•6-8 S-W/E Inswing Opaque Double w/sidelites Reside' Insulated Steel Door under Chapter 8 of the Code of Miami -Dade County governing Elie use of Alternate I*4iiterials and Types of Construction, and completely described herein, has been recommended for acceptance by the Miami -Dade County Building Code Compiiance Office.(BCCO) Linder the conditions specified herein. This NOA shall 'not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant for duality control testing. If this product or material fai.Is to perform in the approved manner, BCCO may revolve, modify, or suspend the use of such•product -or material immediately. BCCO'reserves [tie 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 .haul tcoariguca Chief Producf Control Division Ti[IS IS THE COVERSi•IEET SEE ADRITIONAL PAGES FOit SPECIFIC AND GENERAL CONDITioNs BUILDING CODE &,•PRODUCT REVIEW COMMITTEE This application for Product Approval has been reviewed by'the I3CC0 and approved by the Building Code and Product Review Committee to be used in Miami -Dade County, Florida under the- conditions set forth above. :APPROVED: 06/05/2001 fflz4l�_ i2z;;� Fizincisco 1, Quintana. R.A. Director Miami -Dade County i3tidding Code Conil liance Oflict: 11sC14500011pc20001\templateslnotice acceptance co.er page.dot Internet mail add rexx:•postill:Ister-u buildinl;cotleonlinc.com III tli:/ www.buildirr"co(ICU III i'ne.Cum Premdor Ehtry Systems ACCEPTANCE No.: . 01-0314.24 APPROVED JUN 0.5 2001 EXPIRES 4t)ri1 02, 2006 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS 1. SCOPE I.1 This renews the Notice of Acceptance No. 00-0321.26 which was issued on April 28, 2000. it approves a residential insulated door, as described in Section 2 of this Noticc of *Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County, for the locations %vhcre the pressure requirements, as determined by SFBC Chapter ? ;. do not exceed the Design Pressure Rating values indicated in the approved drawings. 2. PRODUCT.DESCRIPTION 2.1 The Series Enterby, 6-8 S-NN'/E Inswing Opaque Double Residential Insulated Steel Doors with 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 1 through 6 of 6, titled "Premdor (Entergy Brand) Double Door with Sidclites in Wood Frames with Bumper .Threshold (Inswing)," prepared by manufacturer,- dalcd 7/29/97 with revision C d-,itcd O 1 /1 1 00, bearing the Miami -Dade County Product. Control approval stamp with the Notice of Accep«ncc number and approval date by the Miami -Dade County.product Control Division.. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIO.NS 3.1 This approval applies to single unit applications of pair of doors and.single door only, as shoN%-n in approvcd drawings. Single door units shall indlude all components described in the active leaf 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-45 degrees. Unless unit is installed in non-liabitablc 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 ith the approvcd drawings. 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit Nvill not require a hurricane protection systcni. 4.2.2 Sidelite: the installation of this unit Nvill require a hurricane protection system. 5. LABELING 5.1 Each unit shall bear a permanent label with the manufacturers name or logo, city, state and following statement: °Miami -Dade County Product Control Approved". '6. BUILDING PERMIT REQUIREMENTS 6.1 Application for building pcniiit shall be accompanied by copies of tlic following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approvcd drawings, as ideritiried in Section 2 of this Notice of Acceptance, clearly marked to show the components selected for the proposed instillation. 6.1.3 Any other documents required by the Building 0 icial or. the South Florida43uilding Codc (SFBC) in order to properly cvaluatc the installation o li s stem. _ - Manuel erez, P.E. Product Con r61- xamincr Product ntrol Division Prcmdor Entry Systems ACCEPTANCE NO.: 01-0314.24 APPROVED SUN 0 5 2001 EXPIRES Aizril 02. 2006 NOTICE OF ACCEPTANCE: STANDARD CONDITIONS Renewal of this Acceptance (approval) small be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, arc no older than eight (8) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's nam.c, city, state, and the following 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'conxct installation of the product. d. The. engineer Nvho originally prepared, signed and scaled the required documentation initially sub.mittcd, is no longer practicing the engineering profession. 4. Any revision or change in the materials, use and/or manufacture of the product or process shall automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing of a revision application *with appropriate fee) and granted by this bfficc. 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, advcrtising 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 dra�yings and other. documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall bc'availablc 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 Acccptancc consists of ptigcs 1, 2 and this last page 3. E\D OF TIIIS ACCEPT NCE Manuel tcc rcz, P.E., Product ontro -- . ,irnincr Producontrol Division PREMDOR (ENTERGY BRAND) DOUBLE DOOR WITH SIDELITES IN WOOD' FRAMES WITH A BUMPER THRESHOLD (INSWING) AnAL[�it� tT ii t Exi s ifir i 140 1/z• 37 1/r NA MAX 74' 77 I/a• . MAX s[L •O[c ! «.a s• MMAX AX Ms 1' MAX s• MAX MAX MAs 0.0 131D.C. IS' 0.C. IS' D.C. 15• DC. IS' MCv-.y13' ' ' HAX MA% MAX MAX MAX MAX M ; MAX MAX fSl W Cf.01 cc ux: DLIiACIMG FF� I j IB' O.C. I nr 17LSPA IB.' 0.C,f0� LOCKfy Iw f�l1911tL0.0 D.0 ZE' jS I -MAX O17 f aum.f D.CIB• 0.G17 D.C.j8. 0.C.6• XJMfJ3. 0.C. fl vt wxuXM C«sCOCN,lINK l3' O.C. IS• OC U' OG 13' DC IS' OCIs• UL 13 MAX Max MAX MAX MAX MAX ' �-- A. MAX 3' MAx MAX' MAX w sa «orc e ATTACH ASTRAGAL THROW BOLT 18 X i' LONG STRIKE PLATE TO THE HEADER IN ALL REMAINING AND THRESHOLD WITH 110 x 1 3/4' HOLES FLATHEAD SCREWS' NOTES, I.) W000 BUCKS BY OTHERS. MUST BE ANCHORED x8 x 1 3/4" LONG �1 PROPERLY,.TO'.TRANSFER.LDADS TO THE STRUCTURE. FLATHEAD SCREWS 2.) THE PRECEDING DRAWINGS ARE INTENDED TO QUALIFY THE FOLLOWING INSTALLATIONS. Lx INSWING Rx INSWING A. WOOD FRAME CONSTRUCTION WHERE DOOR SYSTEM 1S ANCHORED TO A MINIMUM TWO BY WOOD' OPENING. ASTRAGAL B. MASONRY OR CONCRETE CONSTRUCTION WHERE DOOR SYSTEM IS ANCHORED TO A MINIMUM TWO BY APPR h'ED AS CC'/�_fu:G.;711, Inc I STRUCTURAL WOOD BUCK. SOUTH �- C. MASONRY OR CONCRETE CONSTRUCTION WHERE DOCIR SYSTEM IS ANCHORED DIRECTLY TO CONCRETE OR MASONRY WITH OR WITHOUT A NON-STRUCTURAL ONE BY WOOD BUCK 3. ALL ANCHORING SCREWS TO BE 910 WITH JhNC CODE CA7p—�—lj� LIs(I BY /1/i!/7 IJ— . C� w 1 P,ZOtr .VTROL 0t'ASION SUILDV, CODE C^!PLWICEOFQ MINIMUM 1 I/2 EMBEDMLNi INTO WOOD SUBSTRATE ACCEPTAW-EN0,'DI 031't. tti OR 3/16' PFH TAPCONS WITH 1 1/2' MINIMUM EMBEDMENT X UNITS SHALL BE INSTALLED ONLY AT LOCATIONS PRDTECIEO BY A CANOPY DR INTO MA50NRY, OVERHANG SUCH THAT THE ANGLE BErVEEN THE EDGE OF CANOPY OR OVERHANG 4. UNIT MUST BE INSTALLED WITH 'MlAMi-DADE COUNTY TO SiLL IS LESS iHAN 45 DEGREES. UNLESS UNIi iS INSTALLED IN APPROVED' SHUTTERS NON -HABITABLE AREAS WHERE THE LIMIT AND THE AREA ARE DESIGNED r0 5. THREE STAPLES PER SIDE JAMB INTO HEADER ON SIDELITES ACCEPT WATER INFILTRATION AND DOOR, THREE STAPLES PER JAMB INTO THRESHOLD'ON SIDELITES AND DOOR c oAcE Dxmlr xoclr¢ANCMS hnvm 5. LATEX SEALANT TO BE APPLIED AT SiDE BY SIDE PlIlEtl ¢cJAMBS AND SIDELITES. t0IT4slimn. r¢2 -00 a,cA mm wIrMUTA,ICMs Ittnv+f11 T. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SIDELITE BASE 'ORNERS ARE CCIPED AND BUTT JOINEd 1. DOORS SHALL BE PRE -PAINTED ViTH A VATER-BASED EPDXY RUSTN Y Y MS 31-1029-EW-I NHiBITIVE PRIMER PAINT VITH A DRY FILM THICKNESS OF 0.8 1O 1.2 MiL. �DFRAMES SHALL BE PRE -PAINTED VITH AN ACRYLIC LATEX VATER-BASED/X a 66T SHEET l OF 5 WATER -REDUCIBLE VHITE PRIMER WITH A DRY FILM THICKNESS OF 0.8 TO 1.2 NIL. ' kTV;i71IEiliT N A VATER INFILTRAra oux' ENi IS NEEDED X WHERE WATER IMFILiRAiION REOUIREMENi IS Nor NEEDED Positivex t X - 4 9/16' GLAZING DETAIL CX IERIUN GRnIX LA IEBSDAX CAULK EXIERIDR .t INIERIOR 1/2 GLASS BITE 9 1/8' XWERED GLASS INTERIOR INSWING OTHER CONFIGURATIONS MAX � • � �� v �� �� � C� � � �'���c±'I �� �:d►�lS�K,L�%//'i.'y�S�\>'• i' �`-t�ijrlc:0 � AL 1.. MAX 74 3/4 MAX iftmu '1i ��' t.',. 1���'ii3�'Ws irr'-�'`�%r�l'� �I w�i 'M��(1i�e`;i�''ti�%/%/o-:� ♦ ■ 11 UL ,1 APPROVED AS COUPLYUNG VATN 1NE SO UINFL(1jW MMDMCO, IQ BY JJ �U 7NN PRODU DIVISION 6UNL CODECOMPt-UTOFFICE t4 ACCEPTAMEND 0/-03Nv. 2y JR 1-1029-EV-1 SNU 1 2 OF 6 munalu c 2 BY WOOD BUCK I / n 5 6 7 80 11/16' MAX TNTERIOR .• 79 5/16' MAX F 1 3 4 9/16' SECTION s-B EXTERIOR MAILKIALS LIST IIEH NO. O D[SCRIPIION PARI 14JNBIR [DHH[tTTS 0 WOOD HEAD JAHB CV-14 1 I/4 X 4 9/16' HfL. i0 BE PINE OR COUIvnICNt Q COMPRESSION WEATHERSTRIP ALUMINUM ASTRAGAL V- �pCKS-KEEN BRAND Oz al 9A50 (BRON7E7 4Q ALIJMINUH-BUMPER [W-12 PREHDOR BRAND OR COUIVALENT- 5/0'.ALUMINUM ASTRAG TIJRESHpIp EV-15 PREHDOR BRAND OR EQUIVALENT - 1 1/4' x 4 9/16' © TOP CHANNEL EV-OB PREHDOR BRAND - 1 II/16' - 20 GA STEEL ] T SKIN 26 gm (M7 M( -0 in 41-1 flat 11111105 HT YWI [D IITOi B V ® -MYURETHANf FOAMBASF FOAM - DENSITY 2.0 TO 2.5 tbs./Ft' - O BOTTOM CHANNEL CV-07 PREHDOR BRAND - 1 11/16' - 20 GA STEEL 10 Vp00 LOCK RIOCK EV-09 4' X 9 1/2- MIL. TO BE PINE OR EOUIVALENT 11 STRIKE STILE HINGE STILE EV-06 15/16' X 1 11/16' Hit. TO BE PINE OR EQUIVALENT 12 LOCK PREP FILLER PLATE EV-OS IS/16' X I II/16' HTL. TO BE PINE OR EQUIVALENT 13 4'x4' HINGE EV-10 . PREHOGRARAND - .050' THICK- HTL. TO BE POLYETHYLE 1/ EV-16 HAGER BRAND HINGE OR EQUIVALENT - A97 THICK (SICI 15 VOOD HINGE JAMB 010 x 3/4' F.H.V.S. rw-13 1 1/4' X 4 9/16' HTL. TO BC PINE OR CQUIVALENI 16 9jQ X 2' F LV.S (4) SCREWS PER HINGE INTO DOOR ) V i EllH151 JAN NIQ L JAN z 16• hL lHrREAr TER ' IW SCREVS IRRCUM SIRIKC JAMB IH10 SIDELITE JAHI. 4• wvN raol X B' OL 1HCREArfER ' 61 SCREWS HIIf Gl EALTI SIDELITE "1 11110 SIDLLIfl. 4• DDw rRON UP. MAX 15' DC 11[REAFTER . I7 vm .�'1A,M V�IaxNx f xvt REr[R IQ ELEVATION VIEW rDR 1 or SCREVS USED ID BID X 3/4' FJT.V.S. AND LOCATIONS (2) SCREVS PER HINGE INTO JAHD 19 ' ID x 2- Fws. (2) SCREWS AT C C 0 LDCKSET A H STRIKE PLAT[ I#22"X 1 1/q' FJLV.$. KVIKSET BRAND 200 LOCK OR HARLOC BRAND 100 LOCK ® SIDELITE JAMB (2) SCREWS PER HINGE INTO JAMB 64' SINGLE PANEL GLASS EV-19 ' 1 1/4' X 4 9/16' HTL. TO BE PINE OR COUIVALENI D LASS N PQLYPROPYL EV-20 N - DC-1 43 - (GOL Cl CAR TEMPERED A kS SIDELITE TRIM (WOOD) EV-21 5/)6 x 1/2' 'HTL. TO BE PINE OR Ellj IVAL 1 WOOD CASING EW-22 I/B' x I• of TO P NE OR CDUIVAL NI - DENS H0..,. U fpR 'SIO[ BY SIDE .YWBS' AS e41LL ItpIS © WOOD SIDELITE )LEAD JAMB V[IDD EV-23 11/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENT SIDELITE BASE Ev-24 11/4' X 4 9/16' HTL TO BE PINE OR EQUIVALENI POLYPROPYLENE LITE FRAME -1643. DDL-2 HP Polypropylene by ❑DL 06 X 1 1/2:PAN HEAD SCREWS 18 PER FRAME ER 1 ' SIDE SISTILES EV-26 ID Yc D 14 n Afl e 15/16' X 1 11/16' HTL TO BE PINE OR EQUIVALENT 1 PIN NAIL /I• L" HA(l, I• DI FEI lug. MA) Ir DL IKRAFIER. Uff1 @I KXLM Nt1 I DOW SILICONE 4995 APPROVEDASCOUPLYRfGMATHTHE �(1� SOUK,"Jor U� PI\) BY J (f PROM f1TTTOL pwSloll 911 L BUILDING CODE COI)PLWtCE OFFICE Fills ACCEPTANCE NO.O 1-031'(. Zy sill �I31-1029-EW-I SHEET 3 OF 6* RLVI)IIN LLIRR B 2 BY WOOD BUCK 1/4' SHIM MAX 3/`4' i n INTERIOR I 79MAX16` 80 11/16' MAX 2 BY WOOD BUCK SECTInN PLEASE SEE 'GLAZING DETAIL' DRAWING 431-1029-EW-I SHEET 2 OF 6 DOW SILICONE 4995 APPROVED A9 0WICYNG Wj7M THE SOun 1 R nam. a m N.,., OL010 G CODE COMPI IANCF 1-1029-EW-I SHEET OF 6 RCVI516N ICIIER n OTHER DOOR -'CONFtGURAT IONS 1. arm mwr armor ar ur m o. w• _ .• .. r w r w ''" w . w rr r ar�r K ° K t."c ..ic n• a.i V� r... rw r... , ... r s aka v.c r�Kr� . oa V w ac . w _ , 1 W 1 •1 _ � u ur .•. v.cia u ur w - ° �L OKIi � 40 ° b WY• bYN ° A 1c � Ir IT• w ® rai - 1 1 1 � 11• 1 1 r � � O[V O.c ('� � � � —• ,..., .-III IL • �-r w Lam' l.J-DL1L.1 � v � � .• ...J •� . unn Xxn ` Ann cO AS COMPLyirtG w., THE - I SOMF' N eunRMCOoe 02IT MATE JUU -I{'� 8y �J PR aeon T . ROL np.,SM I 911 BU4DINGCODE COIIFtWMEOTF PIIIS AaEFC,NCE NO. 01- O `a X 31-1029-EW-I SHEET 5 OF 6 etwst� lnl[e J OTHER DOOR PANEL STYLES 36" [—MAX 79 /� 1(` �� 00 Boll MAx Qa 1100 o00 on 10, 0❑ Don 6-PANEL 4-PANEL 9-PANEL 10--PPANEL IB-PANEL BLANK IOP • 4-PANEL .OTHER SIDELITE STYLES 36" MAX 793 M SL-10 SL-20 SL-30 SL-60 SL-50 ' SL-500 u SL-69A SL-698 ❑ O 0O ®o na nooa na as as an PD-1 PD-2 PD-3 PD-4 PD-5 PD-6 PD-7 PO-8 1.9 a 0. 0 R. . r-_--1 I um PD-ID PD-19 PO-20 PO-21 PD-22 PD-23 PO-24 PD-25 ®®if vo Dd B0o pp ❑❑ ❑❑ ❑❑ o FLUSH 8-PANEL CROSSBUCK ❑ ❑ 12-PANEL 4-PANEL 5-PANEL 5-PANEL EYEBROV V/SCROLL EYEBROV 5-PANEL 5-PANEL V/SCROLL �YEBROV 0 0 o. SL-69C 'SL-25 SL-55 SL-30D SL-40 ®a oo A. -I PD-9 PD-10 PD-11 PD42 ❑ ❑ 1113 QQQ Q�Q ❑ � p ❑ � PD-35 PO-36 PD-37 PO-38 PD-39 PD-40 PO-41 PO-42 PD-43 PD-43A PO-47B SL-90A as PD-13 0 SL-90B PD-14 a SL-90C SL-309 SL-30C SL-10 SL-80 as ❑a PD-15 PO-I6 PD-17 ELL:",: t W 'L N J � o ci s o �a too a T a < K a w PO-32 PO-]] PO-34 I\LI'lVU(\ LIV I K I J 1 J 1 tf1J 3(-1029-EW-I 911 c rrrt>ssa P011MIS, (A762 SHEET 6 OF 6 RIVISDN tulli MIAMI-: PRODUCT CONTROL NOTICE Or ACCEPTANCE' Pi-emclor Entry Systems 911 E. Jeferson, P.O. Box 76 Pittsburgh ,KS 66762 Your application for Notice of Acceptance (NOA) of. •NIIAcNII-DADE C(DUNTY, FLORIDA METRO -DADS FLAGLER BUILD.ING BUILDING CODE CONIPLIAhCE OFFICE MIM. ZO-DAI)(i FI-AC;11R. DUILDINC, 14.0 WHIST 171.AGi.lilt 5 I ltt:1"I', SUf l'1: 1603 MIAMI. FI.ORIDA 3313n-13ti.; (305) 375-2JO 1FAX (305) 375-29m C:U� I'It.•IC"1'(11t I,i C:1•:,1ti1,\(; ti}.:C"I']()\ (305)375-2527 V.LN(.105)375.255%, co-,-- u-kc.-rott f:NFUitca{,%Ii{;\ r invis1U\ (305)375-29GG 1,W)DI:C1, CON.. I.U01.1)IVIslUN (305) 375.2'')U2 VA-% (J05) 372-6.1.1I Enter'gy 6-8 S-W/E Outswing Opaque Single w/sidelitcs Residential Insulated Steel Door under Chapter S of the Code of Miami -Dade County governing the use of Alternate Materials and Types of Construction, and completely described herein, has been recommended for acceptance b}' the Miami -Dade County Building Code Compliance Office (BCCO) tinder the conditions specified herein. This NOA shall not be valid after the expiration -date stated below. BCCO reserves the right to secure this product or material at any time from a jobsite or manufacturer's plant f'or quality control testing. If this product or material fails to 'perform in the approved planner, BCCO- njay 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- f-ails to meet the requirements of the South Florida Building Code. The expense of such testing will be incurred by the manufacturer. ACCEPTANCE NO.: 01-0314.21 EXPIRES: 0.3/02/2006 Raul Koarlguez Chicf Product Control Division THIS IS THE COVERSIIEET SEE ADDITION:11, PAGES FOR SPECIFIC:IND GENERAL CONDITIONS BLIILDING CODES PRODLICT REN'IE1V CO.NI,111TTEE This application for Product Approval has been reviewed by the BCCO arid approved by the Building Code and.Product Review Committee to be used in Miami -Dade County, Florida under the conditions set Forth above. APPROVED: 06%05/2001 Francisco J. Quintzna, R.A. Director .1%ii;lnii-Dade COLrnt1' 1311ilding Codc Compliancc Ofiicc 1\s0450001\pc2000\\tempiates\notice acceptance cover page.dot Irticr•nct mail ailtli•ess: host,naster��buifdirl"cot] Cori Iilie. CoIII c.corn Premdor Entry Systems ACCEPTANCE No.: '01-0314.21 APPROVED JUN 0 5 ZQ EXPIRES A 2ril 02 200' 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 Noti.ee of Acceptance, designed to comply with the South Florida Building Codc (SFBC), 1994 Edition for Miami -Dade County, for the locations where the pressure requirements, as determined by SFBC Chapter 2;. 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 Outswing Opaque Sinbld Residential Insulated Steel Door with SideIites- Impact Resistant Door Slab Only and its components shall be constructed in strict compliance with the following documents: Drawing No 31-1020-EW-0, Sheets 1 through 6 of 6., titled "Premdor (Entcrgy Brand) Wood Edge Single Door with Sidclites in a Wood- Frames «•ith Bumper Threshold (Outs,.ving),'' prepared by manufacturer, dated' 7/29/97 with revision C dated 01116/01, bearing the Miami -Dade County Product Control approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Division. Thcsc documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIOiNS I . 3.1 This approval applies to single unit applications of single door only, as shown in approved drawings. a. INSTALLATION •4.1 The residential -insulated steel door and its components shall be installed in strict compliance with the approvcd drawings. . 4.2 Hurricane protection system (shutters): 4.2.1 Door: the installation of this unit will not require a hurricane protection system. 4.2.2 Sidclite: the installation of this unit Nvill require a hurricane protection system. 3. LABELING 5.1 Each unit shall bear a permanent label with the manufacturer's name or 1000, city, state and following statement: "Miami -Dade County Product Control Approved". 6. BUILDING PERMIT REQUIREI'IENTS 6.1 Application for building permit shall be accompanied by copics of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approvcd drawings, as identified in Section 2 of this Notice of Acceptance, clearly marked. to show the components selected for the proposed installationl. .6.1.3 Any other documents required by the Building Official or the South Florida Building Code (SFBC) in order to properly evaluate the installatiVnorthis system. Manuel Perez, P.E. Product Con roI xaminer Product ontrol Division Prcmdor Entry Systems ACCEPTANCE No.: 01-03I4:21 APPROVED JUN EXPIRES 4pri1 02, 3006 NOTICE OF ACCEPTANCE: STANDARD CDNDITIONS I. Renewal of this .Acceptancc (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (S) years. 2. Any and all approved products shall be permanently labeled with the manufacturer's name, city, state, and the fbllo�ving statement: "Miami -Dade County Product Control Approved",'or as specifically stated in the specific conditions of this Acceptance. 3. Rene%vals 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 Nvith'tiie 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 rlic requirements of this acceptance, including the correct installation of the product. d. The enginedr, who originally prepared, signed and scaled the required documentation initially submitted, is. no longer practicing the engineering profession. 4. Any revision or change in llic materials, use, and/or manufacture of the product or proccss shall automatically be cause for termination of this Acccptancc, unless prior written approval has been requested (through the filing of revision application with appropriate fee) and granted by this office. 1.7 5. Any of the following shall also be grounds for removal of this Acccptancc: a. Unsatisfactory performance of this product or proccss. b. Misuse -of this Acccptancc as an endorsement of any product, for sales, advertising or any other purposes. 6. The Notice of Acceptance number preceded by the words Mianii-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 cntircty. 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 Acccptancc shall be cause for terriiination and removal of Acceptance. 9. This Nouce of Acceptance consists of pages 1, 2 and this last page 3. END OF THIS ACCEPT NCE Manuel crez, P.E., Product Co tro Examiner Produc "ntrol Division 3' rKLMJJUK .. (LN 1 LHbY EHANU) WUDD EDGE SINGLE DOOR WITH• SIDELITES IN WOOD FRAME WITH BUMPER .THRESHOLD 4MAX 15' MAX 15' MAX OTC. . 15'MAX O.C. A iS' MAX O.C. 15' MAX (OUTSWING) 00' MAX 4' MAX MAX .4' MAXPiMAX 3' MAX '3' MA3'MAX 14' MAX -MAX T B MAX 4' M/ IF_l9 nAz � IS'—J n„n MAX 47 I /16' TOP OF DOOR TO 4 OF LOCI Ham' KVIKSET DEADBMT MODEL 660 SERIES i DR HARLOC DEADBDLI MODEL -1 _ 22' 64' MAX DLO t • KVTKSCT LOCKSCl/h ' • MODEL 01.200 SERIES •'•. DR HARLDC LDCKSCI ' MODEL log 91 laws E D"`S`ILL. (6,"ERM"I"n TE: 3/16' PFH TAPEOZ MINIMUM EMBEDMENT N2DTE iAr LES A so 11/16' — . 6' AX MAX ' -MAX .MAX MAX III LL MSY I — l . E 4' MAX r MA _ ' —3' MAX 3' MAX MAX J > VDODBTUCKS BY OTHERS RUST DE ANCHORED 43•µ X I MAX 4' MAX -E-- MAX 3' MAX 'RDPERLY TO TRANSFER LOADS TO THE STRUCTURE, DB x 1' 3/4' F.H.V,S I THE PRECEDING DRAVINGS ARE INTENDED TO UALiFY•THE FOLLDVING INSTALLATIONS 3) PER SIDE FROM WOOD ERA„" CONSTRUCTION VHERE DOOR -' JAMB INTO THRESHOLD YSTEM IS ANCHORED TO A MINIMUM TV0 BY VOOD V IJ PENING, MASONRY OR CONCRETE CONSTRUCTION WHERE RA OUTSVING LH D61SViNG OOR SYSTEM iS ANCHORED TO A MINIMUM TVO BY TRUCTURAL VOOD BUCK. MASONRY OR CONCRETE CONSTRUCTION WHERE amuN PRESSURE RAf[N(,S 70R SYSTEM iS ANCHORED DIRECTLY TO C13NCRCTE MITRE VAIER LWILIRAIION VMERC VAIER DD•ILIRATICN 2 MASONRY V TH OR WITHOUT A NON-STRUCTURAL REDU1REK01 IS NEEDED � REOUIREN;NT IS NOT HEELED 4E ,BY VOOD UCX. ALL ANCHORING SCREWS TO BE DID WITH V + ' NIMUN 1 I/2' EMBEDMENT INTO VUOD SUBSTRATE xI IT I MASONRY. PFH TAPCDNS'viTH I I/?' MINIMUM EMBEDMENT TO MA . LNITS STALL BE IRSTALLCD ONLY AT LOCATIONS PROtECIED BY A CANDPY OR UNIT MUST BE INSTALLED VITH 'MIAMI-DODO COUNTY I7VERNAN6 SUCH IHA( K AATLE REIVCEN fit EDGE Dr. ENVY OR DVERI(AliG PROVED' SHUTTERS TO SILL IS LESS INAN 45 MDEES. ID>LESS LNIi iS INSIALLED IN lO-KABIiARLE AREAS VKRE THE UNIT AND IME AREA ARE DESICKD' TO !THREE STAPLES PER SIDE JAMB INTO HEADER ON S D ODOR, THREE STAPLES PER JAMB INTO BASE ON SIDELI ES IDELITCS ACCEPT VAIER INFILTRAIIDH LATEX SEALANT TD -BE APPLIED AT SIDE BY SIDE MBS AND SIDELIPES. DOOR/SIDELITE HEADER, DOOR/SIDELITE JAMBS, AND SiDEUTE BASE U�1tA7M °wi°n 1 xuT m2 I RNERS ARE COPED AND BUTT JOINED. DOORS SMALL BE PRE -PAINTED. VITH A VATER-BASED EPDXY RUST I(BITIVE PRIMER PAiNT VITH A DRY FILM THICKNESS OF CA TO 1.2 MiL. FRAMES SHALL BE PRE-PAINIED ViTH AN ACRYLIC LATEX VAIER-BASED/ PREMOOR ENTIRY STSIL TER•RCOUCIBLE VHITE PRIMER VITH A DRY FiLM THICXNESS OF DB TO I? 41L. IIIRL WE= APPROVED AS COM-LYING N I i i Ir SOUTH Pl.Ejt:y' A OUILOMO c�vc a:T .1EJM J�1 DY PAODUFT CC 17110L CI'.75:7?l U BUILDW CODE DOSIPLLLX:C C'FPiCP ACCEPiAACE no. OI' GJ /y. 2 r I-1020-EW-G SHEET 1 01. S iVDD unp " S 112' 'LASS BITE SECTION A -A r--�x. --i GLAZING DETAIL a U T S WING OTHER CONFIGURATIONS . SITERVIN VILLIARS 850A I 6e Jra EXTERIOR GRADE LATEX CAULK N� 68 7/4PWAX EXTERIOR ?ORR INTERIOR APPRD'r0 T3 CCC)UptyET.tM PA -,,,THE soun 9 . b;t- ' �U n U 5 L Q�� Iue6ue uttu_ 'm�rC7 BT PRO T ,TROL OIY151@1 lie• TEMPERED EaAsi evuorRcc�cor.�Pu:NCEac ti mL�� .N ACCEPVJ.CE 110. 01-03/v. Z,1 mium a'JR y 1-1020-EW-❑ SWET. 2 Q 6 [r®1 UIg7 c 80 11/16' MAX EXTERIOR 79 S/16' MAX SECTION B-B 1 1/4, INTERIOR WOOD HEAD JAMB nunxLN COMMEN IS EN-12 1 1/4' X 4 9/16' MIL. 10 BE PINE OR EDUIvALENI COMPRESSION WEATHERSIRIP - q 1OCKSEREEN WOOD STRIKE JAMB W- BRAND XS A 50 ( R I i/4' X 4 9/16' NIL. TO ALUMINUM -BUMPER IHRESHOIp EN-13 BE PINE pR EQUIVALENT PRENDOR BRAND OR EQUIVALENT TOP CHANNEL EV-05 - 1 1/4' x 4 9/16' PREHOOR BRAND -1 II/16' _11LEL SKIN - 20 GA STEEL 26 qtL Call im( -m eit t Y N .F AH tat Il Rant quit RIr 4roR B BASF FOAM - DENSITY 2.0 10 2.5 Ibs./f BOTTUM CHANNEL WOOD EV-04 t1 PREMDOR BRAND - 1 11/16- - 0 G4 STEEL LOCK BLOCK STRIKE STILE EV-OB 4' X 9 1/2' MTL, iU BE PITS OR EQUIVALENT STILE EW-07 15/16' X 1 II/16' MIL TOHINGpE PINE OR EQUIVALENT LOCK LOCK PREP FILLER. PLATE EW-06 EV-09 15/16' X 1 11/16- NIL. TO BE PINE OR NUIVIILCNI 4'x4' HINGE PREHDOR BRAND - .050- THICK- NiL TO BE POlYEi11YLENE WOOD HINGE JAMB EV-15 HAGER BRAND HINGE OR EQUIVALEryF -DBE THICK (STEEL) 110 x 3/4' FJLWS. - 1 1/4' X 4 9/16' HTL ip BE PIN'E.OR EQUIVALENT BIO X 2' FHWS. (4) SCREWS PER HINGE INTUIDOUR 1(Y V/xHIK1M n 6) SCREVS llptglpl EAITr SIDELITE JAMB RIID 510EL[Ir- 4- UNN FRDN Q' NAX 15' QC 11ERCAT"IER Prx raPEpa v/waKFt I u RI SIDELITE WOOD STILE REFER 10 ELEVATOR( VI[v, FOR 1 OF scREvs US<0 AND IOCnTI0N5 68'x 2' F1LVS. EV D] 15/16' X 111/16' NFL TO BE PINE OR;EQUIVALENT LOCKSEi (2)_SCREvS AT EACH STRIKE PLATE BIO x 1 3/4' FHW.S KVIKSET BRAND 200 LOQ( OR HARLOC BRAND.100 LOCK (5) SFREVS 11RDLp( 10146E JAMB F 1Hi0 SIDTIiIC 4W1, R' (I)VN Rml TIP MAX OL THEREAFTER II) VS IIW%M SFRIrE •1MB W!0 SIDELITE JMB, 4' Bpvn I X B' T1C 1IICREAFIER Rp1 )IN 41 SCREVS I"oj(; l EACH HLMZ MHT MM .AVtI WOOD SIDELITE JAMB EV-18 ; 1/4"X 4 9/16- NIL- TO BE PINE (R 22' X 64 NEL GLASS A L EQUIVALENT EW-19 N OLr RUPYL F - -16i _ ( SIDELITE �- TRIM (WOOD) EV-20 5/16 x 1/2' MT WOOD CASING' L. TCI BE PINE OR EQUIVALENT EV-21 FOR SIB BY SIDE EwP AS �71U_IfAS 1 - trMISUWAS Li WOOD SIDELITE HEAD JAMB EV-22 1 1/4' X 4 9/16- NIL. TO PINE OR EQUIVALENT WOOD SIDELITE BASE LW-23 1 1/4' X 4 9/16' MTL. TO BE PINE OR EQUIVALENT POLYPROPYLENE LITE FRAME C-1643, ODL-2 HYP Py b P Pol ro lene ODL y ® 06 X 1 1/2' PAN HEAD SCREWS 18 PER FRAME !0 PIN NAIL xcuu 14' t>C iH[ Af1CR 4' BC IHWI[R. UZI In IISLBID Ally IBM DOW SILICONE #995 UNlli IAIC$$ tdli[D, TRIODLC ANT. B DARE CQUN►T NDOIFICATIONS. Inlet In LalasiB+a UlaEis rro[ED, sl,:am _-- - APPRtT30uCf3ll Cymy.jI)jM L_ FOUTM FIITaFI� �AIDx�'i IIK, PR F1R()LOMSION 911 Bu¢DRx1CODEcauPC1MCEOFFtcE PII ACCEPTANCE ND- 01- 031 V. z t 31-1020-EW-0 A\ SHEET 0 OF 6 wvIs 1ICIIIR e 1/4' SHIM MAX 3/4' �TERIOR I 79MAX16'. 80 11/16' I MAX 64' MAX DLO 1 3/4' 2 BY WOOD BUCK 4 9/16' SECTION C-C 1 1/4' -EXTERIOR PLEASE SEE 'GLAZING DETAIL' DRAWING 031-1020—EW-0 SHEET 2 OF 6 _Q 1 1/4' `— DOW SILICONE 4 995 �FGWFA Io CIMF'J'WG INJN THE — sauttlFyo-� DR 9T PREMM 911 L juf( f 0V10:lG CO^E CO1t7LW7CE OFFICE Plif$ CS 11 ID UI[ fRwl[ l Mlptiq USI i'I6-7J t�vulQa. �r 31-1020-EW-O SHEET 4 OF 6. R[VISIDN L[l U 0 - 1 I IL — I\ •.uULJI\ `,. LIINI I U U N H I IU1vJ. 6B 7/.' Mx Mx �. mx Ms 1. • N.i �s- Mx 1.' II �Ax L. Mxl Is" 15• na oc — 13' "Ax a 0 Is' Mx 0L .• nAx 17' Mx of _ I Ivt—„.x—il I - I MZ Mi ]• llAx I. 7" Mx .• Mx ]' Mi .' MAI 7.F}::hq',tis �0-'C-lYWO YRT11 THE f0Ui:l Ftlp�W e WE bvu PRDDV T .11IR LMj014 AU 0bInLUC00 AiCEPMME no. 01- 0y1 V2' Msx.• Mxs" Mix 1."—MxI— .. -� L- th. 0 no 0— I 1_I, 11,1 JIJI�.,I IJ 31-1020-N/-0 �IEtT6�S - I'll ISM M 66112 SHEET 5 OF 6 i[VISQI Umi u i IILK DPW FA�IEL STYLES 36" MAX '9 /16' p0 �� ®�� MAX no �� �1J� I 00 noo �� DD DD Duo oi;o 4 PANELBLANK S 6-PANEL 4-PANEL 9-PANEL 10-PANEL ID -PANEL OTHER SIDELITE STYLES 30" �o-MAX m: 79 Mn� SL-lo SL-20 SL-30 SL-60 SL-50 SL-508 SL-69A • SL-698 00 pD pp pp pp . as oo . ap pD PD-1 PD-2 PD-3 PD-4 PO-5 PO-6 PO-7 PO-B ®© nn 113111 �®14 .1 A ��D FLUSII B-PANEL CRUSSBUCK 12-PANEL 4-PANEL ❑ EYEBROV 5-PANEL 5-PANEL V/SCROLL . EYCBRUV V /SCRDI-L ° o �a SL-69C SL-25 SL-55 SL-30D SL-40 0o ao 0o r�D PO-9 PD-10 PD-11 PO-12 SL-90A A PD-13 DD PD-ID PO-19 PD-20 PO-21 PO-22 PO-23 PO-24 Po-25 PO-26 PD 27 PD-2.0 PD-29 - PO-JO BOB u�� jjBjj ��11 IIAISUl[I BJI1D,it u ° u IUI � � � � GIHIS� D:SLII 101[ ❑ ❑ ❑ o U[JU u°d o ENG1tlEER: . uou oao 0 o PO-35 PD-36 P - o D 37 . PO-39 PO-39 PD-40 MV N PO-41 PO 42 PO-/] PO-43A SIC PD-43B PI[IS 66162 H -n .- 4� 0 5-PANEL 5-P ANIL EYEBRDV 0 � D SL-908 SL-9K SL-300 SL-30C SL-70 f SL-DO PD-14 PO-15 PO-16 PO-17 cj UJI lu PD-31 PO-32 PO ]3 PD-34 a- o 8 w Iff 31-1020-EW-O SHEET 6 OF 6 ��u� t[rr[e 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 S U N B U RY I& J 3 VAULT 131 CROWN 6CCO5001 50 COLONY WAY ORLN-CRC SUN13 RIGHT This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2001 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loadina is in accordance with ASCE 7-98. These trusses are designed for an enclosed huildina_ Truss ID Run Date Drawing Reviewed Truss ID Run Date I Drawing I Reviewed No. of Eng. Dwgs: 33 Layout 11-4-99 V 6-18-02 ✓ Roof Loads - VT 4-11-01 W 6-18-02 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 0.0 psf 1 BC Dead: 10.0 psf HIP 10-20-00 X 6-18-02 A 6-18-02 Y 6-18-02 6/ B 6-18-02 Z 6-18-02 C 6-18-02 Z1 6-18-02 Total 33.0 psf D 6-18-02 Z2 6-18-02 E 6-18-02 Z3 6-18-02 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" E1 6-18-02 F 6-18-02 F1 6-18-02 G 6-18-02 G 1 6-18-02 H 6-18-02 H1 6-18-02 1 6-18-02 11 6-18-02 J 6-18-02 11 6-18-02 K 6-18-02 L 6-18-02 M 6-18-02 P 6-18-02 P Field Assembled U 6-18-02 INV # DESC QNTY DATE: AUG 0 1 2003 18331 EHUH26 18330 EHUH28 18360 SKH26R 18361 SKH26L 18362 SUH26 18370 THJ26 4 SEAT PLATES 36 a Q c AUG 0 1 2003 - 7 h i S Srfrs�artoa t�ydow� a+ Iittorj�;PERS�3"�Al SA E"IY;ISII�IYOL�acDr�Whren` ;, is seeethis v� n boI -EEC ME`'AlaEl , - } iEED ;1'S CAUTION'' i`.CAUTION'rtleertrfies'safe`nhe,raiti yr� ticesiyoi1rradioates unsafe Condit ohs that could nal -iF, r :suit rn=persoinjdry or da'rnage.to structures: , i v 1 Sub nicalry Sheellt COfiIME:N E ARY and RECOii/IN1ENDATIONS for 1-I,ANDLING , INSTALLING & BRACING ME T AL PLATE CONNECTED WOOD TRUSSES L is iheresaonsibfGtvo"theinsralderfbuilder buildinecontrac!or ii�enseccontractor, -ectororerection contractor) to oroperlvreceive unioad store handle install and •ace metal plate connected wood trusses to protect life and property The installer ust exercise the same high degree of safety awareness as with anv other structural ateria:. TPI noes not intend these recommendations to be interpreted as superior the project Architect's or Engineer's design specification for handling, installing ,d bracing wood tr.,sses for a particular roo•," or floor. These recommendations are rsed upon the collective experience of leading technical personnel in the wood CAUTION; ThebuHder,buildingcontractor;'licensed F contractor, are ctororerection cc,ntractoris advised kl. to obtain and read the entire booet' Commentary and I <ec6mme�datioris for Handling, Installing - 3racinr� 1<hE`aI Pfate Con iected Wood.Trusses, HIB 91" frt tr tine "truss Plate institute. to i "QAh1GER u?A DAIVGEjZsrlesrgnates a"cor�ciitron -` rvr v+hatie failure to o;.bvv rnstructloins or head warn inu tviii most likely result •in serious persat,al,.1 jnjury.r,r dsafh car damage to sti ructures. V1lyP�NING;' A,-'WARNINGde'siaribes a'condifton wner- failuretefUllor�s wi'tructiGn ,could result, r ,; severe` e`rsona, injury o o -,.. ,P_ .. r damage t.� st, uc.Dr: TPUISS PLATE INS't iTU T 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (608)833-5900 truss industry, but must, due to the nature of responsibilities involved, be presented as a guide for the use of a qualified building designer cr. installer. Thus, the Truss Plate Institute, Inc. expressly disclaims any responsibility for damages arising from the use, application or reiiance on the recommendations information contained herein bvbuilding de=_,gners. ins,aiie.'j, and others. Coavricht J by Truss Plate Institute, Inc. All rights reserved. This document or any part thereof must not be reproduced in any form without written permission of the publisher. Printed in the United States of America. CAUTION Alltemporarybraciricshould be no less than z„Q aracle markbd.Iumber. All connect►ons should be rnadb-v0th niinimurn of 2-`io"d inails., All i, trusses'assumea 2 on center or Icss. A1I rrralti-icily, trusses should be, -connected tocdether in, accor- dance with -design drawings prior to instaiiation.. RURUSS ST1(DF -,GE i CAUTION:: Trusses should not be unloaded on rough terrain oriun- Afteven surfaces vithich could cause darriaae to.the truss. , f,AUTION: Tr isses stow d horizontally shoilid be CAL T i0 N; russes 'Tstored vertically should he r pr�crt d on blocktrig,to �, v , 3 „ressl� e l�� rl.l a{� . bi- r'n iln_q and 16? sen irroi_��url� gawl. brGced; o present topplinr� or tipping, Sri;, F' Af NING: �� ti t', yak ndin� until iristallotton t�A:NGER Do not stone bundles-uprinlit es S `i', +�Janproperlybraced.�orlotbreakbandsun ,lbundesbaif �aval.to;a�otd s',if�in❑'or Inciividraai trusses:.; �;4 .t; ,._._: are lac d in a stable horizontal. position., f Ar _DANC .,R;�"�Iar�alkrr3 oritrussw `ic are`i, FNINC. Uo no�lifnbdnc�Jec�irassAsbyhe E 9..,_, eS v h h y nUfia ; r Ga,r I t.se ddmagecftru�ses. 1 is xtrei�rely danger and Fsho.uld t rrctly Frame 1 /7 60- or less or less\\ Tag Approximately Approximately Tag Line '�2 truss length /4 truss length Line Truss spans less than 30'. Uftil the Spreader Bar attar sling Toe In Toe In etc. Approximately '/z to Yj truss length Less than or equal to 60' Spreader Bar Toe In Less than or equal to 6o' V. !• . xg �urtA f y{� i:���4-.-Xa `�I'�l'1'�'-11 -rt J!�AI ECHANICALi' a� INSTALLATION Tag Line Strongback% SpreaderBar Typical horizontal tie member with multiple stakes (HT) 'y`.'iruss of bra. 'oup of trusse (EB) Frame 2 VVARNING.Failuretofollowtheserecomrnendationscouldr-sul ar! _m severe persorsai injury ar:dail-i4ge to trusses or bbadir;as. TOP CHORD �i�11iM0UPN TOP CHORD DIAGONAL BRACE ]P�TCH1 qLATERAL BRACE SPACING DS 12 P-� E SPACING(LBS)'I # trusses?HF$DFFER NC f'` i S). SP/DF S , --� Up to _(3 � 2.a 7' I t 7 t 2 Over 28' • :2' 3.0 6' 9 6 Over G2' - 60' 3.0 .1 S 3 _ Over 60' See a registered professional engineer \\ DF - Douglas Fir -Larch SP - Southern Pine \ -IF - Hen --Fir SPF - Spruce -Pine -Fir Con" nuous Top Chord \� `- Lateral B sce --� All lateral braces �'Pduirzd _ lapped at least 2 ~ trusses. 1 or Greater Attachment cuir•ad ,\\\ \ \ \ r �tl 0. Frame 3 Top chord. that are l aterally braced ca n bu kle together and cause coflapae it ere iancdi go- nal bracing. Diagonaf bracing s; ould be n ilea to the underside of the top c---d when po. )ins I are attached to the topalde of Il_ pop chord. _ Esclssb,.Pis TRLrssJ AP bo,tiom'd at bach,'el spacinga 00, "Ourd J�j OR 11 MIAIIi�"11111'1 11.11 � 11 "!; BO pp� Xnp 1BUGM1, -0 " E E E - , "' 1, cl a IWIN't 1 11; ­9 -11- c e up io 321 4/12 20 L" Over 32' - 48' 4/12 10 7 Over 48' - 601 I 4/12 1 15, -T 6 I over ov See a registered professional engineer -DF 'Douglas Fir Larch ;r Sp - SoUth6th Pine F" Hem Fir p p F.-, Sonice-Pine-jr L All lateral braces japped at leas' 2 trusses W, 1-v NIP Z W m -Aft".. - c ros s bracmcf repeated - t ea6w'e rid Of the, J A +.nn, t;. r a t � t I I ;"li RII�II j 1 i i' I I � II, uII I hy��1I7 I I'IIIryry l u N'N-'III i p I'� pp I II (yI i7�p 4'1I1gII' l i ��' I �i'! III �� I II I IIII�IH��1I�i�41'lll��ini II�I�i lylll IIitl�lii�i��VII�i��IN�i���114i�IH111°Iltllglfillil4i�illl!�. h,�IA�GO'NA,I'giBRACE'': L I � �I I. NI �� yi.IIIM I'lltl it IIi��Ill I ru p nr' il11�n1; hl:u�ill, �, ;I II� � + ,;,,,,I IM� I I�LATERgL BRACE :SPACINGI'ryII(DBsI}II � �lil'1I5INIIPI'�y�A�''{{' i I II Ii�DEP4.yTpp Hi I� i Sy�Rpw�CINI Ghi1(41L, B j�iIl jII141� 1r-16NI'Vis4 InsINhestw Illii�u'14icllbiNi°l�``I 5"P,/-D.F'illlli: iSIP'F•/ H F' U to 32' 301, 8' 1 16 10 1 Over 32 • 48' 42" 6' 6 q Over 48' - 60' 48" 5' 4 2 I Over 60' 1 See a reaisfered Drofessionnl enninAar UN Top chorda that are lateraliy braced can buckle logetherand cause collapse if there ianodiago- r.albracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are atlached to the topside of the top chord. 4. 16 _ Oli }L op chords that are laterally braced can buckle getherand cause collapse ltthereiano dingo- albracing. Diagonal bracing should be nailed the underside of the top chord when purlinge attacned to the topa�de a` the top chord. I� :r Ire t � �� •�i ` � ' 71j�'�I r Jr" i �� �ws It'ft' r3 'F j'�� � r 96 a l v ,-. "--•� IV� 511 r 41 '• n , 1 I' �� ✓r .l '.f Xf d"��]�'.. r,` f �I�ff.1�rl� �. �dl/:�a' ,r ��;a��rl trf �ISw Ir^� jl[ Jr1- �I-brijla afJ:i it �t r I ilf9 f�; Slr r I� irz�ti�yiiti'�,` bit, fk�ld'rd� 1 4Y,`! 1 t. , .,L I,i � 1p ✓� f ,�- ? t r ,, � r Iw,h j I jJ11 t'tl it tl 21 ��l'i � i aNll"r �31 � �ll ! IIi r iE h` �`illr 'lull 7�litrr• �Ei I. 1°,2,,r1ya.-,II f'�w��u't,,,�it "i' r� `•r,9 l„ � � rCr } � yCNPI��I s r ��i'� t fti cl¢i� 1 Ill., !c '6� II ,•�I rl I •c-geFn' • �' � a ,,do ff�� � � ,e i} . •_ . �'�u �'`"��°.��,i.ilG��� �u'f�Si�-T����{�I f�^'•t•?I� - •a . • d�',�p.ua�f,�hilr Ili;1.�ica?�,(.y`4`-te;I�ya,�,71�t1',Srl=�r�' � UN Top chorda that are lateraliy braced can buckle logetherand cause collapse if there ianodiago- r.albracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are atlached to the topside of the top chord. 4. 16 _ Oli }L op chords that are laterally braced can buckle getherand cause collapse ltthereiano dingo- albracing. Diagonal bracing should be nailed the underside of the top chord when purlinge attacned to the topa�de a` the top chord. I� :r Ire t � �� •�i ` � ' 71j�'�I r Jr" i �� �ws It'ft' r3 'F j'�� � r 96 a l v ,-. "--•� IV� 511 r 41 '• n , 1 I' �� ✓r .l '.f Xf d"��]�'.. r,` f �I�ff.1�rl� �. �dl/:�a' ,r ��;a��rl trf �ISw Ir^� jl[ Jr1- �I-brijla afJ:i it �t r I ilf9 f�; Slr r I� irz�ti�yiiti'�,` bit, fk�ld'rd� 1 4Y,`! 1 t. , .,L I,i � 1p ✓� f ,�- ? t r ,, � r Iw,h j I jJ11 t'tl it tl 21 ��l'i � i aNll"r �31 � �ll ! IIi r iE h` �`illr 'lull 7�litrr• �Ei I. 1°,2,,r1ya.-,II f'�w��u't,,,�it "i' r� `•r,9 l„ � � rCr } � yCNPI��I s r ��i'� t fti cl¢i� 1 Ill., !c '6� II ,•�I rl I •c-geFn' • �' � a ,,do ff�� � � ,e i} . •_ . �'�u �'`"��°.��,i.ilG��� �u'f�Si�-T����{�I f�^'•t•?I� - •a . • d�',�p.ua�f,�hilr Ili;1.�ica?�,(.y`4`-te;I�ya,�,71�t1',Srl=�r�' � '00'1' '1 L flit ox fg. pv"L"A4� INIM MAU E S I Itru S et's' V1. 17 1 12 Over 24'- ALL 3/12 7' 10 6 Over 42'- 54' 1 — 6 4 Over 54' 7 See a registered professional enginee .LJI" : UOUglaS l­,ir-Laren SP - Southern Pine HF Hem -Fir SPF - Spruce -Pine -Fir Diagonal brace also required on end verticals. - Top chords that are laterally braced can buckle togetherand cauae collapse inhere no diago. nalbracing. Diagonal bracing should be nailed to the underside of the top chord when purfins are attached to the topside of the top chord. iv 1%10 T PLUMB Truss Depth 12 3 or greater .1, All lateral braces lapped at least 2 trusses. Continuous Top Chord Lateral Brace Required 10'or GrIt Attachm( Requirec i:j:i1NSTAt"LAT1ON TOLERANCESI�; BOW Length L(in) TLesser of +1/11 4 L(in) L(in) ............. ::::::: ... D(in) ........... ... =nllo Lesser I Lesser of L/200 or 2". III.5 /o or 2" 4eximurn Plumb Aisplacement Line - FD(in) ;i IT 0/50 D(ft) 12" 1 /4" 1 24" 2' 36" 4" 3 48" 4' 60" 1-1/4" 5' 72-1 1-1/2" 6' 84" - 96" Z' 81 1081, 2" 9, 50" 114" 4- 100" 1/2L—j 8.3' 150' 3/4" 1 iZ5'J L(in)_ u:no 250' 1-1/4" 20.8' 300" 1-1/2" 25.0' _11I a -JED, Frame 6 .! R � r t - %fps t .5. 5 X-LBOA A Si'ST'EMS 4005 Maronda Way Sanford. FL 32771 e (_C7) 321.0064 Far (4E17) 3°I-3�13 Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional El ncrineer State Of Florida 90050069 SUbject: Vagley Trusses All labeled VT-1 thrug 100 are Covered under tine ge neral valley sheet provided in the- truss pacl�a_ge signed and sealed by the eeuo Lyeneral sheet. ineer of record. The connections are noted on the structural info sheet of the plans. All criteria of the valley trusses are noted onthe 1f YOU have any questions please feel free to call at 407-321-0064. Su 1, ,erely, Toms Ponce, P.E. Fate: 315(p 3 DESIGN INFORMATION This desibm 13 for an Individual building campon-t. and has been cased on Inlotraauon provided by the e1lent- The deslguer dLsclalms any rrsponsthWty for darn igo os "result of faulty or Inoonoet information, speeUkallorls and/or deigns huntshed I. the muss destsier by the client and the caneeloss or accuracy of thls Ifaturtallcta as It may Iehtle In a spe- elf" Prrgeet and aceepll no responslbdlry or esertlses no mnrrol with regard to fabtlea- 1lon, bandlbtg sbtpment and loatallauon of busses. This taus has been designed as an Individual building enmparent In aeeardance will, ANS1/TP1 1-1995 and LIDS-97 to be Ineorporaled- as part of the budding design by a Building Delgacr Iregtslered architect or proressmnal engtneell. When revlcwed for approval by.Nue bulldlog designer. We design loadings shown must Ire checked to be lone that the dal. shown ' are In ageesneal with the toc+l bunting curies, local cUnratle -des for uvtnd or snow Loads. Project speetDcaltons or speeal applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression clards (top or bottoml are caothuu- ottsly braced by sheathing unless olherwtse sPevOa= Where honour chords 1n Icrrslon are not fully braced laterally by a property applied rigid eclllng. they should be braced at a rna_ffiturn sP..t g of 10.4r o. Connector pbto shall] be canufaauued hom 20 gauge trot dipped galvanized "feel meeting ASI'M A 653. Grade 40. unik otherwtx shown FABRICATION NOTES Prior to rabr+e+4on. the fabrteator shall review Ibis drawing to verify (lull this dt.wtrug B I. conformance Mth the fabrinmfs plans and to reUte a ennllnumg responsibility for such ved. Ilolloa. Any discrepancies are to be put In writing before cutting or rabdeauou. Plats shall not be to slancd over knolhols, knots or dtslotacd ghat- Members shallbe cut for Dght Rtltng woad to wood hearing, Con- venor plates "half be looted on both foes of the tress wait vans fully Imbrddcd and shall he sym. about the Joint unless otherwise shown. A 5.4 plate is 5' wide x 4' bag. A 0.8 plate is 6- wide x B' long. Slots (hal sl run Parallel to We plate length spcedkd. Double cuts on web members shall meet "t the eantrold -fAbe webs unless othelwtse shown. Connector plate sits are minion at.— Lased on the (arcs shoam and may need to be lnetrased for certain h—d- Ling and/or erection stresses. TYlls I_ V not to be fabrtoted with Lie ret.'udant treated lumber unlos otherwtse shown Far addltloaal Information an Buatity Control refer to ANSIrTPI 1.1995 PRECAUTIONARY NOTES AU bracing and meetwn reeamatcadatluns arc to be fallwed In "emrdanee with'Itaudlhtg Itsslalhng A Brarlur', NIB-91. Trusses are to be bandied adtb Parundar are during bunding and bundling, delivery and Installs Bon 1. avoid darmge. Temporary and permanent bra for holding muse In aa salght and pltuob pm- Itlon sad for rslsUnif 6lent to s1ua11 be designed and IoslaUcd by others. Careful hand- ling bessential and ereeuon bracing 13 always requUed. Normal pretauOaoary atBon for trusses requbes such temporary bmclag during InstallaUoa between basses to avoid toppling and d000fnoing. The supervision of ctecuaa of trusses shall be under the control of persons etped--d in the Inslaltalmn of t n -vs. rrotrstonal advice shall be sought If seeded. Concent"Unn of—trueuan Inds grater than the design loads shad not be applied to truss= at any brat. No loads other than the - 0'e1910 of ute etretors shall be applied to trusses mull after all faslelung and bracing I. eomPleled. MONO VALLEY VALLEY THUS COMMON VALLEY VALLEY TRUSSES ITYP. IVIANUrJDA SYSTEMS WU: VALLEY SET DIAGONAL WEBS — REQUIRED WITIi SPANS GREATER THEN 28.0-0 InI n n 0-0-4 II � it II SUPPORTING TRUSSES 11 II ITYP.) AREA II VALLEY A SUPPORTING TRUSS VALLEY TRUSSES (TYP.) COMMON OR GIRDER COMMON TRUSSES (TYP.) a VALLEY STRAPPING TO TRUSS BELOW USING MSTA11 @ 4' O.C. VALLEY TRUSSES CAN BE CANTILEVERED UP TO TWO FEET. IF LESS THEN 3.0.0 IIiEN MOVE DIAGOIAL WEB TO NEXT PANEL. / 214 IF 2x4 OR 5x6 OR 4xG 315 3.6 4,6 TI: VT QTY:1 It) WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE (1) WHEN 110 DIAGONAL WEB PRESENT USE ZX4 PLATE VALLEY MEMBERS AT 24' O.C. (TYP) I YARIE9 ix J UP T07 zx4 4110 214 316 2x4 2s4 3.6 3t6 OR 3x6 on j 06 OR 1 4,6 214 MAX. 6.0.0 O.C. (TYP) a 21l MAX. 6-0-0 O.C. (TYP( MAX. TRUSS SPACING '—® BELOW 46' O.C. �e I® SPANS UP TO 60-0-0 ®I TOP CHORDS: 2X4 SP 92 IT IS NOT REQUIRED TO SHEATH TRUSSES BOT CHORDS: 2X4 SP #2 BELOW VALLEY SET. VALLEY MEMBERS WEBS: -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 NAILED FLAT TO EDGE OF WEB WITH 12d NAILS AT B' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED TO FACE (S) OF WEB WITH 10d NAILS STAGGERED 8' O.C. SCAB OR TRANSVERSE BRACING TO EXTEND FOR 90% OF WEB LENGTH. ONE BRACE REQUIRED ON WEBS GREATER THAN 8' LONG t, TWO 2X6 BRACES REQUIRED ON ANY WEB EXCEEDING 14'.tf EXCEPT AS SHOTVN PLA.TES.ART T7,20 GA TESTED PER ANSIm-1 1-1995 Cl/NL. Support Slutls 6-0-0 o.c. FMaronda Systenjs 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 l000 cluseNanaali Cr.oVn'oo.r...... Derfeu: Afolrir Atalysir WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Brardng shown on this drawhtg Is not etectton bracing• wind bndng. Port.( hnchlg or stmlI. bndng whlrll Is a part of the bullding dsigtl and a•luch must be conssidered by the bundmg desigucr. Btadng shown is for lateral support of truss meulben only to reduce buckling length. Hwlslouts must be made to anchor Laleml bracing at ends and speellled loeaunns detummed by We building designer. tr AddlDanal bndng o! We avelull sucture uny be rcquued. (See Intl -al of TPII. ' frrnss pule btstuutc. TPI. is Ine,led at 583 D'Uuoblo Ortve. f4adbcmt. Wiseouubl 53710). 1011 PATH: C:I7FE-LOA"UONSC:ITFE.IOKLIOpS Crag. Joh: Dwg: Dsgnr: TLY Clik: TIC Live 16.0 psf 'I'C Dead 7.0 psf HC Live 0,0 lis f BC Dend 2.0 psf TO'1'A.L 25— 0 P5f Truss ID: VT Date: 4-11-01 DurFOc - Lbr: 1.25 DurFac - Pit: 1.25 . O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: V-.06.29 nn_ R3n7_ zi 1-1W DLvt,.1U14b DESIGN INFORMATION This drsigtt k fi,r an lnd-nidual budding m,apoh ent m,d has bcu, based on u,fomouon pmvldcd by the ellenl. 'I he designer di-bbns any rcponatbtlity for d.,nagc. File n rc ult or faulty or Incorrect bdail—Floe, specllim Dulls aml/ar designs lurnbhed to il,e hula des lgncr by the cilenl and the correctness or acetnat-y of thls adonnaton as tt may .el.te I. ape_ cute pro)cct and accrpLS no roponsihillFv or ,elan. Fin enu hot with ,cgaid io Ilahrlm- Ilm h—dillrg. shipment a Inslallallon of trumea. Thb I— I„ bsea dolg.,ed „ an btJMduall building component in ar;'dunee with ANSI/'I'PI 1.1945 and NUS-97 to be incarp.-ted as Iwr, or the IuI Id ing Jolgn by a UuOding Uctgner Ireglstered mehlleel Fir profosbnvl a,thrced. When r A, ,d for .pp,.-1 by the In. I ug dclguer, the dotgn h..dtngs al,oas, oust be ehechcd to in au„ Ihnl It,, data Z.-I are In nnfe nt with the luu-,I building codes, 1-1 tiimntic ic_d, lor,.dnd or m,o,•r Imds. pJeet spceUlclluns or apeehl applied loads. Unless shnwu. true has aol been designed far storage of occupancy loads. The design asstunes enn,p, luo ch.. ds Itop or bohtoml are cm,unu- ausly braced by shenlbl.e unh�s athenvbe specified. Whefe bullom chords In teo.lon are not fully braced late lly by a properly applied ngid —iling. they should be b,necd at . u z h.un, sp- wg of I (r.(r o.,c Connector plates shall In mm,ufaelurcd Thom 20 gauge hot dlppcd gahrnnbed alcel meetl-C ASTAI A 653. Cndc 40. unless otlu, vJs shone. FABRICATION NOTES Prior to fabrleallon, lha fabOL t.r shall revinv Fhb dlnwhrg to verify Fi,.( Il,h dra,ving 11 In conlom,an<c .,Uh U,c lah.icaln,'s plans and to r-aule a eauunah.9 ropanslbmty f..f lead, ..1- ficaUnu. Any dlaocpando arc to In put It, w, lltng Infer, o.l Ung or faba—IJ.". PLnteo shell not be mata Ucd o. er lumlholo, knots or dlslntcd glnin. Memlxn sh.0 be cut for Fight Filling wood to n•arnl Ixartng. Can- n,elm pL,to ,ball he loe,led Fin both r„en of, File Inss -(illImlls fully Imbcddcd and ol,all be s n,. about the loin1 unins otherwise shorn. A 5x4 plate Is 5- wlde a 4- kmg. A 6A plate Is G wlde x U- Inng. Slnt_s Ittolesl nm pamllcl to the pIll length spceNed. tonne n,ls on web embers slmil elect al th< c Uotd of the „<bs unto. mhern,be able..,,. c-,n.ctor plate st- are minlnm,n sues Icscd an the forces shown and may need to be brve.sed for ccitatn lund- liugand/or ereellan sir sa,s. Thb truss b not to be fabnolcd ,,.IFI, Il'e reim.6nl b-U d lumber unless-Lbel-lse s1,—n. For addlU... I m Ihfo,aunn ou Quality Conuul rery to AN51/TPI 1-1993 PRECAUTIONARY NOTES All hra,b,g and ereetmn , ,unn nd.tlon.... la be rollaw•cd In accordance with-❑andlbhA Instalib,g IID-91. Tnuso a,e to he handled nllh pa,tcurr n during banding and buudlbig, drbvuy.nd Dula Fla ton to avoid o—.ge TeIup m y and pcnnanenl b,a,a,g Far h hung In xs Ina ,bargld .nd plumb plea• aloe and for _btu' g latual I•,rces shall he doigned and Insla U,d trr olh,n. C,,d,,l hand- [Ing is assenlla and er Umh Irwelag Is al,,, tguilcd. Not""'I plecautloualy acton for tntsses mytires such lempomry braebhg during hlslallauall heuveuf t —sets I" avold toppW,g an•1 d=v,rnn,ng. The aope.,a,wn of -a,.. or Inrss shall be under Ih, cmdn,l of persons «ped.u—d In Fin Install Um, d cusses. Pmfesslanal advice shall be sought if needed. t;aneenlmlMn nl eorutr ucllon luaats gh eater th.11 the drslgu Inmis sh.11 not In applied to Fi,u•:,a nl auy !hue. No loadi olhrr than the w,Igl t M the , eer ors shall 1,.:ggdtee( ,o buss,.. noel nut nil I:,,tenual nod luaeu,g is crnnpl,lyd. 1-IIP GIRDCR MARONDA SYSTEMS WO: HIPUFAIL TI:1-1111 QTY:1 BLOCKING ADDED TO TOP C1-IORD STEP I-IIP TRUSSES -1-0 SI-IOR-I-EN MR NOT 1-0 EXCEED 24''O.C. 0 BE NAILED -10 TRUSSES w/ @ 12'r ON CEN. STAGGERED PR.HNG'D TRUSS TOP WALL 01- BUILDING _11'PIC4jlL 1y1LI0i 1l� 1 11 cell Il At al11ING OAT Alf2T-1P H Ips Maronda Systems 4005 MARONDA WAY SANI'aKD, I-L. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E- LICENSE N005006$ 189U o1FEF.NB1100II t.F.UVIED0,FL32iGG Oui.fn: Almri.r Anulnis WARN INC, : READ ALL NOTES ON ,,Is SI.ILLT. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: tracing show„ on IhIS dm,ving Is un1 erodlon Innt(n¢. wind bncl,,v lanlal bia,_Inp, m aunlbr bhaeb,g ,sldcb is a pvt of ,h< buliJ leg Jcslgn and ., WH..., .sl b< c natda d I,1• Ih< LuilJu,r; dclenc . Dmclu slmon Is In, lnteml support or Inns ulembus rndr to reduce bucl:IlnP IeuPl h. I7nrl inns must b< g made to a„ehor llunl biaeing at un1=and ..cell b:n I„c, tens det„ndned by w< buudl.,g dnsig„r nddlUoual bmeb,p of Fln m•cmll ^hull ore char Fir. to ubeA. IS,c 1111 ! 117 uss plain 1n 01 Fie, Tpl, Is lae-at<d at 533 1"0' u1 . Una m.dl.uu, t•I eniva a sTr Ipl. Eug..Iob: — D sv g: Dsgnr: T1,Y Clik: 1'C Live i(i_I) psf 1'C De'.1d 7-0 pal' ISC Jive 0.0 psf TIC Dead 10.1) psf '1'0'1'A 1. 33.0 usf Truss ID: HIP . Dale: 10-20-00 DUfF6C - Ibr- ' 1.25 DufFaC - PII: 1.25 O.C. Spacing: 2,1.0" Design Cliteria:.IN Cade I)es(;: I I I JB: SUNBURY I AC: 104 UPLIFT D.L. WO: SUNIV WE: TI: A 9TY:1 I DESIGN INFORMATION This design Is for an individual budding component and has been based on information provided by the client. The designer disclaims any msponslbWty for damages as a mull of faulty or incorect information• specifications and/or designs furnished to the tress designer by the client and the correctness or accuracy of this information as II may relate to a spe- cdlc project and accepts no responsibi ty or exerelses no control with regard to fabrica- tion. handling, shipment and Installation of Inisses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the budding design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the budding designer, the design loadings shown roust be checked to be sure that the data shown ore in agreement with the local budding codes• local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maxtnnum spacing of 10'-0- o.c. Connoctor plates shad be manufactured from 20 gauge hot dipped galvanized sleet meeting ASIM A 653, Cmde 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the labileator shall review this drawing to verify that this drawing is in confomnan- with the fabricator's plans and to realize a continuing responslblllty for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plates shad not be Installed over knotholes• knots or distorted grain. Members shall be cut for tight ❑sting wood to wood bearing. Con- nector plates shad c be located on both faces of the truss with nalls fully Imbedded and shall be sync. about the Joint unless oth erwise shown. A 5x4 plate is 5- wide x 4- long, A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the form shown and may need to be Increased for certain hand - Ling and/or erection stresses. This truss Is not Io be fabricated with Me retardant treated lumber unless otherwise shown. For additional Information on {duality Control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES All bracing and emet ion recommendations are to be followed In acconlance with -Handling InstaWng & Bmeing-. HIB-91. Trusses am to be handled with !articular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Ilion and for resisting lateral forces shad be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid topplingminoing. The supenisb and don of erection of incases shad be under the control of persons experienced in the Instaleat Ion of trusses. Professional advice shill be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to tnLSaes 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 2x6 SP #2 2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 2x4 SP #2 2,4 Wind Case- ASCE 7-98, CSC, V= 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 30.0 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=-0.21" D=-0.22" T=-0.42" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.11" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.05" RMB - 1.00 T 4-3-2 04-3 MULTIPLE LOADS -- This design is the composite result of fwltiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 920# Support 2 920# ..TC... FORCE ... CSI ..BC...FORCE ... CSI 1- 2 -4144 0.63 10- 9 3655 0.61 2- 3 -5241 0.74 9- 8 3691 0.70 3- 4 -5241 0.74 8- 7 3690 0.70 4- 5 -4144 0.63 7- 6 3655 0.61 ========-=====Joint Locations=============== 1) 0- 0- 0 5) 30- 0- 0 9) 7- 0- 0 2) 7- 0- 0 6) 30- 0- 0 10) 0- 0- 0 3) 15- 0- 0 7) 23- 0- 0 4) 23- 0- 0 8) 15- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To . TC Vert L+D -46 -1- 0- 0 -46 7- 0- 0 TC Vert L+D -100 7- 0- 0 -100 23- 0- 0 TC Vert L+D -46 23- 0- 0 -46 31- 0- 0 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 23- 0- 0 BC Vert L+D -20 23- 0- 0 -20 30- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 23- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 2087 0 -920 BOT PIN 29-10- 4 2086 0 -920 BOT H-ROLL 7-0-0 11 16-0-0 7-0-0 Ilk 1 3 5 0 5X10 3X4 5X10 Q n � 30-0-0 / '110 19 8 7 6 2087X 3.50" 2087# 3.50" I�-0-0 1030-0-0 I II-O-0-0 (RO-11-11) 430N 430# (' RO-11-11) EXCEPT AS SHOWN PLATES ARE TL20 Cr TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: NIV Maronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DNvg: Truss ID: A y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 'I'C Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing, wind bracing. iortal bracing or similar bracing TC Dead 7.0 psf DurFae - Plt: 1.25 SANIFORD, FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing shown is for lateral support of truss to buckling length. BC Live O.0 O.C. 24.UrI Spacing: P g (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. members only reduce Provisions must be nude to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing RC Dead p 10.0 f Design Criteria: TPI of the overall structure may be required. Ism HIB-91 of TPI). Code Dese: FLA LICENSE #0050068 ffruss Plate Institute, TPI, is located at 583 D'Onofrlo Drtm Madison. Wisconsin 537191. 1890 GREENBROOK Cr.OVIEDO.fL32766 TO'I'A L 33.0 psf V:06.02.02- 13798- 3 Design: Afrurit Analysis JOB PA771: C:17'F!?-LOKUOBSIISAIPHISUA7V 1/CS: 06.02.02 JB: SUNBURY I AC: 100 UPLIFT D.L. WO: SUNIV WE: TI: B QTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the = --==========Joint Locations=====_=====___= This design Is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 21- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 25- 2-12 10) 15- 0- 0 provided by the client. The designer disclaims any responsihWly for damages as a result of 2x4 SP #2 3,5 continuous) braced unless noted otherwise. y 3) 9- 0- 0 7) 30- 0- 0 11) 9- 0- 0 faulty or incorrect Information, spect8cauom Wind Case- ASCE 7-98, C&C, V= 125mmph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished to the truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: He: 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclientandthecorrectnessoraccuracy Support 1 734# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type If this information as it may relate to a spe- Support 2 765# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 60 -734 BOT PIN clflc project and accepts no responsibility or exercises no control with regard to fabrica- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1035 0 -765 BOT H-ROLL lion, handling, shipment and installation of L/999 trusses. This truss has I,— designed as an L=-0.08" D=-0.08" T=-0.16" ..TC...FORCE ... CSI ..BC...FORCE ... CSI individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1794 0.35 12-11 1568 0.47 ANSI/TPI I-1995and NDS-97tobeincorporated T- 0.07" 2- 3 -1582 0.32 11-10 1371 0.43 w part of the building design by a Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1637 0.39 10- 9 1371 0.43 Designer (registered architect or professlonal englneer). When rrAl .Iforappall]bythe = . T003" 4- 5 -1637 0.39 9- 8 1568 0.47 budding designer. the design loadings shown RMB = 115 5- 6 -1582 0.32 must be checked to be sure that the data shown . 6- 7 -1794 0.37 are in agreement with the local budding codes, local cElic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASMI A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator sha8 review this drawing to verify that this drawing is in conformance with the fabricatoes plans and to realize a continuing responsibility for such ven- Bentlon. Any disempancles arc to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for Ilght fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be 'Snot. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4' long. A 6x8 plate is 6' wide x 8' long. Sloes (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are mmrmum sizes Geed on the forces shown and may need to be Increased for certain hand - Rag and/or erection stresses. This truss is not t" be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with -Handling Installing N Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumh pos- Ition and for resisting lateral forces shall be designed and installed by others. careful hand- ling is essential and erection bmcing is always required. Normal precautionary act Ion for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of Incases shall be under the control of persons experienced in the installation of trusses. Professional advice shall be sought If needed. concentration of construct Ion loads greater than the design Inds shall not be apple) to trusses at any time. No Iwds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. T 5-3-2 0-4-3 9-0-0 12-0-0 9-0-0 1 2 4 6 7 n 6.00 '12 1036# 3.50" 1-0-0 ia (RO-ll-11) I EXCEPT AS SIIOWN PLATES ARE (Maronda Systems 1. 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE. #0050068 1890 GREENBROOK LMOVIEDOXI-32766 4X8 2X4 4X8 10 30-0-0 TL20 GA TESTED PER ANSU'1'PI 1-1995 -6 0000 WAKNING: READ ALL NOTES ON THIS SHEET. Eng. Job: A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DK'g: CONTRACTOR. Dsgnr: TLY Chk: BRACING WARNING: TIC Live 16.0 psf Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf which is a part of the building design and which must be considered by the building designer. Bracing BC Live 00 shown is for Lateral suppon of truss numbers only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead .p Sf 10.0 Additional bracing of the overall structure may be required. (See HIB-91 of TPII. sf p- (77uss Plate Institute, TPI, Is located at 583 D'Onofrio Drive. Aladison, Wisconsin 53719). TOTAL 33.0 4-10-3 0-4-3 n 1036# 3.50" �f �01-0-00 I (I RO-11-11) scale = 0.2094 Truss ID: B Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Alarrix Analvrit JOY PATH: C:17£E-LOKV0RSW2.5A1PHISU1VIV HCS.• 06.02.02 JB: SUNBURY I AC: 104 UPLIFT D.L. WO: SUNIV WE: TI: C 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==__--==== ==Joint Locations=============== This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 6) 23- 7- 4 11) 11- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 4-12 7) 30- 0- 0 12) 6- 4.-12 provided by Itie client. The designer disclahmu any responsibility for damages as a result of 2x4 SP #2 4, 5 continuous) braced unless noted otherwise. y 3 11- ) 0- 0 8 ) 30- 0- 0 13 0- 0- 0 ) faulty or incorrect Information. specBicm Inns Wind Case- ASCE 7-98, C&C, V= 1251nph, 4) 15- 0- 0 9) 23- 7- 4 and/or designs furnished tothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 5) 19- 0- 0 10) 19- 0- 0 by the client and the correctness or taco cy Support 1 727# Bld Type= Enel L= 40.0 ft W= 30.0 ft Truss ----MAX. REACTIONS PER BEARING LOCATION----- ofthis tnfornustion as it may relate to a spe. cificproject and accepts nomponslbilltyor Support 2 769# in INT zone, TCDL= 4.2 sf, BCDL= 6.0 sf X-Loc Vert Horiz Uplift Type ' exercises no control with regard to fabriw- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 0- 1-12 1035 81 727BOT PIN lion, handling, shipment and Installation of L/999 29-10- 4 1035 0 -769 BOT H-ROLL trusses. a ThisIru- I.sbeendesignedasn L=-0.07" D=-0.07" T=-0.14" ..TC...FORCE ... CSI ..BC...FORCE ... CSI tndlvidtal building component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1777 0.42 13-12 1536 0.40 ANSI/TPI I.1995 and NDS-97 1. be incorporated as pan of the building design by Building T= 0.07" 2- 3 -1435 0.40 12-11 1534 0.43 Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1240 0.25 11-10 1307 0.39 engmeed. Mien reviewed for approval by the T= 0 . 03 ^ 4- 5 -1240 0.25 10- 9 1534 0.43 building designer. the design loadings shown RMB = 115 5- 6 -1435 0.40 9- 8 1536 0.40 must be checked to be sure that the data shown . 6- 7 -1777 0.43 are In agreement with the local building codes. I-] climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceWng, they should be braced at a maxtmum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped gahanized steel meeting ASTNII 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 fabriwlors plans and to realize a continuing responsibility for such veri- fiwtion. Any disrmpancies are to be put In writing before cutting or fuhrimtion. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wnM to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be scan. about thejolnt unless otherwise shown. A 5x4 plate is 5- wide x 4' long. A 6x8 plate N 6' wide x 9- long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the controld of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to he increased for certain hand- ling and/or creclion stresses. This truss is not to be fabricated with fire retardant treated lumber unless with shown. Far additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bmcing and erection recommendations arc to be followed N accordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular cam during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bmcing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall he designed and Installed by others. Careful hand- ling is essential and erection btachmg Is always requited. Normal precautionary act -inn for trusses requires such temporary bmcing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to truss_ at any lime. No loads other than the weight of the erertors shall be applied to t--ca until after all fastening and bracing is completed. Ilk 11-0-0 11 8-0-0 1, 11-0-0 1 2 1 4 16 7 6.00 6-3-2 04-3 4X6 3X4 4X6 Q 5-10-3 0-4-3 A- F R R 30-0-0 13 12 11 10 9 8 036N 3.50" 1036k 3.50" 100 30-0-0 (R0-1-1�`e (I Rp_11-11) (RO-1 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUN IV Maronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: C y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TIC Live 16.0 psf DurFae - Lbr: 1.25 4005 MARONDA WAY SANFORD. FL. 32771 firacingshown on this drawing is tint erection bmcing, wind bracing, portal bracing or similar bmcing TIC Dead 7.0 psf DurFae - PIt: 1.25 (407) 321-0064 Fax 321-3913 which is a pan of the building design and which must be considered try the building designer. Bracing shown is for lateral suppon of truss members only to buckling length. Provisions BC Live 0.0 O.C.Spacing: 24.0" p 9• (407) TOMAS PONCE P.E. reduce must be made to anchor lateral bmcing at ends and specified locations determined by the building designer. Additional bracing the BC Dead psf 10.0 Psf Design Criteria: TPI LICENSE #0050068 of overall structure way be required. (See ll1B-91 of TPI). rrniss Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Desc: FLA 1890 GREENBROOK Cr.0VIED0.FL32766 TOTAL. 33.0 psf V:06.02.02- 13800- 3 Design: Afmrir Arimfysis JOB PATH: C:ITFE-LORVOBSIf25AfPHISf/MV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: D BTY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ========= ====Joint Locations===========___= This design is for an individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 23- 0- 0 9) 17- 0- 0 component and has been based on information WEBS: 2x4 SP #2 All COMPRESSION Chords are assumed to be 2) 7- 0- 0 6) 30- 0- 0 10) 13- 0- 0 provided by the client. The designer disclaims any responsibility for damages as a result of 2x4 SP #3 1,7 continuous) braced less noted otherwise. y unless 3) 13- 0- 0 7) 30- 0- 0 11) 7- 0- 0 faulty or incorrect Information.specifications Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 17- 0- 0 8) 23- 0- 0 12) 0- 0- 0 and/or designs furnlshedtotire trussdesig., PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and the correctness or accuracy Support 1 716# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as it may miate to a spe- Support 2 752# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 69 -716 BOT PIN ciic project and accepts no responsibility or MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -752 BOT H-ROLL' - exerc - no control with regard to fabrim- L/999 tion. handling. shipment and Installation of trusses. This truss has been designed as an L=-0.06" D--0.07" T=-0.13" ..TC...FORCE ... CSI ..BC...FORCE ... CSI individual budding component in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1768 0.50 12-11 1525 0.41 ANSI/TPI 1-1995 and NDS-97 to be incorporated T= 0.07" 2- 3 -1304 0.47 11-10 1522 0.41 as part of the tmlldmg design by. Building MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1107 0.29 10- 9 1105 0.28 Deslgrner (registered architect or professlonal engineer). When reviewed for approval by the T= 0.03" 4- 5 -1308 0.48 9- 8 1522 0.41 building designer. the design loadings shown RMB 1.15 5- 6 -1768 0.51 8- 7 1525 0.41 must be checked to be sure that the data sham = are In agreement with the local building codes. local clinalic records for wind or snow loads. project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assaunes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly applied rigd ceiling. they should be braced at a maximum spacing of 10'-0' o.e. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. 13-0-0 4-0-0 13-0-0 Grade 40. unless otherwise shown. Ilk 1 2 5 6 FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a cantinuing responsibility for such veri- ftcntion. Any dlscmpancirs 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 (or tight fitting wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be sysn. 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) rim larallel 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 mfntmum sizes based on the forces sham 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 ,=her unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and erection recommendations arc to be followed in accordance with "Handling Installing & Bmctng-. HIB-91. Trusses are to be handled with parilcular care during landing and bundling. delhvery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand. ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusses to avoid LoPP8n8 and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of consinuction loads greater than the design loads shall not be applied to trusses at any time. No Inds other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 6.00 7-3-2 0-41-3 4X6 4X8 6-10-3 0-4-3 f1 R 30-0-0 �12 11 10 9 8 7 1036# 3.50" 11036// 3.50" 1-0-0 (" 30-0-0 1-0�-0 (R0-11-11) I (I RO-11-11) EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2094 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Jab: WO: SUN IV (Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: D y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bractngshown on this drawing la not erection bracing. wind bracing. portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SAN FORD, FI.. 32771 which is a pan of the budding design and which must be considered by the building designer. Bracing shown is for lateral truss buckling BC Live 0.0 f O.C. Spacing: 24.Orr (407) 321-0064 Fax (407) 321-3913 support of members only to reduce length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead pS 10.o f Design Criteria: TPI TOMAS PONCE P.E. Tr Additional bracing of the merall structure may be required. (see HIB-91 of TPIL Ps Code Dese: FLA LICENSE #0050068 rl'ntss Plate Institute. TPI. is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1890 GREENBROOK MOVIEDOX1.32766 _ TOTAL 33.0 psf V:06.02.02- 13801- 4 Design: Matrit Analesis JOB PATH: C:lTFFd.OKVOBSl125AfP111SIJNIV 11CS.• 06.02.02 JB: SUNBURY I AC: 104 UPLIFT D.L. WO: SUNIV WE: TI: E QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ====_____=====Joint Locations=============== This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) 15- 0_ 0 provided by tIte client. The designer disclaims any respnns(blllty for damages as a result of 2x4 SP #2 3,4,5 continuouslybraced unless noted otherwise. 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 faulty or incorrect Information. specifteallons Wind Case- ASCE 7-98, C&C, V- 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished! lothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythe client and 11 c correctness or acrurney Support 1 680# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as it may relate to a spe- Support 2 718# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1036 74 -680 BOT PIN etf c project and accepts no responsibility or exercises no control with regard to fab„m- MAX LIVE LOAD DEFLECTION: act Resistant Covering and/or Glazing Re �P g g Q 29-10- 4 1036 0 -718 BOT H-ROLL tlon, handling, shipment and Insuillatlon of L/999 trusses. This truss has been dmagncdasan L=-0.07" D=-0.07" T=-0.13" ..TC...FORCE ... CSI .BC ... FORCE ... CSI Individual building component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.34 12-11 1513 0.48 ANSI/TPI 1.1995 and NDS-97 to be incorporated T= 0.06" 2- 3 -1570 0.31 11-10 1291 0.44 as part of the building design by a Building Designer lmglstered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1144 0.30 10- 9 1291 0.44 engineer). When reviewed for approval by the T= 0. 03" 4- 5 -1144 0.31 9- 8 1513 0.48 building designer, the design loadings shown RMg = 1.15 5- 6 -1570 0.32 must he checked to be sure that the data shown 6- 7 -1746 0.37 are In agreement with lite local building codes• local climaticrecords for wind or snow loads, project specifications or special applied loads. Unless shown. tr.is has not been designed for storage or occupancy loads. The design assume compression chords (top or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords in lenslon are not fully braced laterally by a property applied rigid ceiling, they should be braced at a maximum spacing of la-(r o.c. Connector 15-0-0 15-0-0 plates shall be manufactured from 20 gauge hot 1 dipped gxlvammil steel meeting ASTM A 653. 2 3 5 6 7 Grade 40. unless otherwise shown. 6 0000 -6 00 FABRICATION NOTES Prior to fab„cation• the fabricator shall review 4X6 this drawing to verify that this drawing ism - - conformance with the fabricator's plans and to reabze a continuing responsibility for such ve„. oration. Any discrepancies are to be put In writing before cutting or fabrication. 3X4 3X4 Plates shall not be Installed over knotholes, knots or distorted grain. Members shall be cut for tight fining wood to wood tearing. Con- nector plates shall be located on both laces of 6X8 the truss with malls fully Imbedded and shall be 8-3-2 6X8 7-10-3 sym. about the joint unless otherwise shown. A 5x4 plate V S' wide x 4' long. A 6x6 plate is 6' wide x 6- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the ecrurold of the webs 0-4-3 unless otherwise shown. Connector plate sizes 0-0-3 are minimum sizes based on the forces shown and may need to be increased for certain hand. ling and/or erection stresses. This truss is not - 3X6 3X4 6X8 3X4 T 3X6 Y to be fabricated with fire retardant treated lumber unless otherwise shown. Foraddltional Information on Quality Control refer to ANSI/TP1 1-1995 PRECAUTIONARY NOTES R All bracing and erection recommendatlons are to followed In accordance with -Handling 30-0-0 Wbe Instang & Bmcingr'. HIB-91. Trusses are to 12 11 10 9 8 be handled with particular care dung banding and bundling. delivery and installation to avoid 1036# 3.50" 1036# 3.50" damage. Temporary and permanent bracing for holding Irussm In a straight and phmtb pos- 1-0-0 30-0-0 1-0-0 Itlon and for resisting Lateral forces shall be (R0-11-11) designed and Installed by others. Careful hand- (RO-11-11) ling is essential and erection bracing b always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 = 0.2094 required. Nornal precautionary action for scale dung installation bet een trusuch ss- Installation between trusses to avoid toppling avoid of lof erectionofA g.be nesupe visioncontrol 1-sesand hall trvssa shall be under the control of persons [LMaronda Systems WARNING: READ ALL NOTES ON THIS SHEET. COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. lob: Dwg b: UNI Truss ID: E experienced in the Installation of trusses. Professional advice shall be sought it needed. CONTRACTOR. DS nr: TLY enk• g Date: 6-18-02 Concentration of construction Ioads greater than the design loads shall not be applied to BRACING WARNING: TC Live 16.0 psf DurFae - Lbr. 1.25 trussat any tine. No Inds other than the 4005 MARONDA WAY Hmeing shown on this drawing is not erection bracing• wind bracing, portal bracing or stm9ar hmeing TC Dead 7.0 psf DurFae - Pit: 1.25 weight of the creators shall be applied to trussft es until after all fastening and bracing SAN FORD, FL. 32771 which is a pan of the buddtg design and which must be considered by the budding designer. Bracing BC Live 0.0 O.C.Spacing: 24.0'I p g• (407) 321-OO(A Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions must be psf Is completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing BC Dead 10.0 psf Desl n Criteria: TPI g of the ewemll structure may be required. (See HlB-9l orTPl). Cade Desc: FLA LICENSE #0050068 (muss Plate Institute, TPI• is located at 583 D'Onof„u Drive. Madison. Wisconsin 53719). 1690 GRFFNBROOK CT.OVIFDOX1.32766 I TOTAL 33.0 psf V:06.02.02- 13802- 41 Design: Matrix Analysis JOB PATH: CATEE-LOKVORS1125MPHISUNIV HCS: 06.02.02 JB: SUNBURY I AC: 104 UPLIFT D.L. WO: SUNIV WE: TI: E1 QTY:3 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations======---====== Tllis design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 19- 9- 2 9) 21- 0- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6- 3- 7 6) 23- 8- 9 10) 15- 07 0 provideanyresdbythe cllfor damages any rsponslhWty for damages as a result of as result of 2x4 SP #2 3,4,5 continuous) braced unless noted otherwise. Y 3) 10- 2-14 7) 30- 0- 0 11) 9- 0- 0 faulty or incorrect information. specifications Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished tothe truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythenlientandthecorrectnessoraccuracy Support 1 616# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as It may relate to a spe- Support 2 714# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 990 61 -616 BOT PIN cific project and accepts no responsibility or exerct-s no control with regird to fabrica- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1036 0 -714 BOT H-ROLL tion. handling• shipment and installation of muses. This truss has teen designed as an L=-0.07" D=-0.07" T=-0.13" ..TC...FORCE ... CSI ..BC...FORCE ... CSI individual bulldingcomponent in accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -1746 0.39 12-11 1513 0.48 A,NSUTPI 1-1995 and NDS.97 to be incorporated T= 0. 06" 2- 3 -1570 0.34 11-10 1291 0.44 as part of the building design by a Building Designer Imptered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -1144 0.30 10- 9 1291 0.44 engNeer). Mien reviewed for approval try the T= 0 . 03 ^ 4- 5 -1144 0.30 9- 8 1513 0.48 building designer, the design loadings shown RMB = 115 5- 6 -1570 0.32 must to checked to be sure that the data shown . 6- 7 -1746 0.37 are in agreement with the local building comes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. lass has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid c Wng, they should be braced at a 15-0-0 15-0-0 maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot 1 2 3 5 6 7 dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. 66.000 -6 .00 FABRICATION NOTES Prior to fabrication• the fabricator shall review this drawing to verify that this drawing Is in conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cuts Ing or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the Inns with nags fully imbedded and shall be sym. about the joint unless otherwise sham. A 5x4 plate Is 5" wide x 4- long. A 6x8 plate is G- uide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web member shall meet at the centrold of the webs unless olherwtse shown. Connector plate sizes arc minfinum 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 guably Control refer to ANSI/7P1 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with "Handling Installing A Bracing•', IIIB-91. Trusses are to be handled with particular care during G,nding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Itlon and for resisting lateral forces; shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for tnuses mqutrm such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection n( trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to truss- at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing la completed. 4X6 8-3-2 0-4-3 R R 30-0-0 12 it 10 9 8 990// 3.50" 1036# 3.50" ia 30-0-0 11-0-0-0 (I R0-11-11) EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2161 WAKNIN(,: READ ALL NOTES ON THIS SHEET. Eng. Job: W0: SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D`vg: Truss ID: E1 CONTRACTOR. BRACING WARNING: Dsgnr: TLY I Chk-: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY SA N FORD, FL. 32771 Bracing shown on this drawing u not erection bracing, wind bracing, portal bracing or sbnllar bracing TC Dead 7.0 psf DurFae - PIt: 1.25 (407) 321-0064 Fax (407) 321-3913 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 meinbers only to reduce buckling length. Provisions must be BC Live 0.0 psf O.C. Spacing: 24.0" TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIB-91 ofTPQ. BC Dead 10.0 f Design Criteria: TPI Criteria: LICENSE #0050068 r1 russ Plate Institute. TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Code Deese: FLA 1890 GREENBROOB C17.0w6DO.tL32766 _ TOTAL 33.0 psf V:06.02.02- 13803- 4 Oesign: Afalrtr Analysis JOB PATH: CATEE-L08VOBSI/25A1PlllSUNlV HCS: 06.02.02 DESIGN INFORMATION This design Is for an individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect Iriformatlon, spectflcnlons and/or deslims furnished to the muss designer by the client and the coreclness or amuracy of this Informatlon as It may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fahrica. Lion. handling, shipment and installation of trusses. This truss has been designed as an IndMduaI building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval try the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. lane climatic records for wind or snow loads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid celling, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shag be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is It conformance with the fabricators plans and to maliz a cnntmumg responsibility for such ven- notion. Any diserepaneics are to be put in writing before cutting or fabrication. Plates shall not he tnsla8ed over knotholes, knots or distorted grain. Members shall be cut for tight fitting wood to wood beating. Con- nector plates shall be located on Loth faces of the miss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5' wide x 4" long. A 6x8 plate is 6' wide x 8" long. slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sins arc minimum stud 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 otherwlse shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed In accordance with "Handlings IntaWng & Bracing", HIB-91. Trusses are to be handled with particular tare during banding and bundling. delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral fnm: shall be designed and installed by others. Careful hand- ling is essential and erection bracing is ahvays requbed. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid loppLLr$ and dominating. The supervision of erection of I- shall be under the control of persons experienced in the Installation of trusses. Professlonel advice shag be sought If needed. Concentration of construction loads greater than the design loads shall not he appged to tna_sses at any time. No loads other than the weight of the ereclors shall be applied to trusses until after all fastening and bracing N completed. JB: SUNBURY I AC: 10# UPLIFT D.1.. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 580# Support 2 340# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D= 0.00" T=-0.02" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.03" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.03" RMB - 1.00 0-3-14 I WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 635 0.54 5- 4 -782 0.42 2- 3 -55 0.42 TI: F QTY:2 ==============joint Locations=============== 1) 0- 0- 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----'- - X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 208 275 -580 BOT PIN 9- 9- 0 423 0 -340 BOT H-ROLL 9-10-13 L �1 2 3 r 4.24 3-9-14 I I I 1 9-10-13 I. '15 4 209# 4.95" 423# 2.50" 1-6-2 I 9-10-13 (R1-6-0) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSUTPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.0VIED0,FL327G6 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 similar bracing which is a part of the building design and which must be considered by the building designer. Bracing buckling is for lateral support of truss members only to reduce bucng 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 TPII. (Truss Plate Institute, TPI, is located at 583 D'Onofrfo Drive, Madison. Wisconsin 53719). scale = 0.4873 Eng. Job: WO: SUNIV Dw'g: Truss ID: F Dsgnr: TLY Chk: Date: 6-18-02 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:06.02.02- 13805- 43 Design: Afarrir Anafvsis JOB PATH: C.•17EE-LOAUOBSIl25AfPHISUNIV HCS: 06.02.02 I I_JB: SUNBURY I AC: 104 UPLIFT D.L. WO: SUNIV WE: TI: F1 QTY:2 DESIGN INFORMATION This design Is for an Individual building component and has been based on Information provided by the client. The designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/or deslgns fumished to the suss designer by the client and the correctness or accuracy Of this Information as It may relate to n spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- ❑on, handling, shipment and Installation of t musses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1.19M and NDS-97 to be Incarpomied as part of the budding design by a Building Designer (m&tcred architect or professional engneeri. when reviewed for approval by the budding designer, the design loadings shoran roust be checked to be sure that the data shown are In agreement with the local budding codes, local climatic records for wind or snow loads, project specdtcaBons or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu. ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a pmperly applied rigid ceding. they should be braced at a maximum spaacmg of 10'-O' o.c- Connector pbles shall be manufactured from'20 gauge hot dipped gahanlzed steel meeting ASMI A 653. Crude 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabricator shall review this drawing to verify that this drawing is In conformance with the fabricator's plans and to malim a continuing responsfbWty for such veri- Ocatlor. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light Ottmg wood to wood bearing. Con- 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- 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 member ahad meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to be increased for certain hand - Ling and/or emellon stresses. This truss Is not to be fabricated with fire retardant treated ,timber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed In accordance with "Handling Irstsding & Bracing% HIB-01. Trusses art to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Man and for resisting lateral forces shall be designed and Installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for Inissm requires such temporary bmcing during Installation between tosses to avoid toppling and dommomg. The supervision of emcllon of trusses shall be under the control of persons experienced in the Installation of trusses. Prof sslonal advice shall be sought If needed. Concentration of construction loads greater I ban the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall he appllyd to trusses until after all fastening and homing s completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 594# Support 2 326# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 275# MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.02" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB is 1.00 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125rrph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 9.9 ft Truss in END zone, TCDL- 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC...FORCE... CSI ..BC ... FORCE ... CSI 1- 2 606 0.48 5- 4 -748 0.40 2- 3 -55 0.38 Locations============___ 1) 0- 0 0 3) 9-10-13 5) 0- 0- 0 2) 5- 4- 1 4) 9-10-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D 0 0- 0- 0 -88 9-10-13 BC Vert L+D 0 0- 0- 0 -38 9-10-13 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 5-11 214 275 -594 BOT PIN 9- 9- 0 417 0 -326 BOT H-ROLL 9-10-13 1 2 3 r4 24 0-3-14 215# 11.31" jo 1-6-2 9-10-13 I (R1-6-0) EXCEPT AS SHOWN PLATES ARE TL20 CA 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 SAN FORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bmcing, portal bracing or similar bracing which is a fan 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 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 ovemil stmeture maybe required. (see fi1B-91 of TP9. I-ICFNSE #0050068 (buss Plate Institute. TPI. Is located at 583 D'Onof io Drive, Madison. Wisconsin 53719). 1890 GREENBROOK Cr.O\9EDOYI-32766 3-9-14 417# 2.50" scale = 0.4873 Eng. Job: WO: SUNIV Dwg: Truss ID: F1 Dsgu': TLY Chk: Date: 6-18-02 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 Design: Matrix Analysis JOB PATH: CATF-F-L0KV0BSVZ5A1P11IS1JN/V TICS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on btformation Provided by the client. The designer disclaims any responsibility for damages as a result of faulty or mcorreet information, specifications and/or designs furnished to the truss designer by the client and the correctness or accumcy If this Information as it may relate to a spe- cific project and accepts no responsibility or eseretsm no control with regard to fabrica- tion. handling, shipment and installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated ns Part of the building design by a Building Designer lmglstcmd architect or professional engineer). When reviewed for approval ty the budding designer, the design loadings shown must be checked to be sure that the data shown a.•e in agreement with the local building codes. local climatic records for wtnd or snow loads, Protect aPeedtcatlons or special applied loads. Unless sham, truss has not been designed for storage or occupancy toads. The design assumes compression chords Itop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a Properly applied rigid -Wng, they should be braced at a maximum spacing of lo'-o- O.C. Connector plates shad be manufactured from 20 gauge hot dipped gahanlzed steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such vcri- fkalion. Any discrepancies are in be plot In .Tiling before culling or fabrication. (Males shall not be installed Over knotholes. knots or distorted grain. Members shad be cm for tight Otung wood to wood bearing_ Con- nector platm shall be located on both faces of the lniss with rafts fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 Plate is 5' wide x 4' long. A 6a8 plate is 6' wide a 8' long. Slots (holed 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 sum are minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss brat to be fabricated with fire retardant treated lumber unless otherwise shown. for oddltlonal information on Quality Control refer to ANSIrMl 1.1995 PRECAUTIONARY NOTES A0 bracing and erection recommendations are to be followed In accordance with -Handling Instadmg & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos. than and for resisting lateral forces shall be designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses, requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of pencils avPeri need In the installation of (ruse. Professional advice shall be sought If needed. Concentration of construction loads greater Iban 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 trusser until after all fastening and bracing is completed. A SUNBURY I AC: 109 UPLIFT D.L.laaaalalffillllft�a­. --- WO SUNIV TOP CHORDS: 2x4 SP #2 D BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125nph, H= 21.0 ft, I= 1.00, EKp.Cat. B, Kzt= 1.0 Bld Type= Encl L. 40.0 ft W= 7.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Iripact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/257 at Mid -panel # 1 L=-0.33" D- 0.05" T=-0.28" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T. 0.00" RMB o 1.15 4-3-15 0-4-3 WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of ittultiple 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 1 433# Support 2 355# Support 3 51# TC...FORCE ... CSI ..BC...FORCE ... CSI 1- 2 69 0.99 4- 3 -2 0.84 TI: G 9TY:9 =====__= ====Joint Locations=============== 1) 0- 6- 8 3) 7- 0- 0 2) 7- 0- 0 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 6-10-12 151 167 -355 TOP PIN 0- 1-12 280 197 -433 BOT PIN 6-10-12 81 0 -51 BOT H-ROLL 7-0-0 1 2 3-10-3 M 7-0-0 4 3 281N 3.50" 151# 2.50" 1a-9 7 0 0 82# 1.50" EXCEPT AS SHOWN PLATES ARE T1.20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports C/L: 6-10-12 LM aronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 Design: Afidrir Anafpsis 11YAKNINIU: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bracing• wind bracing, portal bracing or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown is for lateral support of muss members only to reduce bucking length. Provblons must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall simctum may be required. ISee 111E-91 01 MI. (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). Eng. Job: Dwg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf 13C Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 Dsf Attach with (3) 10d Toe-Naiit Attach with (2) 10d Toe -Nails scale = 0.4854 Truss ID: G Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PA771: C:ITF£-LOKVOBSIf25AlPHISUNIV HCS. 05.01.01 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: G1 9TY:5 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 D Analysis based on Simplified Analog Model. ==============,joint Locations==========_==== This design is for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 6- 8 3) 7- 0- 0 component and has been based an information All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 7- 0- 0 4) 0- 6- 8 Provided by the client. The designer dlsclalms any responsibility for damages as a result of continuously braced unless noted otherwise. This truss is designed to bear on multiple ----MAX. REACTIONS PER BEARING LOCATION—— faulty or incorrect information. specifications supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished to the truss designer Wind Case- ASCE 7-98, C&C, V. 125mph, be marked on truss. Shim or wedge if 6-10-12 151 167 -355 TOP PIN by the client and the cor mess or accuracy H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 necessary to achieve full bearing. 0- 4- 0 280 197 -433 BOT PIN of this Information as it may relate to a spe. Bld Type= Enel L= 40.0 ft W= 7.0 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: 6-10-12 81 0 -51 BOT H-ROLL_ cft project and accepts no responsibility or in INT zone, TCDL= 4.2 2 psf, BCDL= 6. 0 P psf Support 1 433# exerelses no control with regard to fabnca• ton, handling, shipment and Installation of Impact Resistant' Covering and/or Glazing Req Support 2 355# trusses. This truss has been designed w an MAX LIVE LOAD DEFLECTION: Support 3 51# Individual building component In accordance with L/257 at Mid -panel # 1 ANSI /TPI 1- 1995 and NDS-97 to be Incorporated L=-0.33a D= 0.05- T=-0.28" ..TC... FORCE ... CSI FORCE CSI as part of the building design by a Building Designer Irr&tered architect or professional MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..BC ... ... 1- 2 69 0.99 4- 3 -2 0.84 englneerl. When rrvlewed for approval by the T= O. 00" building designer, the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T= 0 . 00" are In agreement with the local building codes. Iocal climatic records for wind or snow loads. RMB - 1.15 project specifications or special applied loads. Unless shown, in= has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) arc conamt- L 7-0-0 L ously braced by sheathing unless otherwise I specified. Where bottom chords in tension are 1 2 not fully braced laterally by a property applied rigid ceiling, they should be braced at a 0 nuxtmm uspacing of 10`4r o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvantred steel meeting ASTM A Fi53. Attach with (3) Grade 40. unless otherwise shown. 10d Toe-Nailg FABRICATION NOTES Prior to fabrknuon, the fnbncator shall review this drawing to verify that this drawing is in confortnanrx with the fabncalaYs plans and to realize a continuing responsibility for such verl• ficatlon. Any discrepancies are to be put In writ bag before cutting or fabrication. Plates shall not be butalled over knotholes. knots or distorted grain. Members shall be cut 3-10-3 for tight fitting wood to wood bearing. Con- 4-3-15 nector plates shaii 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 (ix8 plate is 6" wide x 8- long. Slots (holes) run parallel to 0.4-3 the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the fomc shown Attach Wltb 2 ) aLingannd/orecrrecuonst ro� fin,t�LSanot 3X4 10d Toe -Nails to be fabricated with fire retardant treated lumber unless otherwise shown. For additional _ Information on Quality Control refer to ANSI/171 1-1995 PRECAUTIONARY NOTES All bracing and erection rec,ornmendations are In be followed inacordance with "Handling InstaBkig & Bracbibr', HIB-91. Trusses are to be handled with particular ore during binding and bundling• delivery and Installation to avoid damage. Temporary and permanent bracing far holding trusses in a straight and phunb pos- Won and for re�tsting lateral forces shall be designed and installed by others. Careful hand - It" is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between muses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of perso e<ns pen-ced In the Installation of muses. Professional advice shall be sought if needed. Con—ntmtlnn of construction imds greater than the design (cods shall not be applied to trusses al sny time. No lends other than the weight of the erectors shag be applied to u trsses until after all fastening and bmetng Is completed. I I M I. 7-0-0 L 4 3 281# 8.00" 151# 2.50" 1-11-1-9� 82N.50" 7-0-0 C/L: 6-10-12 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Over 3 Supports Maronda Systems). 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDO,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 bmcng or similar bracing which is a part of the building design and which must be considered by the building designer. Bracing shown Is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. (See HID-91 of TPI). frniss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). Eng. Job: DWg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psr BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 psf scale = 0.4854 Truss ID: G1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Alarm Analysis JOB PATH: CAT££-LOKIJOBSII25WHISUNIV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: H QTY:4 DESIGN INFORMATION This destgn is for an Individual building component and has been based on Information provided by the client. The designer di-lalnu any reiponsfbibly for damages as a result of taulty or Incorrect information, specl0©tlons .cod/or designs furnished to the truss designer by the client and the correctness or accuracy of this Inforuillon as It may relate to a spe. rifle project and accepts no responsibility or e< mi— no control with regard to fabA©- t1on, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered amhltmt or professional englneed. Mien reviewed for approval by the building designer, the design loadings shown must he checked to be sure that the data shown are In agreement with the Io l building codes. local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords Imp or bottom) are continu- ously braced by sheathing unless otherwise speciffed. Where bottom chords In tension are not fully braced laterally by a Properly applied Hod ceiling, they should be braced at a maximum spacing of 10'-0- o.e Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASfM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is In conformance with the fabricator's plans and to realize a continuing responsibility for such veri- fication. Any dlscrepaneles arc to be put in writing Iefom cutting or fabrlotlon. Plates shall not be Installed wer knotholes, knots or dLstorted grain. Members shall be cut for tight fitting wood to —.1 bearing. Con- nector plates shall be located on both faces of the truss with m ias fully imbedded and shall he syrrl. about thejolnl unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6- wide x 8' long. Slots (holes) nm parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be increased for certain hand - Ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shu. For addill.—I Information on Quality Cownntrol refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be followed in accordance with "Handling Installing & Bracing', HIB-91. Trusses are to be handled with particular rare during handing and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos. Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand. ling is essematl and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during tastallallon between trusses to avoid toppling and dominaing. The supenislon of erection of trusses sha8 be under the control of persons expert—d In the Installation of trusses. Prmfesslonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time- No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing I, completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt- 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INf zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Mid -panel # 1 L=-0.10" D= 0.01" T=-0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 0-4-3 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 =___======= =Joint Locations===--========== 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 1-12 219 184 -399 BOT PIN 5- 0- 4 60 0 -43 BOT H-ROLL' - 5-1-R L Il 1 2 0 2-10-15 Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails k_- 5-1-8 I, 4 3 219a 3.50" 110a 2.50" 1-1-9 61a 50" C' 5-1-8 r (RI-1-7) I C/L: -0-4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 0.6197 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: : SUNIV Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: H y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.o psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing. wind bracing, portal bracing or s milar bracing TIC Dead 7.0 psf DurFae - Plt: 1.25 SA NFORD, FL. 32771 which is a part of the building deslgn and which must be considered by the building designer. Bracing shown is for lateral truss BCC Live 0.0 O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. support of members only to reduce buckling length. Provisions must be made to anchor lateral bracing al ends and specified locations determined by the bulldmg designee Additional hmcing of the ovemll structure may be required. ISee HIB-91 of TPI). QC Dead psf 10.0 f Design Criteria: TPI LICENSE #0050068 rrmss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). Code Dese: FLA 1890 GREENBROOK Cr.OVIEDOXI-32766 I TOTAL 33.0 psf V:06.02.02- 13810- 4 Design: Afarriz Analysis JOB PATH: CAT££-LOKIJOBS112MIPHISUN/P 11CS: 06.02.02 I I JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: H1 QTY:4 DESIGN INFORMATION This design is for an Indiidnal I llding component and has been based on Information provided by the client. The deslgncr disclaims any responsibility for damages as a rsuk of faulty or incorrect Information, spectflcallons and/or designs furnished to the truss designer by the client and the correctness or accumey of this Information as It may relate to a spe- elfic project and accepts no responsibility or exemises no central with regard to fabrica- tion, handling, shipment and InSInHad It of trusses. This truss has been designed as an tndMdual budding component in accordance with ANSI/'IPI 1-1995 and NDS-97 to be Inmgnrated as pan of the building design by a Building Designer (registered anchltect or prefsslonal engl a d. when reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local climatic records for wind or snow loads, project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes comprsslon chords (top or bottom) are cominu- ously braced by sheathing unless otherwise specified. where bottom chords in tension are not fully braced Literally by a properly applied rigid eeWng. Ihey should be braced at a - maximum spacing of 10'-0" o.c. Connector plats shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricatnes plans and to realize a continuing responsibility for such veri- ficatlon. Any dbcrcpancis are to be put In writing before cutting or fabrication. Plaits shall not be installed over knotholes. knots or distorted grain. Members shall be cut for light fitting wood to wool tearing. Con- nector plats shall be located on both faces of the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is 6' wide x 8" long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes arc minimum slur 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 Ali bracing and erection recommendations are to be followed In accordance with 'Handling Installing R Bracing', HIS-9 1. Trusses arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm - [Ilan and for resisting Lateral forces shall be designed and installed by others. Careful hand- Brtg is essential and erection bracing Is allays required. Normal precautionary action for musses requires such temporary bracing during Installation between Lmsss to avoid toppling and dominoing. The supervision of erection of ss trues shall be under the control of persons experienced In the installation of trusses. Professional advice shall be sought If needed. Concentration of construction (cads greater than the design loads shall not be applied to I—— at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing Ls completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 5.1 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/643 at Kid -panel # 1 L--0.10" D= 0.01" T--0.08" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T- 0.00" MAX HORIZONTAL LIVE TOAD DEFLECTION: T= 0.00" RMB = 1.15 0-4-3 4 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 399# Support 2 278# Support 3 43# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 50 0.65 4- 3 -2 0.50 ==Joint Locations=============== 1) 0- 6- 8 3) 5- 1- 8 2) 5- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 5- 0- 4 110 141 -278 TOP PIN 0- 4- 0 219 184 -399 BOT PIN 5- 0- 4 60 0 - 4 3 BOT H-ROLL' 5-1-8-7�(, 1 21 2-10-15 M 5-1-8 4 3 219# 8.00" 110N 2.50" 1-1-9 61N 2 50" 5-1-8 ia (R1-1-7) C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: (M7arondaSystems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY I Chk: BRACING WARNING: TC Live 16.0 psf 4005 MARON DA WAY Bracing shown on this drawing Is not erection bracing, wind bracing. penal bracing or sindlar bracing TC Dead 7.0 psf SAN FORD. FL. 32771 which is a pan of the building design and which must be considered by the building designer. Bracing is for lateral truss buckling length. be BC Live 00 P Sf (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown support of members only to reduce Prom visions ust made to anchor lateral bracing at ends and specified locations determined Iw the building designer. Additional bracing of the overall structure may be required. (See HIB-91 of ;Pi). BC Dead . 10.0 Ps f LICENSE #0050068 (Truss Plate Institute. TPI, Is located at 583 D'Onofno Drive, Madison. Wisconsin 53719). 1890 OREENBROOB Cr.0%1ED0.fL32766 TOTAL 33.0 psr Attach with (4) 10d Toe -Nails Attach with (1) 10d Toe -Nails scale = 0.6197 Truss ID: H 1 Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix A=4-sis JOB PATH: C:17EE-LOKUOBS1125.41PI11SUA'IV HCS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on informal inn provided by the client- The designer disclaims any responsibility for damages as a result of faulty or incorrect information. specifications and/or designs furnished to the truss designer by the client and the correctness or accuracy of this information as 1t may relate to a spe- cific project and accepts no responsibility or exercises no control with regard to fabrica- tion, handling, shipment and Installation of trusses. This truss has been designed as an Individual building component in accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as pan of the building design by a Budding Deslgner (registered architect or professional engineed. When reviewed for approval by the building designer, the design Imdlngs shown must be checked to be sure that the data shown are in agreement with the loml budding codes, local climatic records for wind or snow Inds, Project specifications or special applied Inds. Unless shown, truss has not b— designed for storage or occupancy loads. The design assumes compression chords Itop or bottom) are mminu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid celhng, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 6,93. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator stall review this drawing to verify that this dmwing is In conformance with the fabdmtors plans and to realize a continuing responsibility for sinch ved- Bcatlon. Any discrepancies are to be put In writing before cutting or fabrication. Plales shad not be Installed over knotholes, knots or distorted grain. Members shad be cut for tight dining wood to wood bearing. 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 4- long. A 6x8 plate is 6- wide x 8- long. Slots Iholesl run parallel to the plate length specified. Double cuts on web members shall meet at the centruid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed in accordance with "Handling Installing & Bracing'. HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding I— in a straight and plumb pos. Ilion and for resisting lateral forces shad be designed and Installed by others. Careful hand. ling is essential and erection bracing Is always required. Normal precautionary action for I— requires such temporary bracing during installation between trusses to avoid toppling and dnminning. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of tnnsses. Pmfesslonal advice shall be sought If needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of the erectors shad to applied to trusses until after all fastening and bracing Is completed. JB: SUNBURY I AC: 104 UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Fact Resistant Covering and/or Glazing Req MAX LIVE LOAD DEFLECTION: L/999 L=-0.01" D= 0.00" T=-0.01" MAX HORIZONTAL TOTAL LOAD DEFLECTION- T. 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 2-4-11 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be harked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 288# Support 2 176# Support 3 26# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -29 0.25 4- 3 -2 0.19 TI: I QTYA ==============Joint Locations=============== 1) 0- 6- 8 3) 3- 1- 8 2) 3- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 67 86 -176 TOP PIN 0- 1-12 154 111 -288 BOT PIN 3- 0- 4 36 0 -26 BOT H-ROLL' - _ 3-1-8 k Ilk 1 1 2 Q 9 3-1-8 r I 4 3 154# 3.50" 67H 2.50" 1-1-9 371/ 2150 3-1-8 (R1-1-7) C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Clik: TIC Live 16.0 psf 4005 MARON DA WAY SANFORD. FL. 32771 Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf 321-0064 Fax 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 be QC Live 0.0 f ps (407) (407) 321-3913 TOMAS PONCE P.E. must made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). BC Dead 100 f . Ps LICENSE #0050068 rrruss Plate Institute. TPI. Is located at 593 D'Onofdo Drive, Madison, Wisconsin 53719) 1890 GREENBROOK (MOV1EDOYI-32766 I TOTAL 33.0 psf Attach with (3) 10d Too -Nails Attach with (1) 10d Toe -Nails scale = 0.8792 Truss ID: I Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Afarrir Anah-sis JOB PATH: C:ITEE-L0KV0BSV25,%lP11ISUA'1V HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: 11 QTYA DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. ==============Joint Locations=======___===== This design is for an Individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 6- 8 3) 3- 1- 8 component and has been based on information All COMPRESSION Chords are assumed to be composite result of rmfltiple loads. 2) 3- 1- 8 4) 0- 6- 8 prided bythe client. The designer disclaims any responsibility for damages as a result of continuously braced unless noted otherwise. This truss is desi ed to bear on nnilti le p """" MAX. REACTIONS PER BEARING LOCATION------ faulty or mrnrmct information, specifications supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished tothe truss designer Wind Case- ASCE 7-98, C&C, V= 125mph, be marked on truss. Shim or wedge if 3- 0- 4 67 86 -176 TOP PIN by the client and the correctness or accuracy H= 21.0 ft, I- 1.00, Exp.Cat. B, Kzt= 1.0 necessary to achieve full bearing. 0- 4- 0 154 111 -288 BOT PIN of this information as it may relate to a spe. Bld Type= Enel L= 40.0 ft W= 3.1 ft Truss PROVIDE UPLIFT CONNECTION PER SCHEDULE: 3- 0- 4 36 0 -26 BOT H-ROLL• cinc project and accepts no responsibility or in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Support 1 288# "emiss no control with regard to fab l-- tion, handling, shipment and installation of Impact Resistant Covering and/or Glazing Req Support 2 176# trusses. This truss has been designed as an MAX LIVE LOAD DEFLECTION: Support 3 26# indtvidual bullding component In accordance with L/999 ANSI/TPI 1-1995and NDS-97tobelnemporated L=-0.01" D- 0.00" T=-0.01^ ..TC...FORCE ... CSZ ..BC...FORCE CSI " as pan of the building design by a Building Designer (registered architect or professional MAX HORIZONTAL TOTAL LOAD DEFLECTION: ... 1- 2 - 29 0.25 4- 3 -2 0.19 engineed. When reviewed for approval by the 'T= 0.00" building designer. the design loadings shown MAX HORIZONTAL LIVE LOAD DEFLECTION: must be checked to be sure that the data shown T= 0.00" arc In agreement with the local building codes. local climatic records for wind or snow loads, RMB = 1.15 project specifications or special applied loads. Unless shown• truss has not been designed for storage or occupancy loads. The design assumes compresslon chords (top or bottom) are continu. 3-1-8 ously braced by sheathing unless otherwise Ilk specified. Where bottom chords In tension are 1 2 not fully braced laterally by a pruperty applied rigid ceiling, they should be braced at a 6.00 maximum spacing of 10'-0- o.c. Connector plates shall he manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Atttt ach with 3) ( Grade 40. unless otherwise shown. 1 TOCvith FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such ven- fic u.n. Any discrepancies are to be put in writing before cutting or fabrication. Plates shall not be Installed over knotholes, I 1-10-15 it... or distorted grain. Members shall be cut for tight fitting %rood to wood bearing. Con- 24-11 nector plates shall be located on both faces of the truss with nails fully Imbedded and shall he 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 (hots) run parallel to the plate length specified. Double cuts on web 04-3 members shag meet at the cent mid of the webs _� Attach With (1) unless otherwise shown. Connector plate sUes 1 Od Toe -Nails are minimum slur based on the fors shown 3,4 and may need to be Increased for certain hand. ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection mcornmendatlnns are to he followed In accordance with'Handling hmstalling ® Bracing-, HIB-91. Trusses are to be handled with particular rare 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 (ores shall be designed and installed by others. Careful hand- ling is essential and erection bracing is always required. Normal precautionary action for trusses requimss such temporary bracing during Installation between trusses to avoid toppling and dommoing. The supervision of er=Ilan of trusses shall be under the control of persons experienced N the mstailation of trusses. Professional advice shall be sought If needed. Concentration of const ruction loads greater than the design loads shall not be applied to truss- at any time. No loads other than the weight of the erectors shall be applied to trusses until after ail fastening and bracing Is completed. 3:9 F 3-1-8 4 3 154# 8.00" 67# 2.50" 1-1-9 � 3 1 8 37N 2 -0" ( (R1-1-7) C/L: -04 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WAKNIN(i: READ ALL NOTES ON THIS SHEET. Eng. Job: M aronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: TC Live 16.0 psf 4005 MARON DA WAY SANFORD. FL. 32771 Bracing shown on this drawing Is not creetion bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf 321-0064 Fax which Is a part of the building design and which must be considered by the building designer. Bracbmg shown is for lateral support of truss members only to buckling length. Provisions be BC Live 0.0 (407) (407) 321-3913 TOMAS PONCE P.E. reduce must made to anchor lateral bracing at ends and speetfied locations determined by the building designer. Additional bracing of the overall structure may he required. (See HIB-91 of TPO. BC Dead . 100 psf Psf LICENSE #0050068 rrruss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 18900REENBROOItCT.OVIEDOXI-32766 TOTAL 33.0 psf scale = 0.8792 Truss ID: 11 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Mairir Andvsis JOB PATH: C:I'fEF.-LORUOBSI125,tfPN1.SIJNIV 11CS.• 06.02.02 I I JB: SUNBURY I AC: 104 UPLIFT D.L. WO: SUNIV WE: TI: J QTY:4 DESIGN INFORMATION This design is for an Individual hulldlng component and has been based on Information provided by the client. The designer disclaims any responslb811y for damages as a result of faulty or Incorrect Information. speclflmtIons 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 sle- clfrc project and accepts no responslbWty or exercises no control with regard to fabnm- Lion, handling, shipment and Installation of trusses. This truss has been designed as an Individual cc building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer fregistered architect or professional engtn"rl. When reviewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shorn are In agreement with the local building codes, local climatic records for wind or snow loads, Project specifications or special applied loads. Unless shown. truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension ate not fully braced laterally by a property applied rigid ceiling, they should he braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting AS MI A 653. Crude 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify Ihat this dmwblg Is In conformance with the fabAcators plans and to realize a continuing responslbli ty for such verl- fimtton. Any discmpancles are to he put In writing before cutting or fabricallon. Plates shall not be installed aver knotholes, know or distorted gram. Members shall be cut for tight filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with units fully imbedded and shall be syTn. about Ihejoint unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x8 plate is 6- wide x 8- long. Slots (holes) nun parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes are minknum sizes based on the forces shown and may need In be Increased for certain hand- ling and/or erection stresses. TItLs buss is not to be fabricated with fire retardant treated lumber unless otherwLse 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 -I landhng In.. Hug & Bracing', HIB-91. Trusses are to be handled with particular care during banding and bundWg delivery and Installation to avoid damage. Temporary and permanent bracing for holding In— in a straight and plumb pm- Ition and for resisting lateral fumes shall Ix designed and installed by others. Careful hand- ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during installation between trusss to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced in the Installation of trusses. I'rofesslonal advice shall he sought If needed. Concentration of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 130T CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Wind Case- ASCE 7-98, C&C, v= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req 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 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on nultiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 ==============Joint Locations=============== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 1-12 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL- - � - -- 1-1 211-R L Attach with (1) 10d Toe -Nails 0-10-15 Attach with (1) IOd Toe -Nails �- 1-1-8 L 4 3 89k 3.50" 25N 2.50" 1-1-9 I 1-1-8 13N 2 - --jb EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports ' WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY I Chk: BRACING WARNING: TIC Live 16.0 psf 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bmcing TIC Dead 7.0 psf SAN FORD, FL. 32771 321-OO(A which is a pan of the building design and which must be considered by the building deslpnucr. Bracing shown Is for lateral support truss buckling BC Live 0.0 f (407) Fax (407) 321-3913 TOMAS PONCE P.E. of nmmbers only to reduce 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 T fl. �C Dead 10 .0 pS psf LICENSE-. #0050068 frruss Plate Institute, TPI, is located at 583 D'Onofrfo Drive, Madlson, Wisconsin 53719). 1890 GREENBROOK Cr.OV1EDO.FL32766 I TOTAL 33.0 psf scale = 1.5123 Truss ID: J Date: 6-18-02 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA Design: Matrix Analysis JOB PATH: C:IT££-LOAUOBSII25AfPHISUA'IV I1CS. 06.02.02 JB: SUNBURY I AC: 109 UPLIFT D.L. WO: SUNIV WE: TI: J1 QTY:4 DESIGN INFORMATION This destgn is for an Individual building component and has been based on information provided by the client. The designer disclaims any responslbl8ty for damages as a result of faulty or incorrect mformation. speclnca0ons and/or designs fumished to the truss designer by the client and the correctness or accuracy If this information as It may relate to a spe- cific project and accepts no responsibility or exemises no control with regard to fabrim- tlon, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered architect or professional engbteerl. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes. local ciimadc records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid eeWng, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meet Ing ASTM A 653. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responslhlllly for such ven- Ocatlon. Any discrepancles are to be put I. wilting 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 faces of the truss with nails fully Imbedded and shall be sync. about the joint unless otherwise shown. A 5.4 plate B 5' wide x 4' long. A 6.8 plate is 6' wide x 8' long. Slots (holesl run parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs unless otherwise shown. Connector plate sizes re minimum sizes based on the forces shown and may need to be increased for certain hand- Iing and/or erection stresses. This truss is not to be fabricated with foe retardant treated lumber unless otherwlse shown. For additional Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed inaccordance with "HandlingW Inslang & Bmctng% HIB-91. Trusses are to to handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is ahtays required. Normal pmmutlonery action for truss's requires such temporary bracing during installation between hisses to avoid Ioppling and dommomg. The supervision of erection of Inrsses shall be under the rontrul of persons experienced in the Installation of trusses. Professional advice shall be sought if needed. Concentration of construction loads greater than the design loads shall not be applied to Trusses at any time. No loads other than the weight of the erectors shall be applied to I- until after all fastening and bracing Is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEDGES: 2x4 SP #2 This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -2 0.02 ==============Joint Locations=============== 1) 0- 6- 8 3) 1- 1- 8 2) 1- 1- 8 4) 0- 6- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 1- 0- 4 24 26 -65 TOP PIN 0- 4- 0 88 31 -166 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL' PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 166# Support 2 65# Support 3 6# 1-1-8 1 2 0 0-10-15 4 31 89# 8.001, 25# 2.50" 1-1-9 Die 1-1-8 13# 2. n Attach with (1) l0d Toe-NaiLs Attach with (1) 10d Toe -Nails 1 (11I-1-7) C/L: 1- -4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports scale = 1.5123 WARNING: READ ALL NOTES ON THIS SHEET. Eng..Job: WO: SUNIV (Maronda S A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING DNvg: Truss ID: J1 y stems CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY limcing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SAN FORD, FL. 32771 which is a pan of the budding design and which must be considered by the building designer. Bracing shown is for lateral truss buckling length. gC Live 0.0 psf p O.C. Spacing: 24.Ott (407) 321-0064 Fax (407) 321-3913 support of members only to reduce Rrnislons must to made to anchor lateral bracing at ends and specified locations determined by the building designer. RC Dead I0.0 Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the ee overall stmeture may be rer,ulmd. ISIIIB-91 of TPI). psf p Code Dese: FLA I-ICENSE #0050068 (Truss Plate institute, TPI, Is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1890 GREENBROOK LT.0VIE00.FL32766 I TOTAL 33.0 psf V:06.02.02- 13815- 5 Design: Aforrir Analysis JOB PA771: C:IT££-LOKVOBSI125AfP11ISlJNIV HCS: 06.02.02 I I JB: SUNBURY I AC: WO: SUNIV WE: TI: K BTY:1 DESIGN INFORMATION This design Is for an Individual building component and has been based on information provided by the cli—L The designer ddsckalms any responsibility for damages as a result of faulty or incorrect information, specifications and/or designs furnished to the truss designer by the cllent and the correctness or accuracy of this Information as it may mLute to a spe- cific project and accepts no responsibility or exeroiscs no control with regard to fabdca- t1on, handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be tncognmted as part of the building design by a Budding Designer (registered architect or professional engineer). When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown am in agreement with the local budding codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are continu- ously braced by sheathing unless otherwise specified. Rgmre bottom chords in tension arc not fully braced laterally by a property applied rigid ceiling. they should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653, Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing Is in conform nee with the fabricators plans and to realize a continuing responsibility for such vert- flcatlon. Any discrepancies arc 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 woad bearing. Con- nector plates shad be lasted on both faces of the truss with nails fully imbedded and shad be sync. about the joint unless otherwise shown. A 5.4 plate is 5' wide x 4' long. A 6x8 plate is 6` wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes re minimum sizes based on the forces shown and may need to be increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For addinoml Information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ali bracing and emcilon recommendations are to be followed in accordance with "Handling Installing & Bracing". HIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Won and for resisting lateral forces shall be designed and installed by others. Careful hand- ling I, esscntlal and erection bracing is allays required. Normal precautionary action for trusses minims such temporary bracing during installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of p ersons experienced in the Installation of trusses. Professional advice shad be sought If needed. Concentration of construction loads greater than the design loads shad not be applied to trusses at any time. No Inds other than the weight of the emctors shad be applied to trusses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 2x6 SP #2 BOT CHORDS: 2x6 SP #2 WEBS: 2x4 SP #3 Wind Case- ASCE 7-98, CSC, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 21.0 ft 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" D=-0.06" T=-0.12" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.05" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.02" RMB = 1.00 T 4-3-15 0-4-3 T17 I MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Design based on 1-ply laminated Bot chord. End verticals designed for axial loads only. End verticals that are extended above/below PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 674# Support 2 674# ..TC...FORCE...CSI ..BC... FORCE ... CSI 1- 2 -2600 0.28 11-10 2280 0.40 2- 3 -2522 0.42 10- 9 2257 0.39 3- 4 -2385 0.68 9- 8 2257 0.39 4- 5 -2522 0.42 8- 7 2280 0.40 5- 6 -2600 0.28 ==============Joint Locations=====_========= 1) 0- 0- 0 5) 17- 0-12 9) 10- 6- 0 2) 3-11- 4 6) 21- 0- 0 10) 7- 0- 0 3) 7- 0- 0 7) 21- 0- 0 11) 0- 01 0 4) 14- 0- 0 8) 14- 0- 0 ------------ 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 14- 0- 0 TC Vert L+D -46 14- 0- 0 -46 22- 1- 9 BC Vert L+D -20 0- 0- 0 -20 7- 0- 0 BC Vert L+D -43 7- 0- 0 -43 14- 0- 0 BC Vert L+D -20 14- 0- 0 -20 21- 0- 0 Concentrated LBS Location BC Vert L+D -429 7- 0- 0 BC Vert L+D -429 14- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 4- 0 1446 0 -674 BOT PIN 20- 8- 0 1446 0 -674 BOT H-ROLL 7-0-0 7-0-0 7-0-0 1 2 5 6 5X10 5X10 3-10-3 0-4-3 21-0-0 �11 10 9 8 7 1447# 8.00" 1447N 8.00" 1 1 9 21-0-0 1-1-9 430# 430# i (111-1-7) EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED iR ANSI/TPI 1-1995 scale = 0.2880 WARNING: READ ALL NOTES ON THIS SHEET. Eng. .lob: WO: SUNIV Im—aronda S stems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: K y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARONDA WAY Bmcing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - PIt: 1.25 SA N FORD, FL. 32771 which Is a par of the building design and which must be considered by the building designer. Bracing shown is for lateral truss buckling BC Live 0.0 f O.C. Spacing: 24.011 (407) 321-0064 Fax (407) 321-3913 support of members only to reduce length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. BC Dead 100 g f Design Criteria: TPI TOMAS PONCE P.E. Additional bracing of the overall structure may be required. (See IIIB-91 of TPI). . P Code Dese: FLA LICENSE #0050068 rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive, Madison. Wisconsin 53719). 1890 GREENBROOK CT.OVIEDO.Fl-32766 TOTAL 33.0 Psf V:06.02.02- 13817- 5 Design: Marriz Analysis JOB PATH: C:ITEF-L0KIJOBSI125AfPHISUMV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: L 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============_= This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 16- 2-12 9) 9- 0- 0 component and has been based on Information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4- 9- 4 6) 21- 0- 0 10) 0- 0- 0 provided by the client. The designer disclaims for damages asaresultof anyresponsibility: continuously braced unless noted otherwise. 3) 9- 0- 0 7) 21- 0- 0 faulty or Incorrect information. specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE Wind Case- ASCE 7-98, C&C, V= 125 h, � 4) 12- 0- 0 8) 12- 0- 0 and/or designs furnished to the truss designer Support 1 565# H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheelientandthecoreetnessorac-curacy Support 2 597# Bld Type= Encl L= 40.0 ft W= 21.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as it may relate to spe- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 4- 0 744 60 -565 BOT PIN - cific project and accepts no responsibility or L/999 In>paet Resistant Covering and/or Glazing Req 20- 8- 0 744 0 -597 BOT H-ROLL exercises no control with regard to fabrics- L=-0. 03" D=-0.03" T=-0.06" and truss es. This u" has I— d installation s a trusses. This truss has teen designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: .. TC ... FORCE ... CSI ..BC... FORCE ... CSI individual building component In accordance with T= 0.03" 1- 2 -1107 0.35 10- 9 952 0.39 ANSI/TPI 1-1995 and NDS•97 to he incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -896 0.26 9- 8 756 0.29 as part of the building design by a Building T= 0.01" 3- 4 -757 0.19 8- 7 952 0.40 Designer (registered architect or professional 4 - 5 -893 0. 27 engtneed. when reviewed for approval by the budding designer, the design loadings shown RMB - 1.15 5- 6 -1107 0.38 must be checked to be sure that the data shown arc In agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown• truss has not teen deigned for storage or occupancy loads. The design assumes compression chords (top or bottom) arc cont[nu- omly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 pauge hot dipped galardwd steel meeting AS IVI A 653, 9-0-0 3-0-0 9-0-0 Gmde 40, unless otherwise shown. 1 2 5 G FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify Ihat this drawing Is In conformance with the fabricators plans and In realize a continuing responsibWty for such ved- Amtion. Any dlsrmpancles 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 ntUng wood to wood bearing. Con- neclor plates shall be located on both faces of the truss with nazis fully Imbedded and shall be syrn. about thejotnt unless otherwise shown. A 5x4 plate Is 5' wide x 4- long. A 6x8 plate is 6" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shall meet at the centruld of the webs unless otherwise shown. Connector plate sizes arc minimum sizes based on the forces shown and may need to he, Increased for certain hand - Wig and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Contra] refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to he followed in accordance with-Ilandltng Installing & Bracing', HIB-91. Trusses are to be handled with parilcular care during handing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- Ition and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during msladaBon between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons experienced In the Installation of trusses. Professional advice shall be sought If needed. Concentration of construction loads greater than the design Iwds shall not be applied to trusses at any tine. No loads other than the weight of the erectors shall be applied to hisses until after all fastening and bracing Is completed. 0 4X8 4X6 -G 00 21-0-0 I, 1110 9 8 7 745# 8.00" 745N 8.00" 11-1-9-9 (° 21-0-0 EXCEPT AS SHOWN PLATES ARE T1,20 GA TESTED PER ANSUTPI 1-1995 Imaronda Systems 4005 MARONDA WAY SANFORD, PI.. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cf.OVIED0.1"t-32766 4-10-3 0-4-3 (R1-1-7) scale = 0.2880 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WU: WNW A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Tniss ID: L CONTRACTOR. Dsgnr: TLY I Chk: Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing TIC Dead 7.0 psf Durfae - Pit: 1.25 which is a pin of the building design and which must be considered by the building designer. Bracing for lateral BC Llve 0.0 f O.C. Spacing: 24.0" shown is support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. QC Dead 10.0 p$f Design Criteria: TPI Additional bracing of the overall structure maybe required. (See HIB-91 of TPI). Code Dese: FLA (Truss Plate Institute, TI'I, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). TOTAL 33.0 psf I V:06.02.02- 13818- 5 Design: Afarrir Analysis JOB PAT11: C.17'EE-LORVOBSU2SAfP1lISUN1V HCS: 06.0102 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: M 9TY:5 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============== Thb design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 4) 15- 5-12 7) 10- 6- 0 component and has been based on information WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 5- 6- 4 5) 21- 0- 0 8) 0- 0- 0 it.ymedby the r.Ilfor damagesas. disclaims any responsibility for damages asaresultof continuous) braced unless noted otherwise. 3) 10- 6- 0 6) 21- 0- 0 faulty or incorrect Information. specifications PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V= 125>xiph, ----MAX. REACTIONS PER BEARING LOCATION----- and/or designs furnished tothe truss designer Support 1 549# H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 X-Loc Vert Horiz Uplift Y-Loc Type by the client and l he correctness or accuracy Support 2 581# Bld Type= Enel L= 40.0 ft W= 21.0 ft Truss 0- 4- 0 745 60 -549 BOT PIN Of this Infonmallon as It may relate to a spe- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 20- 8- 0 745 0 -581 BOT H-ROLL, elfic project and accepts no responsibility or exertisesnocontrolwithregardtofabrica- L/999 Impact Resistant Covering and/or Glazing Req lion. handling• shipment and Installation of L=-0.03" D=-0.03" T=-0.05" trusses. This truss has been designed as an MAX HORIZONTAL TOTAL LOAD DEFLECTION: .. TC... FORCE... CSI ..BC... FORCE... CSI Individualbuilding component In accordance with T= 0.03" 1- 2 -1083 0.37 8- 7 927 0.50 ANSI/TPI 1-1905 and NDS-97 to be Incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -827 0.27 7- 6 927 0.50 as pan of the building design hya Building Designer (registered architect or professional T= 0.01^ 3- 4 -827 0.27 engineerl. Urhen reviewed for approval by the RMB = 1.15 4- 5 -1083 0.40 building designer, the design loadings shown must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads. project specifications or special applied loads. Unless shown, truss has no been designed for storage or occupancy loads. The design assumes compression chords (top or bottom) are contlnu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a property applied rigid ceiling. they should be braced at a 10-6-0 k 10-6-0 maximum spacing of 10'-0- o.c. Connector plates shall be manufactured from 20 gauge hot lt 2 I dipped gahanimd steel meeting ASTM A 653, 5 Grade 40. unless otherwise shown. ' 0 - f- Q FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to verify that this drawing is In conformance with the fubrlcatoes plans and to realize a continuing responsibility for such veri- ficauon. Any discrepancies are to be put In writing before cutting or fabrication. Plates shall not be Installed over knotholes, knots or dlstoned grain. Members shall be cut for light filling wood to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully imbedded and shall be sym. about the Joint unless otherwise shown. A 5x4 plate is 5- wide x 4- long. A 6x8 plate is 6" wide x 8- long. Slots (holesl run parallel la the plate length specified. Double cuts on web members shall meet at the centroid of the webs unless otherwise shown. Connector plate sins arc minimum sizes based on the forces shown and may need to be Increased for certain hand - Wig 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/Tpl 1.19% PRECAUTIONARY NOTES All bracing and crecllon recontmendatlons arc to be followed inaccordance with -1 landhng Installing A Bracing", HIB-91. Trusses are to be handled with particular care during handing and bundling, delivery and Installa0on to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- Itlon and for resisting lateral forces shall be designed and Installed by others. Careful hand- ing is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervtalon of erection of trusses shall be under the control of persons experienced In the installation of trusses. Ikofesslonal advice shall be sought if needed. Concantmlion of construction loads greater than the design loads shall not be applied to trusses at any time. No loads other than the weight of the erectors shall be applied to trusses until after all fastening and bracing is completed. 4X6 6-0-15 0-4-3 T�7 I 745# 8.00" 119 Fe 21-0-0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 (Maronda Systems 4005 MARONDA WAY SANI.ORD, FL. 32771 (407)321-0064 Fax (407)321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK CT.OVIEDOXI-32766 WAKNINgj: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bmcing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bating which is a part of the building design and which must he considered by the building designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Pr -Ulan must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may le required. (See HIB-91 of TPII. (Truss Plate Institute. TPI• is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). i 5-7-3 0-4-3 745# 8.00" 11-1-9-9 (I R1-1-7j scale = 0.2880 Eng. Job: WO: SUNIV Divg: Truss ID: M Dsgnr: TLY Chk: Date: 6-18-02 TIC Live 16.0 psf DurFac - Lbr: 1.25 TIC Dead 7.0 psf DurFac - PIt: 1.25 BC Live 0.0 PSI` O.C. Spacing: 24.0" BC Dead 10.0 psf Design Criteria: TPI Code Desc: FLA TOTAL 33.0 psf V:06.02.02- 13819- 5 uestgn: Afarrtr Analysts JOB PATH: C:17EE-LOXVOBSII25AfPHISUNIV TICS: 06.02.02 JB: SUNBURY I AC: WO: SUNIV WE: TI: P QTYA DESIGN INFORMATION This design is for an Individual building component and has been based on information pnxided by the client. Thc designer disclaims any responsibility for damages as a result of faulty or Incorrect information, specifications and/tar designs furnished to the truss designer try the client and the correctness or accuracy of this information as It may relate to a spe- clfle pmjcct and accepts no responsiblllty or exemises no control with regard to tabrtn- llon, handling, shipment and Installation of trusses. This Iruss has been designed as an Individual building component in accordance with ANSI/TPI 1.1995 and NDS-97 to tic incorporated tau part of the budding design by a Building Designer (registered a¢hllect or professional engineer). When reviewed for approval by the budding designer, the design kodings shown must M checked to be sure that the data shovnn are In agreement with the meal budding codes, local rllmaUe records for wind or snow lwads, project specifications or special applied loads. Unless shown, truss has not been designed for storage or occupancy lords. The design assmnes compression chords (top or botioml are continu- triuly braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully bmccvi laterally by a properly applied rigid ceding, they should be braced at a maximum spacing of 10'-0- o.e Connector plates shad be mamtf i t.sed from 20 gauge hot dipped galvanized steel meet tag )tSTM A 653, Grade 40..,U— otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad rcvlm this drawing to verify that this drawing Is In ronfnrmantt with the tabrtcators plans and to realize a continuing responsmWty, for such veri- flctioan. Any discrepancles ate to be put In writing before cutting or fabrication. Plates shad not be installed over knotholes, knots or distorted grain. Members shad be cut for tight fitting wood to wood bearing. Con- nector plates shad be located on both faces of the truss with nails fully Imbedded and shad be sym. about the joint unless otherwise shown. A Sx4 plate is 5- wide x 4- long. A 6.8 plate b 6' wile x 8' long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrold of the webs unless otherwise shown. Connector plate sores arc minimum rs sibased on the forces shoat and may need to be muxased for certain hand- ling and/or erection stresses. This truss is not to he fabricated with fire retardant treated lumber unless otherwise shown. For additional Information on Quality Control refer to ANSI/TP1 1-1995 PRECAUTIONARY NOTES AD bracing and emet inn recommendations arc to be followed in accordance with 'Handling InstatUng & Bracing'. HIB-91. Trusses are to tie lutndled with particular care during banding and bundling delivery and Installation to avoid damage. Tempnmry and permanent bracing for holding tntsses in a straight and plumb pos- tinris in and for lsting lateral forces shall be dtgnetl and installed by others. Careful hand- ing L+ essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bmcing during Installation between trusses to avoid toppling and dominoing. The supervision at erection of in-- shad be under the control of persons experienced In the installation of incases. Professional advice shad be airtight If needed. Concenlrallon of construction loads greater than the design loads shad not be applied 1n trusses at any time. No loads other than the wefght of the erectors shall be applied to trusses until after all fastening and bracing I, completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 2xB SP #2 1 2x4 SP #2 2 [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) tor lateral forces due to wind or seismic loads on buildings. CAUTION!!! Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum reactions and proper 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= 0.01" RMB = 1.15 ®1X4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 81, o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V. 125mph, H- 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L. 31.0 ft W= 4.1 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 4-1-8 1 2 0 e7T *14- 3-1-3 8X4 2X41_ _7X4 11-2-3 8-1-0 661 8X14 0-7 3-6-4 65 4 3 1518# 15.00" 144# 1.50" 14-1-8 GABLE STUD PLATES (0) 2X4 (R1-1-7) EXCEPT AS SHOWN PLATES ARE T1,20 GA TESTED PER ANSI/TP1 1-1995 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Maronda Systems CONTRACTOR. BRACING WARNING: Bracing shown on this drawing Is not erection bracing, wind bracing, portal bracing or skndar bracing which is a pan of the budding design and which must be considered by the building designer. Bmcing shown is for Lateral support of truss members only to reduce buckling length. Provisions mlmt be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPl1. Alas Plate Institute, TPI, Is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-OO(A Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK (7r.0VIED0.r1-32766 == —Joint Locations=====__________ 1)=0-�0==0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATIONX-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to he continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# Eng. Job: Dwg: Dsgnr. TLY Chk: TC Live 16.0 psf TIC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf TOTAL 33.0 scale = 0.1878 Truss ID: P Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA V:06.02.02- 13820- 5 Design: Afmrir Analysis JOR PA771: C:ITF.F--I.ORUORSI125A1PI11SIJN]V HCS: 06.01.Ue JB: SUNBURY I AC: WO: SUNIV WE: TI: P QTY:4 DESIGN INFORMATION 111is design Is for an individual buildbtg 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 inforrnallnn, speeidcatlons and/or designs furnished to the truss designer by the client and the coreeinsa nr accuracy of this Information m It may relate to a spe- cifle project and accepts no responsibility or exercises no control with regard to fabdca- Him, handling, shipment and Installation of trusses. This truss has been designed as an indtviduaI building component In accordance with ANSI/T11 1-1995 and NDS-97 to be Incorporated as part of the building design by a Building Designer (registered architect or professional engineer). When reviewed far approval by the hu8ding designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local ellnlatic records for wind or snow loads. project specdlcallons or special applied hails. Unless shown, truss has not been designed fur storage or occupancy loads. The design assumes compression chords (top or hottoml are continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully brace d laterally by a properly applied rtgld ceding. they should be braced at a matlmum spacing of 10'-0" o.e. connector plats shad lr. manufactured from 20 gauge hot dipped gahaniwd steel meeting AST 61 A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that Ihis drawing is In conformance wntn the (abricatofs plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put in writing before cutting or fabrication. Plats shall not be Installed over knothols, hunts or distorted gram. Members shall be cut for tight filling wood to wood hearing. Con- nector plates shad be located on bah faces of the truss with malls fully Imbedded and shall be sym. about the joint unless otherwise shown. A 5x4 plate is 5" wide x 4" long. A 6x8 plate is G" wide x 8- long. Slots (holes) run parallel to the plate length specified. Double cuts on web members shad meet at the centrmld of the webs unless otherwise shown. Connector plate sizes are minimum slur based on the forces shown and may need to he Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. Fmr additional information on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES Ad bracing and erection recommendations are to be followed inaccordance with "Handling IrlstaWng A Bracing", IIIB-91. Trusses are to be handled with particular Care during lauding and bundling. delivery and installation to avoid darnage. Temporary and permanent bracing for holding trusses In a siralglu and plumb pos. ttlon and fur resisting lateral forces shall be designed and installed by others. Careful hand- ling is essential and erection bracing is allays required. Normal precautionary action for trusses requires such temporary bracing during mstallallon between trusses to avoid toppdnlg and dommomg. The supervtston of erection of trusses trushall be under the control of persons experienced inthe installation of truss. Professional advice shad be sought if needed. Concentrat ton of construction loads greater than the design ("ads shall not be applied to messes at any tine. No loads other than the welght 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 2x8 SP #2 1 2x4 SP #2 2 [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. design considerations (by others) nor lateral forces due to wind or seismic loads on buildings. CAUTIONII! Bearing block ends must meet requirements of ANSI/TPI 1-1995, Table 10.2-2 for maximum reactions and proper 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= 0.01" RMB - 1.15 IX4 continuous lateral bracing attached with 2- 10d nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 "T" brace may be nailed flat to edge of web with 12d nails spaced 81, o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 141. MULTIPLE LOADS -- This design is the composite result of multiple loads. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Part L= 31.0 ft W= 4.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 165 0.54 4- 3 0 0.12 3X _L =------- ==Joint Locations============_== 1) 0- 0- 0 3) 4- 1- 8 2) 4- 1- 8 4) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 7- 8 188 284 -246 BOT PIN 4- 0-12 155 0 -425 BOT H-ROLL All COMPRESSION Chords are assumed to be, continuously braced unless noted otherwise. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 246# Support 2 425# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 284# 4-1-8 4-1-8 1 311 CONTINOUS 6 00 6 711V OSB SHEATHING 9YA 9Yd a�42 0-412 T 3-1-3 4 8-1-0 1-0-7 0-7-4 I I - 0-7-4 L 7-0-8. 7-0-8 �4 6 5 324# 15.00" 324R 1.5.00" 8-3-0 d (R1--1-7) (R ) GABLE STUD PLATES (0) 2X4 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 NOTE: TRUSS SHIPPED TO FIELD IN TWO SEGMENTS. ATTACI I IN FIELD USING 7/16' OSB SHEATHING NAILED Wild NAILS Qa 4.0- O.C. AT ALL CONTACT SURFACES WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: aronda Systems ILM A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Divg: CONTRACTOR. nsTIC BRACING WARNING: TIC Livc Live 6.0 1G.0 psf 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing. portal bracing or similar bracing TC Dead 7.0 psf SANFORD, FL. 32771 which is a part of the building design and which must be considered by the budding designer. Bracing is for lateral buckling be BC Live 0.0 psr (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown support of truss members only to reduce length. Provisions must made to anchor lateral bracing at ends and specified locations detennmed by the building designer. Additional bramu bracing of the westructure may be required. (see HIB-91 of TPn. BC Dead 100 f .Ps LICENSE #0050068 rrruss Plate Institute, M. is located at 583 D'Onofrio Drive. Madison, Wisconsin 53719). 1890 GREENBROOK MOVIEDOXI-327ue TOTA1. 33.0 psf scale = 0.1878 Truss ID: P Date: 6-18-02 DurFac - Lbr: 1.25 Durfac - PIt: 1.25 O.C. Spacing: 24.011 Design Criteria: TPI Code Desc: FLA Design: Afmrit Anatnis JOB PATH: C:ITEE-L0KU0BS1I25,ilPHlSUNIV HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: U 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the =======_ ====Joint Locations=============__ This design is for an Individual budding BOT CHORDS: 2x4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 23- 1- 1 9) 16-10- 8 component and has been based on Information proaaty ecdbvthe client. WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 6-10-15 6) 30- 0- 0 10) 13- 1- 8 fordamThe geslgner asare result at responsibility for damages asa result of continuously braced unless noted otherwise. 3) 13- 0- 0 7) 30- 0- 0 11) 6-10-15 faulty or Incorrect Infnrmation, speelicalions PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V= 125 h, rap 4 17- 0- ) 0 8) 23- 1- 1 12) 0- 0- 0 and/or designs furnished to the truss designer Support 1 764# H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bythecllenlandlhecorreclnessoraccuracy Support 2 803# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as it may relate to a spe- MAX LIVE LOAD DEFLECTION: in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1041 77 -764 BOT PIN ` chic project and accepts no responsibWty Or arercises no control with regard to fabrica- L/999 Impact Resistant Covering and/or Glazing Req 29-10- 4 1041 0 -803 BOT H-ROLL tlon, handling, shipment and Installation of L=-0. 25" D=-0.26" T=-0.51^ muss". ThisM.- hasbeendesignedasan MAX HORIZONTAL TOTAL LOAD DEFLECTION: ..TC...FORCE ... CSI ..BC...FORCE... CSI Individual buldingcomponent Inaccordance with T= 0.37" 1- 2 -3229 0.60 12-11 2925 0.70 ANSI/TPI 1-1995 and NDS-97 to be incorporated MAX HORIZONTAL LIVE LOAD DEFLECTION: 2- 3 -2456 0.56 11-10 2925 0.68 as part of the building design by a Building Designer (registered architect or professional T= 0.18" 3- 4 -2156 0.43 10- 9 2158 0.47 englneerl. When reviewed for approval bythe RMB - 1.15 4- 5 -2455 0.56 9- 8 2925 0.68 budding designer. the design loadings shown 5- 6 -3229 0.61 8- 7 2925 0.70 must be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or snow loads• project specifications or special applied bads. Unless shown, truss has not been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) am continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension arc not fully braced laterally by a property applied rigid "fling. they should be braced at a maximum spacing of 10'-0' o.c. Connector plat" shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASf,M A 653. 13-0-0 4-0-0 13-0-0 Grade 40. unless otherwise shown - Ilk 1 I 5 6 FABRICATION NOTES Oo 6 00 Prior to fabrication, the fabricator shall review this drawing to verify than this drawing Is In $X6 5X6 conform. nee with the fabdntoes plans and to realize a continuing responsibility for such ved- - ❑catlon. 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 races of 3X4 3X4 the truss with nails fully Imbedded and shall be sym. about the joint unless otherwise shorn. A 7 3 15 _ - 6-10-3 5x4 plwide ate is 5- we x 4' long. A 6.8 plate is 6' wide x 8- long. Slots (holes) run parallel to 6X 12 6X 12 the plate length specified. Double cuts on web members shall meet at the cenlrold of the webs 0-4-3 unless otherwise shown. Connector plate sizes 2X4 2,4 0-4-3 arc minimum sizes based on the forces shown and may need to be Increased for certain hand- ling and/or erection stresses. This truss is not to be fabricated with fire retardant treated 3-2-8 luanher unless otherwise shown. For additional 3X6 3X6 Information on Quality Control refer to ANSI/TPI 1-1995 3.003.00 PRECAUTIONARY NOTES 0-3 8 All bracing and erection recommendations are P9 to be followed in accordance with -Handling 2 12-10-0 3-9-0 12-10-0 I.11ing & Bracing% 111E-91. Trusses arc to I i12 111 10 $ I be handled with particular care during handing and bundling, delivery and Installation to avoid 1042# 3.50" 1042N 3.50" " In s damage. Temporary a permanent bracing for holding trussa straight and plumb pos• Ition and for resisting lateral fore" shall be 1 9 30-0-0 1-1-9 designed and Installed by others. Careful hand- ( R1-I-7 (R 1-1-7) ling is essential and erection bracing 6 always EXCEPT AS SHOWN PLATES ARE '11?0 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 required. Normal precautionary action for trusses requires such temporary bracing during Installation between susses to avoid toppling and dominning. The super"Islon of creed'" of trusses shall be under the control of persons Maronda System WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dw g WO: SUNIV Truss ID: U experienced In the Installation of truss". Professional advice shah be sought if needed. CONTRACTOR. Dsgnr: TLY Chi:: Date: 6-18-02 Concentration of construction leads greater than the design loads shall not be applied to BRACING WARNING: TC Live t6.0 psr DurFae - Lbr: 1.25 louses al any tune. No Inds other than the 4005 MARONDA WAY Bracin g shown on this drawinis not eretio g erection bracinwid b g, nracinl b g• portal or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 weight of the erectors shall be applied to tr busses until after all fastening and bracing SANFORD, Fl-. 32771 which is a pan of the budding design and which must be considered by the building designer. Bracing for lateral BC Live 0.0 I O.C. Spacing: 24.0" is completed. (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown Is support of truss members only to reduce buckling length. Protislons must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing BC Dead 10.0 ps PSI Design Criteria: TPI of the overall structure may be required. (See HIB-91 of TPI)- ,.19 Code Desc: FLA LICENSE #0050068 rrruss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wisconsin 53719). 1890 GREENBROOK C"r.OVIEDO.FL32766 I TOTAL 33.0 psf I V:06.02.02- 13821- 57 Design: Afarrix Analysis JOB PATH: CATEE-LOAVOHS1125AfPHISUv1V TICS: 06.02.02 I_ _ I I JB: SUNBURY I AC: 104 UPLIFT D.L. WO: SUNIV WE: TI: V QTY:1 DESIGN INFORMATION This design is for an individual building component and has Men based on Information prmlded by the client. The designer disclaims any responsibility for damages as a result of faulty or incorrect Informal Ion, specifications and/or designs furnished to the truss designer by the client and the conertness or accuracy of this Information as It may relate to a spe- cific project and accepts no rnponslbWty or exercises no control with regard to fabrica- llon, handling, shipment and installation of trusses. This truss has been designed as an Individual building component In accordance with ANSI/TPI 1-1995 and NUS-97 to to Incorporated as part of the budding design bya Building Designer (registered architect or professional engim ed• When mimed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown art in agreement with the local building codes, local climatic records for wind or snow loads, pmjecl specifications or special applied loads. Unless shown. truss has not Men designed for storage or occupancy loads. The design assumes compression chords (top or boltoml are contlnu- ously braced by sheathing unless nlherwlse specified. Where bottom chords In tension arc not fully braced laterally by a properly applied rigid ceiling, Ihey should be braced at a maximum spacing of 10'-0" o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to reallze a continuing responsibility for such verl- ficatlon. Any dtscrepancles arc to be put in writing before cutting or fabrication. Plates shall not be Installed wet knotholes. knoll or distorted grain. Members shall be cut for tight fitting wood to wood Haring. Con- nttlor plates shall be located on both faces of the truss with na Bs fully imbedded and shall be syni. 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) rim parallel to the plate length specified. Double cuts on web members shall meet at the centrold of the webs unless otherwise shown. Connector plate sizes arc minimum slur based on the forces shown and may need to be Increased for certain hand- ling and/or enxtlon stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations arc to be folioed In accordance with "handling ns ImlBng & Bracing", HIB-91. Trusses are to be handled with particular rare during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses In a straight and plumb pos- ition and for resisting lateral forces shall be designed and installed by others. Careful hand - Ling is essential and erection bracing is always required. Normal precautionary anion for trusses requires such temporary bracing during ,-in Hatton between trusses to avoid toppling and dommomg. The supervision of erection of trusses shall be under the control of persons experienced m the Installation of trusses. Professional advice shall le sought if needed. Concentral Ion of construction loads greater than the design loads shall not be applied to trusses at any thee. No loads other than the welghl of the erectors shall be applied to Inisses until after all fastening and bracing is completed. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 778# Support 2 818# MAX LIVE LOAD DEFLECTION: L/999 L=-0.26" D=-0.26" T=-0.52" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.37" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.19" RMB = 1.15 6-3-15 0-4-3 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125niph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W- 30.0 ft Truss in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -3245 0.57 13-12 2937 0.74 2- 3 -2719 0.54 12-11 2948 0.70 3- 4 -2413 0.43 11-10 2536 0.65 4- 5 -2412 0.43 10- 9 2947 0.70 5- 6 -2718 0.54 9- 8 2936 0.74 6- 7 -3244 0.60 ==============Joint Locations=============== 1) 0- 0- 0 6) 24- 1- 1 11) 11- 1- 8 2) 5-10-15 7) 30- 0- 0 12) 5-10715 3) 11- 0- 0 8) 30- 0- 0 13) 0- 0- 0 4) 15- 0- 0 9) 24- 1- 1 5) 19- 0- 0 10) 18-10- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 1-12 1041 100 -778 BOT PIN 29-10- 4 1041 0 -818 BOT H-ROLL 11-0-0 11 8-0-0 k 11-0-0 Ilk 1 2 4 6 7 5X6 3X4 5X6 0 5-10-3 04-3 3.00 -3.00 0-3-5 ,I (� 1 1 0-3-8 -� 10-10-0 7-9-0 10-10-0 113 12 111 10 9 1042# 3.50" 1042N 3.50" 1-1 99 30-0-0 (" (RI-1-7) EXCEPT AS SIIONNN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: WO: SUNIV FMaronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: Truss ID: V y CONTRACTOR. BRACING WARNING: Dsgnr: TLY Chk: Date: 6-18-02 TC Live 16.0 psf DurFac - Lbr: 1.25 4005 MARON DA WAY Bracing shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing TC Dead 7.0 psf DurFae - Pit: 1.25 SANFORD, FL. 32771 which is a part of the building design and which must be considered by the building destgmcr. Bracing is for lateral BC Live 0.0 f PS O.C. Spacing: 24.0" (407) 321-0064 Fax (407) 321-3913 shown support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. BC Dead 10o r Design Criteria: TPI TOMAS PONCE P.E. Additional braring of the overall structure may be required. (See HIB-91 of TPO. . Ps Code Dese: FLA LICENSE #0050068 (Truss Plate Institute, TPI, is located at 583 D'Onofrio Drive, Madison, Wisconsin 53719). 1890 OREENBROOK Cr.OV1EDO.R-32766 TOTAL 33.0 psf V:06.02.02- 13822- 5 Design: Morris Anah•sis JOB PATH: C:ITEE-LOKUOBSl125AIPHISUN1V HCS: 06.02.02 JB: SUNBURY I AC: 104 UPLIFT D.L. WO: SUNIV WE: TI: W 9TY:1 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the ==============Joint Locations=============== This design is for an Individual building BOT CHORDS: 2x4 SP #2 composite result of ralultiple loads. 1) 0- 0- 0 5) 21- 0- 0 9) 20-10- 8 component and has been based on tnfornallon WEBS: 2x4 SP #3 All COMPRESSION Chords are assumed to be 2) 4-10-15 6) 25- 1- 1 10) 15- 0- 0 provided by the cllent. The designer disclaims any responslbWm ly for daagesas a result of 2x4 SP #2 3,5 continuous) braced unless noted otherwise. Y 3) 9- 0- 0 7) 30- 0- 0 11) 9- 1- 8 faulty or incorrect lnforrnatlon,spec(fications Wind Case- ASCE 7-98, C&C, V= 125mph, 4) 15- 0- 0 8) 30- 0- 0 12) 0- 0- 0 and/or designs furnished to [tic truss designer PROVIDE UPLIFT CONNECTION PER SCHEDULE: H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 ----MAX. REACTIONS PER BEARING LOCATION----- bytheclienlandthecorrectnessoraccuracy Support 1 781# Bld Type= Encl L= 40.0 ft W= 30.0 ft Truss X-Loc Vert Horiz Uplift Y-Loc Type of this information as it may relate to a spe- Support 2 819# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf 0- 1-12 1042 92 -781 BOT PIN cific project and accepts no responsibility or exeroises no control with regard to tabrtea- MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req 29-10- 4 1042 0 -819 BOT H-ROLL tlon, handling• shipment and Installation of L/999 trusses. This truss has been designed as an L=-0.30" D=-0.31" T=-0.60" ..TC...FORCE ... CSI ..BC...FORCE ... CSI Individual budding component In accordance with MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -3247 0.66 12-11 2955 0.76 ANSI/TPI 1-1995 and NDS-97 to be Incorporated T= 0.38" 2- 3 -2946 0.54 11-10 2629 0.59 as pan of the budding design by a Building Designer (registered architect or professional MAX HORIZONTAL LIVE LOAD DEFLECTION: 3- 4 -3163 0.56 10- 9 2629 0.59 engineer). When reviewed for approval by the T= 0.19" 4- 5 -3163 0.56 9- 8 2955 0.76 building designer. the design loadings shown RMB 1.15 5- 6 -2945 0.55 must be checked to be sure that the data shown 6- 7 -3246 0.68 are In agreement with the local building codes• local clumatic records for wind or saw loads. project specifications or special applied Inds. Unless shown, truss has not been designed for storage or occupancy loads. The design assumes compression chords (lop or bottom) arc continu- ously braced by sheathing unless otherwise specified. Where bottom chords In tension are not fully braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'-0' o.c. Connector plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASn.f A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator stall rvlew 9-0-0 12-0-0 9-0-0 this drawing to verify that this drawing is in Ilk ] Iconfornce 2 4 6 •� mawith the fabricator's plans and to realize a continuing responsibility for such ved• .-,.on. Any discrepancies are to be put In 0 writing before curing or fabrication. Plates shall not be Installed over knotholes, SX6 2X4 5X6 knots or distorted grain. Members shall be cut for tight fitting woad to wood bearing. Con- nector plates shall be located on both faces of the truss with nails fully Imbedded and shall be T sym. about the joint unless otherwise shown. A 2X4 2X4 5x4 plate is 5- wlde x 4- long. A 6.x8 plate is 6' wide x 8- long. Slots (holes) run p.-Uel to - - 4-10-3 the plate length specified. Double cuts on web members shall meet at the centmtd of the webs unless otherwise shown. Connector plate sls 5-3-15 0-4-3 6X 12 3X8 6X 12 04-3 are minimum sizes lased on the forces shown and nay need to be Increased for certain hand. ling and/or erection stresses. This Wes Is not to be fabricated with fire retardant treated - 2-2-8 lumber unless otherwise shown. For addillonal 3a6 3X6 mati Inforon on Quality Control refer to ANSI/TPI 1-1995 3.001 1 3.00 PRECAUTIONARY NOTES 038 �'- 038 All bracing and erection recommendations are to be followed in accordance with -Handling 8-10-0 11-9-0 8-10-0 InstaWng & Bmcing-. HIB-91. Trusses are to I 1 11 ] 0 it be handled with particular cane during banding and bundling. delivery and Installation to avoid 1042# 3.50" 1042# 3.50" damage. Temporary and permanent bracing for holding misses In a straight and plumb pos.I� Ilion and for resisting Lateral forces shall be 1-1-9 30-0-0 h 1-1-9 designed and Installed by others. Careful hand- ling is essential and erection bracing is always EXCEPT AS SIIOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of trusses shall be under the control of persons Maronda=Systems WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job:SUNIV ll1vg: Truss ID: W experienced In the Installtlon of trusses. Professional advice shall be sought if needed. CONTRACTOR. Dsgnr• TLY Chk• Date: b-18-02 TC live ]6.o psf DurFoe - Lbr: 1.25 Concentration of construction hods greater than the bads hall tth apprthanthed BRACING WARNING: 1anytdesign trusses al any time. No Inds other than the No 4005 MARONDA WAY Bracing shown on this drawing is not erection brncing, wind bracing, portal bracing or smrLLsr bracing TC Dead 7.0 psf DurFae - PIt: 1.25 weight of the erectors shall be applied to trusses until after all fastening and bracing SANFORD, FL. 32771 which Is a pan of the building design and which must be considered by the building designer. Bracing BC Live 0.0 O.C. S 24.Or Spacing: P 9• (407) 321-OO(A Fax (407) 321-3913 shown is for lateral support of truss members only to reduce buckling length. Provisions m must be psf I. completed. TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Addklonal bracing BC Dead 10.0 psf Design Criteria: TPI of the overall structure may be required. (See 111D-91 of TPI). .�19 Code Dese: F LA LICENSE #0050068 1890 GREENBROOK MOVIED0,1L32766 Truss Plate Institute. TPI, is located at 583 D'Onofrio Drive. Madison. Wtseimsln 53719). I TOTAL 33.0 PSf V:06.02.02- 13825- 61 Design: Afnrrix Analysis JOB PATH: CATFF-LOAUOBSU25MP1/1SI1N1V HCS: 06.02.02 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: X QTY:2 DESIGN INFORMATION TOP CHORDS: 2x4 SP #1 D MULTIPLE LOADS -- This design is the ======_ _ ====Joint Locations===========---- This design is for an Individual building 2x8 SP #1 D 2,3 composite result of multiple loads. 1) 0 0- 0 5) 30- 0- 0 9) 5- 3- 0 component and has been based on information BOT CHORDS: 2x6 SP #1 D All COMPRESSION Chords are assumed to be 2) 5- 0- 0 6) 30- 0- 0 10) 0- 0- 0 provided by the client. The designer disclaims anyresponsibilityfor asaresult of WEBS: 2x4 SP #3 continuously braced unless noted otherwise. 3) 15- 0- 0 7) 24- 9- 0 ' information. faulty or Income( Infortnatlon, specifications 2x4 SP #2 2,4 Design based on 2-ply laminated Bot chord. � P Y 4) 25- 0- 0 8) 15- 0- 0 and/or designs furnished to the truss designer 2-PLY TRUSS! fasten w/3"X 0.120" nails in End verticals designed for axial loads only. by the client and the correctness or accuracy staggered pattern per nailing schedule: End verticals that are extended above/below ------------ TOTAL DESIGN LOADS ------------ of this information as it may relate to a spe. TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Wind Case- ASCE 7-98, C&C, V= 125mph, Uniform PLF From PLF To cNc project and accepts no responsibility or Distribute loads equally to each ply. H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 TC Vert L+D -46 -1- 1- 9 -46 5- 0- 0 tion,hes li control with regard to fabrica- tion, tlon, handling, shipment and Installation of Bld e= Enel L= 40.0 ft W= 30.0 ft Truss ZYP TC Vert L+D -77 5- 0- 0 -77 25- 0- 0 trusses. This truss has been designed as an PROVIDE UPLIFT CONNECTION PER SCHEDULE: in INT zone, TCDL- 4.2 psf, BCDL= 6.0 psf TC Vert L+D -46 25- 0- 0 -46 31- 1- 9 individual building component In accordance with Support 1 766# Impact Resistant Covering and/or Glazing Req BC Vert L+D -20 0- 0- 0 -20 5- 0- 0 ANSI/'lull-1995and NDS-97to be incorporated Support 2 766# BC Vert L+D -33 5- 0- 0 -33 25- 0- 0 as pan of the budding design by a Building MAX LIVE LOAD DEFLECTION: ..TC... FORCE...CSI ..BC... FORCE... CSI BC Vert L+D -20 25- 0- 0 -20 30- 0- 0 Designer (registered architect or professional engineerl. When reviewed for approval by the L/707 at JOINT # 8 1- 2 -6390 0.22 10- 9 5873 0.33 Concentrated LBS Location budding designer. the design loadings shown L=-0.50" D=-0.51" T=-1.01" 2- 3 -10679 0.51 9- 8 6405 0.54 BC Vert L+D -195 5- 0- 0 must be checked to be sure that the data shown MAX HORIZONTAL TOTAL LOAD DEFLECTION: 3- 4 -10679 0.51 8- 7 6407 0.54 BC Vert L+D -195 25- 0- 0 are in agreement with the local building codes. localclimatic records for wind or snow loads. T= 0.29" 4- 5 -6391 0.22 7- 6 5874 0.33 ----MAX. REACTIONS PER BEARING LOCATION----- project specifications or special applied Inds. MAX HORIZONTAL LIVE LOAD DEFLECTION: X-Loc Vert Horiz Uplift Y-Loc Type Unless shown, truss has not ee bn designed for T= . 14 ^ 0- 1-12 1684 0 -766 BOT PIN storage or occupancy loads. The design assumes RMB 1.00 29-10- 4 1685 0 -766 BOT H-ROLL compr sslon chords (top or bottom) are continu- = ously braced by sheathing unless otherwise specified. Where bottom chords in tension arc not fully braced laterally by a properly appded rigid ceWng, they should be braced at a maximum spacing of 10'.0- o.c. Connector plates shad be manufactured from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shad review this drawing to verify that this drawing is In conformance with the fabricators plans and to realize a continuing responsibility for such veri- fication. Any discrepancies are to be put In writing before cutting or fabrication. Plates shad not he Installed met knotholes. knots or distorted grain. Members shall be cut for tight fitting wood to wood bearing. Con. nector plates shad be located on both faces of the truss with nails fully Imbedded and shad be sync. 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 shad meet at the centmid of the webs unless otherwise shown. Connector plate sues arc minimum sizes based on the forces shown and may need to to Increased for certain hand- ling and/or erection stresses. Thls truss Is not Ee fahriented with fire retardant treated luber unless otherwise shown. For additional rnallon on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations am to be followed in accordance with -Handling Installing & Bracing'. 1,1I13-91. Trusses arc to be handled with particular can during banding and bundling, delivery and Installation to avoid darnage. Temporary and permanent bracing for holding trusses In a straight and plumb pm. Ition and for resisting Lateral forces shad be designed and Installed by others. Careful hand. ling Is essential and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of eredlon of trusses shall be under the control of persons expcnenced In the Installation of trusses. Professional advice shall be sought if needed. Concentmtlon of construction loads greater than the design loads shad not be applied to trusses at any time. No loads other than the weight of terectors shag erectoshad be applied to trusses Land after all fastening and bmetng Is completed. 2-PLYS REQUIRED 5-0-0 20-0-0 5-0-0 1 3 5 8X10 1OX10 8X10 3.00 I - 0 3.00 T 04-3 2-10-3 T7� I 0-3-8 4-11-8 11 19-6-0 4-11-8 110 g I 1685# 3.50" 1685# 3.50" 1--1 9 _I1 30-0-0 1-1-9 196# 196# EXCEPT AS SHOWN PLATES ARE L20 GA TESTED PER ANSI/TPI 1-1995 scale = 0.2077 (Maronda Systems 4005 MARONDA WAY SANFORD. FL. 32771 (407) 321-0061 Fax (407) 321-3913 TOMAS PONCE P.E. LICGNSE #0050068 1890 GREENBROOK Cr.OVIEDO.FL32766 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 sbnilar bracing which is a part of the budding design and which must be considered by the budding designer. Bracing shown is for lateral support of truss members only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding designer. Additional bracing of the overall structure may be required. (See HIB-91 of TPI). (truss Plate Institute. TPI, is located at 583 D'Onofrio Drtve. Madison. Wisconsin 53719). Eng. Job: WU: 5UNIV Dwg: Truss ID: X Dsgnr: TL1r Chk: Date: 6-18-02 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:06.02.02- 13827- 6 Design: Afatrir Analysis JOB PATH: CATEE-LOKVOUS1125MPHIS1JNIV 11CS: 06.02.02 DESIGN INFORMATION This design is for an individual building component and has been based on Information Provided by the client. The designer dill -buns any responsibility for damages as a result of faulty or Incorrect information. speeillcations and, or designs fumished to the truss designer M• the client and the correctness or accuracy of this iniomation as It may relate to a spe- cille p Ject and accepts no responslbWty or exercises no control with regard to fabrin- lion• handling, shipment and Installation of trusses. This truss has been designed as an individual building component In accordance with ANSI/TPI 1.1995 and NDS-97 to be incorporated as pan of the building design by a Building Designer Impterel architect or professional engineer]. When reviewed for approval by the building designer, the design loadings shown must be checked to he sure that the data shown arc In agreement with the local building codes. local climatic records for wind or snow loads. Project sPecgl-ttons or spectal applied loads. Unless shown• truss has not been designed for storage or occupancy loads. The design assumes compression chords pop or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a properly applied rtgld ceiling. they should he braced at a maxtmnun spacing of 10'-W o.c_ Connector plates shag be trumdaclured from 20 gauge hot dipped galvanlvd steel meeting ASTM A 653, Cmdc 40. unless otherwise shown. FABRICATION NOTES Poor to fabrication, the fabricator shag review this drawing to verify that this drawing is in conformance with the fabrimtoes plans and to realize a continuing responsibility for such ved- ne.lion. Any discrepancles arc to be put In writing before curing or fabrication. Plates shall not be Installed over knotholes, knots or distorted grain- Members shag be cut for tight lilting wood to wood bearing. Con- nector plates shall be located on both races 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. Slats (holes) nhn parallel to the plate length specified. Double cuts on web members shall meet al the centroid of the webs unless otherwise shown. Connector plate sizes are minimum sizes based on the forces shown and troy need to be Increased for certain hand- ling and/or erec(lon stresses. This truss Is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control refer to ANSIM11 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are to he followed in accordance with "Handling Installing & Bracing, HIB-91. Tnissm arc to be handled with particular care during banding and bundling, delivery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pos- 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 masses requirm such temporary bracing during Installation between trusses to avoid toppling and domtnoing. The supervision of erection of busses shag be under the control of persons experienced in the installation of trusses. Professional advice slug be sought If needed. Concentration of construction loads greater than the design loads shag no be applied to trusses at any Ihne. No loads other titan the weight of the erectors shag he applied to trusses until after sit faslenmg and bracing Is completed. JR: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 WEBS: 2x4 SP #3 Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 512# Support 2 266# PROVIDE HORIZONTAL CONNECTION PER SCHEDULE Support 1 226# MAX LIVE LOAD DEFLECTION: L/999 L--0.04" D- 0.00" Te-0.04" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.09" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.09" RMB = 1.00 WO: SUNIV WE: MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Wind Case- ASCE 7-98, C&C, V= 125rrlph, H= 15.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 7.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -64 0.85 4- 3 -12 0.73 TI: Y QTY:2 _===-==== ====Joint Locations-= =========== 1) 0- 0- 0 3) 7- 0-14 2) 7- 0-14 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF Fran PLF To TC Vert L+D 0 0- 0- 0 -56 7- 0-14 _ BC Vert L+D 0 0- 0- 0 -24 7- 0-14 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 0- 2- 8 94 226 -512 BOT PIN 6-11- 1 193 0 -266 BOT H-ROLL 7-0-14 l � 4 0-3-15 Attach with (3) 1041 Toe -Nails Attach with (3) 10d Toe -Nails 2.12 O-a-IS 6-7-15 4 3 1-6-2 95k 4.95" I 193# 2.50" (R 1-6-0) 7-0-14 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI 14995 scale = 0.6346 WARNING: READ ALL NOTES ON THIS SHEET. Eng. Job: V Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING D%vg: Truss ID: Y CONTRACTOR. BRACING WARNING: Dspir: TLY I Chk: Date: 6-18-02 4005 MARONDA WAY TC Live 16.0 psf DurFae - Lbr: 1.25 SANFORD, FL. 32771 Bracing sham on this drawing Is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building design and which must be considered by the building designer. TC Dead 7.0 psf DurFae - Pit: 1.25 (407) 321-00b1 Fax (407) 321-3913 Bracing shown is for lateral support of tniss members only to reduce buckling'length. Provisions must be RC Live 0.0 psf O.C. Spacing: 24.0n TOMAS PONCE P.E. made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be required. ISee HIB-91 of TPn RC Dead d 1 U.0 psf Design Criteria: TPI LICENSE #0050068 (muss Plate Institute. TPI• is located at 583 D'Onofrio Drive, Madlson, Wisconsin 53719). Code Desc: FLA 1890 GREENBROOR Ur.0VIEDO.Fl-32766 TOTAL 33.0 psf V:06.02.02- 13831- 6 �•�•• ......... ,.tan uvowoarrn uVn•ir TICS: 05.02.01 JB: SUNBURY I AC: 10# UPLIFT D.L. WO: SUNIV WE: TI: Z 9TY:11 DESIGN INFORMATION TOP CHORDS: 2x4 SP #2 Analysis based on Simplified Analog Model. =====_========Joint Locations=============== This design U for an individual building BOT CHORDS: 2x4 SP #2 MULTIPLE LOADS -- This design is the 1) 0- 9-15 3) 5- 0- 0 component and has been hased oil information All COMPRESSION Chords are assumed to be composite result of multiple loads. 2) 5- 0- 0 4) 0- 9-15 provided by the clienl.The designer disclainns anyresponsibilityuresultof continuously braced unless noted otherwise. This truss is designed to bear on multiple MAX. REACTIONS PER BEARING LOCATION----- faulty or incorrect Information, specspecificationsnsibWryfordamages Shim or wedge if necessary to achieve full supports. Interior bearing locations should X-Loc Vert Horiz Uplift Y-Loc Type and/or designs furnished tothe truss designer bearing, be marked on truss. Shim or wedge if 4-10-12 107 141 -274 TOP PIN by the client and the correctness or accuracy necessary to achieve full bearing. 0- 1-12 215 191 -390 BOT PIN of this Information as it may relate to a spe- PROVIDE UPLIFT CONNECTION PER SCHEDULE: Wind Case- ASCE 7-98, C&C, V= 125rrph, 4-10-12 58 0 -43 BOT H-ROLL ' cdlc project and accepts no responslblllly or Support 1 390# H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 exercises no control with regard to fabrics- lion, handling, shipment and Installation of Su Support 2 274# ppo Bld Type= Encl L= 40.0 ft W- 5.0 ft Truss musses. This truss has been designed as an Support 3 43# in INT zone, TCDL= 4.2 psf, BCDL= 6.0 psf (ndMdual budding component in accordance with MAX LIVE LOAD DEFLECTION: Impact Resistant Covering and/or Glazing Req ANSI/TPl 1-1995 and NDS-97 to be Incorporated L/684 at Mid -panel # 1 as part of the building design by a Building professional Desengineerlreghen archiliewed L=-0.09" D= 0.01" T=-0.08" ..TC... FORCE ... CSI ..BC...FORCE ... CSI engineeuJ. When reviewed for approval by the reviewed fora MAX HORIZONTAL TOTAL LOAD DEFLECTION: 1- 2 -49 0.63 4- 3 -27 0.48 building designer, the design loadings shown T= 0 . 00" must be checked to be sure that the data shown MAX HORIZONTAL LIVE LOAD DEFLECTION: are In agreement with the local building codes. T= 0 . 00" local climatic records for wind or snow loads, project specifications or special applied loads. RMB = 1.15 Unless shown, Truss has not been designed for storage or occupancy loads. The design assumes compression chords pop or bottom) arc conllnu- 5-0-0 ously braced by sheathing unless otherwise Ilk specified. Where bottom chords In tension arc 1 Ilk 2 not fully braced laterally by a properly applied rigid ceiling. they should be braced at a 6 maximum spacing of 10'-0" o.c. Connmtor plates shall be manufactured from 20 gauge hot dipped galvanized steel meeting ASTNI A 653. Attach With (4) Grade 40, unless otherwise shown. 10d Toe -Nails FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is In ronfomance with the fabricators plans and to 1.8-1 realize a continuing responsibility for such Teri- i nation. Any discrepancies arc to be put In writ Ing before cutting or fabrication. Plates shall not be Installed over knotholes. knots or distorted gain. Membersshall be cut for light filling wood to wood bearing. Con- 3-3-15 nector plates shall be located on both faces of the Iruss with nads fully imbedded and shall be syni. about the Joint unless otherwise shown. A 0-4-3 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 web 1-2-2 emlxrs shall meet al the eentrold of the webs unless otherwise shown. Connector plate slur based forces Attach With (1) re minimum sizes on the shown and may need to be Increased for certain hand- 3X4 10d Toe -Nails ling and/or erect on stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional Infonmallon on Quality Control refer to ANSI/TPI 1-1995 3.00 I PRECAUTIONARY NOTES 0-3-8 All bracing and ereetinn recommendations are FT to be followed In accordance with "Handling 4-8-8 Instading h Bmcing'. IIIB-91. Trtssses are to be hanwith particular care during banding 4 3dksi and bundling• delivery and Installation to avoid 215N 3.50" 108N 2.50" damage. Temporary and permanent bracing 1-1-9 59# for holding trusses in a straight and plumb pos- I 5-0-0 9I{H _450" Itlon and for resisting lateral forces shall be I designed and Installed by others. Careful hand- (R1-1-7 C/L: 4-10-12 ling is essential and erection bracing Is always EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPl 1-1995 Over 3 Supports scale = 0.6314 required. Normal precautionary action for trusses requires such temporary bracing during Installation between trusses to avoid toppling and dominoing. The supervision of erection of busses shall be under the control of persons (!!aronda System WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Eng. Job: Dlv'g: WO: SUNIV Truss ID: Z evp ncnced in the installation of trusses. Professional advice shad be sought if needed. CONTRACTOR. Dsgnr• TLY Chk: Date: 6-18-02 Concentration of construction loads greater than the design loads shallnol be applied to BRACING WARNING: TC Live 16.0 psf DurFae - Lbr: 1.25 I—- at any time. No I—,ts other than th< 4005 MARONDA WAY Bracing shown on this drawing is not erection bracing. wind bracing, portal bracing or similar bmcing TC Dead 7.0 psf DurFae - PIt: 1.25 weight of the erectors shall be applied to trusses until after all fastening and bracing SANFORD, FL. 32771 which is a par of the building design and which must be considered by the building designer. Bracing for BC Live 00 yf O.C. Spacing: 24.Orr is completed. (407) 321.0064 Fax (407) 321-3913 TOMAS PONCE P.E. shown is lateral support of truss members only to reduce truckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the budding desig er. Additional bracing be BC Dead . 10.0 p' psf p Design Criteria: TPI of the overall structure may required. (See HIB-91 ofTPd. Code Dese: FLA LIlocatedENSE #0050068 (Truss Plate Institute. TPI, is located at 583 D'Onofrio Drtm Madison. Wisconsin 53719). I B90 GRFFNBRtXtK Cr.0V1ED0.FI-3]]66 I TOTAL 33.0 psf V:06.02.02- 13832- 66 Design: Matrix Analysis JOB PATH: C:ITEF.-LOKVORSIJZSMPIIISlJNIV HCS: 06.02.02 DESIGN INFORMATION Thls design is for an Indlvldual building component and has been based on Information plkvAdM by the client. The designer disclaims any responslblllry, for damages as a m,ndl of faulty or Incorrect INonnatlon, specifications and/or designs furnished to the truss designer by the client and the correctness or amumey of this Information as it may relate to a spe. cific project and accepts no responstblllry or exercises no control with regard to tabrica. Uon, handling, shipment and Installation of t-m-m. This truss has been designed as an Intlfvldual bWld(ng Component In accordance with ANSI/TPI 1-1995 and NDS-97 to be incorporated as part of the building design by a Building Designer fmglstered architect or professional engtneerl. When retlewed for approval by the building designer, the design loadings shown most be checked to be sure that the data shown arc in agreement with the lord building codes. local cliraaUc records for wind or snow Inds. PraJeet specifications or special applied loads. unless shown, truss has not been designed for storage or aecup—ly loads. The design assumes Compression chords (top or boltoml are continu- ously braced by sheathing unless mhcr lse specified. Whe— bottom chords in tension are not fully braced laterally by a property applied rigid ceding, they should be braced at a maximum spacing of 10'-0- o.c Connector Plates shall be manufactured from 20 gauge hot dipped galvariu.d steel meeting AS-111 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 mah- a contmuing—Ponsibdfty for such ved- frntion. Any discrepancies are to be put in writing before cutting or fabrouon. Plates shah not be Installed over knotholes. knots or distorted grain. Members shall he cut for tight fhting wand to wood bearing. Con- nector plates shah be looted on both fan of the truss with nnits fully imbedded and shah be syco' about the Joint unless otherwise shown. A 5x4 plate is 5" wide x 4' long. A 8x8 plate is 6' wide x 8' long. Slots (holes) nut parallel to the plate length specified. Double cuts on web members shall meel at the centrotd of the webs unless otherwise shown. Comreclor plate sues are camtmum sues based on the forces shown and may need to be Increased for cenatn hand- ting and/or erection stresses. This lruu is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additlonal Information on Quality control refer to ANSI/TPI 1.1995 PRECAUTIONARY NOTES AU bracing and erection recommendations are to be followed In ottoniance with "Handling Installing & Bractngr, Nm-91. Trusses arc to be handled with particular ore during banding and bundling, delh•ery and Installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb pm - Won and for resisting lateral farces shall be designed and Installed try others. Careful hand- Img is essential and erection bractng n always required- Normal preoutlanary action for tnmcs req= such temporary bracing during Installation between messes to avoid toppling and dommoing. The supervision of erection of trusses shall he under the control of persons e Wrienmd In the Installation of trus cs. Professional advice shall be sought if needed. Concentration of construction loads greater than the design Inds shall not he applied to trusses at any time. No loads other than the weight of the ereclols shall be applied to in..- a nLd after all 1-lening and bracing B eumplered. JB: SUNBURY I AC: 104 UPLIFT D.L. TOP CHORDS: 2x4 SP 92 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 163# Support 2 65# Support 3 64 MAX LIVE LOAD DEFLECTION: L/999 L= 0.00" D= 0.00" T= 0.00" MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB = 1.15 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of rtlultiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 1.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Impact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 -9 0.03 4- 3 -6 0.02 TI: Z 1 QTYA ---===========Joint Locations=====___==___== 1) 0- 9- 5 3) 1- 1- 8 2) 1- 1- B 4) 0- 9- 5 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert iloriz Uplift Y-Loc Type 1- 0- 4 24 28 -65 TOP PIN 0- 1-12 88 37 -163 BOT PIN 1- 0- 4 12 0 -6 BOT H-ROLL 1-1-8 I 2 6.00 0-3-8 0-10-0 4 3 89H 3.50" 25# 2.50" 1-1-9 13M 2. " 1-1-5 Attach with (1) 10d Toe -Nails Attach with (1) 10d Toe -Nails C/L: 1- 4 EXCEPT AS SHOWN PLATES ARE T120 GA TESTED PER ANSI/TPI 1-1995 Over 3 Supports WARNING: READ ALL NOTES ON THIS SHEET. Erg. Joh: Maronda Systems A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING Dwg: CONTRACTOR. Dsgnr: TLY Chk: 4005 MARONDA WAY BRACING WARNING: TC Live 16.0 psf SANFORD, FL. 32771 Bradag shown on this drawing is not erection bracing, wind bracing, portal bracing or similar bracing which is a pan of the building destgn and which be TC Dead %.t) psf (407) 321-0064 Pax (407) 321-3913 must consldered by the budding deslgru, Bracing . shown b for lateral support of truss members only to reduce buckling length. Provisimn must be BC Live 0.0 pSf TOMAS PONCE P.E. made to =char lateral bracing at ends and specified loc tJons determined by the budding designer. Addithmal bracing of the overall structure may be required. (See NIB-91 of,vn. ITC Dead 10.0 psf LICENSE #0050069 Rams Plate Institute. TPI, Is located at 583 D'Gnarrlo Drive. Madison. 1Vlseamin 53719). 1890 GREENBROOK Cr'.0vtEDOXI-32766 TOTAL 33.0 psf Design: Marrir Aaalyrit JOB PATH: C.IT£F-LOKVO8.1I12,ifplilSIJNIV scale = 1.5123 Truss ID: Z1 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - Pit: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA HCS: (AW nI DESIGN INFORMATION This design is for an mdhidual building component and has been based on information provided by the client. The designer disclaims any responsibdlty, for damages as a result of faulty or mcorrecl Information, specifications and/air designs furnished to the tnus designer by the client and the correctness or accuracy of this Informaton as It may '.Laic to a spc- celc project and accepts no responsibility or .xeoeism no control with regard to fabrica- tion, handling, shipment and Inslailatlon of trusses. This truss has been dmlgned as an Individual building component In accordance with ANSI/TPI 1-1995 and NDS-97 to be Incorporated as pan of the building design by a Building Designer (registered amhncct or professional enghi-xi. When reviewed for approval by the building designer, the design loadings shown must be checked to be sure that the data shown are In agreement with the local building codes, local eli n itte records for wind or snow loads. Pmleet speetncatlons or special applied loads. Unless shown, truss has not been designed for storage or Occupancy loads. The design assume compression chords (tnP or bottom) are continu- ously braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced lateralty try a Properly applied rigid ceWng, they should he braced at a " Almton spacing of IU'-W o.e Connector plates shall he manufactured from 20 gauge hot dipped galvanized steel meeting ASIM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator stall review this drawing to verify that this drawing is In conform nee with the fabricator's plans and to realize a contlnuing responsiblWy for such verl- fication. Any dtser,pancics are to be put m writing before cutting or fabrication. bates shall not be installed over knotholes. knots or distorted grin. Members shall be caul for tight fining wood to wood bearing. Con- occinr plates shall be located on both f ecs of the tow with nits fully Imbedded and shall be sym. about the Joint unless otherwise shown. A Sx4 plate Is 5- wide x 4' long. A 6x8 plate is 6- aide x 8- long. slots (holes) rtm parallel to the plate length specified. Double cuts on web members shall meet at the ecntrokl of the webs unless otherwise shown. Connector plate slur are, mtnimum sizes bas.J on flue forces shown and may need to he Increased for certain hand- ling and/or erection stresses. This I— Is not to be fabricated with (he retardant located hunber unless otherwise shown. For additional tolormatlan on Quality Control refer to ANSI/TPI 1-1995 PRECAUTIONARY NOTES All bracing and erection recommendations are tI he followed In accordance with 'Handling InstaWng A Bracing, IIIB-91. Trusses are to be handled with particular care during banding and bundling, delivery and Installation to avoid damage Temporary and permanent bracing for holding trusser fit a straight and plumb pm - Won and for rrstsllng Lateral fortes shall be designed and Installed by others. Carelul hand. ling a essental and erection bracing is always required. Normal precautionary action for trusses requires such temporary bracing during instillation between trusses to avoid toppling and dominoing. The supervision of c—', 'n of trusses shall be under the control of persons experienced In the Installation of louses. Professlanal advice shall he sought If needed. Concentration of wZructlon loads greater than the design loads shall not be applied to messes at any time. No loads other than the welghl of the erectors shall be applied to trusses until after all fastening and bracing is completed. JB: SUNBURY I AC: 10# UPLIFT D.L. TOP CHORDS: 2x4 SP #2 BOT CHORDS: 2x4 SP #2 All COMPRESSION Chords are asslmleci to be continuously braced unless noted otherwise Shim or wedge if necessary to achieve full bearing. PROVIDE UPLIFT CONNECTION PER SCHEDULE: Support 1 284# Support 2 176# Support 3 27# MAX LIVE LOAD DEFLECTION: L/999 L=-0.02" D- 0.00" T=-0.0211 MAX HORIZONTAL TOTAL LOAD DEFLECTION: T= 0.00" MAX HORIZONTAL LIVE LOAD DEFLECTION: T= 0.00" RMB - 1.15 2-4-11 0-4-3 WO: SUNIV WE: Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. Wind Case- ASCE 7-98, C&C, V= 125mph, H= 21.0 ft, I= 1.00, Exp.Cat. B, Kzt= 1.0 Bld Type= Encl L= 40.0 ft W= 3.1 ft Truss in END zone, TCDL= 4.2 psf, BCDL= 6.0 psf Inpact Resistant Covering and/or Glazing Req TC... FORCE ... CSI ..BC ... FORCE ... CSI 1- 2 47 0.25 4- 3 17 0.19 TI: Z2 QTYA ==- ==== =====Joint Locations=============== 1) 0- 9-13 3) 3- 1- 8 2) 3- 1- 8 4) 0- 9-13 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF 4C TC Vert L+D -46 -1- 1- 9 -46 0-10-1.1 TC Vert L+D -82 0-10-11 -82 3- 1- 8 BC Vert L+D -20 0- 0- 0 -20 0-10-11 BC Vert I.+D -38 0-10-11 -38 3- 1- 8 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc Vert Horiz Uplift Y-Loc Type 3- 0- 4 114 88 -176 TOP PIN 0- 1-12 198 119 -284 BOT PIN 3- 0- 4 65 0 -27 BOT H-ROLL 3-1-8 1 2 1 fi 00 1-2-7 0-8-8 I 3.00 n-3-s 2-10-0 4 3 199# 3.50" 115N 2.50" 1_1-9 I 3-1-8 65H 2 s0" Q21 1 7) CIL: -04 EXCEPT AS SnowN PLATES ARE T1 20 GA 'TESTED PER ANSI/TPl t-1995 Over 3 Supports Lmaronda Systems 4005 MARONDA WAY SANFORD, FL. 32771 (407) 321-01164 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE #0050068 1890 GREENBROOK Cr.OVIEDO.FL32766 Design: Afarris Atrdlysis WAKNIN(i: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is not erection bmcmg, wind bracing, portal bracing or similar bm clog which is a fur of the building design and which must be considered by the building designer. Bracing shown la for Lateral support of truss members only to reduce buckling length. Pro,61ans 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 [JIB-91 of MI. frmss Plate Institute. TPI. is located at 583 D'Onofdo Drive. Madison. Wisconsin 53719). Eng. Joh: Dtvg: Dsgnr: TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 0.0 psf 13C (lead 10.0 psf TOTAL 33.0 usr Attach with (3) 10d Toe -Nails Attach with (1) loll foe -Nails - scale = 0.8792 Truss ID: Z2 Date: 6-18-02 DurFac - Lbr: 1.25 DurFac - PIt: 1.25 O.C. Spacing: 24.0" Design Criteria: TPI Code Desc: FLA JOB PATH: C:ITF-E-LOKUOBS1125AfPNLSUN/V 11CS: (Ai.02.02